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Home My WebLink AboutHydrologyStormDrain(Aug.1996) - ,~ .~-cO\' ,\.1". ---;'-:::'v'- l./~ bl:": - ./'---'-:7 IOS I~a BWOIBd .L"HOiIT:g[H S;:)K1LOVMCUH ONV ..!.DO'lO"HillH lB ~vl . .l~V~.l ~O=l Nlv~a II\I~O.lS . pfndlr:J PUlrI.M.;) N :~O::l a3~'lfd3~d . f:SSl6 e~UlolH1~=> 'AdlIeA OUdlOW 00f: n~ns 'dnUdAV sm:>l:=> 069ll ':)NI 'lVNOLLVN1EI.LNI H.Lra:)I :A8 a3~'lfd3~d vLf:vv 'oN "~r=>'lI '3'd 'udllS udM-n p~Aea :::10 NOISI^~3dnS 3H.l ~3aNn a3~'lfd3~d [I] lN3r/ll:J\ld30 DNI!l33NIDN3 Vln:Bl"m ::10 All::> 9661 8 - 8nv 03^'3038 OOO"1>9LOC Nr 966 ~ .lsmmv \ I I I I I I I I I I I I I I I I J J I TABLE OF CONTENTS I. II. INTRODUCTION HYDROLOGY III. PROPOSED MAINLINE STORM FACILITIES ........................................ IV. CATCH BASIN DESIGN .......................................................................... V. STORM DRAIN DESIGN ........................................................................ EXHIBITS "A" LOCATION MAP "B" SOILS MAP "C" STORM DRAIN LOCATION APPENDIX "A" 10 -AND 100-YEAR HYDROLOGY (RATIONAL METHOD) ULTIMATE ONSITE (LINE A) 100 YEAR .............................................. ULTIMATE ONSITE (LINE B) 100 YEAR .............................................. ULTIMATE OFFSITE (LINE A, TRACT 24183) 100 YEAR .................... ULTIMATE OFFSITE (LINE B, TRACT 24183) 100 YEAR .................... INTERIM (MASS GRADING, TRACT 24182 & 24183) 100 YEAR .......... ULTIMATE ONSITE (LINE A) 10 YEAR ................................................. ULTIMATE ONSITE (LINE B) 10 YEAR ................................................ ULTIMATE OFFSITE (LINE A, TRACT 24183) 10 YEAR ...................... ULTIMATE OFF SITE (LINE B, TRACT 24183) 10 YEAR ...................... "B" HYDROLOGY MAPS "C" CATCH BASIN DESIGN CALCULATIONS AND GUTTER CAPACITY ANALYSIS .... ... ....... ... ... ....... .... ... .... .... ... .... .... .... .... .... .... ..... "D" STORM DRAIN HYDRAULICS ANALYSIS LINE A (CIPP ALTERNATIVE) ............................................................... LINE A (RCP ALTERNATIVE) .............................................................. LINE A (CIPP ALTERNATIVE) INTERIM CONDITION ...................... PAGE NO. 1 2 3 4 S 6 22 37 43 48 S9 7S 90 96 101 126 146 167 1.- I I I I I I I I I I I I I I I I I I J PAGE NO. "D" STORM DRAIN HYDRAULICS ANALYSIS (CONI.) LATERALS A-I & A-2 INTERIM CONDITION ................................... IS7 LINE B (CIPP ALTERNATIVE) ............................................................. 192 LINE B (RCP ALTERNATIVE) ............................................................. 223 LATERAL B-1 ........................................................................................ 253 LATERAL B-2 ........................................................................................ 257 LATERAL B-3 ........................................................................................ 261 LATERAL B-4 ........................................................................................ 267 LATERAL B-5 ........................................................................................ 272 LATERAL B-7 (CIPP ALTERNATIVE) ULTIMATE CONDITION ........... 277 LATERAL B-7 (RCP ALTERNATIVE) ULTIMATE CONDITION ............ 2S1 LATERAL B-7 (CIPP ALTERNATIVE) INTERIM CONDITION .............. 285 LATERAL B-7 (RCP ALTERNATIVE) INTERIM CONDITION .............. 289 LATERALB-S (CIPP ALTERNATIVE) ULTIMATE CONDITION .......... 293 LATERAL B-S (RCP ALTERNATIVE) ULTIMATE CONDITION ............ 297 LATERAL B-S (CIPP ALTERNATIVE) INTERIM CONDITION .............. 301 LATERAL B-S (RCP ALTERNATIVE) INTERIM CONDITION ............... 306 LATERAL B-9 (CIPP ALTERNATIVE) ULTIMATE CONDITION ........... 311 LATERAL B-9 (RCP ALTERNATIVE) ULTIMATE CONDITION ............ 315 LATERAL B-9 (CIPP ALTERNATIVE) INTERIM CONDITION ............... 319 LATERAL B-9 (RCP ALTERNATIVE) INTERIM CONDITION ............... 323 LATERAL B-9.5 ....................................................................................... 327 LINE "C" (CIPP ALTERNATIVE) ULTIMATE CONDITION ................... 332 LINE "C" (RCP ALTERNATIVE) ULTIMATE CONDITION ................... 337 LINE "C" (CIPP ALTERNATIVE) INTERIM CONDITION ...................... 342 LINE "C" (RCP ALTERNATIVE) INTERIM CONDITION ....................... 347 :3 I I I I I I I I I I I I I I I I I I I I. INTRODUCTION This report includes the hydrology and hydraulics calculations performed for the design of onsite drainage facilities for Tract No. 24182 of Paloma Del Sol East, consisting of single family residential development in the City of Temecula, California. The owner/developer is Newland Capital. The development site is located east ofInterstate Route 15 and north of Highway 79, as shown on Exhibit" A". The project area is generally bound by Meadows Parkway to the west, Highway 79 to the south, Campanula Way and De Portola Road to the north, and Butterfield Stage Road to the east. The data provided in this report was used as a basis for the design of street and storm drain improvements. The primary objectives of this report are as follows: 1. Delineate the drainage areas tributary to the onsite and off site catch basins in Tract No. 24182. 2. Based on drainage patterns, ground slope, land use, and soil type and using the Rational Method as contained in the Riverside County Flood Control And Water Conservation District's Hydrology Manual, perform a hydrologic analysis of onsite runoff to provide 10- and 100-year design flows for the sizing of drainage facilities. 3. Based on the hydrologic results and physical site requirements, design the catch basins and storm drain laterals to convey the computed design discharges. Drainage from off site the project is conveyed in a pipe system along Campanula Way from Tract No. 24184 and along A1coba Drive in Tract No. 24185. Additional catch basin and lateral pipe flows are picked up along Campanula Way from Tract No. 24183. - 1 - ~ I I I I I I I I I I I I I I I I I I I c ,....-..--............... . Riverside Co, San Diego Co. rn 4 REGIONAL MAP EXHIBIT A I I I I I I I I I I I I I I I I I I I II, HYDROLOGY In-Tract Hvdrology 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" model which divides the area into drainage subareas, each tributary to a concentration point or hydrologic "mode" point determined by the proposed street layout. The computer results are included in Appendix "A". The following assumptions/guidelines were applied for use of the Rational Method: 1. The soils map from the Riverside County Hydrology Manual indicates that the study area is primarily Group "B" and "C" soils. Soil type "C" was used in the hydrologic calculations. Soils ratings are based on a scale of A through D, where D is the least pervious, providing the greatest storm runoff. The soils map, excerpted from the Hydrology Manual, is included as Exhibit "B". 2. The runoff coefficients specified are: "1/4-acre residential lots", open space recreation, condominium and commercial; to describe the proposed development characteristics. Condominium land use is used for residential single family residential lots with approximately 4500 Sq,Ft. lot size to represent a realistic runoff for the proposed density. 3. Initial subareas were drawn to be less than 10-acres in size and less than 1,000 feet in length per County guidelines. 4. Pipe travel times were computed based on preliminary computer-estimated pipe sizes, A minimum pipe size of 18-inches were specified, and 90 percent of the actual pipe slope was assumed available for the pipe friction losses. 5. Standard intensity-duration curve data was taken from the County Hydrology Manual (values apply for Murrieta-Temecula and Rancho California areas), For the 100- year analysis, the data specifies a 100-year 10-minute rainfall intensity of 3.46 inches/hour and a 100-year 60-minute rainfall intensity of 1.4d'lnches/hour. For the 10-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 - l, I \. 9 U9lHX3 I I I I I I I I I I I I I I I I OJ c CD (') , z o " ... ::t c: in i;) in o ~ c " .. z fl m " ~ ::t .. z Q .. I I I I I I I I I I I I I I I I I I I I I III. PROPOSED MAINLINE STORM DRAIN FACILITIES The proposed mainline facilities are described as follows (see Exhibit "C"): . Line "A" - beginning at Highway 79 AD. 159 storm drain pipeline and extending upstream along the future streets of Givet Court, Mantova Drive, Acena Street, Copparo Drive, and A1coba Drive to join Line" A" of Tract 24185. . Line "B" - beginning at Highway 79 and Meadows Parkway AD. 159 storm drain R.C.B. and extending along Meadows Parkway and Campanula Way to join Line "B" of Tract 24184. . Line "C" - beginning at Highway 79 AD. 159 storm drain pipeline and extending upstream into future Tract 24182-5 for an interim inlet. Future mainline facilities include: . Lateral "B-7" - will extend to serve Tract 24182-F. . Line "C" - will extend to serve Tract 24182-3, -4 and -5. . Line "D" - will begin at Highway 79 AD. 159 storm drain pipeline and be extended to serve Tract 24182-3 - 3 - ~ I I I I I I I I I I I I I I I I 1......1 Offslte Storm Drain I 1/1 Storm Drain Pipe Alignment G Direction of Flow I I @ I Pipe Indentification m~o' I ~~ ? , I 1 . . 1"T 24158 n24157 n 241" TT 24185 "' T TT 24184 EXHIBIT C PALOMA DEL SOL, EAST Tract 24182 Storm Drain Schematic ~ I I I I I I I I I I I I I I I I I I I IV. CATCH BASIN DESIGN Catch basins, shown on the Hydrology Map, have been designed to collect storm runoff from Tract 24182. 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 - \Q I I I I I I I I I I I I I I I I II 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 I 100 YEAR HYDROLOGY (RATIONAL METHOD) ,'V J I **************************************************************************** I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: I I KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 **********************.**** DESCRIPTION OF STUDY ************************** I * PALOMA DEL SOL * TRACT 24182 - STORM DRAIN - LINE "A" * 100 YEAR HYDROLOGY * * * ************************************************************************** I FILE NAME: 24l82A.DAT TIME/DATE OF STUDY: 21:54 4/25/1996 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I ---------------------------------------------------------------------------- I USER SPECIFIED STORM EVENT (YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE 10-YEAR STORM 10-MlNUTE INTENSITY(INCH/HOUR) = 10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY(INCH/HOUR) = 1,4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3,600 = 1. 400 .5505732 .5271139 SLOPE = .90 I I I **************************************************************************** t FLOW PROCESS FROM NODE 1. 00 TO NODE 1. 00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: FROMTRACT24185-UNE"A" TC(MIN) = 19.04 RAIN INTENSITY (INCH/HOUR) = 2.56 TOTAL AREA (ACRES) = 124.00 TOTAL RUNOFF(CFS) = 295.80 I **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 4.00 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 49.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16,3 I \.'1" /p I I I UPSTREAM NODE ELEVATION = 1099.00 DOWNSTREAM NODE ELEVATION = 1095.00 FLOWLENGTH(FEET) = 330.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) 63.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) 295.80 TRAVEL TIME (MIN. ) = .34 TC (MIN. ) = 19.38 I **************************************************************************** I FLOW PROCESS FROM NODE 1.00 TO NODE 4.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-f" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INrTIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1119.40 DOWNSTREAM ELEVATION = 1109.60 ELEVATION DIFFERENCE = 9.80 TC = .359*[( 900,00**3)/( 9.80)J**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 6.79 TOTAL AREA(ACRES) = 2.60 13.478 3.076 I I .8487 I TOTAL RUNOFF(CFS) = 6.79 **************************************************************************** I FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 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.) = 13.48 RAINFALL INTENSITY (INCH/HR) = 3.08 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.79 I I **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**,2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1141.90 DOWNSTREAM ELEVATION = 1109.60 ELEVATION DIFFERENCE = 32.30 TC = .359*[( 850,00**3)/( 32.30)J**,2 = 10.260 I I 1 + I I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.552 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8545 SUBAREA RUNOFF (CFSl 7.28 TOTAL AREA(ACRES) =. 2,40 TOTAL RUNOFF(CFS) = 7.28 I **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.26 RAINFALL INTENSITY(INCH/HR) = 3.55 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.28 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) ( INCH/ HOUR) 1 12.45 10.26 3.552 2 13.10 13.48 3.076 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 12.45 5.00 AS FOLLOWS: Tc (MIN.) = 10.26 C.B. "A_7N I **************************************************************************** FLOW PROCESS FROM NODE 4,00 TO NODE 4.00 IS CODE = 11 I ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 169,07 304.70 TABLE ** TIME (MIN. ) 10.26 19.38 INTENSITY (INCH/HOUR) 3.552 2.540 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 304.70 129.00 AS FOLLOWS: Tc (MIN.) = 19.38 **************************************************************************** I FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II I. DEPTH OF FLOW IN 72.0 INCH PIPE IS 58.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 12.4 UPSTREAM NODE ELEVATION = 1096.00 DOWNSTREAM NODE ELEVATION = 1091,50 8 ~':J I I I FLOWLENGTH(FEET) = 770.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA(CFS) = TRAVEL TIME (MIN,) = 1.04 MANNING'S N = 72.00 304.70 TC(MIN. ) = .013 NUMBER OF PIPES = 1 20.41 I **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 10 ---------------------------------------------------------------------------- I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 4.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-3" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1115.40 DOWNSTREAM ELEVATION = 1109.60 ELEVATrON DIFFERENCE = 5.80 TC = ,359*[( 600.00**3)/( 5,80)]**.2 = 11.737 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.309 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8517 SUBAREA RUNOFF(CFS) 2.54 TOTAL AREA(ACRES) = .90 TOTAL RUNOFF (CFS) = 2.54 I I I **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-4" ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1109.60 400.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1105.40 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18,00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) . 4.04 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEETI = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.37 PRODUCT OF DEPTH&VELOCITY = .86 STREET FLOW TRAVELTIME (MIN) = 2.81 TC(MIN) = 14.54 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) = 1,20 SUMMED AREA(ACRES) = 2.10 2.955 I COEFFICIENT = .8469 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 3.00 5.54 I ~ ,\14 I I II END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 FLOW VELOCITYIFEET/SEC.) = 2.79 DEPTH*VELOCITY = 1.07 **************************************************************************** I FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 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 CONCENTRATIONIMIN.) = 14.54 RAINFALL INTENSITY(INCH/HR) = 2.95 TOTAL STREAM AREAIACRES) = 2.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.54 I **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900,00 UPSTREAM ELEVATION = 1128.00 DOWNSTREAM ELEVATION = 1105.40 ELEVATION DIFFERENCE = 22.60 TC = .359*[( 900.00**3l/( 22.60)J**.2 11.404 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.359 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8523 SUBAREA RUNOFF(CFS) = 6.87 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF (CFS) = 6.87 I I I **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.00 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,) 11.40 RAINFALL INTENSITYIINCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.87 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, ) I INCH/HOUR) 1 11.21 11. 40 3.359 2 11.58 14.54 2.955 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I \0 <\ I I PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 11.21 4.50 Tc (MIN.) = 11.40 I **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 5.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A.6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1105.40 500.00 = 20,00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1103,00 I 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) = ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.13 PRODUCT OF DEPTH&VELOCITY = 1.02 STREET FLOW TRAVELTIME(MIN) = 3.91 TC(MIN) 15.31 15.84 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8457 SUBAREA AREA(ACRES) = '3.80 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 8.30 TOTAL RUNOFF(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = ,50 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY = 1,25 C.B.'s "A-S" & "A-6" 2.876 I 9.24 20.46 I **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 5.00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.84 RAIN INTENSITY (INCH/HOUR) = 2.82 TOTAL AREA(ACRES) = 7.60 TOTAL RUNOFF (CFS) = 18.80 FLOW INTERCEPTED BY C.B.'s "A-S" & "A-6" I **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 5.00 IS CODE = 11 ---------------------------------------------------------------------------- I >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 255.23 321. 15 TABLE ** TIME (MIN. ) 15.84 20.41 INTENSITY (INCH/HOUR) 2,825 2.471 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I 1\ ,,'ih I I PEAK FLOW RATE(CFS) = TOTAL AREA{ACRES) = 321.15 136.60 Tc (MIN.) = 20.41 I **************************************************************************** I FLOW PROCESS FROM NODE 5.00 TO NODE 5.10 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 72.0 INCH PIPE IS 54.0 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 14.1 UPSTREAM NODE ELEVATION = 1091.00 DOWNSTREAM NODE ELEVATION = 1090.00 FLOWLENGTH(FEET) = 130.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 72.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 321.15 TRAVEL TIME (MIN.) = .15 TC(MIN.) 20.57 I **************************************************************************** I FLOW PROCESS FROM NODE 9.00 TO NODE 5.10 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** I FLOW PROCESS FROM NODE 7,00 TO NODE 6.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-T" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE) ]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1114.30 DOWNSTREAM ELEVATION = 1110.70 ELEVATION DIFFERENCE = 3,60 TC = .359*[( 500.00**3)/( 3.60)]**,2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 8,80 TOTAL AREA(ACRES) = 3.10 11.573 3.333 I I I .8520 TOTAL RUNOFF(CFS) = 8.80 **************************************************************************** I FLOW PROCESS FROM NODE 7.00 TO NODE 6,00 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.) = 11,57 RAINFALL INTENSITY(INCH/HR) = 3.33 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.80 I I **************************************************************************** I It ,'\ I I FLOW PROCESS FROM NODE 2.00 TO NODE 6.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-B" ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1119.40 DOWNSTREAM ELEVATION = 1110.70 ELEVATION DIFFERENCE = 8,70 TC = .359*[( 750.00**3)/( 8.70)J**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 8.76 TOTAL AREA (ACRES) = 3.20 12,373 3.218 I I .8506 TOTAL RUNOFF(CFS) = 8.76 I **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 6.00 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.) 12.37 RAINFALL INTENSITY (INCH/HR) = 3.22 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.76 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 17.00 11. 57 3.333 2 17.26 12.37 3.218 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMP.TES ARE = 17 . 00 6.30 AS FOLLOWS: Tc (MIN.) = 11,57 I **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.10 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-9" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1110.70 580.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1105.80 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I \?J 1)3 I I I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 21.70 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .48 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2,92 PRODUCT OF DEPTH&VELOCITY = 1.40 STREET FLOW TRAVELTIME(MIN) = 3.31 TC(MIN) = 14,88 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.919 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8464 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = SUMMED AREA (ACRES) = 10.10 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH*VELOCITY = 1.61 9.39 26.38 I I **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7,10 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,) = 14.88 RAINFALL INTENSITY(INCH/HR) = 2.92 TOTAL STREAM AREA(ACRES) = 10.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 26.38 I **************************************************************************** I FLOW PROCESS FROM NODE 7,20 TO NODE 7.10 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A.10" I ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(l-ACRE LOTS) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1110.00 DOWNSTREAM ELEVATION = 1105,80 ELEVATION DIFFERENCE = 4,20 TC = .469*[( 450,00**3)/( 4,20)J**.2 13.764 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.042 SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(l-ACRE LOT) RUNOFF COEFFICIENT = .7815 SUBAREA RUNOFF(CFS) = 4.76 TOTAL AREA(ACRES) = 2,00 TOTAL RUNOFF(CFS) = 4.76 I I I **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.10 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.76 I \4 "'}..-, I I I RAINFALL INTENSITY (INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.76 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 29.14 13.76 3.042 2 30.94 14.89 2.918 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 30.94 12,10 AS FOLLOWS: Tc (MIN. I = 14.89 I **************************************************************************** FLOW PROCESS FROM NODE 7,10 TO NODE 5.10 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-11" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1105.80 650.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1103,00 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18,00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 39,19 ***STREET FLOWING FULL*** STREET FLOW 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) = .62 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITYIFEET/SEC,) = 3.04 PRODUCT OF DEPTH&VELOCITY = 1.87 STREET FLOW TRAVELTIME (MIN) = 3.57 TCIMINI = 18.46 I I I 100,00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.606 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = ,8411 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) SUMMED AREA (ACRES) = 19.60 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .66 HALFSTREET FLOODWIDTH(FEET) = FLOW VELOCITY(FEET/SEC.) = 3.28 DEPTH*VELOCITY = 16.44 47.38 I 20.00 2.15 C.B. 's "A-3" & "A-4" I I **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.10 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I \5 'J,"" I I I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 335.73 365.92 TABLE ** TIME (MIN. ) 18.47 20.57 INTENSITY (INCH/HOUR) 2.605 2,462 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 365.92 156.20 AS FOLLOWS: Tc (MIN,) = 20.57 I **************************************************************************** FLOW PROCESS FROM NODE 5,10 TO NODE 10.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 81.0 INCH PIPE IS 65.4 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 11.8 UPSTREAM NODE ELEVATION = 1090,00 DOWNSTREAM NODE ELEVATION = 1089.00 FLOWLENGTH(FEET) = 220.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 81.00 PIPEFLOW THRU SUBAREA (CFS) 365,92 TRAVEL TIME(MIN.) = .31 TC(MIN.) = 20.88 .013 NUMBER OF PIPES 1 I I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 10,00 TO NODE 10.00 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** I FLOW PROCESS FROM NODE 5.00 TO NODE 10.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: I \(P 'J; ., I I I TC(MIN) = 15.84 RAIN TOTAL AREA (ACRES) = INTENSITY (INCH/HOUR) = 2.82 .70 TOTAL RUNOFF (CFS) = 1.70 FLOWBY FLOWS FROM C.B. ~ "A-S" & "A-G" **************************************************************************** I FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-12.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UpSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1103.00 250.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6, 1101.70 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DEClMAL) ,017 18.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 2.36 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 12.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.63 PRODUCT OF DEPTH&VELOCITY = .56 STREETFLOW TRAVELTIME (MIN) = 2.55 TC(MIN) 18.39 I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.611 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8412 SUBAREA AREA(ACRES) = .60 SUBAREA RUNOFF(CFS) 1.32 SUMMED AREA (ACRES) = 1.30 TOTAL RUNOFF (CFS) 3.02 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) 13.64 FLOW VELOCITY(FEET/SEC,) = 1.77 DEPTH*VELOCITY = ,64 I I **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 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,) 18.39 RAINFALL INTENSITY (INCH/HR) = 2.61 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.02 I **************************************************************************** I FLOW PROCESS FROM NODE 9.10 TO NODE 10.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-12" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1128.00 DOWNSTREAM ELEVATION = 1101.70 I I n '],1>.,. I I I ELEVATION DIFFERENCE = 26.30 TC = .359*[( 700.00**3)/( 26.30)J**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) 5.69 TOTAL AREA(ACRES) = 1.80 9.515 3.696 I .8561 TOTAL RUNOFF(CFS) = 5.69 I *******.***************~********.*************.************.**************** FLOW PROCESS FROM NODE 9 . 10 TO NODE 10.00 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,) 9,51 RAINFALL INTENSITY (INCH/HR) = 3.70 TOTAL STREAM AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.69 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. I (INCH/HOURI 1 7,26 9.51 3.696 2 7.04 18,39 2.611 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS I TOTAL AREA (ACRES) = ESTIMATES ARE 7.26 3.10 AS FOLLOWS: Tc (MIN.) = 9.51 C.B. "A-2" I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 17 4.02 370,71 TABLE ** TIME (MIN. ) 9.51 20.88 INTENSITY (INCH/HOUR) 3.696 2.442 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 370.71 159.30 AS FOLLOWS: Tc (MIN. I = 20.88 I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 12,00 IS CODE = 3 I ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 81.0 INCH PIPE IS 63.2 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 12.4 I If> ;? I I I UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 200.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA (CFS) TRAVEL TIME (MIN.) = .27 1089.00 1088.00 MANNING'S N = 81. 00 370.71 TC (MIN, ) .013 NUMBER OF PIPES = 1 I 21.15 **************************************************************************** I FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 11.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-13" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 620.00 UPSTREAM ELEVATION = 1141,90 DOWNSTREAM ELEVATION = 1107.50 ELEVATION DIFFERENCE = 34,40 TC = .359*[( 620.00**3)/( 34.40)]**.2 8.384 100,00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.950 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8585 SUBAREA RUNOFF (CFS) 7.12 TOTAL AREA (ACRES) = 2.10 TOTAL RUNOFF(CFS) = 7.12 I I I **************************************************************************** I FLOW PROCESS FROM NODE 11. 00 TO NODE 10,00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-14" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1107.50 400.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1101.70 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 18.00 I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 8.79 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEETI = 17,11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.37 PRODUCT OF DEPTH&VELOCITY = 1.42 STREETFLOW TRAVELTIME (MIN) = 1.98 TC(MIN) 10.36 I 100.00 YEAR RAINFALL INTENSITY (INCH/HOURI = 3.533 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8543 I \q ~~ I I I SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.32 SUMMED AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 10.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) 18.27 FLOW VELOCITY (FEET/SEC.) = 3.53 DEPTH*VELOCITY = 1..56 I **************************************************************************** FLOW PROCESS FROM NODE 11. 00 TO NODE 10.00 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.) = 10.36 RAINFALL INTENSITY(INCH/HR) = 3.53 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE (CFS) AT CONFLUENCE = 10.44 I **************************************************************************** I FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A.14.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATION = 1104.80 DOWNSTREAM ELEVATION = 1101.70 ELEVATION DIFFERENCE = 3.10 TC = .359*[( 340.00**3)/( 3,10)J**.2 = 9.461 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.707 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8562 SUBAREA RUNOFF(CFS) 2.22 TOTAL AREA(ACRES) = .70 TOTAL RUNOFF (CFS) = 2.22 I I I I **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 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,) 9.46 RAINFALL INTENSITY (INCH/HR) = 3,71 TOTAL STREAM AREA(ACRES) = .70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.22 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 11. 75 12.56 TABLE ** TIME (MIN,) 9.46 10,36 INTENSITY (INCH/HOUR) 3.707 3.533 I I t() -z.'\ I I AS FOLLOWS: Tc (MIN.) = COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 12.56 3.90 10.36 I **************************************************************************** I 12.00 IS CODE = 6 FLOW PROCESS FROM NODE 10.00 TO NODE AREA "A-14.2" >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1101. 70 220.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6, 1100.00 UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .017 18.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 14.95 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.53 PRODUCT OF DEPTH&VELOCITY = 1.12 STREETFLOW TRAVELTIME(MIN) = 1,45 TC(MIN) = 11.82 I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3.297 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8516 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.77 SUMMED AREA (ACRES) = 5.60 TOTAL RUNOFF (CFS) 17.33 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 19.42 FLOW VELOCITY(FEET/SEC.) = 2.60 DEPTH*VELOCITY = 1.20 I I C.B. "A-1" **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 12,00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TABLE ** TIME (MIN. ) 11.82 21.15 * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 224.47 383.46 INTENSITY (INCH/HOUR) 3.297 2.426 I I ESTIMATES ARE AS FOLLOWS: = 383.46 Tc(MIN.) = 164.90 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = 21.15 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 383,46 TOTAL AREA(ACRES) = 164.90 Tc(MIN.) = 21.15 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO A.D. 159. LINE "5" I ~l c 1;of& 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 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 24182 - STORM DRAIN - LINE "B" . . 100 YEAR HYDROLOGY . ************************************************************************** I FILE NAME: 24l82B.DAT TIME/DATE OF STUDY: 6:27 5/ 1/1996 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-MlNUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MlNUTE. INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY(INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 1. 400 .5505732 .5271139 SLOPE = .90 I I I **************************************************************************** I FLOW PROCESS FROM NODE 430.00 TO NODE 430.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ~SER ECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24184 - UNE "B" TC ) = 20.30 RAIN INTENSITY(INCH/HOUR) = 2.48 AREA (ACRES) = 203.80 TOTAL RUNOFF (CFS) = 470.30 I **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 26.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 66,0 INCH PIPE IS 48.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 25.0 I 1..1, ~~ I I I UPSTREAM NODE ELEVATION = 1117.00 DOWNSTREAM NODE ELEVATION = 1082.00 FLOWLENGTH(FEET) = 1290.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 470.30 TRAVEL TIME(MIN.) = .86 TC(MIN,) 21.16 1 I **************************************************************************** I FLOW PROCESS FROM NODE 430.00 TO NODE 26.00 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.) = 21.16 RAINFALL INTENSITY(INCH/HR) = 2.43 TOTAL STREAM AREA(ACRES) = 203.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 470.30 I I **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G.3" I ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 880.00 UPSTREAM ELEVATION = 1154.20 DOWNSTREAM ELEVATION = 1135.00 ELEVATION DIFFERENCE = 19.20 TC = .303*[( 880.00**3)/( 19.20)J**,2 9.809 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.637 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8873 SUBAREA RUNOFF(CFS) = 9.36 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) 9.36 I I I **************************************************************************** FLOW PROCESS FROM NODE 63,00 TO NODE 64.00 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "G.4" ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1135.00 1270.00 = 32.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1094.20 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 30,00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 14.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.27 12.15 I I '2..'7 ?t> I I PRODUCT OF DEPTH&VELOCITY = STREET FLOW TRAVELTIME (MIN) = 4.01 2.33 TC(MIN) = 13.82 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.035 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ,8852 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.64 SUMMED AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) = 15.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) 16.53 FLOW VELOCITY(FEET/SEC.) = 5.19 DEPTH-VELOCITY = 2.49 I C.B. "8-5" I **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 26.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20,0 UPSTREAM NODE ELEVATION = 1091.00 DOWNSTREAM NODE ELEVATION = 1084.00 FLOWLENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 15.00 TRAVEL TIME (MIN.) = .04 TC(MIN,) 13.87 I I **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 26.00 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.) = 13.87 RAINFALL INTENSITY(INCH/HR) = 3.03 TOTAL STREAM AREA(ACRES) = 5.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.00 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) 1 323.16 13.87 3.030 2 482.30 21.16 2.425 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 482.30 208.80 AS FOLLOWS: Tc(MIN.) = 21.16 I I **************************************************************************** FLOW PROCESS FROM NODE 26,00 TO NODE 28,00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I DEPTH OF FLOW IN 78.0 INCH PIPE IS 58.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.0 UPSTREAM NODE ELEVATION = 1082.00 DOWNSTREAM NODE ELEVATION = 1072.70 FLOWLENGTH(FEET) = 830.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 78.00 PIPEFLOW THRU SUBAREA (CFS) = 482.30 TRAVEL TIME(MIN,) = .77 TC(MIN.) = 21.93 .013 NUMBER OF PIPES = 1 I **************************************************************************** I FLOW PROCESS FROM NODE 26.00 TO NODE 28.00 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.) 21.93 RAINFALL INTENSITY(INCH/HR) = 2.38 TOTAL STREAM AREA(ACRES) = 208.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 482.30 I I **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28,00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24183 - LINE "A" TC(MIN) = 15.12 RAIN INTENSITY(INCH/HOUR) = 2.90 TOTAL AREA(ACRES) = 22.20 TOTAL RUNOFF (CFS) = 59.30 **************************************************************************** I FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 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.) 15.12 RAINFALL INTENSITY (INCH/HRI = 2.90 TOTAL STREAM AREA(ACRES) = 22.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 59,30 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) 1 391,84 15.12 2.895 2 531.05 21. 93 2.380 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE AS FOLLOWS: 531.05 Tc(MIN.) = 231. 00 21. 93 I I .V5 '3>'],. II I **************************************************************************** FLOW PROCESS FROM NODE 28,00 TO NODE 29.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 87.0 INCH PIPE IS 69.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.9 UPSTREAM NODE ELEVATION = 1072.70 DOWNSTREAM NODE ELEVATION = 1068.40 FLOWLENGTH(FEET) = 650.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 87.00 PIPEFLOW THRU SUBAREA (CFS) = 531.05 TRAVEL TIME (MIN.) = .72 TC(MrN.) = 22.65 = .013 NUMBER OF PIPES 1 I I **************************************************************************** I FLOW PROCESS FROM NODE 28.00 TO NODE 29,00 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.) 22.65 RAINFALL INTENSITY(INCH/HR) = 2.34 TOTAL STREAM AREA(ACRES) = 231.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 531,05 I I **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24183- LINE "S" TC(MIN) = 15.89 RAIN INTENSITY (INCH/HOUR) = 2,82 TOTAL AREA(ACRES) = 17.20 TOTAL RUNOFF (CFS) = 33.80 **************************************************************************** I FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 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.) 15.89 RAINFALL INTENSITY (INCH/HR) = 2.82 TOTAL STREAM AREA(ACRES) = 17.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.80 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 406.29 559.09 TABLE ** TIME (MIN. ) 15.89 22.65 INTENSITY (INCH/HOUR) 2.820 2.339 I I '1.(.. ~~ I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 559,09 248.20 AS FOLLOWS: Tc (MIN.) = 22.65 I **************************************************************************** I FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 84.0 INCH PIPE IS 63.6 INCHES PIPEFLOW VELOCITY(FEET/sEC.) = 17.9 UPSTREAM NODE ELEVATION = 1068.50 DOWNSTREAM NODE ELEVATION = 1067.80 FLOWLENGTH(FEET) = 70.00 MANNING'S N.= .013 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) 559.09 TRAVEL TIME (MIN.) = .07 TC(MIN.) 22.72 I I **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** I FLOW PROCESS FROM NODE 60.00 TO NODE 61,00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G.t" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3l/(ELEVATION CHANGE)]**,2 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1148,50 DOWNSTREAM ELEVATION = 1122.90 ELEVATION DIFFERENCE = 25.60 TC = .303*[( 800.00**3)/( 25,60)J**.2 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879 SUBAREA RUNOFF(CFS) 4.46 TOTAL AREA (ACRES) = 1.30 8.746 3,864 I I TOTAL RUNOFF (CFSI = 4.46 I **************************************************************************** FLOW PROCESS FROM NODE 61. 00 TO NODE 65.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "G-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1122.90 800.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6, 1083,50 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) .064 36.00 1,1 I ;A I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF ~ 1 I I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) ~ 6.56 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) ~ .36 HALFSTREET FLOODWIDTH(FEET) ~ 10.72 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5,02 PRODUCT OF DEPTH&VELOCITY = 1,82 STREETFLOW TRAVELTlME(MIN) = 2.65 TC(MIN) 11.40 I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.360 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8864 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.17 SUMMED AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 8.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 11.84 FLOW VELOCITY(FEET/SEC.) = 5.54 DEPTH*VELOCITY = 2.13 I I **************************************************************************** I FLOW PROCESS FROM NODE 61. 00 TO NODE 65,00 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.) = 11,40 RAINFALL INTENSITY(INCH/HR) = 3,36 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.63 I I **************************************************************************** FLOW PROCESS FROM NODE 64.50 TO NODE 65,00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-G" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**,2 INITIAL SUBAREA FLOW-LENGTH = 820.00 UPSTREAM ELEVATION = 1089.00 DOWNSTREAM ELEVATION ~ 1083.50 ELEVATION DIFFERENCE ~ 5.50 TC = .303*[( 820.00**3)/( 5,50)J**.2 12.073 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.260 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8860 SUBAREA RUNOFF(CFS) = 3.18 TOTAL AREA(ACRES) = 1,10 TOTAL RUNOFF (CFS) = 3,18 I I I **************************************************************************** FLOW PROCESS FROM NODE 64.50 TO NODE 65.00 IS CODE = 1 I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS ~ 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: I -z,~ ~-s I I TIME OF CONCENTRATION(MIN.) = 12.07 RAINFALL INTENSITY(INCH/HR) 3.26 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.18 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS, ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 11. 63 11. 40 3.360 2 11. 55 12.07 3.260 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE - 11.63 3.80 AS FOLLOWS: Tc (MIN.) = 11.40 I C.B. "8-4" **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 30.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE rs 7,6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.5 UPSTREAM NODE ELEVATION = 1077.00 DOWNSTREAM NODE ELEVATION = 1071.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 11.63 TRAVEL TIME(MIN,} = .06 TC(MIN,} = 11.46 1 I I I **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 293.65 567,19 TABLE ** TIME (MIN. ) 11. 46 22.72 INTENSITY (INCH/HOUR) 3,350 2.336 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 567.19 252,00 AS FOLLOWS: Tc (MIN.) = 22.72 I **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31. 00 IS CODE = 3 I I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 84.0 INCH PIPE IS 64.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.9 I -z.., '?Jc I I I UPSTREAM NODE ELEVATION = 1067.80 DOWNSTREAM NODE ELEVATION = 1066.80 FLOWLENGTH(FEET) = 100.00 MANNING'S N = ,013 ESTIMATED PIPE DIAMETER (INCH) = 84.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 567,19 TRAVEL TlME(MIN.) = .09 TC(MIN.) = 22.81 1 I **************************************************************************** I FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 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.) = 22.81 RAINFALL INTENSITY(INCH!HR) = 2.33 TOTAL STREAM AREA(ACRES) = 252.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 567.19 I I **************************************************************************** FLOW PROCESS FROM NODE 70,00 TO NODE 71.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-7" I ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)!(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 580.00 UPSTREAM ELEVATION = 1142.00 DOWNSTREAM ELEVATION = 1122,90 ELEVATION DIFFERENCE = 19,10 TC = .303*[( 580.00**3)!( 19.10)J**,2 = 7.646 100.00 YEAR RAINFALL INTENSITY(INCH!HOUR) = 4,147 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8886 SUBAREA RUNOFF(CFS) = 3.69 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) 3.69 I I I **************************************************************************** FLOW PROCESS FROM NODE 71. 00 TO NODE 72.00 IS CODE = 6 I I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "G-B" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1122,90 800.00 = 38,00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1084,00 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 36.00 INTERIOR STREET CROSS FALL (DECIMAL) = ,020 OUTSIDE STREET CROSS FALL (DECIMAL) = ,064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 10,16 AVERAGE FLOW VELOCITY(FEET!SEC.) = 5.08 6,04 I ~o '?J"\.. I I PRODUCT OF DEPTH&VELOCITY = STREETFLOW TRAVELTIME(MIN) = 2.62 1.78 TC(MIN) = 10.27 I I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.550 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 4.72 SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF (CFS) 8.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 11,84 FLOW VELOCITY(FEET/SEC.) = 5.39 DEPTH'VELOCITY = 2.08 C.8. "8.3" I **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 31. 00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS. 7,9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION = 1078.00 DOWNSTREAM NODE ELEVATION = 1070.00 FLOWLENGTH(FEET) = 180.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 18,00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 8.41 TRAVEL TIME (MIN.) = .27 TC(MIN.) 10.54 I I **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 31.00 IS CODE = 1 I 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.) 10,54 RAINFALL INTENSITY (INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.41 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) 1 270.37 10.54 3.502 2 572.79 22,81 2.331 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 572.79 254.50 AS FOLLOWS: Tc (MIN.) = 22.81 I **************************************************************************** FLOW PROCESS FROM NODE 31. 00 TO NODE 51.00 IS CODE = 3 I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< '3\ ~ I I >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I DEPTH OF FLOW IN 84.0 INCH PIPE IS 64.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.1 UPSTREAM NODE ELEVATION = 1066.80 DOWNSTREAM NODE ELEVATION = 1062.70 FLOWLENGTH(FEET) = 400.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 84.00 PIPEFLOW THRU SUBAREAICFS) 572.79 TRAVEL TIME (MIN.) = .37 TCIMIN.) = 23.18 .013 NUMBER OF PIPES 1 I *********************..***************************************************** I FLOW PROCESS FROM NODE 31. 00 TO NODE 51,00 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.) = 23.18 RAINFALL INTENSITY(INCH/HR) = 2.31 TOTAL STREAM AREA(ACRES) = 254.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 572,79 I I **************************************************************************** FLOW PROCESS FROM NODE 51.10 TO NODE 51. 00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "0.3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/IELEVATION CHANGE)]**,2 INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 1081.00 DOWNSTREAM ELEVATION = 1073.50 ELEVATION DIFFERENCE = 7.50 TC = .303*[( 480.00**3)/( 7.50)]**.2 = 8.228 100.00 YEAR RAINFALL INTENSITY lINCH/HOUR) = 3.990 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8883 SUBAREA RUNOFF(CFS) = 3.90 TOTAL AREA (ACRES) = 1.10 TOTAL RUNOFF (CFS) = 3.90 I I C.B. "8-1" I **************************************************************************** FLOW PROCESS FROM NODE 51.10 TO NODE 51,00 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.) = 8,23 RAINFALL INTENSITYIINCH/HR) = 3.99 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.90 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ?L.. ~ I I * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 207.22 8.23 3.990 2 575.05 23.18 2.311 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 575.05 255.60 AS FOLLOWS: Tc (MIN.) = 23.18 I **************************************************************************** FLOW PROCESS FROM NODE 51. 00 TO NODE 55.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 84.0 INCH PIPE IS 65.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.9 UPSTREAM NODE ELEVATION = 1062.80 DOWNSTREAM NODE ELEVATION = 1062.30 FLOWLENGTH(FEET) = 50.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 84.00 PIPEFLOW THRU SUBAREA (CFS) = 575.05 TRAVEL TIME (MIN.) = .05 TC (MIN. ) = .013 NUMBER OF PIPES = 1 I 23.23 I **************************************************************************** FLOW PROCESS FROM NODE 51. 00 TO NODE 55,00 IS CODE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 40,00 TO NODE 41. 00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "E-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1101,00 DOWNSTREAM ELEVATION = 1090.00 ELEVATION DIFFERENCE = 11,00 TC = .359*[( 700.00**3)/( 11.00)]**,2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 28.16 TOTAL AREA(ACRES) = 9.80 11.327 3.371 I I .8525 TOTAL RUNOFF(CFS) = 28,16 I **************************************************************************** I FLOW PROCESS FROM NODE 41.00 TO NODE 52.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ============================================================================ DEPTH OF FLOW IN 27.0 INCH PIPE IS 17,8 INCHES I ,3 ~ I I I PIPEFLOW VELOCITY(FEET/sEC.) = 10.1 UPSTREAM NODE ELEVATION = 1080.00 DOWNSTREAM NODE ELEVATION = 1070.00 FLOWLENGTH(FEET) = 650.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 27.00 PIPEFLOW THRU SUBAREA (CFS) = 28.16 TRAVEL TIME (MIN.) = 1.07 TC(MIN.) = = .013 NUMBER OF PIPES = 1 I 12.40 **************************************************************************** I FLOW PROCESS FROM NODE 41. 00 TO NODE 52.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "E-2" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) = 10.60 TOTAL AREA(ACRES) = 20.40 TC (MIN) = 12.40 3.214 COEFFICIENT = .8505 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 28,98 57.14 I **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 51.50 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.4 INCHES PIPEFLOW VELOCITY(FEET/sEC.) = 16.1 UPSTREAM NODE ELEVATION = 1070.00 DOWNSTREAM NODE ELEVATION = 1066.00 FLOWLENGTH(FEET) = 120,00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 30.00 PIPEFLOW THRU SUBAREA(CFS) 57.14 TRAVEL TIME (MIN,) = .12 TC (MIN, ) = .013 NUMBER OF PIPES = 1 I 12.52 I ****************************************************************************" FLOW PROCESS FROM NODE 52,00 TO NODE 51.50 IS CODE = 1 II I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.52 RAINFALL INTENSITY (INCH/HR) = 3.20 TOTAL STREAM AREA (ACRES) = 20.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 57.14 **************************************************************************** I FLOW PROCESS FROM NODE .10 TO NODE 50,00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "0-1" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 950.00 UPSTREAM ELEVATION = 1094.20 I 34- ())... I I I DOWNSTREAM ELEVATION = 1086.30 ELEVATION DIFFERENCE = 7.90 TC = .303"[( 950.00""3)/( 7.90)J"".2 = 12.266 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 3,233 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8859 SUBAREA RUNOFF(CFS) 4,01 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.01 I I **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51. 50 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "0-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1086.30 1080.00 = 38.00 DOWNSTREAM ELEVATION = .1073.50 CURB HEIGTH(INCHES) = 6. I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSSFALL(DECIMAL) = ,020 OUTSIDE STREET CROSS FALL (DECIMAL) = ,064 36.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I ""TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.98 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 13.53 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.01 PRODUCT OF DEPTH&VELOCITY = 1.26 STREET FLOW TRAVELTIME (MIN) = 5,98 TC(MIN) 18.25 I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.622 SOIL CLASSIFICATION IS "e" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8833 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.94 SUMMED AREA (ACRES) = 3.10 TOTAL RUNOFF(CFS) = 7.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = ,45 HALFSTREET FLOODWIDTH(FEET) = 15,22 FLOW VELOCITY(FEET/SEC.) = 3.21 DEPTH"VELOCITY = 1.45 I C.B. "B-2" **************************************************************************** I FLOW PROCESS FROM NODE 50.00 TO NODE 51. 50 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I I I ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.25 RAINFALL INTENSITY(INCH/HR) = 2,62 TOTAL STREAM AREA (ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.95 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I "" PEAK FLOW RATE TABLE "" STREAM RUNOFF TIME INTENSITY I ,5 tstJ.- I I I NUMBER 1 2 (CFS) 62.60 54.80 (MIN.) 12.52 18.25 ( INCH/ HOUR) 3.198 2,622 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 62.60 23.50 AS FOLLOWS: Tc (MIN.) = 12.52 **************************************************************************** I FLOW PROCESS FROM NODE 51. 50 TO NODE 55.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 30.0 INCH prPE IS 22.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.6 UPSTREAM NODE ELEVATION = 1066.00 DOWNSTREAM NODE ELEVATION = 1064.50 FLOWLENGTH(FEET) = 50.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 62.60 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 12.58 I I ********************************************************************~******* FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 373.93 12,58 3.190 2 620.35 23,23 2.309 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 620.35 279.10 AS FOLLOWS: Tc (MIN.) = 23.23 I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = TOTAL AREA (ACRES) = 620.35 279.10 Tc (MIN,) = 23.23 I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO A.D. 159 - LlNE"W" I I I I I '?~ I>:P I I *******************..**************.***********************.*....********... I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: I KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 I I .....********************* DESCRIPTION OF STUDY ********************.***** * PALOMA DEL SOL * TRACT 24183 - STORM DRAIN - LINE "A" * 100 YEAR HYDROLOGY * * * ***************..******.************************************************** I FILE NAME: 24183A.DAT TIME/DATE OF STUDY: 6:27 5/ 1/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I I USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE 10-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITY (INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = .5271 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2,360 .880 = 3,600 = 1. 400 .5505732 ,5271139 SLOPE ,90 I I I **************************************************************************** I FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-f" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 800,00 UPSTREAM ELEVATION = 1124.00 DOWNSTREAM ELEVATION = 1106.50 ELEVATION DIFFERENCE = 17.50 TC = .359*[( 800.00**3)/( 17.50)]**.2 = 11,184 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 3.394 SOIL CIASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8527 SUBAREA RUNOFF(CFS) 15.92 TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 15.92 I I I ,1 ~ I I **************************************************************************** I FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-2" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1106.50 790,00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6, 1088,30 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 23.31 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 17.19 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.36 PRODUCT OF DEPTH&VELOCITY = 1,95 STREET FLOW TRAVELTlME(MIN) = 3,02 TC(MIN) = 14.20 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.992 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8475 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 14.71 SUMMED AREA(ACRES) = 11.30 TOTAL RUNOFF(CFS) = 30.62 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) ~ .48 HALFSTREET FLOODWIDTH(FEET) 19.44 FLOW VELOCITY (FEET/SEC.) = 4.54 DEPTH*VELOCITY = 2.20 I I **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 5,00 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.) = 14.20 RAINFALL INTENSITY (INCH/HR) = 2,99 TOTAL STREAM AREA(ACRES) = 11.30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 30.62 I **************************************************************************** I FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-3" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1148,00 DOWNSTREAM ELEVATION = 1123.00 ELEVATION DIFFERENCE = 25.00 TC = .359*[( 700.00**3)/( 25.00)J**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 9.612 3.676 I I ?f> / A? I I SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8559 SUBAREA RUNOFF(CFS) = 14.16 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF (CFS) = 14.16 I I **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1123.00 500.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1088.30 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) 20.18 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 11.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.47 PRODUCT OF DEPTH&VELOCITY = 2.49 STREETFLOW TRAVELTIME(MIN) = 1.29 TC(MIN) = 10.90 I I I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3,440 SOIL CLASSIFICATION IS lie" CONDOMINIUM DEVELOPMENT'RUNOFF COEFFICIENT = .8533 SUBAREA AREA(ACRES) = 4,10 SUBAREA RUNOFF(CFS) 12.04 SUMMED AREA(ACRES) = 8.60 TOTAL RUNOFF(CFS) = 26,19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 12.97 FLOW VELOCITY(FEET/SEC.) = 7.13 DEPTH*VELOCITY = 2.90 **************************************************************************** I FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.90 RAINFALL INTENSITY (INCH/HR) = 3.44 TOTAL STREAM AREA (ACRES) = 8.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.19 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 49,69 53.40 TABLE ** TIME (MIN. ) 10.90 14.20 INTENSITY (INCH/HOUR) 3,440 2.992 I I ,'1 ~ I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 53.40 19.90 AS FOLLOWS: Tc (MIN.) = 14.20 I **************************************************************************** I FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-S" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1088.30 100.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1086.30 I I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 18.00 INTERIOR STREET CROSSFALL(DECIMAL) -.017 OUTSIDE STREET CROSSFALL(DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 54.53 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .56 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.53 PRODUCT OF DEPTH&VELOCITY = 3,11 STREET FLOW TRAVELTIME(MIN) = .30 TC(MIN) = 14.51 I I I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.959 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8470 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 2.26 SUMMED AREA(ACRES) = 20.80 TOTAL RUNOFF (CFS) = 55.66 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .56 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY(FEET/SEC.) = 5.65 DEPTH*VELOCITY = 3.17 C.S.'s "A-f" & "A-2" I *********************************************************************,******* I FLOW PROCESS FROM NODE 6,00 TO NODE 27,00 IS CODE = 3 I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 36,0 INCH PIPE IS 28.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.3 UPSTREAM NODE ELEVATION = 1077.50 DOWNSTREAM NODE ELEVATION = 1075.00 FLOWLENGTH(FEET) = 300.00 MANNING'S N = ,013 ESTIMATED PIPE DIAMETER (INCH) 36.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 55.66 TRAVEL TIME (MIN.) = .54 TC(MIN.) = 15.04 I **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 27.00 IS CODE = 1 I 40 A., <\. I I I I I I I I I I I I I I I I I I I 1& >>>>>DESIGNATE INDEPENDENT STREAM FOR,CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.04 RAINFALL INTENSITYIINCH/HR) = 2.90 TOTAL STREAM AREAIACRES) = 20.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 55.66 **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 2 64.51 IS CODE = >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[ILENGTH**3)/IELEVATION CHANGE)] **,2 INITIAL SUBAREA FLOW-LENGTH = 730.00 UPSTREAM ELEVATION = 1094.20 DOWNSTREAM ELEVATION = 1087.50 ELEVATION DIFFERENCE = 6.70 TC = .303*[( 730.00**3)/( 6.70)]**.2 = 10.823 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3,453 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8867 SUBAREA RUNOFF(CFS) = 4.29 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFFICFS) = 4.29 C.B. "8-9.5" **************************************************************************** FLOW PROCESS FROM NODE 64.51 TO NODE 21.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES PIPEFLOW VELOCITY(FEET/SEC,) = 12.5 UPSTREAM NODE ELEVATION = 1082.00 DOWNSTREAM NODE ELEVATION = 1077.00 FLOWLENGTHIFEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) 4.29 TRAVEL TIME(MIN.r = .07 TCIMIN.) = 10.89 **************************************************************************** FLOW PROCESS FROM NODE 64.51 TO NODE 1 27,00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN,) 10.89 RAINFALL INTENSITYIINCH/HR) = 3.44 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.29 41 ~ I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I I ** PEAl< FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 44.58 10.89 3.442 2 59.28 15.04 2.903 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 59.28 22.20 AS FOLLOWS: Tc (MIN.) = 15.04 I **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 36.0 INCH PIPE IS' 27.7 INCHES PIPEFLOW VELOCITY (FEET/SEC.) = 10.2 UPSTREAM NODE ELEVATION = 1075.00 DOWNSTREAM NODE ELEVATION = 1074,50 FLOWLENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 59.28 TRAVEL TIME(MIN.) = .08 TC(MIN,) = 15.12 1 I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 59.28 22.20 Tc (MIN.) = 15.12 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF RATIONAL METHOD ANALYSIS TO TRACT 24182 - UNE "B" I I I I I I I 41.- A,\ I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *,* * * * * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY * PALOMA DEL SOL * TRACT 24183 - STORM DRAIN - LINE "B" * 100 YEAR HYDROLOGY ********************,****** * * * ************************************************************************** FILE NAME: 24183B.DAT TIME/DATE OF STUDY: 7:30 4/26/1996 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 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-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 **************************************************************************** FLOW PROCESS FROM NODE 10,00 TO NODE 12,00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "EM" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1085.50 ELEVATION DIFFERENCE = 4.50 TC = .709*[( 550.00**3)/( 4.50)]**.2 23.145 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.313 SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7149 SUBAREA RUNOFF(CFS) = 4.63 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) 4.63 4~ -so I I **************************************************************************** I FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 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.) = 23.15 RAINFALL INTENSITY(INCH/HR) = 2.31 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.63 I I **************************************************************************** FLOW PROCESS FROM NODE 11. 00 TO NODE 12.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "B-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 1087.00 DOWNSTREAM ELEVATION = 1085.50 ELEVATION DIFFERENCE = 1.50 TC = .359*[( 300.00**3)/( 1.50)]**.2 10.148 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.572 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = ,8548 SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF (CFS) = 3.05 I I I **************************************************************************** FLOW PROCESS FROM NODE 11. 00 TO NODE 12.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10,15 RAINFALL INTENSITY (INCH/HR) = 3.57 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.05 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 5.08 10.15 3.572 2 6.61 23.15 2.313 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMP.TES ARE = 6.61 3.80 AS FOLLOWS: Tc (MIN.) =. 23.15 I 44- I /j\ II I **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1085.50 250.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1084.00 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DEClMAL) = .064 18.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 9.37 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 AVERAGE FLOW VELOCITY(FEET/SEC,) = 1.99 PRODUCT OF DEPTH&VELOCITY = .85 STREETFLOW TRAVELTIME (MIN) = 2.10 TC(MIN) = 25.24 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.210 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8328 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF (CFS) 5,52 SUMMED AREA(ACRES) = 6.80 TOTAL RUNOFF (CFS) = 12.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .45 HALFSTREET FLOODWIDTH(FEET) = 17.19 FLOW VELOCITY (FEET/SEC.) = 2.27 DEPTH*VELOCITY = 1.01 I I **************************************************************************** FLOW PROCESS FROM NODE 12,00 TO NODE 15.00 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.) = 25.24 RAINFALL INTENSITY (INCH/HR) = 2.21 TOTAL STREAM AREA(ACRES) = 6.80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 12.13 I **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 2 I ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1118.00 DOWNSTREAM ELEVATION = 1112.00 ELEVATION DIFFERENCE = 6.00 TC = .359*[( 750.00**3)/( 6.00))**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" 13.327 3.094 I I 45 .s'V- I \ I I CONDOMINIUM DEVELOPMENT SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = RUNOFF COEFFICIENT = .8489 15.23 5.80 TOTAL RUNOFF (CFS) = 15.23 **************************************************************************** I FLOW PROCESS FROM NODE 14.00 TO NODE 15,00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-5" I ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1112.00 650.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1084.00 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) .064 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 20.81 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = ,41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.05 PRODUCT OF DEPTH&VELOCITY = 2.06 STREETFLOW TRAVELTlME(MIN) = 2,14 TC(MIN) = 15,47 I I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,860 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT ,8455 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) 11.12 SUMMED AREA(ACRES) = 10.40 TOTAL RUNOFF (CFS) = 26.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 FLOW VELOCITY(FEET/SEC.) = 5.60 DEPTH*VELOCITY = 2.39 I I **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15,00 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.) = 15.47 RAINFALL INTENSITY(INCH/HR) = 2.86 TOTAL STREAM AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.36 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 33.79 15.47 2,860 2 32.49 25,24 2.210 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I 4Cp '5'& I I PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 33.79 17.20 Tc (MIN.) = 15.47 I C.B. 's "8-1" & "8-2" **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 29.00 IS CODE.= 3 I ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.0 UPSTREAM NODE ELEVATION = 1074.00 DOWNSTREAM NODE ELEVATION = 1070.50 FLOWLENGTH(FEET) = 250.00 MANNING'S N .013 ESTIMATED PIPE DIAMETERIINCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 33.79 TRAVEL TIME (MIN.) = .42 TC(MIN.) = 15.89 I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = TOTAL AREA (ACRES) = 33.79 17 .20 Tc (MIN.) = 15.89 ============================================================================ END OF RATIONAL METHOD ANALYSIS TO TRACT 24182 - UNE "B" I I I I I I I I I I 41 5~ I .... I I I I I I I I I I I I I I I I I I . RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY ************************** * TRACT 24182 & 24183 - MASS GRADING * * 100 YEAR HYDROLOGY * * INTERIM CONDITION * ************************************************************************** FILE NAME: 24182I,DAT TIME/DATE OF STUDY: 14:57 6/24/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE 10-YEAR STORM 10-MlNUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-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 .90 SLOPE = **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE ~ 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-f" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 = 1094.00 DOWNSTREAM ELEVATION = 1075.00 ELEVATION DIFFERENCE = 19.00 TC = .533*[( 1000.00**3)/( 19.00)]**.2 100,00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7310 SUBAREA RUNOFF(CFS) 13.83 TOTAL AREA(ACRES) = 7.30 18.649 2.592 13.83 TOTAL RUNOFF (CFS) = 4~ .;,~ I I **************************************************************************** I FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 51 ---------------------------------------------------------------------------- I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1075.00 DOWNSTREAM NODE ELEVATION = 1071.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 400.00 CHANNEL SLOPE = .0100 CHANNEL BASE (FEET) = 1.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = ,030 MAXIMUM DEPTH (FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 13.83 FLOW VELOCITY (FEET/SEC) = 2.14 FLOW DEPTH(FEET) .54 TRAVEL TIME(MIN,) = 3.12 TC(MIN.) = 21.77 I I **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3,00 IS CODE = 8 ---------------------------------------------------------------------------- I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "A-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100,00 YEAR RAINFALL INTENSITY (INCH/HOURI 2.389 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7196 SUBAREA AREA(ACRES) = 12.70 SUBAREA RUNOFF(CFSI = TOTAL AREA(ACRES) 20,00 TOTAL RUNOFF (CFS) = TC(MIN) = 21.77 21.83 35.66 I *************************~************************************************** I FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "B-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1115.00 DOWNSTREAM ELEVATION = 1110.00 ELEVATION DIFFERENCE = 5,00 TC = .533*[( 500.00**3)/( 5.00IJ**.2 100.00 YEAR RAINFALL INTENSITY (INCH/HOURI SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = ,7416 SUBAREA RUNOFF(CFS) = 7.90 TOTAL AREA(ACRES) = 3.80 16.069 2.804 I I I TOTAL RUNOFF (CFSI = 7.90 **************************************************************************** I FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1110.00 DOWNSTREAM NODE ELEVATION = 1107.00 CHANNEL LENGTH THRU SUBAREA (FEET) 310.00 CHANNEL SLOPE = .0097 I 4" t;Ce I I CHANNEL BASE (FEET) = 1. 00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 7,90 FLOW VELOCITY (FEET/SEC) = 1.84 FLOW DEPTH(FEET) = .44 TRAVEL TIME (MIN.) = 2.82 TC(MIN.) = 18,88 I I **************************************************************************** FLOW PROCESS FROM NODE 11. 00 TO NODE 12,00 IS CODE = 8 ---------------------------------------------------------------------------- I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "8-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.575 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7301 SUBAREA AREA(ACRES) = 8.80 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) 12.60 TOTAL RUNOFF(CFS) = TC(MIN) = 18.88 16.54 24.44 I **************************************************************************** I FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1107.00 DOWNSTREAM NODE ELEVATION = 1102.50 CHANNEL LENGTH THRU SUBAREA (FEET) = 500.00 CHANNEL SLOPE = .0090 CHANNEL BASE (FEET) = 1.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 24.44 FLOW VELOCITY (FEET/SEC) = 2.38 FLOW DEPTH(FEET) = .69 TRAVEL TIME(MIN.) = 3.50 TC(MIN.) = 22.38 I I **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "8-3" ---------------------------------------------------------------------~------ ---------------------------------------------------------------------------- I 100,00 YEAR RAINFALL INTENSITY (INCH/HOURj = 2,354 SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7175 SUBAREA AREA(ACRES) 12.80 SUBAREA RUNOFF (CFSj = TOTAL AREA (ACRES) = 25.40 TOTAL RUNOFF(CFS) = TC(MIN) = 22.38 21. 62 46.07 I **************************************************************************** I FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1102.50 DOWNSTREAM NODE ELEVATION = 1099.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 280.00 CHANNEL SLOPE = .0125 CHANNEL BASE (FEET) = 1.00 "Z" FACTOR 20.000 I I 50 .,1. I I MANNING'S FACTOR = .030 MAXIMUM DEPTH (FEETI = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 46.07 FLOW VELOCITY (FEET/SEC) = 3.16 FLOW DEPTH(FEET) ,83 TRAVEL TIME (MIN.) = 1,48 TC(MIN,) = 23.86 I I **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 8 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "8-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2,277 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7125 SUBAREA AREA(ACRES) = 15.90 SUBAREA RUNOFF (CFS) = TOTAL AREA (ACRES 1 41.30 TOTAL RUNOFF (CFS) = TC (MIN) = 23.86 25.79 71.86 I **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21. 00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 990.00 UPSTREAM ELEVATION = 1155,00 DOWNSTREAM ELEVATION = 1106.00 ELEVATION DIFFERENCE = 49.00 TC = .533*[( 990.00**3)/( 49.00IJ**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7447 SUBAREA RUNOFF(CFS) = 12.41 TOTAL AREA(ACRES) = 5.80 15.337 2.873 I I I TOTAL RUNOFF(CFS) 12,41 **************************************************************************** I FLOW PROCESS FROM NODE 21. 00 TO NODE 22.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTlME THRU SUBAREA<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1106.00 DOWNSTREAM NODE ELEVATION = 1100.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 970.00 CHANNEL SLOPE = .0062 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH (FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 12.41 FLOW VELOCITY (FEET/SEC) = 1.73 FLOW DEPTH (FEETI = .58 TRAVEL TlME(MIN.) = 9.36 TC(MIN.) = 24,70 I I **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 8 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "C-2" ~I ~~ I I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.235 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = ,7098 SUBAREA AREA(ACRES). 6.30 SUBAREA RUNOFF (CFS) = TOTAL AREA (ACRES) = 12.10 TOTAL RUNOFF (CFS) = TC(MIN) = 24.70 9.99 22.41 I **************************************************************************** I FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 51 I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTlME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1100,00 DOWNSTREAM NODE ELEVATION = 1095.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 970.00 CHANNEL SLOPE = .0052 CHANNEL BASE (FEET) = 1.00 "z" FACTOR = 20,000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFSI = 22.41 FLOW VELOCITY (FEET/SEC) = 1.89 FLOW DEPTH(FEET) .74 TRAVEL TIME (MIN.) = 8.54 TC(MIN.) = 33.24 I I **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 8 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "C-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 1.911 SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6852 SUBAREA AREA(ACRES) 10.20 SUBAREA RUNOFF (CFS) TOTAL AREA (ACRES) 22.30 TOTAL RUNOFF(CFSI = TC(MIN) = 33.24 13.36 35.76 I **************************************************************************** I FLOW PROCESS FROM NODE 23.00 TO NODE 26.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTlME THRU SUBAREA<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1095.00 DOWNSTREAM NODE ELEVATION = 1092,00 CHANNEL LENGTH THRU SUBAREA(FEETI ~ 370.00 CHANNEL SLOPE = .0081 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = ,030 MAXIMUM DEPTH(FEET) = 1,00 CHANNEL FLOW THRU SUBAREA (CFS) = 35,76 FLOW VELOCITY (FEET/SEC) = 2.51 FLOW DEPTH(FEET) = .82 TRAVEL TlME(MIN.) = 2.46 TC(MIN.) = 35,70 I I **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 26.00 IS CODE = 8 I >>>>>ADDITrON OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "C-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 51- 'fA I I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.841 SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6790 SUBAREA AREA(ACRES) 5.40 SUBAREA RUNOFF (CFS) TOTAL AREA(ACRES) = 27.70 TOTAL RUNOFF (CFS) = TC(MIN) = 35.70 6,75 42.51 I I **************************************************************************** I FLOW PROCESS FROM NODE 23,00 TO NODE 26.00 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.) = 35.70 RAINFALL INTENSITY (INCH/HR) = 1.84 TOTAL STREAM AREA(ACRES) = 27.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.51 I I **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "C-S" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)J**.2 INITIAL SUBAREA FLOW-LENGTH = 860.00 UPSTREAM ELEVATION = 1170.00 DOWNSTREAM ELEVATION = 1105,00 ELEVATION DIFFERENCE = 65.00 TC = .533*[( 860.00**3)/( 65.00)J**.2 100,00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7541 SUBAREA RUNOFF(CFS) = 14.00 TOTAL AREA (ACRES) = 6.00 13.320 3.095 I I TOTAL RUNOFF(CFS) = 14.00 I **************************************************************************** FLOW PROCESS FROM NODE 25,00 TO NODE 26.00 IS CODE = 51 I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1105,00 DOWNSTREAM NODE ELEVATION = 1092.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 890.00 CHANNEL SLOPE = ,0146 CHANNEL BASE (FEET) = 1.00 "z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 14.00 FLOW VELOCITY (FEET/SEC) = 2.47 FLOW DEPTH(FEET) .51 TRAVEL TIME(MIN.) = 6.01 TC(MIN.) = 19.33 I I **************************************************************************** I FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 8 53 I <.P I I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "c..6" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.543 SOIL CLASSIFICATION IS "c" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7284 SUBAREA AREA(ACRES) 7.30 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) 13.30 TOTAL RUNOFF (CFS) = TC(MIN) = 19.33 13.52 27.53 I *********************************************************************,******* FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 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,) 19.33 RAINFALL INTENSITY (INCH/HR) = 2.54 TOTAL STREAM AREA(ACRES) = 13.30 PEAK FLOW RATE (CFS) AT CONFLUENCE = 27.53 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 50.55 19.33 2.543 2 62.44 35.70 1. 841 I I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 62,44 41.00 AS FOLLOWS: Tc(MIN.) = 35.70 I **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 51 I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1092.00 DOWNSTREAM NODE ELEVATION = 1090.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 190.00 CHANNEL SLOPE = ,0105 CHANNEL BASE (FEET) = 1. 00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 62.44 FLOW VELOCITY (FEET/SEC) = 3.18 FLOW DEPTH(FEET) .97 TRAVEL TIME (MIN.) = 1.00 TC(MIN.) = 36,70 I I *********************************************************************,******* FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 8 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "C.7" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "c" 1.814 54 I ~ I I UNDEVELOPED WATERSHED SUBAREA AREA (ACRES) = TOTAL AREA (ACRES) = TC(MIN) = 36.70 RUNOFF COEFFICIENT = .6766 8.90 SUBAREA RUNOFF(CFS) = 49.90 TOTAL RUNOFFICFS) = 10.92 73.36 I I **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31. 00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "0-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/IELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 880,00 UPSTREAM ELEVATION = 1120.20 DOWNSTREAM ELEVATION = 1098.00 ELEVATION DIFFERENCE = 22.20 TC = .533*[( 880.00**3)/1 22.20)J**.2 = 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7387 SUBAREA RUNOFF (CFS) = 11.55 TOTAL AREA(ACRES) = 5.70 16.743 2.744 I I TOTAL RUNOFF (CFS) 11.55 I **************************************************************************** FLOW PROCESS FROM NODE 31. 00 TO NODE 34.00 IS CODE = 51 I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTlME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1098.00 DOWNSTREAM NODE ELEVATION = 1088.50 CHANNEL LENGTH THRU SUBAREA (FEET) = 680.00 CHANNEL SLOPE = ,0140 CHANNEL BASEIFEET) = 1.00 "Z" FACTOR =20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH (FEET) = 1,00 CHANNEL FLOW THRU SUBAREAICFS) = 11,55 FLOW VELOCITYIFEET/SEC) = 2.31 FLOW DEPTH(FEET) ,48 TRAVEL TIME(MIN,) = 4,91 TC(MIN.) = 21.65 I I **************************************************************************** I FLOW PROCESS FROM NODE 31. 00 TO NODE 34.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "0-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I 100,00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.396 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7200 SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 11.60 TOTAL RUNOFF(CFS) = TC(MIN) = 21.65 10.18 21. 73 I **************************************************************************** FLOW PROCESS FROM NODE 31. 00 TO NODE 34.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ,5 cJA I I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21,65 RAINFALL INTENSITY(INCH/HR) = 2.40 TOTAL STREAM AREA(ACRES) = 11.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.73 I **************************************************************************** I FLOW PROCESS FROM NODE 32,00 TO NODE 33.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "0.3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K* [(LENGTH**3) nELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 780.00 UPSTREAM ELEVATION = 1139,50 DOWNSTREAM ELEVATION = 1118.00 ELEVATION DIFFERENCE = 21.50 TC = .533*[( 780.00**3)/( 21.50)]**.2 100,00 YEAR RArNFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7433 SUBAREA RUNOFF(CFS) = 10.56 TOTAL AREA(ACRES) = 5.00 15.674 2.841 I I I TOTAL RUNOFF (CFS) 10.56 **************************************************************************** I FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 51 I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1118.00 DOWNSTREAM NODE ELEVATION = 1088.50 CHANNEL LENGTH THRU SUBAREA (FEET) = 480.00 CHANNEL SLOPE = .0615 CHANNEL BASE (FEET) = 1.00 "z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1,00 CHANNEL FLOW THRU SUBAREA (CFS) = 10.56 FLOW VELOCITY (FEET/SEC) = 3.97 FLOW DEPTH(FEET) = .34 TRAVEL TlME(MIN.) = 2.01 TC(MIN,} = 17,69 I I **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 8 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "0.4" ====================================================================~======= I 100,00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.665 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7348 SUBAREA AREA(ACRES) 5.10 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 10.10 TOTAL RUNOFF(CFS) = TC(MIN) = 17.69 9.99 20,55 I **************************************************************************** I FLOW PROCESS FROM NODE 33,00 TO NODE 34.00 IS CODE = 1 I 5(" tJ"b I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.69 RAINFALL INTENSITY(INCH/HR) = 2.67 TOTAL STREAM AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20,55 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 38.30 40.20 TABLE ** TIME (MIN. ) 17.69 21. 65 INTENSITY (INCH/HOUR) 2.665 2.396 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 40.20 21. 70 AS FOLLOWS: Tc (MIN.) = 21. 65 I **************************************************************************** I FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1088,50 DOWNSTREAM NODE ELEVATION = 1087.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 270,00 CHANNEL SLOPE = ,0056 CHANNEL BASE (FEET) = 1.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = .030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 40.20 FLOW VELOCITY (FEET/SEC) = 2.25 FLOW DEPTH(FEET) .92 TRAVEL TIME(MIN,) = 2.00 TC(MIN.) = 23.65 I I **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 8 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "D-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.287 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7132 SUBAREA AREA(ACRES) 5.40 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 27.10 TOTAL RUNOFF (CFS) = TC(MIN) = 23.65 8,81 49.00 I **************************************************************************** FLOW PROCESS FROM NODE 40,00 TO NODE 41. 00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "E-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER I '51 (j\ I I I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 640.00 UPSTREAM ELEVATION = 1116.00 DOWNSTREAM ELEVATION = 1103.00 ELEVATION DIFFERENCE = 13.00 TC = .533*[( 640:00**3)/( 13.00)J**.2 = 15.393 100,00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.868 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7445 SUBAREA RUNOFF(CFS) 14.09 TOTAL AREA (ACRES) = 6.60 TOTAL RUNOFF (CFS) = 14.09 I I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *,* * * * * * * I FLOW PROCESS FROM NODE 41,00 TO NODE 42.00 IS CODE = 51 I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1103,00 DOWNSTREAM NODE ELEVATION = 1085.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 480,00 CHANNEL SLOPE = .0375 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = ,030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 14.09 FLOW VELOCITY (FEET/SEC) = 3.53 FLOW DEPTH(FEET) = .42 TRAVEL TIME(MIN.) = 2,27 TC(MIN.) = 17.66 I I **************************************************************************** FLOW PROCESS FROM NODE 41. 00 TO NODE 42.00 IS CODE = 8 I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "E-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I II 100.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.668 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7350 SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 10.19 TOTAL AREA(ACRES) = 11.80 TOTAL RUNOFF (CFS) = 24.29 TC(MIN) = 17.66 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) ~ 24.29 11.80 Tc (MIN.) = 17.66 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS I I I I I se vI; I I I I I I I I I I I I I I I I I I I 10 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 I KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY ************************** I * PALOMA DEL SOL * TRACT 24182 - STORM DRAIN - LINE "A" * 10 YEAR HYDROLOGY * * * ************************************************************************** I FILE NAME: 24182A10.DAT TIME/DATE OF STUDY: 18:38 4/10/1996 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I ---------------------------------------------------------------------------- I USER SPECIFIED STORM EVENT (YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE. INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY (INCH/HOUR) SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2,360 .880 3.600 = 1. 400 .5505732 .5271139 SLOPE .90 I I I ,8888 **************************************************************************** I FLOW PROCESS FROM NODE 1. 00 TO NODE 1. 00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: FROMTRACT24185-UNE"A" TC(MIN) = 19.93 RAIN INTENSITY(INCH/HOUR) = 1.63 TOTAL AREA (ACRES) = 124.00 TOTAL RUNOFF (CFS) = 185.10 I *********************************************************************,******* FLOW PROCESS FROM NODE 1. 00 TO NODE 4.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 54.0 INCH PIPE IS 40,1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.6 I 5~ U\ I' I I I I I I I I I I I I I I I I I I 1099.00 1095.00 MANNING'S N = 54.00 185.10 TC (MIN, ) UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION FLOWLENGTH(FEET) = 330.00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA (CFS) TRAVEL TIME (MIN.) = .38 = .013 NUMBER OF PIPES = 1 20.31 **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 4.00 IS CODE = 10 ---------------------------------------------------------------------~------ >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< =====================================================================~====== **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 2 ---------------------------------------------------------------------~------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1123.00 DOWNSTREAM ELEVATION = 1114.10 ELEVATION DIFFERENCE = 8.90 TC = .359*[( 900.00**3)/( 8,90)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 4,30 TOTAL AREA(ACRES) = 2.60 13.741 2.001 .8274 4.30 TOTAL RUNOFF(CFS) = **************************************************************************** FLOW PROCESS FROM NODE 2,00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.74 RAINFALL INTENSITY(INCH/HR) = 2.00 TOTAL STREAM AREA(ACRES) = 2,60 PEAK FLOW RATE (CFS) AT CONFLUENCE = 4.30 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4,00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1142.30 DOWNSTREAM ELEVATION = 1114.10 ELEVATION DIFFERENCE = 28.20 TC = .359*[( 850.00**3)/( 28.20)]**.2 = 10.542 (po ~'6 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.315 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8353 SUBAREA RUNOFF(CFS) = 4.64 TOTAL AREA(ACRESl = 2.40 TOTAL RUNOFF(CFS) = 4.64 I I *********************************************************************~****** FLOW PROCESS FROM NODE 3,00 TO NODE 4.00 IS CODE = 1 I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.54 RAINFALL INTENSITY (INCH/HR) = 2,32 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.64 I 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 7,94 10.54 2.315 2 8.32 13.74 2.001 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 7.94 5.00 AS FOLLOWS: Tc (MIN.) = 10.54 C.B. "A-7" I **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 11 I ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< =====================================================================~====== I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 104.04 190.64 TABLE ** TIME (MIN. ) 10.54 20.31 INTENSITY (INCH/HOUR) 2.315 1. 614 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 190,64 129.00 AS FOLLOWS: Tc (MIN.) = 20.31 **************************************************************************** I FLOW PROCESS FROM NODE 4.00 TO NODE 5,00 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 46.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11,2 UPSTREAM NODE ELEVATION = 1096.00 DOWNSTREAM NODE ELEVATION = 1091.50 I <01 ~\ I I FLOWLENGTH(FEET) = 770.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA (CFS) = TRAVEL TlME(MIN.) = 1.14 MANNING'S N = 63.00 190.64 TC(MIN.) = = .013 NUMBER OF PIPES = 1 I 21. 45 I **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 10 ---------------------------------------------------------------------------- I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 4,00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-3" =====================================================================~====== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1119,40 DOWNSTREAM ELEVATION = 1114.10 ELEVATION DIFFERENCE = 5,30 TC = .359*[( 600.00**3)/( 5,30)]**.2 11,950 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.161 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8316 SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = .90 TOTAL RUNOFF (CFS) = 1.62 I I I I **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1114.10 400,00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1110.80 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 18,00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSSFALL(DEClMAL) .017 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 11.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.11 PRODUCT OF DEPTH&VELOCITY = .68 STREET FLOW TRAVELTIME(MIN) = 3.15 TC(MIN) 15.10 2.56 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRESl = 1.20 SUMMED AREA (ACRES) = 2.10 1.899 I COEFFICIENT = .8245 SUBAREA RUNOFF (CFS) = TOTAL RUNOFF(CFS) = 1.88 3.50 I &;1- "'1" I I I END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64 FLOW VELOCITY(FEET/SEC.) = 2.05 DEPTH*VELOCITY = .74 **************************************************************************** I FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =====================================================================~====== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN,) 15.10 RAINFALL INTENSITY(INCH/HR) = 1.90 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.50 I I **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9,00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A.S" ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1131.00 DOWNSTREAM ELEVATION = 1110.80 ELEVATION DIFFERENCE = 20.20 TC = .359*[( 900.00**3)/( 20.20))**.2 = 11.663 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2,190 SOIL CLASSIFICATION IS lie" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8323 SUBAREA RUNOFF(CFS) 4.37 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 4,37 I I I **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.00 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,) = 11.66 RAINFALL INTENSITY (INCH/HR) = 2.19 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.37 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATro CONFLUENCE FORMULA USED FOR 2 STREAMS, * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 7,07 11. 66 2.190 2 7.29 15.10 1.899 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I to?; 1\ I I PEAK FLOW RATE (CFS) = TOTAL AREA (ACRES) = 7.07 4.50 Tc (MIN.) = 11. 66 I **************************************************************************** I FLOW PROCESS FROM NODE 9,00 TO NODE 5.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-S" =====================================================================~====== I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1110.80 500,00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1108.20 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DEClMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 9.95 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91 PRODUCT OF DEPTH&VELOCITY = .80 STREET FLOW TRAVELTIME (MIN) = 4.37 TC(MIN) 16.03 I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 1.838 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8226 SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) 5.75 SUMMED AREA(ACRES) = 8.30 TOTAL RUNOFF (CFS) = 12.82 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .44 HALFSTREET FLOODWIDTH(FEET) = 18.27 FLOW VELOCITY(FEET/SEC.) = 2.17 DEPTH*VELOCITY = .96 C.B.'s "A-S" & "A-S" I I **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 5.00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 155.34 201. 56 TABLE ** TIME (MIN. ) 16.04 21. 45 INTENSITY (INCH/HOUR) 1.838 1. 566 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 201. 56 137.30 AS FOLLOWS: Tc (MIN.) = 21. 45 I *********************************************************************,******* I FLOW PROCESS FROM NODE 5.00 TO NODE 5.10 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.8 INCHES I lo4 "'\t-. I I I PIPEFLOW VELOCITY(FEET/sEC.) = 12.5 UPSTREAM NODE ELEVATION = 1091.00 DOWNSTREAM NODE ELEVATION = 1090,00 FLOWLENGTH(FEET) = 130.00 MANNING'S N ESTIMATED PIPE DIAMETER(INCH) = 60.00 PIPEFLOW THRU SUBAREA (CFS) 201.56 TRAVEL TIME (MIN.) = ,17 TC(MIN.) = .013 NUMBER OF PIPES = 1 I 21. 62 I **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 5.10 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** I FLOW PROCESS FROM NODE 7.00 TO NODE 6.00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-T" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I ASSUMED INITIAL SUBAREA UNI FORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 1119.00 DOWNSTREAM ELEVATION = 1114.50 ELEVATION DIFFERENCE = 4.50 TC = .359*[( 500.00**3)/( 4.50)]**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT' RUNOFF COEFFICIENT = SUBAREA RUNOFF (CFS) 5.83 TOTAL AREA(ACRES) = 3.10 11,068 2.254 I .8339 I TOTAL RUNOFF(CFS) = 5,83 I **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 6.00 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.) 11.07 RAINFALL INTENSITY (INCH/HR) = 2.25 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.83 I **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 6.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**,2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1123.00 DOWNSTREAM ELEVATION 1114.50 ELEVATION DIFFERENCE 8.50 I I 105 1~. I I I TC = .359*[( 750.00**3)/( 8.50)J**.2 = 12.431 10,00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.115 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8305 SUBAREA RUNOFF(CFS) = 5.62 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF (CFS) = 5.62 I * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *,* * * * * * * I FLOW PROCESS FROM NODE 2.00 TO NODE 6.00 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.) 12.43 RAINFALL INTENSITY (INCH/HR) = 2.11 TOTAL STREAM AREA (ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5,62 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 10.83 11. 07 2.254 2 11.09 12.43 2,115 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 10.83 6.30 AS FOLLOWS: Tc (MIN.) = 11. 07 I **************************************************************************** I FLOW PROCESS FROM NODE 6.00 TO NODE 7.10 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A.9" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1114.50 580.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1111.60 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSS FALL (DECIMAL) .017 OUTSIDE STREET CROSS FALL (DECIMAL) ,017 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 13.75 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .46 HALFSTREET FLOODWIDTH(FEET) = 19.42 AVERAGE FLOW VELOCITY(FEET/SEC,) = 2,07 PRODUCT OF DEPTH&VELOCITY = .95 STREETFLOW TRAVELTIME (MIN) = 4.68 TC(MIN) = 15.75 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = 1. 856 ,8231 I tolo 1A. I I SUBAREA AREA(ACRES) = 3,80 SUBAREA RUNOFF(CFS) 5.81 SUMMED AREA(ACRES) = 10.10 TOTAL RUNOFF(CFS) 16.64 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .48 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY(FEET/SEC.) = 2.24 DEPTH*VELOCITY = 1.08 I I **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.10 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.) = 15,75 RAINFALL INTENSITY (INCH/HR) = 1.86 TOTAL STREAM AREA(ACRES) = 10.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.64 I **************************************************************************** I FLOW PROCESS FROM NODE 7.20 TO NODE 7.10 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-10" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(l-ACRE LOTS) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 1117.00 DOWNSTREAM ELEVATION = 1111.60 ELEVATION DIFFERENCE = 5.40 TC = .469*[( 450.00**3)/( 5.40)]**.2 13.089 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.055 SOIL CLASSIFICATION IS "c" SINGLE-FAMILY(l-ACRE LOT) RUNOFF COEFFICIENT = .7375 SUBAREA RUNOFF(CFS) = 3.03 TOTAL AREA (ACRES) = 2.00 TOTAL RUNOFF (CFS) = 3.03 I I I **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.10 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 13.09 RAINFALL INTENSITY (INCH/HR) = 2.06 TOTAL STREAM AREA(ACRES) = 2,00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 3.03 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 16.86 19.38 TABLE ** TIME (MIN.) 13.09 15.74 INTENSITY (INCH/HOUR) 2.055 1. 857 I I to1 /' "1? I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 19.38 12.10 AS FOLLOWS: Tc (MIN.) = 15.74 I *********************************************************~****************** I FLOW PROCESS FROM NODE 7.10 TO NODE 5,10 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-11" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1111. 60 650.00 = 20,00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1108.20 I I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 18.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 24.36 ***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) = .52 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.71 PRODUCT OF DEPTH&VELOCITY = 1.41 STREET FLOW TRAVELTlME(MIN) = 4.00 TC(MIN) 19.74 I I I I I 10,00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = ,8157 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 19.60 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .56 HALFSTREET FLOODWIDTH(FEET) 20.00 FLOW VELOCITY(FEET/SEC,) = 2.78 DEPTH*VELOCITY = 1.56 C.B.'s "A-3" & "A-4" 1.639 10,03 29.40 *********************************************************************,******* I FLOW PROCESS FROM NODE 5.00 TO NODE 5.10 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ I I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 213.46 229.53 TABLE ** TIME (MIN. ) 19.75 21.62 INTENSITY (INCH/HOUR) 1.639 1.559 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 229,53 156.90 AS FOLLOWS: Tc (MIN.) = 21.62 I **************************************************************************** I loB 1le- I I FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 69.0 INCH PIPE IS 53.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.6 UPSTREAM NODE ELEVATrON = 1090.00 DOWNSTREAM NODE ELEVATION = 1089.00 FLOWLENGTH(FEET) = 220,00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 69.00 PIPEFLOW THRU SUBAREA (CFS) = 229.53 TRAVEL TIME (MIN.) = .35 TC(MIN.) = 21.97 = .013 NUMBER OF PIPES = 1 I I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================ I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10,00 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 3 <<<<< ============================================================================ I **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** I FLOW PROCESS FROM NODE 5.10 TO NODE 10,00 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-12.1" ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 250.00 UPSTREAM ELEVATION = 1108,20 DOWNSTREAM ELEVATION = 1106.50 ELEVATION DIFFERENCE = 1.70 TC = .359*[( 250,00**3)/( 1.70)]**.2 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 1.28 TOTAL AREA(ACRES) = ,60 8.872 2.546 I I .8400 I TOTAL RUNOFF (CFS) 1.28 I Io~ ,\1 I I **************************************************************************** I FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 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.) 8.87 RAINFALL INTENSITY(INCH/HR) = 2.55 TOTAL STREAM AREA(ACRES) = .60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.28 I **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 10.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-12" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1131.00 DOWNSTREAM ELEVATION = 1106.50 ELEVATION DIFFERENCE = 24.50 TC = .359*[( 700.00**3)/( 24.50)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) 3.67 TOTAL AREA(ACRES) = 1.80 9.651 2.431 I I .8377 TOTAL RUNOFF(CFS) = 3,67 I **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 10,00 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.) = 9,65 RAINFALL INTENSITY (INCH/HR) = 2.43 TOTAL STREAM AREA(ACRES) = 1,80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.67 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 4.65 8.87 2.546 2 4.89 9.65 2.431 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 4.89 2,40 AS FOLLOWS: Tc (MIN.) = 9.65 I C.B. ~A-2" I 10 1'i I I ********************.*.***************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 105.72 232.64 TABLE ** TIME (MIN,) 9.65 21. 97 INTENSITY (INCH/HOUR) 2.431 1. 545 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 232.64 159.30 AS FOLLOWS: Tc (MIN.) = 21. 97 I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 69.0 INCH PIPE IS 52.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.1 UPSTREAM NODE ELEVATION = 1089.00 DOWNSTREAM NODE ELEVATION = 1088.00 FLOWLENGTH(FEET) = 200.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 69.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 232.64 TRAVEL TlME(MIN.) = .30 TC(MIN.) = 22.27 I I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 3,00 TO NODE 11 ,00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-13" I ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 620.00 UPSTREAM ELEVATION = 1142.30 DOWNSTREAM ELEVATION = 1112.60 ELEVATION DIFFERENCE = 29.70 TC = ,359*[( 620.00**3)/( 29.70)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINrUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 4.56 TOTAL AREA(ACRES) = 2,10 8.634 2.584 I I .8407 TOTAL RUNOFF(CFS) = 4.56 I **************************************************************************** I 11 -1\ I I FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-14" ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1112.60 400.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1106.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) ,017 OUTSIDE STREET CROSS FALL (DECIMAL) = .017 18,00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I '*TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 5.62 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 13.64 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.30 PRODUCT OF DEPTH&VELOCITY = 1.20 STREETFLOW TRAVELTlME(MIN) = 2.02 TC(MIN) 10.65 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.302 SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8350 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF (CFS) 2,11 SUMMED AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 6.68 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 FLOW VELOCITY(FEET/SEC.) = 3,37 DEPTH*VELOCITY = 1.29 I I I I **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 10.00 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.) = 10.65 RAINFALL INTENSITY(INCH/HR) = 2.30 TOTAL STREAM AREA(ACRES) = 3.20 ,PEAK FLOW RATE (CFS) AT CONFLUENCE = 6.68 I **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 2 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-14.1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 250.00 UPSTREAM ELEVATION = 1108.20 DOWNSTREAM ELEVATION = 1106.00 ELEVATION DIFFERENCE = 2.20 TC = .359*[( 250,00**3)/( 2.20)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = 8.426 2.619 I I ,8414 I 11.- ~ I I SUBAREA RUNOFF(CFS) = 1.54 TOTAL AREA(ACRES) = .70 TOTAL RUNOFF (CFS) 1.54 ...J........................................................................ I I FlOW PROCESS FROM NODE 5.10 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TCTAL NUMBER OF STREAMS = 2 CCNFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 8.43 RF~NFALL INTENSITY(INCH/HR) = 2.62 TC,TAL STREAM AREA (ACRES) = . 70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 1.54 I RF.INFALL INTENSITY AND TIME OF CONCENTRATION RATIO CCNFLUENCE FORMULA USED FOR 2 STREAMS. *' PEAK FLOW RATE TABLE .. STREAM RUNOFF TIME INTENSITY NtMBER (CFS) (MIN,) (INCH/HOUR) 1 6.82 8.43 2.619 2 8.03 10.65 2.302 I I I CCMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TC'TAL AREA (ACRES) = ESTIMATES ARE = 8.03 3.90 AS FOLLOWS: Tc (MIN.) = 10.65 **************************************************************************** I FI,OW PROCESS FROM NODE 10.00 TO NODE 12,00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-14.2" ----.------------------------------------------------------------------------ ----.------------------------------------------------------------------------ I UE'STREAM ELEVATION = S~'REET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1106,00 220.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1103.80 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL (DECIMAL) = .017 18.00 I SI'ECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I I ..TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY (FEET/SEC,) = 2.41 PRODUCT OF DEPTH&VELOCITY = .92 STREETFLOW TRAVELTIME (MIN) = 1.52 TC (MIN) 12.18 9,55 I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.139 SCIIL CLASSIFICATION IS "C" CCINDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8311 SVBAREA AREA (ACRES) = 1. 70 SUBAREA RUNOFF (CFS) = 3.02 SlMMED AREA(ACRES) = 5.60 TOTAL RUNOFF (CFS) = 11.05 E~D OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .38 HALFSTREET FLOODWIDTH(FEET) = 14.80 I I 13 g\ I I FLOW VELOCITY(FEET/SEC.) = 2.79 DEPTH'VELOCITY = 1. 07 C.B. "A-1" I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS COD& = 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) 1 138.27 12.18 2.139 2 240.57 22.27 1.534 I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 240.57 164.90 AS FOLLOWS: Tc (MIN,) = 22,27 ============================================================================ I END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 240.57 TOTAL AREA(ACRES) = 164.90 TcmIN.) = 22.27 =====================================================================~====== END OF RATIONAL METHOD ANALYSIS TO A.D. 159. UNE "S" I I I I I I I I I I I 14 s-v' 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 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 24182 - STORM DRAIN - LINE "B" * * 10 YEAR HYDROLOGY * ************************************************************************** I FILE NAME: 24l82BlO.DAT TIME/DATE OF STUDY: 7:17 5/ 1/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I I USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 I-HOUR INTENSITY(INCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 1. 400 .5505732 .5271139 SLOPE = .90 I I I **************************************************************************** I FLOW PROCESS FROM NODE 430.00 TO NODE 430,00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECI FlED VALUES ARE AS FOLLOWS: FROM TRACT 24184- UNE "B" TC(MIN) = 20.82 RAIN INTENSITY (INCH/HOUR) = 1.59 TOTAL AREA(ACRES) = 203.80 TOTAL RUNOFF(CFS) = 303.20 I **************************************************************************** FLOW PROCESS FROM NODE 430.00 TO NODE 26.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 54.0 rNCH PIPE IS 43.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 22.0 I 15 ~-; I I UPSTREAM NODE ELEVATION = 1117,00 DOWNSTREAM NODE ELEVATION 1082.00 FLOWLENGTH(FEET) = 1290.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 54.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 303,20 TRAVEL TIME (MIN.) = .98 TC(MIN.) = 21.80 1 I I **************************************************************************** I FLOW PROCESS FROM NODE 430.00 TO NODE 26.00 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.) = 21.80 RAINFALL INTENSITY (INCH/HR) = 1.55 TOTAL STREAM AREA(ACRES) = 203.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 303.20 I I **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-3" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**,2 INITIAL SUBAREA FLOW-LENGTH = 880.00 UPSTREAM ELEVATION = 1154.20 DOWNSTREAM ELEVATION = 1135.00 ELEVATION DIFFERENCE = 19.20 TC = .303*[( 880.00**3)/( 19.20)J**.2 = 9.809 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.409 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ..8821 SUBAREA RUNOFF(CFS) 6.16 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 6.16 I I I **************************************************************************** FLOW PROCESS FROM NODE 63,00 TO NODE 64.00 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "G-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1135.00 1270.00 = 32.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1094.20 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) .064 30.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFSl = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .40 HALFSTREET FLOODWIDTH(FEET) = 12.78 AVERAGE FLOW VELOCITYlFEET/sEC.) = 4.45 7.97 I I 110 gl\ I I. I PRODUCT OF DEPTH&VELOCITY = STREETFLOW TRAVELTIME(MIN) = 4.75 1. 80 TC(MIN) = 14.56 I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.938 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8787 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 3.58 SUMMED AREA(ACRES) = 5.00 TOTAL RUNOFF(CFS) 9.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .42 HALFSTREET FLOODWIDTH(FEET) = 13,72 FLOW VELOCITY(FEET/SEC.) = 4.78 DEPTH*VELOCITY = 2.02 I C.B."B-S" I **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 26.00 IS CODE = 3 ----------------------~---------------~-~----------------------------------- I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.8 UPSTREAM NODE ELEVATION = 1091.00 DOWNSTREAM NODE ELEVATION = 1084.00 FLOWLENGTH(FEET) = 50.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 9,74 TRAVEL TIME (MIN.) = .05 TC(MIN,) = 14.61 I I **************************************************************************** FLOW PROCESS FROM NODE 64,00 TO NODE 26, 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.) = 14.61 RAINFALL INTENSITY (INCH/HR) = 1.93 TOTAL STREAM AREA (ACRES) = 5.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.74 I I RArNFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS, I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 212.98 311. 01 TABLE * * TIME (MIN. ) 14.61 21. 80 INTENSITY (INCH/HOUR) 1. 935 1. 552 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE 311.01 208.80 AS FOLLOWS: Tc (MIN.) = 21. 80 I **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 28.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 66.0 INCH PIPE IS 50,0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.1 UPSTREAM NODE ELEVATION = 1082.00 DOWNSTREAM NODE ELEVATION = 1072.70 FLOWLENGTH(FEET) = 830.00 MANNING'S N = ,013 ESTIMATED PIPE DIAMETER(INCH) = 66,00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 311.01 TRAVEL TIME (MIN.) = .86 TC(MIN.) = 22,65 I I I *********************************************************************,~****** FLOW PROCESS FROM NODE 26.00 TO NODE 28.00 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.) 22.65 RAINFALL INTENSITY(INCH/HR) = 1.52 TOTAL STREAM AREA(ACRES) = 208.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 311,01 I I I **************************************************************************** FLOW PROCESS FROM NODE 28,00 TO NODE 28.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24183- LINE "A" TC(MIN) = 15.88 RAIN INTENSITY (INCH/HOUR) = 1.85 TOTAL AREA(ACRES) = 22.20 TOTAL RUNOFF (CFS) = 37.50 **************************************************************************** I FLOW PROCESS FROM NODE 28,00 TO NODE 28.00 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.) = 15.88 RAINFALL INTENSITY (INCH/HR) = 1.85 TOTAL STREAM AREA(ACRES) = 22.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.50 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS, ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 255.51 15.88 1. 848 2 341. 85 22.65 1.519 I I I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: = 341.85 Tc(MIN.) = 231. 00 22,65 I 18 ~ I I **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ----------------------------------------------------------.------------------ ---------------------------------------------------------------------------- I I DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.5 UPSTREAM NODE ELEVATION = 1072.70 DOWNSTREAM NODE ELEVATION = 1068.40 FLOWLENGTH(FEET) = 650.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 75.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 341.85 TRAVEL TIME (MIN.) = .80 TC(MIN.) = 23.46 I **************************************************************************** I FLOW PROCESS FROM NODE 28.00 TO NODE 29,00 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.) 23.46 RAINFALL INTENSITY(INCH/HR) = 1.49 TOTAL STREAM AREA(ACRES) = 231.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 341.85 I t **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: FROM TRACT 24183. UNE "B" TC(MIN) = 15.90 RAIN INTENSITY(INCH/HOUR) = 1,85 TOTAL AREA(ACRES) = 17,20 TOTAL RUNOFF (CFS) = 21,40 **************************************************************************** I FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 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.) = 15.90 RAINFALL INTENSITY (INCH/HR) = 1.85 TOTAL STREAM AREA(ACRES) = 17.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.40 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 253.12 359.13 TABLE * * TIME (MIN. ) 15.90 23.46 INTENSITY ( INCH/HOUR) 1. 847 1. 491 I 19 I ~ II I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 359.13 248.20 AS FOLLOWS: Tc (MIN.) = 23.46 **************************************************************************** I FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 72.0 INCH PIPE IS 53.1 INCHES PIPEFLOW VELOCITY(FEET/sEC.) = 16,1 UPSTREAM NODE ELEVATION = 1068.50 DOWNSTREAM NODE ELEVATION = 1067,80 FLOWLENGTH(FEET) = 70.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 72.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) 359.13 TRAVEL TIME(MIN.) = ,07 TC(MIN.) = 23.53 I I **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- **************************************************************************** I FLOW PROCESS FROM NODE 60.00 TO NODE 61. 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 CHANGEl]**.2 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1148.50 DOWNSTREAM ELEVATION = 1122,90 ELEVATION DIFFERENCE = 25.60 TC = ,303*[( 800.00**3)/( 25.60)J**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8830 SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA (ACRES) = 1.30 8.746 2.566 I I TOTAL RUNOFF (CFS) = 2.95 I ********************************************************~******************* FLOW PROCESS FROM NODE 61.00 TO NODE 65.00 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "G.2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1122.90 800.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHESl = 6. 1083.50 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) .064 36.00 80 I ~ I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 4.30 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 8.47 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.92 PRODUCT OF DEPTH&VELOCITY = 1.56 STREETFLOW TRAVELTIME(MIN) = 2.71 TC(MIN) = 11.45 I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.212 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ,8808 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) 2.73 SUMMED AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 5.67 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = ,34 HALFSTREET FLOODWIDTH(FEET) = 9.59 FLOW VELOCITY (FEET/SEC.) = 5.27 DEPTH*VELOCITY = 1.79 I **************************************************************************** I FLOW PROCESS FROM NODE 61. 00 TO NODE 65.00 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.) = 11.45 RAINFALL INTENSITY (INCH/HR) = 2.21 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.67 I I **************************************************************************** FLOW PROCESS FROM NODE 64.50 TO NODE 65,00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**,2 INITIAL SUBAREA FLOW-LENGTH = 820.00 UPSTREAM ELEVATION = 1089.00 DOWNSTREAM ELEVATION = 1083.50 ELEVATION DIFFERENCE = 5.50 TC = .303*[( 820.00**3)/( 5.50))**.2 12.073 10,00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.149 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8804 SUBAREA RUNOFF(CFS) = 2.08 TOTAL AREA (ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2,08 I I I **************************************************************************** FLOW PROCESS FROM NODE 64.50 TO NODE 65.00 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: I ~I t?!\. I I TIME OF CONCENTRATION(MIN.) = 12.07 RAINFALL INTENSITY(INCH/HR) = 2.15 TOTAL STREAM AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.08 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I * * PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME NUMBER (CFS) (MIN,) 1 7.65 11. 45 2 7.59 12.07 INTENSITY (INCH/HOUR) 2.212 2.149 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA(ACRES) = ESTIMATES ARE = 7.65 3.80 AS FOLLOWS: Tc (MIN.) = 11. 45 I C.B. ~B-4. **************************************************************************** FLOW PROCESS FROM NODE 65,00 TO NODE 30.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.7 UPSTREAM NODE ELEVATION = 1077.00 DOWNSTREAM NODE ELEVATION = 1071.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) 7.65 TRAVEL TIME(MIN.) = .07 TC(MIN.) = 11.52 1 I I **************************************************************************** I FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 183.51 364.29 TABLE ** TIME (MIN.) 11. 52 23.53 INTENSITY (INCH/HOUR) 2.205 1.488 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 364.29 252.00 AS FOLLOWS: Tc (MIN.) = 23.53 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 3 I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 72.0 INCH PIPE IS 53.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.1 ~'l, I ~ I I I UPSTREAM NODE ELEVATION = 1067.80 DOWNSTREAM NODE ELEVATION = 1066.80 FLOWLENGTH(FEET) = 100.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 364,29 TRAVEL TIME (MIN.) = .10 TC(MIN,) 23.63 1 I **************************************************************************** I I FLOW PROCESS FROM NODE 30,00 TO NODE 31. 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.) 23.63 RAINFALL INTENSITY (INCH/HR) = 1.48 TOTAL STREAM AREA(ACRES) = 252.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 364.29 I **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G-7" I ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 580.00 UPSTREAM ELEVATION = 1142.00 DOWNSTREAM ELEVATION = 1122.90 ELEVATION DIFFERENCE = 19.10 TC = .303*(( 580.00**3)/( 19.10)]**.2 7.646 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) 2.763 SOIL CLASSIFICATION IS "c" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8840 SUBAREA RUNOFF(CFS) 2.44 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF (CFS) = 2.44 I I I **************************************************************************** FLOW PROCESS FROM NODE 71.00 TO NODE 72,00 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "G-S" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1122.90 800.00 = 38,00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1084.00 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) .020 OUTSIDE STREET CROSS FALL (DECIMAL) .064 36.00 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 8.47 AVERAGE FLOW VELOCITY (FEET/SEC.) 4.57 3.99 I I ~:? ~ I I PRODUCT OF DEPTH&VELOCITY = STREETFLOW TRAVELTIME (MIN) = 2.92 1. 45 TC(MIN) = 10.57 I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2,312 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8815 SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) 3.06 SUMMED AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 5.50 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 9.59 FLOW VELOCITY (FEET/SEC.) = 5.11 DEPTH*VELOCITY = 1.74 I I I C.B. ~B-3~ *.************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 31.00 IS CODE = 3 I >>>>>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.) = 10.0 UPSTREAM NODE ELEVATION = 1078,00 DOWNSTREAM NODE ELEVATION = 1070.00 FLOWLENGTH(FEET) = 180.00 MANNING'S N .013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 5.50 TRAVEL TIME (MIN.) = .30 TC(MIN,) = 10.87 I **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 31. 00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN,) = 10,87 RAINFALL INTENSITY (INCH/HR) = 2,28 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.50 I 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) 172,99 367.87 TABLE ** TIME (MIN,) 10.87 23.63 INTENSITY (INCH/HOUR) 2.277 1. 484 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS ) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: = 367,87 Tc(MIN.) = 254.50 23.63 I **************************************************************************** FLOW PROCESS FROM NODE 31. 00 TO NODE 51. 00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 72.0 INCH PIPE IS 53.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) ; 16.3 UPSTREAM NODE ELEVATION; 1066.80 DOWNSTREAM NODE ELEVATION; 1062.70 FLOWLENGTH(FEET); 400.00 MANNING'S N; .013 ESTIMATED PIPE DIAMETER (INCH) ; 72,00 NUMBER OF PIPES; 1 PIPEFLOW THRU SUBAREA(CFS); 367.87 TRAVEL TIME(MIN.); .41 TC(MIN,I; 24.04 I I I I *********************************************************************.~****** FLOW PROCESS FROM NODE 31. 00 TO NODE 51.00 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.) 24.04 RAINFALL INTENSITY (INCH/HR); 1. 47 TOTAL STREAM AREA (ACRES) ; 254.50 PEAK FLOW RATE(CFS) AT CONFLUENCE; 367.87 *********************************************************************~****** FLOW PROCESS FROM NODE 51.10 TO NODE 51. 00 IS CODE; 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "0-3" ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCrAL TC ; K*[(LENGTH**3)/(ELEVATION CHANGEIJ**.2 INITIAL SUBAREA FLOW-LENGTH; 480.00 UPSTREAM ELEVATION; 1081.00 DOWNSTREAM ELEVATION; 1073.50 ELEVATION DIFFERENCE; 7.50 TC; .303*[( 480.00**3)/( 7,50)J**.2 8.228 10.00 YEAR RAINFALL INTENSITY (INCH/HOURI ; 2.654 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT; .8834 SUBAREA RUNOFF(CFS) = 2.58 TOTAL AREA(ACRES) ; 1.10 TOTAL RUNOFF(CFS) ; 2.58 I I C.B. "B-1" I I I **************************************************************************** FLOW PROCESS FROM NODE 51.10 TO NODE 51. 00 IS CODE; 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS; 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 8.23 RAINFALL INTENSITY (INCH/HR) ; 2.65 TOTAL STREAM AREA(ACRES); 1.10 PEAK FLOW RATE (CFS) AT CONFLUENCE; 2.58 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ~s I ~ I I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 128.48 369.30 TABLE ** TIME (MIN. ) 8.23 24.04 INTENSrTY (INCH/HOUR) 2.654 1.471 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 369.30 255.60 AS FOLLOWS: Tc (MIN.) = 24.04 I **************************************************************************** FLOW PROCESS FROM NODE 51. 00 TO NODE 55,00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 72.0 INCH PIPE IS 54.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.1 UPSTREAM NODE ELEVATION = 1062,80 DOWNSTREAM NODE ELEVATION = 1062.30 FLOWLENGTH(FEET) = 50.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 72.00 PIPEFLOW THRU SUBAREA (CFS) = 369.30 TRAVEL TIME (MIN.) = .05 TC(MIN.) = .013 NUMBER OF PIPES = 1 I 24.09 I **************************************************************************** FLOW PROCESS FROM NODE 51. 00 TO NODE 55.00 IS CODE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 41. 00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "E-1" ------------------------------------------------------------.---------------- ------------------------------------------------------------.---------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1101.00 DOWNSTREAM ELEVATION = 1090.00 ELEVATION DIFFERENCE = 11.00 TC = .359*[( 700.00**3)/( 11.00IJ**.2 = 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 18.17 TOTAL AREA(ACRES) = 9.80 11,327 2.226 I I .8332 TOTAL RUNOFF (CFS) = lEl.17 I ***********************************************************~,**************** I FLOW PROCESS FROM NODE 41.00 TO NODE 52.00 IS CODE "' 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.7 INCHES ~" I a.A I I PIPEFLOW VELOCITY(FEET/SEC.) = 8.8 UPSTREAM NODE ELEVATION = 1080.00 DOWNSTREAM NODE ELEVATION = 1070,00 FLOWLENGTH(FEET) = 650.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) 21.00 PIPEFLOW THRU SUBAREA (CFS) = 18.17 TRAVEL TIME(MIN.) = 1.23 TC(MIN.) = = .013 NUMBER OF PIPES 1 I I 12.55 **************************************************************************** I FLOW PROCESS FROM NODE 41. 00 TO NODE 52,00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< AREA "E-2" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) SOIL CLASSIFICATION IS "c" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) 10.60 TOTAL AREA(ACRES) = 20.40 TC (MIN) = 12.55 2.103 COEFFICIENT .8302 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = 18.51 36.68 I **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 51.50 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.4 INCHES PIPEFLOW VELOCITY(FEET/sEC.) = 14.2 UPSTREAM NODE ELEVATION = 1070.00 DOWNSTREAM NODE ELEVATION = 1066.00 FLOWLENGTH(FEET) = 120.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 24.00 PIPEFLOW THRU SUBAREA (CFS) 36.68 TRAVEL TIME (MIN.) =.14 TC (MIN, l = 12.69 = .013 NUMBER OF PIPES 1 I I **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 51. 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.) 12.69 RAINFALL INTENSITY (INCH/HR) = 2,09 TOTAL STREAM AREA(ACRES) = 20.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 36,68 I **************************************************************************** I FLOW PROCESS FROM NODE .10 TO NODE 50.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "0.1" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGEl]**.2 INITIAL SUBAREA FLOW-LENGTH = 950.00 UPSTREAM ELEVATION = 1094.20 ~1 0$ I I I DOWNSTREAM ELEVATION = 1086.30 ELEVATION DIFFERENCE = 7.90 TC = .303*[( 950.00**3)/( 7.90)]**.2 = 12.266 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.130 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8802 SUBAREA RUNOFF(CFS) = 2.63 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF (CFS) = 2,63 I I I **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 51. 50 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "0-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1086.30 1080.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1073.50 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 36.00 INTERIOR STREET CROSS FALL (DEClMALI = .020 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) = 3.87 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 11,28 AVERAGE FLOW VELOCITY(FEET/SEC,) = 2.71 PRODUCT OF DEPTH&VELOCITY = 1.01 STREET FLOW TRAVELTlME(MIN) = 6.64 TC(MIN) = 18,90 I I I 10,00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.679 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8763 SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 2.50 SUMMED AREA(ACRES) = 3.10 TOTAL RUNOFF (CFSI 5.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .41 HALFSTREET FLOODWIDTH(FEETI = 12.97 FLOW VELOCITY(FEET/SEC.) = 2.79 DEPTH*VELOCITY = 1.14 I C.B."B-Z" **************************************************************************** I FLOW PROCESS FROM NODE 50.00 TO NODE 51. 50 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.) = 18.90 RAINFALL INTENSITY(INCH/HR) = 1.68 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 5.13 I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS, ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY ~~ ~ I II I I NUMBER 1 2 (CFS) 40.12 34.58 (MIN.) 12.69 18.90 (INCH/HOUR) 2.090 1. 679 I COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 40.12 23.50 AS FOLLOWS: Tc(MIN.) = 12.69 I ***********************~***************************************************. FLOW PROCESS FROM NODE 51. 50 TO NODE 55.00 IS CODE = 3 I >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.2 UPSTREAM NODE ELEVATION = 1066.00 DOWNSTREAM NODE ELEVATION = 1064.50 FLOWLENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 27.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 40.12 TRAVEL TIME(MIN.) = .06 TC(MIN.) 12.75 I I **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 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) 1 235.59 12.75 2.085 2 397.57 24.09 1. 469 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 397.57 279.10 AS FOLLOWS: Tc (MIN.) = 24.09 I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 397,57 279.10 Tc (MIN.) = 24,09 I ============================================================================ END OF RATIONAL METHOD ANALYSIS TO A.D. 159. LlNE"W" I I I I CO~ I Ov "'v I I **************************************************************************** , I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-90 Advanced Engineering Software (aes) Ver. 5.8A Release Date: 8/28/90 Serial # 8198 Analysis prepared by: I KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 I ************************** DESCRIPTION OF STUDY ************************** * PALOMA DEL SOL * * TRACT 24183 - STORM DRAIN - LINE "A" * * 10 YEAR HYDROLOGY * *. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *. * * * * * * * * * * * .'. * * * * * I FILE NAME: 24183A10.DAT TIME/DATE OF STUDY: 7: 1 5/ 1/1996 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I ---------------------------------------------------------------------------- I USER SPECIFIED STORM EVENT (YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18,00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10,00 I-HOUR INTENSITY (INCH/HOUR) SLOPE OF INTENSITY DURATION CURVE = ,5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 1. 400 .5505732 .5271139 SLOPE = .90 I I I .8888 **************************************************************************** I FLOW PROCESS FROM NODE 1. 00 TO NODE 2.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-f" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 800.00 UPSTREAM ELEVATION = 1124.00 DOWNSTREAM ELEVATION = 1106.50 ELEVATION DIFFERENCE = 17.50 TC = .359*[( 800.00**3)/( 17.50))**.2 11.184 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.241 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = ,8336 SUBAREA RUNOFF(CFS) 10.28 TOTAL AREA(ACRES) = 5.50 TOTAL RUNOFF(CFS) = 10.28 I I I I qo q'b I I **************************************************************************** I FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-Z" I ---------------------------------------------------------------------------- ----------------------------------------------------------~----------------- UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1106.50 790.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1088.30 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK 18.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSS FALL (DECIMAL) = .064 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTlME COMPUTED USING MEAN FLOW (CFS) 14.90 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .41 HALFSTREET FLOODWIDTH(FEET) = 14.94 AVERAGE FLOW VELOCITY(FEET/sEC.) = 3.62 PRODUCT OF DEPTH&VELOCITY = 1,48 STREET FLOW TRAVELTlME(MIN) = 3.64 TC(MIN) = 14.82 I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1,919 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = ,8251 SUBAREA AREA(ACRES) = 5.80 SUBAREA RUNOFF(CFS) = 9,18 SUMMED AREA(ACRES) = 11.30 TOTAL RUNOFF (CFS) = 19.46 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .43 HALFSTREET FLOODWIDTH(FEET) = 16.06 FLOW VELOCITY(FEET/SEC,) = 4.13 DEPTH*VELOCITY = 1.76 I I **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 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,) = 14,82 RAINFALL INTENSITY (INCH/HR) = 1.92 TOTAL STREAM AREA(ACRES) = 11.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.46 I **************************************************************************** I FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "A-3" I =====================================================================~====== I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGEI]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1148.00 DOWNSTREAM ELEVATION = 1123.00 ELEVATION DIFFERENCE = 25.00 TC = .359*[( 700.00**3)/( 25.00)]**.2 = 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 9.612 2.436 I I 91 o.f\ II I I SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8378 SUBAREA RUNOFF(CFS) = 9.18 TOTAL AREA(ACRES) = 4.50 TOTAL RUNOFF (CFS) = 9.18 I ** * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *,* * * * * * * FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1123.00 500.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1088.30 I DISTANCE FROM CROWN TO CROSS FALL GRADE BREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSS FALL (DECIMAL) .064 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 13.06 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .34 HALFSTREET FLOODWIDTH(FEET) = 9.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.07 PRODUCT OF DEPTH&VELOCITY = 2.06 STREETFLOW TRAVELTIME (MIN) = 1.37 TC(MIN) = 10.99 I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 2.263 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8341 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) 7.74 SUMMED AREA(ACRES) = 8.60 TOTAL RUNOFF(CFS) 16.92 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .36 HALFSTREET FLOODWIDTH(FEET) = 10.72 FLOW VELOCITY(FEET/SEC.) = 6.48 DEPTH*VELOCITY = 2.35 I I *********************************************************************~****** I FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =====================================================================~====== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.99 RAINFALL INTENSITY(INCH/HR) = 2.26 TOTAL STREAM AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.92 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) 31. 35 33.81 TABLE ** TIME (MIN. ) 10.99 14.82 INTENSITY (INCH/HOURI 2.263 1.919 I Cf'l.. \f:P I I I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 33.81 19.90 AS FOLLOWS: Tc (MIN.) = 14.82 **************************************************************************** I FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< AREA "A-5" I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1088.30 100.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1086.30 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) .064 18.00 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 34.51 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS: NOTE: STREETFLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY (FEET/SEC. I = 4.59 PRODUCT OF DEPTH&VELOCITY = 2.31 STREETFLOW TRAVELTIME(MIN) = .36 TC(MIN) 15.18 I I I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.894 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8243 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 20.80 TOTAL RUNOFF (CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = .50 HALFSTREET FLOODWIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 4.69 DEPTH*VELOCITY = 2.36 C.So'S "A-1" & "A-2" 1.41 35.22 I **************************************************************************** I FLOW PROCESS FROM NODE 6.00 TO NODE 27.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ============================================================================ I DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.4 INCHES PIPEFLOW VELOCITY (FEET/SEC. I = 8.2 UPSTREAM NODE ELEVATION = 1077.50 DOWNSTREAM NODE ELEVATION = 1075.00 FLOWLENGTH(FEET) = 300.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 30.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 35.22 TRAVEL TIME (MIN.) = .61 TC(MIN.) = 15.79 I I *********************************************************************.******* FLOW PROCESS FROM NODE 6.00 TO NODE 27.00 IS CODE = 1 I 93 \0\ I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 15.79 RAINFALL INTENSITY(INCH/HR) = 1.85 TOTAL STREAM AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.22 I **************************************************************************** FLOW PROCESS FROM NODE 64.00 TO NODE 64.51 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "G.5" ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 730.00 UPSTREAM ELEVATION = 1094.20 DOWNSTREAM ELEVATION = 1087.50 ELEVATION DIFFERENCE = 6.70 TC = .303*[( 730.00**3)/( 6.70)J**.2 10.823 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.282 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8813 SUBARRA RUNOFF{CFS) = 2.82 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.82 I I I C.B. '8-9.5" *************************~************************************************** I I FLOW PROCESS FROM NODE 64.5\ TO NODE 27.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ----------------------------------------------~----------------------------- I ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.0 UPSTREAM NODE ELEVATION = 1082.00 DOWNSTREAM NODE ELEVATION = 1077.00 FLOWLENGTH(FEET) = 50.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 2.82 TRAVEL TIME (MIN.) = .08 TC(MIN.) 10.90 I I **************************************************************************** FLOW PROCESS FROM NODE 64.51 TO NODE 27.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 10.90 RAINFALL INTENSITY (INCH/HR) = 2.27 TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.82 I ~4 \v'l/ I I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 27.12 10.90 2.273 2 37.51 15.79 1. 854 II I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 37.51 22.20 AS FOLLOWS: Tc(MIN.) = 15.79 I **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 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 23.7 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.0 UPSTREAM NODE ELEVATION = 1075.00 DOWNSTREAM NODE ELEVATION = 1074.50 FLOWLENGTH(FEET) = 50.00 MANNING'S N ESTIMATED PIPE DIAMETER (INCH) = 30.00 PIPEFLOW THRU SUBAREA (CFS) = 37.51 TRAVEL TIME (MIN.) = .09 TC(MIN.) .013 NUMBER OF PIPES = 1 I 15.88 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = TOTAL AREA (ACRES) = 37.51 22.20 Tc (MIN.) = 15.88 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF RATIONAL METHOD ANALYSIS TO TRACT 24182 - LINE "S" I I I I I I I % I \f)?J 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 I KEITH INTERNATIONAL, INC. - INLAND EMPIRE 22690 CACTUS AVENUE, SUITE 300 MORENO VALLEY, CA 92507 (909) 653-0234 FAX (909) 653-5308 ************************** DESCRIPTION OF STUDY *************.************ I * PALOMA DEL SOL * TRACT 24183 - STORM DRAIN - LINE "B" * 10 YEAR HYDROLOGY * * * ************************************************************************** I FILE NAME: 24183B10.DAT TIME/DATE OF STUDY: 0:15 4/30/1996 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I I USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 10-YEAR STORM 60-MlNUTE INTENSITY (INCH/HOUR) = 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 I-HOUR INTENSITY (INCH/HOUR) SLOPE OF INTENSITY DURATION CURVE = .5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES FOR FRICTION 2.360 .880 3.600 = 1. 400 .5505732 .5271139 SLOPE = .90 I I .8888 I **************************************************************************** I FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8-1" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGEI}**.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1085.50 ELEVATION DIFFERENCE = 4.50 TC = .709*[( 550.00**3)/( 4.50)J**.2 23.145 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) 1.502 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6434 SUBAREA RUNOFF(CFS) = 2.71 TOTAL AREA(ACRES) = 2.80 TOTAL RUNOFF(CFS) = 2.71 I I I I 'i(p \(/\ II I , I I I I I I I I I I I I I I I I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 1 12.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.15 RAINFALL INTENSITY(INCH/HR) = 1.50 TOTAL STREAM AREA (ACRES) = 2 . 80 PEAK FLOW RATE (CFS) AT CONFLUENCE = 2.71 **************************************************************************** FLOW PROCESS FROM NODE 11. 00 TO NODE 12.00 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "B-2" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 1087.00 DOWNSTREAM ELEVATION = 1085.50 ELEVATION DIFFERENCE = 1.50 TC = .359*[( 300.00**3)/( 1.50)]**.2 = 10.148 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.364 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT .8363 SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 1.98 **************************************************************************** FLOW PROCESS FROM NODE 11. 00 TO NODE 1 12.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.15 RAINFALL INTENSITY (INCH/HR) = 2.36 TOTAL STREAM AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.98 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK STREAM NUMBER 1 2 TABLE ** TIME (MIN. ) 10.15 23.15 FLOW RATE RUNOFF (CFS) 3.16 3.96 INTENSITY (INCH/HOUR) 2.364 1.502 COMPUTED CONFLUENCE PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 3.96 3.80 AS FOLLOWS: Tc (MIN.) = 23.15 '11 '" \Q? I I **************************..*******...**.**************.******************** FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 IS CODE = 6 I >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-3" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 10B5.50 250.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 10B4.00 I DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 1B.00 INTERIOR STREET CROSS FALL (DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 5.69 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .37 HALFSTREET FLOODWIDTH(FEET) = 12.69 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.86 PRODUCT OF DEPTH&VELOCITY = .69 STREET FLOW TRAVELTIME (MIN) = 2.24 TC(MIN) = 25.39 I I 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) = 1.427 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .B069 SUBAREA AREA(ACRES) = 3.00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 6.BO TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) 13.B1 FLOW VELOCITY(FEET/SEC.) = 2.0B DEPTH*VELOCITY = .81 3.45 7.42 I I ***...***************************..***************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 15.00 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.) = 25.39 RAINFALL INTENSITY (INCH/HR) = 1.43 TOTAL STREAM AREA(ACRES) = 6.BO PEAK FLOW RATE (CFS) AT CONFLUENCE = 7.42 I ********************.*********************************.********************* FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< AREA "8-4" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1118.00 DOWNSTREAM ELEVATION = 1112.00 ELEVATION DIFFERENCE = 6.00 TC = .359*[( 750.00**3)/( 6.00)]**.2 10.00 YEAR RAINFALL INTENSITY (INCH/HOUR) SOIL CLASSIFICATION IS "C" 13.327 2.035 I I I ~~ ,tk I I CONDOMINIUM DEVELOPMENT SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = RUNOFF COEFFICIENT = .8284 9.78 5.80 TOTAL RUNOFF(CFS) = 9.78 I ***********************.**************************************************** I FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 6 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< AREA "8-5" I =====================================================================~====== UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1112.00 650.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTH(INCHES) = 6. 1084.00 I DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = .017 OUTSIDE STREET CROSSFALL(DECIMAL) = .064 I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 13.29 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = .35 HALFSTREET FLOODWIDTH(FEET) = 11.56 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.12 PRODUCT OF DEPTH&VELOCITY = 1.79 STREETFLOW TRAVELTIME(MIN) = 2.12 TC(MIN) 15.44 I I 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.876 SOIL CLASSIFICATION IS "e" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8238 SUBAREA AREA(ACRES) = 4.60 SUBAREA RUNOFF(CFS) = 7.11 SUMMED AREA(ACRES) = 10.40 TOTAL RUNOFF(CFS) = 16.89 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = .39 HALFSTREET FLOODWIDTH(FEET) = 13.81 FLOW VELOCITY(FEET/SEC.) = 4.73 DEPTH*VELOCITY = 1.84 I I **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 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.) 15.44 RAINFALL INTENSITY (INCH/HR) = 1.88 TOTAL STREAM AREA(ACRES) = 10.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.89 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 21. 40 15.44 1. 876 2 20.26 25.39 1. 427 I I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; I q'j \1>1 I I I PEAK FLOW RATE (CFS) = TOTAL AREA (ACRES) = 21. 40 17.20 Tc (MIN.) = 15.44 C.So's "8-1" & "8-2" **************************************************************************** I FLOW PROCESS FROM NODE 15.00 TO NODE 29.00 IS CODE = 3 >>>>>COMPUTE PIPE FLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ============================================================================ I DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 1074.00 DOWNSTREAM NODE ELEVATION = 1070.50 FLOWLENGTH(FEET) = 250.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIPES = 1 PIPE FLOW THRU SUBAREA(CFS) = 21.40 TRAVEL TIME(MIN.) = .46 TC(MIN.) 15.90 I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = TOTAL AREA (ACRES) = 21. 40 17.20 Tc (MIN.) = 15.90 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS TO TRACT 24182. UNE "S" I I I I I I I I I I I I()D w"e> I I I I f I I I I I I I I I I I I I I .1 HYDROLOGY MAP \00... 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 \\0 I~Lfl5 'A_!, ~ 'A~z,." lr.Nle.{(.\"'1 CONDrnON) I/O O. Z. / ",,,,.. ~.e. IIOI.ZOF.G. :; lo"f8.'Sf.6. . JI. I) 1 1 I I 1 1 I.' I) . . I I I I I~ I loqS:ZO It:.. 4B' C",p &100<< 7~4 cfS llNTtllf..') /1..";' ?fo1 cF7 eA. INLET '7:x OfetvIN~.s MEA::; (/ ~ 12.:' x S irA =- 4.0 ~f'T Mptj. vol,S. E..... 1100.1.0 nl =- lIoo:z..0 - 10119.1.0 - D.tS" 1.75 Fr. 6l.1 ~ (^ .,)~~, = .0.("... 4.0 ,...r (A.,4.... 1."75 = 11>(> ~,.. ~ 'l1' lz.oY ,. IZ .56" 5li.Pr. ^'~ ~A ~ ~2>" Il.S("G, - lo.os 'S~.f'"(. ~h.. ,. 1I00."Z..o - lo<::j~l9;; = I :'ZS '1': ~t~ cA iZf~l,.. : 0.10" 10.05 "....r-(l4A-"l.~S T~PrL- tJ\'(XVt"1i:. "25.5 + '54.1 ::. ,"I.Co cFe, P6~Nv'W ? 010 Cl.o4"1~ ~ OPerwIN4. klVeA. =: 4.0 110 ?~" ." 2.0 $~f'r': &-. ':< 0.1." z..o ...IT H.t It 1."15 = 12., '-f7 lof ftc(t,~1\ : 10.oS x SO~ .. 5.02. 5<1R'. & ~ O.b,lt 5. oz. .,.1l~4.... 1.Z.S ... ~ 1.0 Gf'c, -r01A\.. c~"(,(r'f :. 12./ of- 7..7.0 ::: "?q.l Cff7 \0 \ 25.5 cFs =: 54-.\ ~ ') "2;.lo.l CofS o~ - '-- \.\.\ I I I I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, SlJMP CATCH BASIN Project: TJ2ACT" Z4-tSz.. r ) Catch Basin Number: fH p.qt.Ol'lll .]:)EZ. so(.... lO-year Discharge (from Rational Method) (cfs): 10.1 lOO-year Discharge (from Rational Method) (cfs): /1.3 Carryover from C.B. No. = (cfs): 0 Total Design Discharge (cfs): 11.~ Maximum Ponding Depth (ft): list; . 71'e pe-Prll e t...P, oF" &.8 A-S Cor'C€/Z.vATIOrJ of F1ZEEJIo...,eo IN ""T"He H11a"7-::> 11Ie" 1!./w '. DH",,~(O"''''O.g.31 Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-l5 Tl-fIS 1>,.,.... "" 0.83' FALLS NEAfZ-"/He W = /II L../NE J C t+E"~ i-UfTlI' gQul'<,joN. Discharge Intercepted (cfs): /7.3 Q .. 5.087 WJ./I.S CAP. , ~s Q~AP. .. ~,087 (11')(0.63) = 2GJp7 '/ /7-3 .: O.It. \Oz.. \ 'J-' I I I I I I I I I I I I I I I I I I I HYDRAUUC DESIGN, SUMP CATCH BASIN Project: il2AC-i Z4-1 BZ. 1"ALOMA :I>a... GO(.. Catch Basin Number: (A-Z/ IO-year Discharge (from Rational Method) (cfs): 4." IOO-year Discharge (from Rational Method) (cfs): C fr CBN A:'~}.I."L_LJ arryover om . .1 o. -., :!: ~ 1.?> = (cfs): 1.1 VAlet.- voej) IN H 'ID/ZDt..O~t Total Design Discharge (cfs): 7.S Maximum Ponding Depth (ft): (..OW PT. 8-~~" MPrN7tNA .,IZIVf: = //O'-.'!;<j _ '-ON pro e. t,.P. OF C.15. ~_ZJ "'//05".Bo ~'#IO.7!/ Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 n /. J V"'"", ~ 0.71 J k/€/Iit- ~r'OI7 /Otv , W = /I Discharge Il1tercepted (cis): 1.3 ,.S: QCIrf ~ 3.0(37 IN D 4lCM' ::; 3.0g7("'i.?7"1)/'~ 2S.8'fCFS "? 7.3 .: o,li.. 103 "\'0 (e~ ctltz8 ~Vj~) I I I I I I 1 I I I I I I I I I I I I HYDRAUIlC DESIGN, ON-GRADE CATCH BASIN . . Project: -rtzA::...T 24162.. :rAI.f)~A. pEl... S"eL.. Catch Basin Number: A-3 I ~ ;4-4- ) 10-year Discharge (from Rational Method) (cfs): 21.4 (I<t. 7 e c.g) lOO-year Discharge (from Rational Method) (cfs): 47.+ (2~. 7 e c..g) Carryover from C.B. No. = (cfs): 0.0 Total Design Discharge (cfs): 47.4- ( / Flow Depth (ft): PttJO = ().,,~ .I DIO" 0.S5 Street Slope: 1/.50 7.. Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chan L../...- /3 w = ~gl QICC> ~ : 24.8 CFS e c.s. CYIO CAP. '" /7.<; CF.S e c.~. CP/~; '1-7.4- .; C('O~ Z,.t Discharge Intercepted (cfs): Carryover to Downstream Point (cfs): 0 (;F"~ Facility Receiving Carryover: IJ/A Q Q 0.&5 I.S IOO,(~" 1."12 ~ 20 ~ 0."3 :: t;'\ ...., 'M.0.0? 0 1,;_ '-'(IO,O.P '" 7.. (.. Yo bT/ ".'? - 2+. ~ c.f':7 1...0,7- c.f'7 104 >' '2.3.7 cF5 '7 ZO.2 CfS ~b... I I I I I I ================================================================-=========== 1 I 1 I 1 I I I I I I I I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - (C) HVDRAULIC ELEMENTS - I PROGRA~ PACKAGE Copyright 1982-88 Advanced Engineerin9 Software (aes) Ver. 2.7A Release Date: 6/25788 Ser1al # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 12:26 7-JUN-96 __a...._.a......._________ DESCRIPTION OF STUDY ._.a.a.aa._.._.._._._.____ . FLOW DEPTH CALC. FOR C.B.'S ~A-3~ AND ~A-4~ . TRACT 24182 . PALOMA DEL SOL 100 VEAR STORM * * * * ~ * * * * * . * * * . * * . * * . . . * * * * . . * . . * * . . . * . * . . * . . . * * . . * . * . * . * * * . . . . . . . * . * * * * . . . . . * * * * * . * * * * . * . * * . . . . . . * . * . . . . . . . * . * . . * . . * * . . . * . . . . * * * . . . * . . * * . . * * . . * . * * * . * * . . >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 47.40 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SVMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SVMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SVMMETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SVMMETRICAL GUTTER-WIDTH(FEEi) = 2.00 CONSTANT SVM~ETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SVMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLV ON BOTH SIDES "'STREET FLOWING FULL'" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.63 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITV(FEET/SEC.) = 3.45 PRODUCT OF DEPTH&VELOCITV = 2.17 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 105 ~&) I I I I I I I I 1 I 1 I I I I I I I I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - HYDRAULIC ELE~ENTS - I PROGRA~ PACKAGE Copyright 1982-88 Advanced Engineering Software (aes) Ver.2.7A Release Date: 6/25/88 Senal # DEl721 Especially prepared for: KEITH CO~PANIES ----------------------------------------_______________________w____________ TIME/DATE OF STUDY: 12:25 7-JUN-96 (C) ============================================================================ _.*.a...._...__....__._.._ DESCRIPTION OF STUDY ........-................* , FLOW DEPTH CALC. FOR C.B.'S "A-3" AND "A-4" , , TRACT 24182 ' , PALOMA DEL SOL 10 YEAR STORM ' << * << << << << << << << << << << << << << << << << << << << * << << << << << << << << << << << << << << << << << << << << << << << . << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << * * << << << << << << << << << << << << << << * << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << >>>>STREETFLOW MODEL INPUT INFOR~ATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 29.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SY~~ETRICAL STREET CROSSFALL(DECI~AL) = 0.017000 CONSTANT SYM~ETRICAL CURB HEIGTH(FEET) = 0.67 CONSTANT SY~~ETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SVM~ETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYM~ETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES "'STREET FLOWING FULL'" ============================================================================ STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOwDEPTH(FEET) = 0.55 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLO~ VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY = 1.52 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1010 \\(, 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: T1<ACT 24182 p;tt.o"'I'I pe.. SO'- Catch Basin Number: A-5' .. A-r./ lO-year Discharge (from Rational Method) (cfs): a.a (~.4 fI C.8.) lOO-year Discharge (from Rational Method) (cfs): 20.5 r-10.3 e c. sJ Carryover from C.B. No. = (cfs): 0.0 ('VtJ.3 ~ c.s.) I j 'PIO ~ o.Q3 Total Design Discharge (cfs): 20.5 I Flow Depth (ft): 0,<<1. 0.4" Street Slope: [). 50 ".. Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chan LL - /3 ~CAP. 1.......El'I$L ~ ~.4 ?)FS e 0.8. c; CJ#>. IO'Yfi:IQ. '$ 7. 7 CF-::. /!. C.S ~w = /4' Discharge Intercepted (cfs): ;:D."5 Carryover to Downstream Point (cfs): ( Facility Receiving Carryover: A-Z I 4? . 20.5 - Z(9.Q) = 1.7 1(1t} J Y'IO ~ O. 0 It eFFICltnoICY' oF" C.S. S . Z(Q.4) ~ ~~,. "? 2>6% u.? - .'. o.K. D.llS Q'OO,GItP '" 2.Q2. ~ 14 ~ &/0, C^P .,;. "2 P}2 )( I to."5" ,.~ o. 4~ -;: 9.4 Cf'J 0.4-31.5 = /.1 cf':1 101 \\"\ I I I I I - - - - - - - - - - - -- - - - - - - - - - - - -- - - - - - - - - - - - ------- - - - - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Senal # DE1721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 13:18 7-JUN-96 I ============================================================================ I I I I I I II I I I I I I .._._._a______..__________ DESCRIPTION OF STUDY _a_aa___._____...___._.... , FLOW DEPTH CALC. FOR C.B.'S "A-5" AND "A-6" , TRACT 24182 , PALOMA DEL SOL 100 YEAR . * * * * * * * * * * * * * * . * * * * * * * * * * * . * * * . * . * * * * . . * . * * . * * * * * . * * * * * * * * * . * . '* * * . * * * . * . * , , . * * * * * * * * * * * * . . * * * * * * * * . . * * * * . * . . . * * . . * * . * . * * * . * * . . . * * * . . . . . . . . . . :. . * * * * * * . * * * >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 20.50 AVERAGE STREET FLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.017000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(F~ET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES "'STREET FLOWING FULL'" ============================================================================ STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.49 HALFSTREET FLOODWIDTH(FEET) = 20.00 AVERAGE FLOw VELOCITY(FEET/SEC.) = 2.48 PRODUCT OF DEPTH&VELOCITY = 1.22 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10?> \\~ I I I I I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- , I ~ ~ ~ _ _ _ A _ _ A _ _ A A _ _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ - - - - - - - - - - - (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Ser1al # DE1721 Especially prepared for: a_aaaaaaaa__*...__........ DESCRIPTION OF STUDY .*.....*......*~..*.*****. . FLOW DEPTH CALC. FOR C.B.'S "A-5" AND "A-6" . TRACT 24182 . PALOMA DEL SOL 10 YEAR STORM * . . . . . * . . . . * * * * * . * * * * * * * * * . . * . * * * * * . . * . * * * * * . * . . . * * . * * . * . . . . . * * :. * . * * * * . * * . . . . I ............................................. ............. ........ .......... I >>>>STREETFLOW MODEL INPUT INfORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 12.80 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 FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOWDEPTH(FEET) = 0.43 HALFSTREET FLOODWIDTH(FEET) = 18.31 I AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.13 PRODUCT OF DEPTH&VELOCITY = 0.92 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I I I I I()~ \\4,. I I . I I I I I I I I I I, I I I I I I I I HYDRAUUC DESIGN, SUMP CATCH BASIN Project: TIZA.CT z41eZ ~A"PEZ. SOL . ,) Catch Basm Number: A - 7 IO-year Discharge (from Rational Method) (cis): 7. Cj lOO-year Discharge (from Rational Method) (cis): /3. 'J Carryover from C.B. No. = (cis): 0.0 Total Design Discharge (cis): /3.9 Maximum Ponding Depth (ft): ,-ow PT: l!! -/...OllV pro e.. c.oFrHO peNt:.t :.. 11/4- ./Z I I..P. C.B A-7/ = 11/3.3.3 , DI(-.::.O.79 Use City of Los Angeles (Department of Public Works) Hydraulic Desilln Manual, Chart LL-15 , ~ 0/14",,' 0.71 .J LlS"- tV~R.. erPVA"TltlI'J W = 7' Discharge Intercepted (cis): /3.' QcA? ~ "3.087 IN 0'.5 ')/.>' '?CAP. - "'5.067(7')(0.7'1' ~ 1S,/7ds ., f~.tt :. 0./1... \10 \1fJ I I I I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, SUMP CATCH BASIN Project: Po..lo/)\O.. del sol Tn:ud- Ztt182.. Catch Basin Number: 13 - I lO-year Discharge (from Rational Method) (cfs): 2..1 lOO-year Discharge (from Rational Method) (cfs): '?J.'t Carryover from CB. No. IJ/A Total Design Discharge (cfs): }.~ Maximum Ponding Depth (ft): 0.75 = (cfs):,e" 107,.1.1 1072 Au 0.75' Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-l5 I W = 70 Discharge Intercepted (cfs): ;.'1 Q -3<\ 'v,j" /3 r/' /, X .131 :\" 6, Q =[3\'+.0' 1-) (.75) Q -::. /5.2> 3.~ (3) where W" 7 I A = 7 ~ .67:z tt.6"1 () = .75' 11\ 1t/Il.P. e. wee, Ker~ It e c.6. . tIIlfX fD/I"'~ r>e.rfh.. tmE: R/".. @ c.B. = lo73.~q + 0.24 lo73.b} \~ . '. i I I i I I I I I I I I I I 'I I i I I I HYDRAUUC DESIGN, SUMP CATCH BASIN Project: iUcf -trfl $z.- Catch Basin Number: 18_ t. J IO-year Discharge (from Rational Method) (cfs): o$!~ Carryover from C.B. No. tv;~ 8.0 = (cis): P IOO-year Discharge (from Rational Method) (cis): Total Design Discharge (cfs): 8.0 Maximum Ponding Depth (ft): O.~z. J T I07l!, I f.~. @ f.. ST. (cfow~) {o7Z.7'f It e C.P;. O.6Z-' filA-x foMJilltJ deft}, Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL-15 W =7/ NoTe ~14J! c.e,:=/o7H2.. . T o.~4- lo13.S~ Discharge Intercepted (cfs): Z.O Q. =3A WO.13 DO.(, Q. =(3) (Ir.{/)) (7)O.'\O.S2.)' ex = (~.I ~ 8.0 @ ...v~'~ W:::1 1\:; TJC 0.(,7 'J.4.b' b= \ \1- \1JJ-' I I I I I I I I I I I I I I I I I I I HYDRAULIC DESIGN, ON-GRADE CATCH BASIN Project: 1/t..4Cr Zf/!z- Catch Basin Number: '!?--"7' IO-year Discharge (from Rational Method) (cfs): 5. 0 IOO-year Discharge (from Rational Method) (cfs): Carryover from C.B. No. !VIA- Total Design Discharge (cfs): 8.4 Flow Depth (ft): dID ~ . ~9 r'r. fFt = (cfs): ft Street Slope: f.1% Use City of Los Angeles (Department of Public Works) Hydraulic Design Manual, Chart LL.~/4- W = Z! ff Discharge Intercepted (cfs): 1.7 ) ~.+ CfS . o~ .. Carryover to Downstream Point (cfs): ~ Facility Receiving Carryover: /'f4 D.B~ ( \'.5 Q.'AP~ 3.1'1.,.(2.') O:~8J ~ '1.1 CfS \\~ \1/; II II , I I I I I I I I I, I ~ - - - - - - - - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (e) Copyright 1982-88 Advanced Engineerino Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DEl721 Especially prepared for: KEITH COMPANIES ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:24 26-JUL-96 ============================================================================ * * * * * * * * * * * * * * * * * * * * * * * * * * DE SC RIP T I ON OF STUDY * * * * * * * * * * * * * * . * * * * * * * * * * * . FLOW DEPTH CALC. FOR C. B. "B-3" . . TRACT 24182 . . PALOMA DEL SOL . * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ~ * * * * * ~ >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.029000 CONSTANT STREET FLOW(CFS) = 8.40 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYM~ETRICAL STREET HALF-WIDTH(FEET) = 38.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYM~ETRICAL CuRB HEIGTH(FEET) = 0.50 CONSTANT SYM~ETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL G~TTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET 'ON ONE SIDE, AND T~EN SPLITS ==::======================================================================== STREETFLOW MODEL RESelTS: ---------------------------------------------------------------------------- STREET FLOWDEPTh(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.59 PRODUCT OF DEPTH8VELOCITY = 1.72 ===============================================================~============ I I I I I I I Wr ,'1A I I I I I I I I I I I I I I I I I I I HYDR.<\UUC DESIGN, SliMP CATCH BASlli P:ojec:: Tract 2. If 18 z. , . Catch Basin Number: 0 - It Cw)'JQ11vl~ 10-ye:l! Discl::arge (from Rational Method) (ds): ~.O lCO-ye:l! Discllarge (from Rational Method) Cds): ILCD Total Design Discharge (cfs): iJ/A . \ LID = (cfs): % Ca.-ryover from C.B. No. , ~!a:cimum POI:c!ing Depth (ft): o. (A 1081.06 1061.44 0.(.,4' l.."se City of Los Angeles (Depart:Ile::l.t of Public Works) HydraUllc Design Manual, Chan LL-15 , \V = 1 Discharge Intercepted C cfs): I Lip ~tI(. , """I A =7" .1.1: 4."" b = 0.'-,,"' Q o.l~ 01:, =3Aw D' . oll 0." Q:;. 3(-'.(,'1)(1) 0."4) Q -= 13.~ CfS ~ II.CD @ liS L p. @. Ci~OUl'" Il ~ Cb. rIlAX fD~IN6 D~ \"'~ I 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: 7 t!-kc- T 241 9 2. Catch Basin Number: (B- 5 I IO-year Discharge (from Rational Method) (cis): CJ.7 IOO-year Discharge (from Rational Method) (cis): /5.0 Carryover from C.B. No. Iv/A = (cis): ~ Total Design Discharge (cis): 15.0 Flow Depth (ft): 0;00:: 0.58' I 0/0 ::: 0.50 Street Slope: 0.0050 Use City of Los Angeles (Depanment of Public Works) Hydraulic Design Manual, Chan L L - /3 W = 2/' Discharge Intercepted (cis): &';00::" / 5. 0 ~/O~ Q,7 Carryover to Downstream Point (cis): <;6 Facility Receiving Canyover: N/A (]CftP/oo': 2.92.)< (2--1) 0.85>< (0.58)-5 -- 17, 2 cf? (XW/o:::- Z. &f z. ;< ("ZI) 0. [;15" >( (0.50/5;::; /3.7 C.f) llCo \1-Ce I I I I I I , I I I I I I I I I I I I I ~ ~. . . . - - - ee) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE CuvyriYflL 1982-88 AUVdrlC~d Er,yirleer.irl~ SUILwdr"e (de~) " .... ~ A ....., ..... ~ ,....,... ,,...,..,,... ., II .... ~., ..,....... Y e r. L. t Ii r<. e led':) e 1I d L e: 0 I I. :> f 00 .) e r' I d I ff II c:. i I ~ .1 E':)~ecid'ly vr'eVdr'e~ lur"; KEITH COMPANIES TIME/DATE OF STUDY: 16:32 I-riAY-96 .. .. ,.,. ,.,. .,. ...,.,.. ..... . . ,... DE SCR I Pi ION OF 5T UD, ,.. * ,.,.,.,.,.,.,. ,.. ,... . ,. ...,.... ,.,. . ,..,...." .............." .....,,... ...........,...... "'....,.... rLUW lIC~ln LML~. .ru~ L.O. 0-:> . TRACT 24182 . ... ~, ....... ....... , ,.. .... , P"MLlJPlM veL ~UL . . ,. . . . . . . . . . . . . . . . . . . . . . . . . . . . ,. . . . ,. . . . . . . . . . . . . . ,. . . . . ,. . . . . . . ,. . . . . . . ,. . . ,. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . * . . . . ,. . . . . ,. . . . . . . . . . . . . . . . . . . . ,. . . . . . . . . . . . . . . . . . . . . >>>>STREETFLGW MODEL INPUT INFORMATION<<<, CONSTANT STREET GRADE(FEETiFEET) - 0.005000 .................... ..,... .................... .... "''' (,......,..., .. ~ ,...,... L.UI"I,:)IMI', ')1~C.C.1 rLUW~L.r,)) - .1.:J.Ull AVERAGE STREETFLDw FRICTION FACTOR(MANNING) - 0.015000 CONSTANT SYMMETRICAL STREET HALF-wIDTK(FEET) - 32.00 CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAl) - 0.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) - D.ja CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) - 2.00 CONSTANT SYMMETRICAL GUTTER-LIP'FEET' - 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEEf) - 0.12500 FLOw ASSUMED TO FILL STREET ON ONE SIDE, AND iHEN SPLITS STREETFLOW MODEL RESULTS: ---------------------------------------------------------------------------- NOTE: STREETFLOw EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOWDEPTH(FEET) - 0.58 HALFSTREET FLOODWIDTH(FEET) - 23.09 AVERAGE FLOw VELOCITY(FEETiSEC.) - 2.74 PRODUCT OF DE?TH&VELOCITY - 1.58 . . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . >>>>STREETFLOW MODEL INPUT INFORMATION"" ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET2 - 0.005000 CONSTANT STREET FLOW(CFS) - 9.74 AVERAGE STREETFLOw FRICTION FACTOR(~ANNING) - 0.015000 CONSTANT SYMMETRICAL STREET HALF-wIDiH(FEET) - ~2.QO CONSTANT SYMMETRICAL STREET CROSSFALL(DECIMAL\ - ~.020000 CONSTANT SYMMETRICAL CURB HEIGTH(FEET) - 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) - 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) - 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) - 0.12500 FLOw ASSUMED TO FILL STREET ON ONE SIDE, AND THEN SPLITS ---------------------------------------------------------------------------- STREETFLOw MODEL RESULTS: ---------------------------------------------------------------------------- NOTE: STREET FLOW 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) - 0.50 HALFSTREET FLOODWIDTH(FEET) 19.34 AVERAGE FLOw VELOCITY(FEETiSEC.) - 2.50 ............... ......... ....... ...... ............. ....., ....... or...." ... "', ~KUUU~I ur UC~ln~Yc.LUL.11 T - L.LO \1-"\ III 1015.8 F.G. I I I I I ! I , I I I I I I I I I I I ( I I . I ~ L rr 'B* l' /07 hi:' (1014.'b - I071.0) - o:z.s co 3.sS Fr: Q..I:' ( A- --u 131" = o. '" ... 3.0 .. If (,4,4... ?>.5<; = 11>(> ~~:. 'j( U.17Y :. 7.0 ''1 ~.i.Fr. N'E'T ~ A ~ ~ ~" 1. Ob q. '? b<; ~ 'S~.f"r. ~1,..:' I01t.B - 101\.1':;1:' 7.0'7 ~ ~'f,::' c,A ~~1.- :. 0.10 >< .s.b??" i~4A-"~:o,=, :. T6TPrL" tM 1l"Vt"11::' 1-1- 2- + 41.?:- 14: 1 c~ P6~NV'W '7 010 C\"o4'i1~ ~ t}Petw/N{,... k(l;eA.:. 3,0 14 ?~ "7 J.t? ~~Pr: &. """ 0.1.." \.c,,,. -VH.f" 3.5S:: 1"3.(" Gof1; -rO~~~^ = '5..lPS'? x 507.. r 1.flt.l 5<1 ft. ~ ~ O.b'" 2.81,.1'" -Vti4-.4-.,.oS'" t.?'~ 'f'c, -rrrrAt. c~t\c..\"q :.. I ~.(, + 1.--3. B :: ~1. 4- 'f~ \ I fl 1..1. Z. c:Fs 41.'; ~ "> "3 '5. 1 G1'S O~ - ---- \~ I I" , I I I I I I I I I I I I I I I . ) I I l~lEl I B~B ' 10 g~.oo /".~.~.e. ::!.. 1091:15 f.6. 100400 F.G. 1081,00 It :; .. Ctl\p &100"" '2A.? Cfs LrrJTUIM) ~:)(. OfetvINc,S /.tEA'" (/'" I~' X. (, ~A:. 3.0 ~Pf MP('I.. 1I'l,S,€. -. 1083.00 hI:: (jo83.()O - \0~1.00) - D.tS" L75 fr: 6l..1: (A.,)~"', = 0.<..... 3.0 "~(A4..I:l5 = 19.1 cA TOP ~^ ~ '"f( l~?'Y :. 7.0 '" ~~.Fr. N\ff ~A ~ ~f>" '1.0b't. ~."7~ ~~.rr. ~1.-:' 108~oO - \0 B\.lS = \;t.S ~ ~'!,=- cA 1Zf1-.'I-- : 0.1.:>" ~.b??" --r-(P4.41< I.lS '" 50.1 ~ UTPr(., t^"A"V11i::. lq.\ ;- ~o.4:. 49.5 c~ P6'M.~ "01" C\...04"IJlo.\~ oPerv IN~ /r(VeA. = ~,o 1'- ?~ ". ).t? ~~Pr: ~ '" 0.1." \. r, ... If H. -t I< 1.15 :: q.sS G-fc; lof k(I,~^ = 17..(,55 x 507.. r 2.~.z..l 5<1f't. ~ ~ 0.(,"" t.8t.l.... -v~...4.PS l' (S.W Gf'7 -rOTA\.. C~"(.\T~ :. <1.55 + 15.2.0 :: 24;JS Cf~ ') Z.~3 Gof'S . 0 t::- ~ -- \1<1 \15\ I I I ('<, 'I I I I I I I II I I I I I I I ( I I I~Lrr · B.~' 1081.1.5 / "'11- ~.e. :!. 084.15 1:6. 089.00, F.6. 1084-.00 Ft:. 48" o""p &100 "" L\-'lO CfS (lrJTti.IM ') t);x Of'e;vINe)S M..EAo; (/"" It' xf3 ~A - 4.0 ~Pf MPr/. w.s,€.'" \O~1.tS hi ~ (loB1.ZS- lo~4.00) - O;z.S" 3.00 Pr. Q"I: ( ^ -,) ~~, = o. (p ... 4.0 "If fA:4... 3.00 = TDI' ~~: "l1' l2..oY ~ 11.5'" ~cll.Fi. N~ ~A ~ o.~" 11.sb~,. 10.oS ~.n: ~'l.-: \081.1.5 - 1094.15: '2.$0 f1": tX",:. (A ilf"1.- = 0.1.." 10.05 "J. ~(,4A" 'ISO" iolAl,... tM/I1It11" 13.' -+ 1V':1 :. lo~.~ cfc, (6)v1,~ 5010 C\...04."I~" OPer-INt.. k(VeA." 4.0 1( ?~ ". ~.o ~6i!Pr: &..... 0,(." '2.0 ,. -VH.tll~.OO :: 1~:1 c;.fc; lof ~~f<.. : lo.os x 507. r 5.02. 5dft. ~ ~ 0,(..... 5.01, ,. -V/'i4-.4- .1..5"0. -;8.1- "f"7 -rotA\. c^,(\('l"'r~ .. 1~.1 + ?ts:z.. :: 54.' 'f'7, \ZD ? 3. ~ cA 1h.5 ~ ') 4~. 0 Gf'S O~ - ---- (IP I I I I I I I I I I I) I I I 1 I I II 'I I ~ L EI II C' lolll.CO / rftllf.. ~.e. "i1 - 088.75 10"1"2.0 FG 00" c.""f' &100 -: ( 1."1 cfS L "INTeLIM") '7:X 0fe.v1N&j5 MEA ~ (/')I. 12:' x. 10 ErA ;:. 5.0 ~Pf MPr;I. Vo/,s,,€. ~ 10"1\.00 hI =. \ 001\.00 lOBB.Do - o.tS '" 'l.1S Fr: 61.1 =- (A Il~"', = 0.<.. x 5.0 .. --V fA:4>< 2.15 = ;,"1,"1 cK ~ . \De Pt{Ve/'t =- '11l'Z.'i) ::. ICH"? 5.i.Pr. N~ ~A ~ o.f>" lq.~? ~ 1'7.71 'S~.l"r. ~t.-::' \o9\. 00 - \086.75 = 1.Z5 ~ 6\1, -;. c,A ~~'1- = 0.10" I '7.7 I "1(P4.4" z:zs ::. \I? '? ~ Ti>lPrl.,. t^"iXVt"ti :;. ~t:1.9 .;- \\3.7 ;:. 1'73.+ c~ /3<'J?-.\ tIV'I6 '7 010 c\...o 4. G\ I ~ ~ oPetv IN t... If(Ve A. ::; 5.0 It. ?~.. .". 2. S ~~f'r. ~ 0::. O. 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'" 3: I H "''''z 0"< "'''' <'" .., I I I I I I I I I "' o " .., ". o '" e. o " "" "..., '" ""'"' o 0 3"'''' '0 c: H m",,,, " "' '" H" o " . '" - " "'0 "'" 00< " ",0 o H" " ,. . 0'" ~ <,. mHO H'" H'" o H ,<Z '" o " " H n o , '" , Z o "'0 '" "'''' ,..., o:r:r...;)'tl " ~:;:f: "'''0 "gi "'"" t"'. :; NO t<1C1:l ....t'j <. I-' t"' ro ~'" o ,,~,. H "''' "'~ H Of:~ .., '" '" Z " .., <H "'< ,.'" '" "' 1T):r:<H "'''',. ;:to )lot-. [rj <0 Z '" ~ '" '" " ","'ro OZ" ;r:. C'J)::l I'T]tr:I:;;o. ,."'" . '<'" '" "'''' ,.c: "'''' <'" '" I I '" w ro " 0'" "'H "'.., "'H :>:" Z f: o 21 o '" '" .., :>: 0:>: H'" ".., , I HlIl 0;;; Z'" 0' I N ,. 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" ... H o " eo ~ '" eo '" " I H "''"'' oeo< '"'" <" ... I I I 1 I I I I I '" o " ... " o ^ H o '" "" "... '" 0"'" o 0 3"'," "0 C:H .,,'" ""'''' H)' ro () . '" . 0 "'" "" 00< " "'0 o H" " eo . 0'" ~ < eo. .HO H'" H'" OH "<" Gl o " " ". o o , '" ~ " o "''' '" "'''' eo... O:I: t"'0-3 "0 '" gf: ,"00 ,OJ ~ '""'" l'" =1\) a ['1(1) ....['1 <. I-' r' " """ o ()~eo H "'N "'~ H Of:g: ... '" " " '" <H '"< e<," '" '" 1"rJ:r<:H ~~~~ <" " '" ~ '" Gl .. "'",, ,,"N :J::. l:'1)::t "1['1;:0' e<Gl'" . ..,'" '" I I '" w " '"'" e<c: '"'" <'" " o "" ,"H "'... "'H ,"0 f: " o ~ " '" '" ... 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" o " " '" '" H '" '" '" W N ~ ~ H '" H H W '" ~ o o ~ ~ N '" co N '" H H N H H ~ o '" '" N co N '" o ~ ~ N '" '" o ~ '" W N " ~ ~ H H H ~ N W '" o ~ '" '" H w w ~ ~ " '" H H ~ '" " ~ '" H ~ ~ o ~ '" '" H N H ~ " H H W ~ W '" '" N N co ~ H H W '" '" '" '" N W ~ '" H H co ~ o N " N ~ '" ~ H H W " o '" ~ N '" '" N H H W '" o H N N H W '" H H co " '" '" '" N H '" N H H ~ o '" '" N H '" '" ~ H H ~ o '" '" ~ H '" " " H H ~ N N ~ " H '" '" o H H ~ ~ o ~ o H '" '" " H H ~ " '" '" ~ H o ~ " H o ~ " H o ~ " H o ~ " H o ~ " '" ~ '" '" ~ '" ~ '" H ~ '" H ~ '" H ~ '" H H '" o '" H " '" ~ H ~ '" " H '" " '" H '" w '" H " H H H ~ '" " N H W '" N o " N H '" " '" H '" H ~ '" '" ~ W H H ~ o o o H o w '" o '" " '" o '" co w ~ H H ~ o '" o '" o w W H '" N '" ~ ~ " '" N H H ~ H " " o o N '" '" ~ o '" o ~ ~ H o H H ~ N ~ ~ ~ o N ~ ~ o ~ '" '" ~ H '" ~ H H ~ W H '" '" o w ~ " '" '" o o '" o '" H H H ~ W '" " '" o w w '" w o H '" " '" o N H H H ~ '" '" ~ w o '" N H H '" '" w ~ o ~ ~ H H ~ " o w ~ o '" '" '" '" " '" ~ '" ~ w o H H ~ " '" ~ '" o '" o '" ~ '" H H " '" H H '" H H '" o H '" '" o ~ '" ~ w o ~ H H '" ~ o '" H H '" ~ N ~ H o ~ o " w ~ N H N o o N '" H W o o N '" H W o o N '" H W o o N '" H W o o N ~ H W o o N " " '" o o N " " '" o o N ~ '" N o o N ~ '" N o o N ~ '" N o o N ~ '" N N o H o N o H o N o H o N N ~ W N H N H H ~ ~ w H ~ ~ w H '" w o H '" w o w o o w o o w o o w o o w o o w o o w o o w o o w o o w o o 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 I I ~ o o o o o o o o o o o I -%'-\ I '" .., '" H o '" " ~ '" " '" '" I H "''''''' 0"< "'''' <'" .., I I I I I I I I 1 '" o " .., 0- o '" ", o '" ",. 0-'" '" 0"'''' o 0 3"'''' '0 C:H ."'''' 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'" "- . :;: ~" :To; '" n,"", o 0 3"'~ '0 CH W,"'" ""'''' "- " . n . '" . n 3:;go 00< " '" . . H" " H. o '" ~ < H. WHO H'" Ho; . H '< Z G) o ~ ~ "- o . '" , Z o ,"0 '" "'''' Ho; O:I:t'"'~'1:I :;: ~~[': t'l~~ 'H1l$ "':;:" t"". ::lrvt;l ['](.1) .1>0['] <. ...... t"' oo ~'" o ~H '" n~ "'~ H ""['::;: 0; '" '" Z '" <H "'< H'" '" '" I"r]X<H "''''H ;t':~q-q'1 <0 z '" ?< '" G) .. ,""'oo OZ~ Z. 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" ". . '" ..." :T>-l '" 0"'", o 0 3"'''' '00 H ."'''' :T",~ ". " .0 " '" . 0 ~o "'''' 00< " "' . . H" :T '""" o '" ~ < ,"". WHO H'" H>-l . H '< Z G> o ~ ~ ". o . , '" , Z o "''' '" "'~ ,"">-l OXt"'>-'lru ~ ~$:~ "'00 ,;;; ~ "''''" t""" :;Nt:l ['100 .t>.t'1 <. ......t"' 00 ~'" o ~'"" '" ON ~~ H 1OE::~ >-l '" '" Z i'3 <H "'< ,..'" '" "' 1"r)::t:<H "'''''"" ;t'~t"'tr:I ;1" ~ '" '" .. "''''00 "ZN z. "'" fTJt>'1:::O):o ,""G>. . ""'" '" ~ "'''' ,""0 "'~ <'" '" 1 I '" W 00 o "'" "'H ~>-l >-lH zO " '"" "Z HG> ">-l , Z o ~ " '" ~ >-l Z I Hro "t:; Z'" 0' I '" '"" '" '" ~ '" I H H '" HZ "'0 '" ~ '" ~ '" , , , , , , , , , , , , , , , , , , , , . , , , , , , , , , , . . , . , . , . . . . . . , . . . . . . . . . . . . . . , . , . . . . , , . . . . . . . . . . . . . . . . , . , , , , . , . . , . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . o w o '" ~ H ~ H 00 ~ H H rn " W ffi H ~ '" W ffi ~ ~ ffi ~ H ~ ~ ~ ~ H H rn o 00 " H ~ '" W ffi ~ H ~ ~ rn rn H H rn H '" ~ ~ o ~ H ~ '" W ffi ~ H '" W ~ ~ H H rn ~ H H H ~ '" W ffi w W ffi ~ H '" ~ ~ rn H H 00 ~ ffi o H W ~ N ~ to) ~ ~ w " '" ~ H '" ro o ~ H H rn ~ ~ H H W ~ N ~ ~ H ffi H H H H H 00 W H ~ N '" rn H W ~ ~ ~ ~ H ffi W ffi ~ H H 00 W ~ ffi H W ~ N ~ N H ~ ~ H ffi '" rn rn H H rn W ~ ffi H W ~ ~ ~ H rn rn ~ H ffi ~ ~ ffi H H 00 ~ o H H W ~ ~ ~ H ffi H H W rn ~ H ffi ~ W ~ H H 00 ~ N ~ H W ~ N ~ ~ W ~ H H rn H o :;e ~ ~ ~ H H 00 H '" '" H ~ ~ W H H 00 ~ ~ ~ ~ rn o o H H 00 ~ ~ H ~ rn ~ ~ H H 00 W ~ ~ ~ '" W '" H H 00 W '" ~ ~ 00 ffi '" H H 00 W ~ '" o '" ~ ffi H H '" ~ W '" ~ ~ ~ 00 H H '" ~ ffi '" ~ ~ ffi H H H '" ~ ~ ffi ~ ~ ~ ffi H H '" '" ~ N o ~ H N ~ H ~ N H ~ ~ H ~ ~ H ~ ~ H ~ ~ H ~ ~ H ~ ~ H N ~ H N N H ~ H ~ ffi ~ H ~ N H H ffi ~ H H '" ffi '" H ~ ~ ~ H ~ ~ '" H ~ o ffi H W ~ H H N ~ ~ H N H ~ H H ffi ~ ~ rn w ~ H H '" '" W ~ '" o ~ W ~ ~ o ~ '" ~ ~ H H '" ffi H '" o o ffi ffi W H '" ~ H '" H H H 00 ffi ~ ~ 00 o '" '" o ~ H w '" o H H H '" ffi ~ H W o '" o '" ffi W w ~ '" '" H H '" ffi '" '" ~ ~ ffi ~ ~ '" w w ~ ~ H H 00 ffi ~ ~ o o ~ W H ~ ~ w o ~ ~ H H 00 ~ o '" N " W ~ 00 ffi H ~ ~ ~ W H H 00 ~ H '" o o w W H ~ ~ ~ '" W ~ H H '" ~ ~ ~ N o ~ W H o '" ~ W o '" H H '" ~ N ~ ~ o ~ '" '" W ffi ~ o ~ 00 H H '" ~ W H '" o ~ N ~ H o ~ N w w ~ W H ~ o ~ H W H o o ~ o '" o ~ o w o o o o o o o o o o o o o o o o o o o o " o H '" ffi '" H '" ffi '" H '" ffi '" H '" '" '" H '" '" en H '" ffi '" H '" ffi '" H '" ffi '" H '" ffi '" H '" ffi '" H '" ffi '" ffi ~ o '" ~ o ffi N o ffi N o ffi W ~ '" W ~ ffi W ~ ffi W ~ ffi W ~ o. w ~ ffi W ~ ~ '" o ~ '" o N '" o ~ '" o ~ '" o ~ '" " ~ '" o ~ '" o ~ '" o N '" o ~ '" o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o " o o o o o o o o o o o o o o o o o o 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 ~\.. '\ I '" .., 2; H o '" t< ~ '" t< '" 3: I H "''''''' Ot<< "'''' <" .., I I I I 1 1 I 1 I '" o " .., '" . '" ~ . '" "", '".., '" ""'" o 0 3"'''' '0 ".... ""'" ","'" e. ", . " m '" - " "'0 "''' 00< " '". . H" " t< m 0'" ~ < t<. "HO ....'" ......, . H '< '" G) o H H e. o . , '" ~ '" o ,"0 '" '"'" t<'" Q:rt"'0-3'tl '" ~:;:f: ['1~s;! ,,,,$ "''''", t"'. :I I'VO r<l{n ....[rj <. .....L' w ~'" o ~t< " ,,~ "'~ D~~ .., '" " ~ <H "'< t<'" '" '" "1::C<~ "''''t< ):0)''1:....['] <0 '" '" 5: '" G) .. "",W OZ~ x. "'", 1'Tj['1;;U:t' t<G). . "'''' '" '" "'''' t<" "'''' <'" " 1 '" W W I " 0" "'H "'.., "'H X" f: OX HG) ",.., " Z o ~ " '" '" .., X I Hro "", '" Z'" O~ I '" t< '" " 'il G) '" I .... '" '" HZ "'0 " ~ ro '" " . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . o .... .... 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'" '" I H "',"z 0"< '"'" <'" .., I I I I 1 I I I I '" o " .., ". m " ". m " "" "..., '" 0"'''' o 0 ""'''' '0 C:H ."'''' O"l'" H" m 0 . '" . 0 "'0 "'''' 00< " '" m m H" o ,. . o '" ~ <,. . .HO H'" H'" mH ,<Z G) o '" '" ". o m '" ~ Z o "l0 '" "'''' ,..., Q:I:r->-3"'\:l ~ ~~~ ('1~~ ,"',. "'"" t'"'. :::: N 0 [1]CI:l .b[I] <. f-' t""' "' N'" o O~,. H "'N "'~ H IO~~ .., '" '" Z 1; <H "'< ,.'" H '" ",Z "1:r:<H'"'3 ['1rr:Jt"'C'J ::t:o:x:q-<['];;a <0 ZH '" ~'" "'0 CIl -, 0 ;:tl['1COZ OZNt::! :r:. l:'1)::o H "'jtrl;:O' ., t"'Gl::E:H . >< Ul 0 ",Z I '" W "' I "'''' ,.c: "'''' <'" '" o 0'" "'H "'.., "'H O:S 00: HG) ".., ~ Z o ~ o '" '" .., 0: I H," 06; Z'" O~ I N ,. 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'" " I I I I I I 1 I 1 I 0' " ., " m '" H . " ",. "., '" 0:0", o 0 3"'~ '0 C:H .:O~ " "' '" H' ,. . 0 m '" . 0 "'0 ":0 00< " "' . . H" " ,. m o '" ~ <,. . .HO H'" H" . H '< Z " o ~ ~ H' o . , '" , Z o "''' '" "'''' ,.., ~"'~~~ '"00 ,;t ~ '"",. t""'. ::N a t"1C1l ""[>:1 <. I-' t'"' w N'" o o~,. H ",N "'~ H ","w ,.~ ., '" :0 Z ~ <H '"< ,.'" H '" "'z l"Oj:J:<H0-3 t"1t"1t'"'t'1 ;to):> t'"' t':I:::O <0 ZH '" ~3: ,"0 G1 "0 ;:Ot'lCDZ OZNO ::r:. trl >' H 1TJt<:l;:o. >-3 t"'G1::":H . >< en 0 "'z '"'" ,.c: '"'" <'" :0 I ~ w w I o ,,:0 ,"H "'., "H "'~ "", HGl ,.., , z o 'i! " '" '" ., '" I HOl "i:; Z," 0' I " ,. 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L' ro ~'" o O~t' H "'~ "'~ H rO~~ 8 '" '" % '" <H "'< t'''' I I '" w ro H '" "1Z "'1::r:<H>-3 l"l[']t"'['] :r-~t"'t'J::u <0 ZH '" ~:< "'0 (j) .. 0 ::Ot':lcoZ OZNO :r:. t']::to H "1t'l;:o- >-3 t""G)::€H . -< en 0 ",Z "'''' t'C "'''' <'" ;0 o 0;0 "'H ",8 8H %0 /': Z o ~ o '" '" 8 % 0% H<;> "8 , I 8!f: '" Z'" 0' I '" t' '" ;0 :Il <;> '" '" HZ "'0 '" ?i: "' '" '" I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . o '"' C % o 8 '" 8 ;0 w ~ '" ro ~ ~ H H '" ~ ~ ro H '" ~ H ~ ~ H H o w ~ '" ~ o ~ H H '" o ro ~ H H ~ o ~ w ~ ~ o H ~ H H '" W W '" ~ o ~ '" H H ~ o ~ w ro H H o ro H H '" '" ro H H H ~ o ~ H ~ '" o w ro ~ '" '" ro H H '" ~ '" H H H ~ o ~ H o ro w ~s ro ~ '" w ro w '" ~ H H H '" ro ~ ro H H ~ o ~ w ro ~ ~ ro '" H H '" ~ ~ ~ '" ~ ~ H H ~ o ~ w ro '" H '" '" H H ~ o '" '" H H ~ o ~ '" '" '" w ro '" ~ ~ H H H ~ H ~ H o '" H '" H ~ W o W w ro ro o ~ ~ H H ~ ~ ~ o o '" H '" H ~ "' ~ ~ w ~ o H ~ ro H H ~ W '" ~ o '" H '" H eo ~ ~ ~ H W ~ o H H '" o '" ~ o H H ~ ~ H H '" ~ o ro ~ H ~ ~ H H H '" ~ '" ro o H ~ '" ~ H H '" ~ o ~ ~ H W H '" H H '" ro ro ~ ~ H W '" ~ H H ~ o H ~ W H ~ ~ H H H ~ H H ro ~ H ~ ~ "ro H H ~ ~ o w ro H '" W ro H H ~ ~ ~ ~ ~ H '" ro w H H ~ W ~ ro o H '" '" o H H ~ '" H '" '" '" ~ o '" ~ '" '" ~ '" '" ~ '" '" ~ '" '" ~ '" '" ~ '" '" ~ '" '" ~ '" '" ~ '" '" ~ '" ~ o ~ H ~ W '" '" ~ ~ ~ W ~ H ro '" ~ o ro '" H '" ro ro H ro ~ '" H ro o ~ H ~ ~ W H '" '" '" H '" ro '" '" ~ ~ ~ H H '" ~ ~ '" ~ o ~ o '" '" ~ ro '" ro ~ H H ~ o ~ '" ~ o ~ W o o H H ~ '" ro H '" '" H H ~ ~ ~ ~ '" o ro w ro ~ ~ H ~ '" ~ ~ ~ W H H ~ ~ '" o ~ o ~ w ro ~ ~ H o ~ '" ~ ~ ~ H H ~ '" '" ~ W o '" '" H o H '" H W '" H H ~ '" ~ ~ ro o '" ~ ~ ~ ~ '" '" ~ ~ H H ~ '" ~ '" ~ o '" o ~ '" '" '" o ~ o H H ~ ~ H o ro o ~ ~ ro ~ ro ~ '" o ~ H H ~ ~ W '" ro o ~ o ~ '" H ~ W H o H H ~ ro ~ ~ o o w '" '" '" '" w '" H ro H H ~ ~ o ro '" o w ~ '" o ~ '" '" ~ H ~ ~ w ~ ~ '" ~ W ~ ~ ~ ~ o o ~ '" H '" 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 o o ~ W '" o H H W o H H W o H H W o H H W o H H W o H H W o H H W o H ~ ~ o H ~ ~ o H ~ ~ o w o o ~ '" o N '" o N '" o ~ '" o N '" o N '" o N '" o N '" o N '" o N '" o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o 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 vS :;0' I '" .., '" H o Z eo , '" eo M " I I 1 1 I I 1 I I 1 '" o " .., " ro '" "- ro '" ",. ".., '" 0"'," o 0 3,"~ '0 c:.... ."'<n , '" '" "- ,. ro 0 m '" . 0 "'0 "'" 00< " '" ro ro H" , eo m o '" ~ < eo. .HO H," H'" ro H '< Z e;) o " " H o ro , '" , Z o ,"0 '" '"'" eo'" Q::I: t"'8 "0 '" z;:;/': "'00 :; (h ~ "'''',. 1:" ::NO ["]{Il ""'['J <. ...... t"" ro "''" o o~eo H "'''' "'~ .... 0/'::;; .., '" '" Z '" <H "'< ,..'" H '" ,"Z 1'T]::I:<H8 ["]["]L'trl ):I):ot""["]::U <0 ZH '" ~" "''' Gl "0 ;;ot'"lCDZ OZNO :r:. 1'1):l H tT]trl;:o. '"'3 t""Gl~H . >-( CIl 0 ",Z "''" eoc: "'''' <'" '" 1 <n w ro I " 0'" "'H "'.., "'H :>:" /': 0:>: He;) ,..., , Z o 51 o '" '" .., :>: I HOJ o&; Z'" 0' I N eo N '" ~ '" I H o '" HZ "'0 '" ~ OJ '" '" . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . o H "''''Z oeo< "'''' <'" .., H o ~ ~ w w .... 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