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Home My WebLink AboutParcel 1 Hydrology I I -, I I I I II I . I ,(, I I I I I~ I. ~I ~ 13?1 HYDROLOGY AND HYDRAULICS REpORT FOR LINE VV - STAGE III, MARGARITA ROAD Prepared For: Newland Communities 27393 Ynez Road Temecula, California 92591 Prepared By: 'i?j~D CJWbert ti}Jeif/.. 'William 'TIost C&c51lssociates ~ Professional Engineers, Planners & Surveyors 27555 Ynez Road, Suite 400 Temecula, California 92591 Phone (909) 676-8042 Fax (909) 676-7240 Contact Persons: John McCarthy, RCE 47583 Allen Jimenez RBF JN 15-401438 November, 1999 Revised: February 2, 2000 Revised: March 20, 2000 \ I I I I I I I I I' I I I I I I I I I I I TABLE OF CONTENTS PAGE NO. I. INTRODUCTION 1 II. HYDROLOGY 3 III. HYDRAULICS 7 EXHIBITS PAGE NO. "A" VICINITY MAP 2 "B" SOILS MAP 4 "e" ULTIMATE CONDITION HYDROLOGY MAP Map Pocket APPENDIX "A" 100-YEAR HYDROLOGY (RATIONAL METHOD) CALCULATIONS "B" UNIT HYDROGRAPH CALCULATIONS "e" STORM DRAIN HYDRAULIC ANALYSIS "D" CATCH BASIN CALCULATIONS "E" REFERENCES 1. Offsite Hydrology Calculations and Map (RBF 1997, Hydrology & Hydraulics Report, Tentative Tract No. 28384) 2. Hydrology Map (RBF 1991:Hydrology & Hydraulic Report, Tract 24136) 3. Hydrology Map (Ranpac 1993, Drainage Study for Line "V" z- I I I I' I i t I " " I I I I I I I I I, I. INTRODUCTION This report includes the hydrology and hydraulic calculations performed in conjunction with the final development of Parcel Map No. 28384 within the City of Temecula The project is the installation of a proposed 72" RCP storm drain, Line "vv" Stage III, in Margarita Road located north of the Lucky site. The proposed improvements start at the terminus of the existing line at station 15+08.55, and extend to station 22+67.06 within De Portola Road. The data provided in this report was used as the basis for design of the storm drain improvements. The primary objective of this report is as follows: 1. Delineate the drainage areas tributary to the proposed storm drain extension based upon the ultimate future adjacent developments. 2. Based on the proposed drainage patterns, ground slope, land use and soil type and, using the Riverside County Rational Method, perform hydrologic calculations of the off-site and on-site runoff to determine ultimate condition 100-year design flows to the existing downstream drainage facilities for the two alternative drainage conditions. 3. Based on the results of the hydrology calculations, provide hydraulic calculations to verify the operation of the storm drain facilities and ensure the required flood protection criteria is maintained. 4. Compare the results of the analysis with previous studies to ensure that the proposed storm drain facilities and adjacent future development is compatible with the existing downstream improvements. Drainage conveyed through Line "VV-stage III" of Parcel Map No. 28384 ties into the existing 90" RCP in Margarita Road, built by Assessment District No. 159. As a supplement to this report, the hydrology maps for AD 159, and the ultimate development of Tract 24136 are included for reference. Also included for the analysis of the interim condition is the existing condition hydrology map for Tentative Tract No. 28384. 1 1> , I 'I I I I Ii I 'Ii I :1 I I I I, t I I I ',Il\1\!lll T IiIl\D ~ P/iIIA 1M. 11 lDSIIlD[&:I PROJECT SITE VICINITY MAP NOT TO SCALE z. A.. I I I I I I I I. I I I ., I I II I I , I I II. HYDROLOGY Hydrology Methodology Ultimate Condition Hydrologic calculations for the development of ultimate condition discharges for the Line "vv" Stage III improvements were performed using the Riverside County Rational Method from RCFC & WCD Hydrology Manual, dated April 1978. The 100-year design discharge was computed by generating a hydrologic "link-node" model which divides the area into drainage subareas, each tributary to a concentration point or hydrologic "node" point determined by the proposed layout The following assumptions/guidelines were applied for use of the Rational Method: L The soils map from the Riverside County Hvdrology Manual indicates that the study area is primarily Group "C" soils, with some Group "B". 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 "2A." 2. The runoff coefficients specified are: 1/4 acre residential lots, condominium and commercial; to describe the proposed development characteristics. Condominium land use is used for multi-family development and single family residential lots with approximately 4,500 square foot 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 I8-inches was specified, and 95 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), which was used for the on-site developed and ultimate off-site developed conditions. For the 100-year analysis, the data specifies a 100-year, 10-minute rainfall intensity of 3.60 inches/hour and 100-year, 60-minute rainfall intensity of 1.40 inches/hour. For the lO-year analysis, the data specifies a 10-year, 10-minute rainfall intensity of 2.36 inches/hour and a 10- year, 60 minute rainfall intensity of 0.88 inches/hour. 3 -5 CD m o ~ + ., , z o :Il .... :x: c: in Cl 11> o c: ~ o :Il ~ Z Cl r- m " m C'l :x: ~ z Cl ~ I I I I I I I '1 I I I I I I I I I I I 6. The ultimate condition land uses, drainage patterns, subarea boundaries, and catch basin capacities for the area north of De Portola Road were taken from the report, "Hydrology and Hydraulics Report, Paloma Del Sol, Storm Drain for Tract 24136" prepared by Robert Bein, William Frost & Associates (RBF), dated April 1991. Interim Condition Interim condition design discharges to the proposed storm drain improvements were developed based on the existing conditions tributary to the proposed improvements. The main line of the proposed storm drain system will be plugged in the interim condition, for future extension within De Portola Road. Existing runoff northerly of De Portola Road will be intercepted in Lateral "B-T". This temporary lateral will include a detention/desilting basin at the entrance. The existing conditions tributary to this inlet were taken from the report titled, "Hydrology and Hydraulics Report, Tentative Tract 28384" prepared by RBF, dated April 1997. The rational method results at node 395 from this report were used to generate a unit hydrograph, which was routed through the proposed detention/desilting basin to determine the interim condition flow rate in the lateraL The ultimate condition flow rates in laterals "B-1" and B-2" were directly added to the flow in lateral "B- T" to determine an interim flow rate in the main line. Summary of Results The proposed improvements are an extension of the existing Line "VV". Line "vv" is an existing large diameter storm drain system (varies in size from 72" to 90" RCP) located within Margarita Road, and turning westerly into Dartolo Road. This system was initially installed by Assessment District No. 159, and was later extended as part of the Parcel Map No. 28384 improvements. A previous hydrology study was prepared for the development of Storm Drain Line "VV" by Ranpac Engineering Corporation. The report is titled, "Rancho Villages Assessment District No. 159, Drainage Study, Hydrology and Hydraulic Calculations for Line "V", dated February 8, 1993. The study determine the ultimate condition design discharges for the Line "w" improvements. A new hydrology analysis was prepared for the proposed storm drain extension to reflect an updated condition of the future offsite development. The watershed boundaries and flow rates for the areas north of De Portola Road were still taken from the hydrology report prepared for Tract 24136, similar to the Ranpac Study, however, the areas south of De Portola Road were modified to reflect the proposed development condition. The results of the new hydrology analysis determined a peak 100-year flow rate at the downstream limits of the proposed improvements to be 324.1 cfs. The Ranpac Study had previously calculated a peak flow rate of 341.4 cfs at this location. Therefore, the proposed improvements and offsite development will not adversely impact the existing downstream improvements. 5 \.. ,. I I I I Input and output files of the 100-year discharge rational method calculations are included in Appendix "A" Watershed boundaries, sub-areas, and 100-year discharges at key locations are illustrated on the Hydrology Map, Exhibit "c." The interim condition unit hydrograph calculations and basin routing are included in Appendix "B." The interim condition watershed areas are illustrated on Tentative Tract 28384 Hydrology Map included in Appendix "E", References. 'I I I I " I I :. I .. I ,I ~. . 6 '. ~ I I I I I I I I I I I I I I I I I '. I III. HYDRAULICS Storm Drain Hydraulics The existing 90" RCP storm drain in Margarita Road and turning westerly into Dartolo Road, was installed by Assessment District No. 159. This is shown, per the improvement plans, as Line "VV." The Q100 (ultimate) for this pipe is 431.4 CFS. An existing 72" RCP extends northerly in Margarita Road from the 90" RCP to the northerly property line of Parcel Map No. 28384. The proposed improvements include a 72" RCP tying into the existing 72" RCP at the northerly property line of Parcel Map No. 28384 and extending approximately 758 lineal feet to DePortola Road, and include a 24" lateral stubbed out at station 19+ 15.82 for future extension northerly in Margarita Road, and the construction of Line "B" at station 22 +40.43. The computer Program, Haested Methods. Los Angeles County Flood Control District. Water Surface and Pressure Gradient Hydraulic Analvsis Program No. F0515P 9 (WSPG). was used to analyze the system. The computer input and output files for the hydraulic analyses are included in Appendix "C." The Hydraulic Grade elevation for the developed (ultimate) condition was established by scaling the HGL from the improvement plans for Assessment District No. 159 Storm Drain Plans and by Project No. 7-0-0051 line "V" & "vv" stage II. At station 23+04.26 for line "vv" stage II, 72" RCP, HGL = 1057.06. This water surface elevation was used as the downstream starting water surface elevation for both the ultimate and interim condition analyses. Catch Basin Calculations Catch basins for laterals "B-1" and "B-2" have been designed to collect the tributary storm runoff from De Portola Road and a portion of Tract 24136. The catch basins are located in a "sump" condition and are sized to intercept the 100-year design discharge in accordance with County guidelines. The basins were sized using the procedures and charts from the Hydraulic Engineering Circular No. 12, "Drainage of Highway Pavements" prepared by the Federal Highway Administration. Catch basin calculations are included in Appendix "D." G:\GRP13\pdata\15401438\Office\ Wpwin\38RPTOOl. WPD 7 ~ ~~:.-: I~~ .~... iii! .- - ~'-;-'-"'-~ -lIz~o ~ ~c;-:;;;; ~~~~,'c_ 512..0C ~io; ~: ~~.~ .---: ~1.~On.~' . ~. -.---- ~- L ~.F L~ -I. .:-.;-. .' ~ ~: ~:;::-,,- ~.~ ~~~ ~~J. l ~--, '::' ~:crl' t~ ~~ e"L...... Irs::.~ f::~:...... ~ L .-....~~- __._-_C~__'_.._ ~~~'_.._-,.._- _~_'~__m" _~._ -_._".~-~-- '~"---' -.~--.-.~ -~'--~".- ~'~~"'--~ - -...--.-..-.- -.-.""'-.------ ~..,-, .C:_"_._ --:.;~:->~~.~- -,'-,,'- ~m :.:;-- '-~~~r; - .~-,.- ~w....~~__,",._.~ . HYDROLOGY ANDH'YDRAULICS REPORT LlNEW- STAGEJII ---::~,"'-..~<"-- ----~_..:'-- ~ TECHNICAL APPENDIX A --- -~ _J~:~--' - c"- - -'-~'.--'---'._---""'- .... _.,__.~o_ "...~~___._ _...",-',~,,-~--~,--"--'. -._...__._....._~-_.._-_.._-- _~-'- ~_ -.2~::~-2~1-~~::::--~;o~c::~:z~~~r~~~f _~___ ::-c.; ~ 100..Year Hydrology Calculations ;.;.:,= c'~ ;':....- -,,,.._, -.--.-,',--, .~~- .ti;.'.,.......:".:~,. ~.:.~"L ~ . I I ********************************************************~******************* I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM EASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Soft~are (aes) Ver. 1.5A Release Date: 01/01/99 License:D 1264 I Analysis prepared by: I Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 ~ .. " " .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. I ************************** DESCRIPTION OF STUDY *******~~***************** * PALOMA DEL SOL * RBF IN 15-100129 * * * * I ************************************************************************** I FILE NAME: G:\GRP13\PDATA\15100129\HYDRO\VV3100.DAT TIME/DATE OF STUDY: 15:14 3/20/2000 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I USER SPECIFIED STORM EVENT (YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE FOR FRICTION SLOPE = 0.90 10-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY (INCH/HOUR) = 3.600 100-YEAR STORM 60-MINUTE INTENSITY (INCH/HOUR) = 1.400 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5271139 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY (INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = 0.5271 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 I I I I I I, **************************************************************************** FLOW PROCESS FROM NODE 606.20 TO NODE 615.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I. ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1178.00 DOWNSTREAM ELEVATION = 1164.00 ELEVATION DIFFERENCE = 14.00 TC = 0.359*(( 900.00**3)/( 14.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF (CFS) = 13.85 TOTAL AREA(ACRES) = 5.10 F/~ = 12.550 3.194 I : I = .8502 TOTAL RUNOFF(CFS) = 13.85 I \\ I I **************************************************************************** I FLOW PROCESS FROM NODE 618.10 TO NODE 618.00 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) 5.10 TOTAL AREA (ACRES) 10.20 TC(MIN) = 12.55 3.194 F= th.2- COEFFICIENT = .8502 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF (CFS) = 13 .85 27.70 I **************************************************************************** FLOW PROCESS FROM NODE 615.00 TO NODE 622.50 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1163.00 600.00 = 20.00 DOWNSTREAM ELEVATION = 1144.00 CURB HEIGHT(INCHES) = 6. I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.017 OUTSIDE STREET CROSSFALL(DEClMAL) 0.017 F /tJ., ? SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 2 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 31.85 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.44 HALFSTREET FLOODWIDTH(FEET) ~ 18.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.39 " PRODUCT OF DEPTH&VELOCITY = 2.38 STREETFLOW TRAVELTIME(MIN) = 1.86 TC(MIN) = 14.41 I I I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.970 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8471 SUBAREA AREA(ACRES) = 3.30 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 13.50 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) ~ 0.46 HALFSTREET FLOODWIDTH(FEET) = 19.42 FLOW VELOCITY(FEET/SEC.) = 5.41 DEPTH*VELOCITY = 2.49 ~ , 8.30 36.00 tcf1i;,- ~ 1D __ I Ie ~iI3t;. 055 C-/' C-2 L"-".3 ) ) I **************************************************************************** I FLOW PROCESS FROM NODE 622.50 TO NODE 622.50 IS CODE = 7 I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ==;~~;:~;~~~;~~~=~~~;~~=~~~~~=;~~~~;~~======~===================;q=;:;J~=f?G~e~-Jf' TC(MIN) = 14.35 RAIN INTENSITY (INCH/HOUR) = 2.98 P,/ C /} /'_ 3 TOTAL AREA (ACRES) ~ 13.12 TOTAL RUNOFF(CFS) = 35.00 PI -/)C-,;;.,c..- I **************************************************************************** FLOW PROCESS FROM NODE 622.50 TO NODE 617.60 IS CODE = 3 I I \t. I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.6 UPSTREAM NODE ELEVATION = 1140.00 DOWNSTRL~ NODE ELEVATION = 1117.00 FLOWLENGTH(FEET) = 410.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER (INCH) 24.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 35.00 TRAVEL TIME(MIN.) = 0.44 TC(MIN.) = 14.79 I I **********~********************************************T******************** I FLOW PROCESS FROM NODE 617.60 TO NODE 617.60 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 14.79 RAINFALL INTENSITY (INCH/HR) = 2.93 TOTAL STREAM AREA(ACRES) = 13.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.00 I I **************************************************************************** FLOW PROCESS FROM NODE 617.30 TO NODE 617.60 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1152.00 DOWNSTREAM ELEVATION = 1122.00 ELEVATION DIFFERENCE = 30.00 TC = 0.359*[( 900.00**3)/( 30.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF (CFS) = 6.50 TOTAL AREA (ACRES) = 2.20 r- /7. S- I I = 10.776 3.461 ~ . TOTAL RUNOFF (CFS) = 6.50 IZ Z'-/J J ~ ~.:;"'lB:).IJr' 1?f cg c-y = .8535 I **************************************************************************** FLOW PROCESS FROM NODE 617.60 TO NODE 617.60 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 9.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.6 UPSTREAM NODE ELEVATION = 1119.00 DOWNSTREAM NODE ELEVATION = 1118.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) = 6.50 TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 10.93 1 I I I \~ I I **************************************************************************** I FLOW PROCESS FROM NODE 617.60 TO NODE 617.60 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.) ; 10.93 RAINFALL INTENSITY (INCH/HR) ; 3.44 TOTAL STREAM AREA(ACRES); 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE; 6.50 I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 35.00 2 6.50 Tc (MIN. ) 14.79 10.93 INTENSITY ( INCH/HOUR) 2.929 3.435 AREA (ACRE) 13 .12 2.20 I *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RA~NFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 32.36 40.54 TABLE ** Tc (MIN. ) 10.93 14.79 INTENSITY ( INCH/HOUR) 3.435 2.929 '. I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) ; ESTIMATES ARE AS FOLLOWS: ; 40.54 Tc(MIN.); 15.32 14.79 ~ . I **************************************************************************** FLOW PROCESS FROM NODE 617.60 TO NODE '617.00 IS CODE; 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) ; 16.9 UPSTREAM NODE ELEVATION; 1119.00 DOWNSTRE.~ NODE ELEVATION; 1108.00 FLOWLENGTH(FEET); 170.00 MANNING'S N ; 0.015 ESTIMATED PIPE DIAMETER (INCH) ; 24.00 NUMBER OF PIPES; 1 PIPEFLOW THRU SUBAREA (CFS) ; 40.54 TRAVEL TIME(MIN.); 0.17 TC(MIN.); 14.96 I I **************************************************************************** FLOW PROCESS FROM NODE 617.00 TO NODE 617.00 IS CODE; 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I I \A,.. I I I I I ============================================================================ TOTAL NUMBER OF STREAMS ~ 3 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) ~ 14.96 RAINFALL INTENSITY (INCH/HR) ~ 2.91 TOTAL STREAM AREA(ACRES) ~ 15.32 PEAK FLOW RATE(CFS) AT CONFLUENCE ~ 40.54 FLOW PROCESS FROM NODE 617.60 IS CODE ~ 21 **************************************************************************** 617.70 TO NODE >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC ~ K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH ~ 800.00 UPSTREAM ELEVATION ~ 1152.00 DOWNSTRE~1 ELEVATION ~ 1123.00 ELEVATION DIFFERENCE ~ 29.00 TC ~ 0.359*[( 800.00**3)/( 29.00)J**.2 10.109 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 3.579 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT ~ .8548 SUBAREA RUNOFF(CFS) ~ 10.71 TOTAL AREA (ACRES) ~ 3.50 TOTAL RUNOFF(CFS) ~ 10.71 I I I I I I i I I, F/7 FLOW PROCESS FROM NODE 617.00 IS CODE ~ **************************************************************************** 6 622.50 TO NODE >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION ~ STREET LENGTH (FEET) ~ STREET HALFWIDTH(FEET) n08.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1140.00 600.00 ~ 20.00 DOWNSTREAM ELEVATION ~ CURB HEIGHT (INCHES) ~ 6. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) ~ 0.017 OUTSIDE STREET CROSSFALL(DEClMAL) ~ 0.017 18.00 ~ ; SPECIFIED NUMBER OF HALF STREETS CARRYING ~UNOFF ~ 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) ~ 11.44 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) ~ 0.38 HALFSTREET FLOODWIDTH(FEET) ~ 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) ~ 5.77 PRODUCT OF DEPTH&VELOCITY ~ 2.21 STREETFLOW TRAVELTIME(MIN) ~ 1.73 TC(MIN) ~ 11.84 I I I , I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) ~ 3.293 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ~ .8861 SUBAREA AREA(ACRES) ~ 0.50 SUBAREA RUNOFF(CFS) 1.46 SUMMED AREA(ACRES) ~ 4.00 TOTAL RUNOFF(CFS) ~ 12.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) ~ 0.38 HALFSTREET FLOODWIDTH(FEET) ~ 14.80 FLOW VELOCITY(FEET/SEC.) ~ 6.14 DEPTH*VELOCITY ~ 2.35 r/~,7 ~ Z<ll~ {i:o...v f'(4:eJ)-';f' ~'t CG C--:;- t-5 I I **************************************************************************** FLOW PROCESS FROM NODE 617.40 TO NODE 617.00 IS CODE = 3 I ------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE F~OW)<<<<< ,I =========================================================================== I DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.6 UPSTREAM NODE ELEVATION = 1106.00 DOWNSTREAM NODE ELEVATION = 1105.00 FLOWLENGTH(FEET) = 60.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) 21.00 PIPEFLOW THRU SUBAREA(CFS) 12.17 TRAVEL TIME(MIN.) = 0.13 TC(MIN.) = 11.97 N = 0.015 NUMBER OF PIPES 1 I **************************************************************************** I FLOW PROCESS FROM NODE 617.00 TO NODE 617.00 IS CODE = 1 ------------------------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.97 RAINFALL INTENSITY (INCH/HR) = 3.27 TOTAL STREAM AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.17 I I **************************************************************************** FLOW PROCESS FROM NODE 635..00 TO NODE 617.80 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I =============================================================~============== I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1119.00 DOWNSTREAM ELEVATION = 1106.00 ELEVATION DIFFERENCE = 13.00 TC = 0.303*[( 150.00**3)/( 13.00)]**.2' = 3.668 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 5.188 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8907 SUBAREA RUNOFF(CFS) 1.39 TOTAL AREA(ACRES) = 0.30 r:~,g I , * I TOTAL RUNOFF(CFS) 1.39 I **************************************************************************** FLOW PROCESS FROM NODE 617.80 TO NODE 617.00 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 3.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.1 UPSTREAM NODE ELEVATION = 1106.00 I I \~ I I I DOWNSTREAM NODE ELEVATION = H05.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.39 TRAVEL TIME(MIN.) = 0.08 TC (MIN. ) = 5.08 I I ***********************************~**************************************** FLOW PROCESS FROM NODE 617.00 TO NODE 617.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.08 RAINFALL INTENSITY (INCH/HR) = 5.14 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39 I I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 40.54 2 12.17 3 1.39 Tc (MIN. ) 14.96 11. 97 5.08 INTENSITY ( INCH/HOUR) 2.912 3.274 5.143 AREA (ACRE) 15.32 4.00 0.30 I I * * * * * * * * * * *.* * * * * * * * * * * * * * * * * * * * * *WARNING* * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE.RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 20.33 5.08 5.143 2 45.51 11. 97 3.274 ~ . 3 52.15 14.96 2.912 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 52.15 Tc (MIN. ) = 14.96 TOTAL AREA (ACRES) = 19.62 I I I **************************************************************************** I FLOW PROCESS FROM NODE 617.00 TO NODE 3.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< t ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.1 UPSTREAM NODE ELEVATION = 1105.00 DOWNSTREAM NODE ELEVATION = 1103.00 FLOWLENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 30.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 52.15 I I \1 I I I TRAVEL TIME(MIN.) 0.09 TC (MIN. ) 15.05 *********************************************************~****************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.UO IS COD2 = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< I I ============================================================================ fi:;..J ~~ 7Z Z::!IJ'~ **************************************************************************** FLOW PROCESS FROM NODE 622.50 TO NODE 622.50 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 14.35 RAIN INTENSITY (INCH/HOUR) = 2.98 TOTAL AREA(ACRES) = 0.38 TOTAL RUNOFF (CFS) = -r;e. Z"/I 3G. 1. 00 rlo'-l -0' f'k'1 C6 C--2. I **************************************************************************** FLOW PROCESS FROM NODE 622.50 TO NODE 622.50 IS CODE = 8 I ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.976 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7492 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) TOTAL AREA (ACRES) = 2.38 TOTAL RUNOFF(CFS) ~ TC(MIN) = 14.35 4.46 5.46 F-~ I **************************************************************************** ,I FLOW PROCESS FROM NODE 622.50 TO NODE 622.00 IS CODE = ,6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1142.00 900.00 = 20.00 DOWNSTREAM ELEVATION = 1129.00 CURB HEIGHT (INCHES) = 6. , ~ . I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DEClMAL) = 0.017 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017 F~.I I SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 I **TRAVELTlME COMPUTED USING MEAN FLOW(CFS) = STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.17 PRODUCT OF DEPTH&VELOCITY = 1.34 STREETFLOW TRAVELTIME(MIN) = 4.74 TC(MIN) = 19.09 8.26 I I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) = 2.60 SUMMED AREA (ACRES) = 4.98 2.560 COEFFICIENT = .8403 SUBAREA RUNOFF(CFS) TOTAL RUNOFF (CFS) = 5.59 11.05 , I \'0 I 'I END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.44 HALFSTREET FLOODWIDTH(FEET) = 18.27 FLOW VELOCITY(FEET/SEC.) = 3.74 DEPTH*VELOCITY = 1.65 I **************************************************************************** FLOW PROCESS FROM NODE 622.00 TO NODE 622.00 IS CODE = 1 I I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 19.09 RAINFALL INTENSITY (INCH/HR) = 2.56 TOTAL STREAM AREA(ACRES) = 4.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.05 **************************************************************************** I FLOW PROCESS FROM NODE 620.50 TO NODE 622.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 650.00 UPSTREAM ELEVATION = 1136.00 DOWNSTREAM ELEVATION = 1129.00 ELEVATION DIFFERENCE = 7.00 TC = 0.359*[( 650.00**3)/( 7.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 4.76 TOTAL AREA (ACRES) = 1.70 F7Z I 11.859 3.291 = .8515 I TOTAL RUNOFF(CFS) = 4.76 I **************************************************************************** I FLOW PROCESS FROM NODE 622.00 TO NODE 622.00 IS CODE = 1 -. -------------------------_________________________,___J_____________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 11.86 RAINFALL INTENSITY(INCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.76 2 ARE: I I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 11. 05 2 4.76 Tc (MIN.) 19.09 11.86 INTENSITY ( INCH/HOUR) 2.560 3.291 AREA (ACRE) 4.98 1. 70 I *********************************WARNING********************************** IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. I I \~ t 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) 11.63 14.76 TABLE ** Tc (MIN.) 11.86 19.09 INTENSITY (INCH/HOUR) 3.291 2.560 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 14.76 6.68 AS FOLLOWS: Tc(MIN.) = 19.09 I **************************************************************************** FLOW PROCESS FROM NODE 622.00 TO NODE 622.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.09 RAINFALL INTENSITY (INCH/HR) = 2.56 TOTAL STREAM AREA(ACRES) = 6.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.76 I **************************************************************************** I FLOW PROCESS FROM NODE 622.50 TO NODE 622.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1143.00 DOWNSTREAM ELEVATION = 1129.00 ELEVATION DIFFERENCE = 14.00 ..; TC = 0.359*[( 850.00**3)/( 14.00)J**.2 = 12.127 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =" 3.252 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8510 SUBAREA RUNOFF (CFS) = 6.37 TOTAL AREA (ACRES) = 2.30 TOTAL RUNOFF (CFS) = F~.z. I I 6.37 I **************************************************************************** FLOW PROCESS FROM NODE 622.00 TO NODE 622.00 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.) = 12.13 RAINFALL INTENSITY (INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.37 I I 1.D I I I ** CON?'LUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 14.76 2 6.37 Tc (MIN. ) 19.09 12.13 INTENSITY ( INCH/HOUR) 2.560 3.252 AREA (ACRE) 6.68 - 2.30 I * * 1< * * * *... *' .,* * * * * * * * * * * * * * * * * * 1< * * * *WARNING * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * I IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USED IS BASED ON THE ~CFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. *******...****************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUS~CE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 15.74 19.77 TABLE ** Tc (MIN. ) 12.13 19,09 INTENSITY (INCH/HOUR) 3.252 2.560 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL A-''-EA(ACRES) = ESTIMATES ARE = 19.77 8.98 AS FOLLOWS: Tc(MIN.) = 19.09 I **************************************************************************** FLOW PROCESS FROM NODE 622.00 TO NODE 624.00 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREfu~ ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1129.00 350.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1119.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) 0.017 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 2' F?:3 I I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 20.81 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.40 ~~FSTREET FLOODWIDTH(FEET) = 15.95 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.55 PRODUCT OF DEPTH&VELOCITY = 1.83 STREETFLOW TRAVELTIME(MIN) = 1.28 TC(MIN} = 20.37 I 100 YK~~ RAINFALL INTENSITY (INCH/HOUR) = 2.474 SOIL CL..;SSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8386 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) SUMMED .~~(ACRES) = 9.98 TOTAL RUNOFF(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH (FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) 15.95 FLOW VELOCITY(FEET/SEC.) = 4.78 DEPTH*VELOCITY = 1.92 2.07 21.85 I I **************************************************************************** I I "l.\. I I FLOW PROCESS FROM NODE 624.00 TO NODE 624.00 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.) 20.37 RAINFALL INTENSITY (INCH/HR) = 2.47 TOTAL STREAM AREA(ACRES) = 9.98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.85 I **************************************************************************** FLOW PROCESS FROM NODE 624.50 TO NODE 624.00 IS CODE = 21 I -------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**31/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1131.00 DOWNSTREAM ELEVATION = 1119.00 ELEVATION DIFFERENCE = 12.00 TC = 0.359*(( 1000.00**3)/( 12.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "COO CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 17.27 TOTAL AREA(ACRES). = 6.70 F8 I = 13.788 3.039 I = .8481 TOTAL RUNOFF(CFS) = 17.27 I **************************************************************************** FLOW PROCESS FROM NODE 624.00 TO NODE 624.00 IS CODE = 1 I -------------------------------------------------------------~-------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE; TIME OF CONCENTRATION(MIN.) = 13.79 RAINFALL INTENSITY (INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.27 I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 21.85 2 17.27 Tc (MIN.) 20.37 13.79 INTENSITY (INCH/HOUR) 2.474 3.039 AREA (ACRE) 9.98 6.70 I *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** I I :z.V I I I STREAM NUMBER 1 2 RUNOFF (CFS) 32.06 35.91 Tc (MIN. ) 13.79 20.37 INTENSITY (INCH/HOUR) 3.039 2.474 ~ .2"/130 I -r-nA<- rz...., 7b c;,8 p-z ~ D-3 21. 7 ~C'.:z /'I. Z "> p- 3 **************************************************************************** COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE AS FOLLOWS: 35.91 Tc(MIN.) = 16.68 20.37 I FLOW PROCESS FROM NODE 624.00 TO NODE 624.00 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.) = 20.37 RAINFALL INTENSITY (INCH/HR) = 2.47 TOTAL STREAM AREA(ACRES) = 16.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.91 I **************************************************************************** FLOW PROCESS FROM NODE 620.50 TO NODE 620.00 IS CODE = 21 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------~------------------------------------------------------------ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1145.00 DOWNSTREAM ELEVATION = 1134.00 ELEVATION DIFFERENCE = 11.00 TC = 0.709*(( 1000.00**3)/( 11.00)J**.2 = 27.708 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.104 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7005 SUBAREA RUNOFF (CFS) 4.72 TOTAL AREA(ACRES) = 3.20 F=7 I I TOTAL RUNOFF(CFSI .. = i 4.72 I **************************************************************************** FLOW PROCESS FROM NODE 620.00 TO NODE 622.00 IS CODE = 8 I ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES) 2.00 TOTAL AREA (ACRES) = 5.20 TC(MIN) = 27.71 2.104 COEFFICIENT = .8302 SUBAREA RUNOFF (CFS) TOTAL RUNOFF(CFS) = 3.49 8.21 F7! Ie. g41Ju, f"jG/<:.ED v f" J$Y 6~ P-/ I **************************************************************************** I FLOW PROCESS FROM NODE 622.00 TO NODE 624.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I z:~ I I ============================================================================ I ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.1 UPSTREAM NODE ELEVATION = 1126.00 DOWNSTREAM NODE ELEVATION = 1116.00 FLOWLENGTH(FEET) = 400.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 8.21 TRAVEL TIME(MIN.) = 0.82 TC(MIN.) 28.53 I I **************************************************************************** FLOW PROCESS FROM NODE 624.00 TO NODE 624.00 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.) = .28.53 RAINFALL INTENSITY(INCH/HR) = 2.07 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.21 I I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 35.91 2 8.21 Tc (MIN. ) 20.37 28.53 INTENSITY (INCH/HOUR) 2.474 2.071 AREA (ACRE) 16.68 5.20 I * *'* * * * * * * * * * * * * * * * ** * * * * * * * * ** * * *WARNING* * * * * * * * ** ** * * * * * **,* * * * * * * * * * * * * * * IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ~ ** PEAK FLOW RATE TABLE ** ; STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 41.77 20.37 2.474 2 38.27 28.53 2.071 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.77 Tc (MIN. ) = 20.37 TOTAL AREA(ACRES) = 21.88 I I I **************************************************************************** FLOW PROCESS FROM NODE 624.00 TO NODE 626.00 IS CODE = 3 I ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 18.5 UPSTREAM NODE ELEVATION = 1119.00 DOWNSTREAM NODE ELEVATION = 1085.00 I I 7A I I FLOWLENGTH(FEET) = 430.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAR~(CFS) = TRAVEL TIME(MIN.) = 0.39 MANNING'S = 24.00 41.77 TC(MIN.) = N = 0.015 NUMBER OF PI?ES = 1 I 20.76 *******************************************************~~******************* I FLOW PROCESS FROM NODE 622.50 TO NODE 626.00 IS CO:JE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I ============================================================================ I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.450 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7232 SUBAREA AREA(ACRES) 4.40 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) 26.28 TOTAL RUNOFF (CFS) = TC(MIN) = 20.76 F1 7.80 49.56 -r.z.. c::.'I/ )c# f?.:;krZ> (Jr' eY' 'pw,,) 0,<,.,'; p- i I **************************************************************************** FLOW PROCESS FROM NODE 626.00 TO NODE 628.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 16.6 UPSTREAM NODE ELEVATION = 1085.00 DOWNSTREAM NODE ELEVATION = 1078.00 FLOWLENGTHIFEET) = 175.00 MANNING'S ESTIMATED PIPE DIAMETER(INCH) 27.00 PIPEFLOW THRU SUBAREA (CFS) = 49.56 TRAVEL TIME(MIN.) = 0.18 TC(MIN.) = 20.93 N = 0.013 NUMBER OF PIPES = 1 I I **************************************************************************** FLOW PROCESS FROM NODE 628.00 TO NODE 628.00 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . "' ; TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 20.93 RAINFALL INTENSITY (INCH/HR) = 2.44 TOTAL STREAM AREA(ACRES) = 26.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 1 ARE: I I 49.56 **************************************************************************** I FLOW PROCESS FROM NODE 622.50 TO NODE 636.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREA}! ELEVATION = 1143.00 DOWNSTREAM ELEVATION = 1111.00 ELEVATION DIFFERENCE = 32.00 TC = 0.359*[( 850.00**3)/( 32.00)]**.2 Flo./ I I 10.279 I vt I I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.548 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8545 SUBAREA RUNOFF(CFS) = 5.76 TOTAL AREA(ACRES) = - 1.90 TOTAL RUNOFF(CFS) = 5.76 I I **************************************************************************** FLOW PROCESS FROM NODE 636.00 TO NODE 628.50 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ;;;===================== ---------------------------------------------------- ---------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1111.00 970.00 = 20.00 DOWNSTREAM ELEVATION = 1088.00 CURB HEIGHT (INCHES) = 6. I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 18.00 INTERIOR STREET CROSSFALL(DECIMAL) 0.017 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017 P:IO SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) = 10.90 STREET FLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) = 17.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY = 1.76 STREETFLOW TRAVELTIME(MIN) = 3.87 TC(MIN) = 14.15 I I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.998 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8475 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 10.16 SUMMED AREA(ACRES) = 5.90 TOTAL RUNOFF(CFS) = 15.93- END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.46 HALFSTREET FLOODWIDTH(FEET) 19.42 FLOW VELOCITY(FEET/SEC.) = 4.79 DEPTH*VELOCITY = 2.21 -re z'lrs ~ :pk:.I::e> uP IN' ,::;8 };> - 5'" I I ~ ******************************************************~~******************** I FLOW PROCESS FROM NODE 628.50 TO NODE 628.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.6 UPSTREAM NODE ELEVATION = 1084.00 DOWNSTREAM NODE ELEVATION = 1082.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.015 ESTIMATED PIPE DIAMETER (INCH) 21.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 15.93 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) 14.24 I **************************************************************************** I FLOW PROCESS FROM NODE 628.00 TO NODE 628.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I I 'Zh I I ============================================================================ I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.24 RAINFALL INTENSITY (INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 5.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.93 I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 49.56 2 15.93 Tc (MIN. ) 20.93 14.24 INTENSITY ( INCH/HOUR) 2.439 2.988 AREA (ACRE) 26.28 5.90 I I *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 3ASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PL~~ FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 49.65 62.56 TABLE ** Tc (MIN. ) 14.24 20.93 INTENSITY ( INCH/HOUR) 2.988 2.439 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 62.56 32.18 AS FOLLOWS: Tc(MIN.) = 20.93 I **************************************************************************** FLOW PROCESS FROM NODE 628.00 TO NODE 629.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ------------------------------------------------------~--------------------- ; DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES. PIPEFLOW VELOCITY(FEET/SEC.) = 14.5 UPSTREAM NODE ELEVATION = 1082.00 DOWNSTREAM NODE ELEVATION = 1064.30 FLOWLENGTH(FEET) = 560.00 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 33.00 PIPEFLOW THRU SUBAREA(CFS) = 62.56 TRAVEL TIME (MIN.) = 0.64 TC (MIN.) N = 0.015 NUMBER OF PIPES = 1 I I 21.58 I **************************************************************************** FLOW PROCESS FROM NODE 629.00 TO NODE 629.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.58 RAINFALL INTENSITY (INCH/HR) = 2.40 TOTAL STREAM AREA (ACRES) = 32.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 62.56 I I ~v I I **************************************************************************** 1 FLOW PROCESS FROM NODE 629.50 TO NODE 629.00 IS CODE; 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =;========================================================================== 1 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC ; K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH; 830.00 UPSTREAM ELEVATION; 1074.00 DOWNSTREAM ELEVATION; 1066.00 ELEVATION DIFFERENCE; 8.00 TC ; 0.359*[( 830.00**3)/( 8.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) ; SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF (CFS) ; 4.20 TOTAL AREA(ACRES) ; 1.60 r/1 :;- I I ; 13.371 3.089 ; .8488 I TOTAL RUNOFF(CFS) ; 4.20 I **************************************************************************** FLOW PROCESS FROM NODE 630.00 TO NODE 629.00 IS CODE; 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< I. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ; SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA(ACRES); 5.90 TOTAL AREA (ACRES) 7.50 TC(MIN) ; 13.37 3.089 FF/7 COEFFICIENT; .8488 SUBAREA RUNOFF(CFS) TOTAL RUNOFF (CFS) ; 15.47 19.66 -ve. ~r; 3 t:P p!GIa!Q vP ,ey ~6:. z:;:>-& I **************************************************************************** FLOW PROCESS FROM NODE 629.00 TO NODE 629.00 IS CODE; 1 II II ---------------------------------------------------------------------------- >>>>>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.); 13.37 RAINFALL INTENSITY (INCH/HR) ; 3.09 TOTAL STREAM AREA(ACRES); 7.50 PEAK FLOW RATE(CFS) AT CONFLUENCE; 19.66 I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 62.56 2 19.66 Tc (MIN.) 21. 58 13 .37 INTENSITY ( INCH/HOUR) 2.400 3.089 AREA (ACRE) 32.18 7.50 I *********************************WARNING********************************** 1 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO I t!O I I CONFLUENCE FORMULA USED FOR 2 STREAMS. I * .* PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 58.44 77.84 TABLE ** Tc (MIN. ) 13 .37 21.58 INTENSITY (INCH/HOUR) 3.089 2.400 .1 I I' COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 77.84 39.68 AS FOLLOWS: Tc (MIN.) = 21.58 F~vJ 6c.~ -r;e. Z036 !HP/z'oLb6-( **************************************************************************** FLOW PROCESS FROM NODE 629.00 TO NODE 11. 20 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.4 UPSTREAM NODE ELEVATION = 1064.20 DOWNSTREAM NODE ELEVATION = 1064.00 FLOWLENGTH(FEET) = 40.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) = 45.00 PIPEFLOW THRU SUBAREA(CFS) 77.84 TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 21.66 N = 0.013 NUMBER OF PIPES = 1 **************************************************************************** I FLOW PROCESS FROM NODE 11.20 TO NODE 11.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) 21.66 RAINFALL INTENSITY (INCH/HR) = 2.40 TOTAL STREAM AREA(ACRES) = 39.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 77,84 1 ARE: I ~ y I *******************************************~~******************************* FLOW PROCESS FROM NODE 0.00 TO NODE 11.20 IS CODE = 21 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATION = 1068.00 DOWNSTREAM ELEVATION = 1066.00 ELEVATION DIFFERENCE = 2.00 TC = 0.303*[( 340.00**3)/( 2.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879 SUBAREA RUNOFF(CFS) = 1.37 TOTAL AREA(ACRES) = 0.40 1/-7 I I 8.715 3.871 TOTAL RUNOFF(CFS) 1.37 I I ~I\ I i **************************************************************************** FLOW PROCESS FROM NOpE 11.20 TO NODE 11..20 IS CODE = 1 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.) = 8.71 RAINFALL INTENSITY (INCH/HR) = 3.87 TOTAL STREAM AREA (ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.37 I ** CONFLUENCE DATA '* STREAM RUNOFF NUMBER (CFS) 1 77 . 84 2 1.37 Tc (MIN. ) 21.66 8.71 INTENSITY ( INCH/HOUR) 2.396 3.871 AREA (ACRE) 39.68 0.40 *********************************WARNING*~******************************** I I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 32.70 78.69 TABLE ** Tc (MIN.) 8.71 21.66 INTENSITY (INCH/HOUR) 3.871 2.396 I " , I. I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 78.69 40.08 AS FOLLOWS: Tc(MIN.) = 21.66 , ~ **************************************************~***~~******************** FLOW PROCESS FROM NODE 11. 20 TO NODE 11. 00 IS CODE = 3 " ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.6 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.5 UPSTREAM NODE ELEVATION = 1064.00 DOWNSTREAM NODE ELEVATION = 1063.80 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 78.69 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 21.71 **************************************************************************** I I FLOW PROCESS FROM NODE 11. 00 TO NODE 11.00 IS CODE = 10 >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ I 2P J I **************************************************************************** r. . FLOW PROCESS FROM NODE 1.00 TO NODE 1. 00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ ""' . USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 12.74 RAIN INTENSITY(INCH/HOUR) = 3.17 TOTAL AREA (ACRES) = 13.00 TOTAL RUNOFF(CFS) = 35.26 ~ /l.,Acr gI/81 1Itt)~i..Oqy . **************************************************************************** FLOW PROCESS FROM NODE 1. 00 TO NODE 2.00 IS CODE = 3 .~ i . >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- II DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 15.6 UPSTREAM NODE ELEVATION = 1139.60 DOWNSTREAM NODE ELEVATION = 1112.00 FLOWLENGTH(FEET) = 650.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) 24.00 PIPEFLOW THRU SUBAREA(CFS) 35.26 TRAVEL TIME(MIN.) = 0.69 TC(MIN.) N = 0.013 NUMBER OF PIPES = 1 :;s.. f 13 .43 ~ , , , **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 1 . >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- = .s::' tl TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 13.43 RAINFALL INTENSITY (INCH/HR) = 3.08 TOTAL STREAM AREA(ACRES) = 13.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.26 .. -"E"' I . , **************************************************************************** . , FLOW PROCESS FROM NODE 1.00 TO NODE 2.10 IS CODE = 21 a >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< (i"'j , .. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ ~ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1140.00 DOWNSTREAM ELEVATION = 1113.00 ELEVATION DIFFERENCE = 27.00 TC = 0.303*[( 700.00**3)/( 27.00))**.2 = 7.987 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.053 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8884 SUBAREA RUNOFF(CFS) 5.76 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) p-/ q r ~ ~ ., , iii 5.76 I: .L in-- ~\ ~ I I **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.00 IS COD=: = 3 .1 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLO,;)<<<<< ============================================================================ I I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.6 UPSTREAM NODE ELEVATION = 1113.00 DOWNSTREAM NODE ELEVATION = 1112.00 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 18.00 NUMBER OF PIP=:S PIPEFLOW THRU SUBAREA (CFS) = 5.76 TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 8.02 1 I *********************************************************T****************** I FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS COD=: = 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.) = 8.02 RAINFALL INTENSITY (INCH/HR) = 4.04 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.76 I ** CONFLUENCE DATA STREAM RUNOFF NUMBER (CFS) 1 35.26 2 5.76 ** I Tc (MIN.) 13 .43 8.02 INTENSITY (INCH/HOUR) 3.081 4.044 AREA (ACRE) 13.00 1. 60 <. *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM,VALUE OF ~~~ FLOW. *************************************************t***~******************* I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I * * PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 26.81 39.65 TABLE ** Tc (MIN. ) 8.02 13 .43 INTENSITY (INCH/HOUR) 4.044 3.081 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 39.65 14.60 AS FOLLOWS: Tc (MIN.) = 13 .43 I **************************************************************************** I FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ~z.. ("": I I ============================================================================ I I DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 17.5 UPSTREAM NODE ELEVATION = 1112.00 DOWNSTREAM NODE ELEVATION = 1108.00 FLOWLENGTH(FEET) = 75.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 24.00 NUMBER OF PIP~S = 1 PIPEFLOW THRU SUBAREA (CFS) 39.65 TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 13.50 I *********************************************************~****************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS COD~ = 11 ---------------------------------------------------------------------------- I >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM ME)!ORY<<<<< ============================================================================ I ** MAIN STREAM NUMBER 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 39.65 13.50 3.073 AREA (ACRE) 14.60 .1\ I ** MEMORY STREAM NUMBER 1 BANK # RUNOFF (CFS) 52.15 1 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 15.05 2.902 AREA (ACRE) 19.62 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I * * PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 86.44 13 .50 3.073 2 89.59 15.05 2.902 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 89.59 34.22 AS FOLLOI1S: Tc (MIN.) = 15.05~' **************************************************************************** I FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 12 >>>>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 'I **************************************************************************** FLOW PROCESS FROM NODE 3.00 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 33.0 INCH PIPE IS 22.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 20.5 UPSTREAM NODE ELEVATION = 1108.00 DOWNSTREAM NODE ELEVATION = 1082.00 I I ~~ I I FLOWLENGTH{FEET) = 550.00 ESTIMATED PIPE DIAMETER(INCH) PIPEFLOW THRU SUBAREA (CFS) TRAVEL TIME{MIN.) = 0.45 MANNING'S = 33.00 89.59 TC(MIN. ) N = 0.013 NUMBER OF PIPES = 1 I I 15.50 *************~************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I I I I I I I ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 15.50 RAINFALL INTENSITY (INCH/HR) = 2.86 TOTAL STREA.'l AREA(ACRES) = 34.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 89.59 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 730.00 UPSTREAM ELEVATION = 1140.00 DOWNSTREAM ELEVATION = 1110.00 ELEVATION DIFFERENCE = 30.00 TC = 0.303*[( 730.00**3)/( 30.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8884 SUBAREA RUNOFF(CFS) = 3.95 TOTAL AREA (ACRES) = 1.10 P-3 8.020 4.044 TOTAL RUNOFF (CFS) 3.95 1\ I **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.30-IS CoDE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1110.00 575.00 = 44.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1082.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 42.00 INTERIOR STREET CROSSFALL{DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DEClMAL) = 0.020 p-1 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 5.55 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.80 AVERAGE FLOW VELOCITY{FEET/SEC.) 5.14 PRODUCT OF DEPTH&VELOCITY = 1.66 STREETFLOW TRAVELTIME(MIN) = 1.86 TC(MIN) = 9.88 I I I ~ I, I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.622 SOIL CLASSIFICATION ~S "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8872 SUBAREA ARL~(ACRES) = 1.00 SUBAREA RUNOFF(CFS) 3.21 SUMMED AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) 7.17 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.35 HALFSTREET FLOODWIDTH(FEET) = 11.13 FLOW VELOCITY(FEET/SEC.) = 5.28 DEPTH*VELOCITY = 1.84 'I I , I ***************************~****************************~~****************** FLOW PROCESS FROM NODE 4.30 TO NODE 4.00 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 7.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 UPSTREAM NODE ELEVATION = 1083.00 DOWNSTREAM NODE ELEVATION = 1082.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 7.17 TRAVEL TIME(MIN.) = 0.05 TC(MIN.) 9.94 I I 'I I I **************************************************************************** . FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: " TIME OF CONCENTRATION(MIN.) = 9.94 RAINFALL INTENSITY (INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.17 ~ . **************************************************************************** I I I I FLOW PROCESS FROM NODE 617.80 TO NODE "4.40 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I J ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 590.00 UPSTREAM ELEVATION = 1106.00 DOWNSTREAM ELEVATION = 1083.00 ELEVATION DIFFERENCE = 23.00 TC = 0.303*[( 590.00**3)/( 23.00)J**.2 7.443 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.206 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8888 SUBAREA RUNOFF(CFS) = 4.86 TOTAL AREA (ACRES) = 1.30 TOTAL RUNOFF(CFS) = v-z 4.86 I ~~ I. I FLOW PROCESS FROM NODE **************************************************************************** 4.00 IS CODE = 4.40 TO NODE 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE -(NON-PRESSURE FLOW)<<<<< I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH 0: FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPEFLO,'}VELOCITY(FEET/SEC.) = 8.7 UPSTR~1 NODE ELEVATION = 1083.00 DOWNSTREAM NODE ELEVATION = 1082.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES = 1 PIPEFLON THRU SUBAREA (CFS) = 4.86 TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 7.50 I I I FLOW PROCESS FROM NODE **************************************************************************** 1 4.00 TO NODE 4.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.50 RAINFALL INTENSITY (INCH/HR) = 4.19 TOTAL STREAM AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.86 I I ** CONFLUENCE DATA STREAM RUNOFF NUMBER (CFS) 1 89.59 2 7.17 3 4.86 ** Tc (MIN. ) 15.50 9.94 7.50 I INTENSITY ( INCH/HOUR) 2.858 3.612 4.189 AREA (ACRE) 34.22 2.10 1. 30 I *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALU~. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE. OF P'EAK FLOW. ************************************************************************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. I ** PEAK STREAM NUMBER 1 2 3 FLOW RATE RUNOFF (CFS) 53.63 68.79 98.58 TABLE ** Tc (MIN. ) 7.50 9.94 15.50 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AF.EA(ACRES) = ESTIMATES ARE = 98.58 37.62 15.50 I INTENSITY ( INCH/HOUR) 4.189 3.612 2.858 AS FOLLOWS: Tc(MIN.) = FLOW PROCESS FROM NODE **************************************************************************** 3 I I 4.00 TO NODE 5.00 IS CODE = 1fo I i >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I I DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 14.4 UPSTREAM NODE ELEVATION = 1082.00 DOWNSTREAM NODE ELEVATION = 1069.00 FLOWLENGTH(FEET) = 725.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 98.58 TRAVEL TIME(MIN.) = 0.84 TC(MIN.) = 16.34 I I **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 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.) = 16.34 RAINFALL INTENSITY (INCH/HR) = 2.78 TOTAL STREAM AREA(ACRES) = 37.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 98.58 I I **************************************************************************** FLOW PROCESS FROM NODE 4 . 00 TO NODE 5.10 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 725.00 UPSTREAM ELEVATION = 1082.00 DOWNSTREAM ELEVATION = 1069.00 ELEVATION DIFFERENCE = 13.00 TC = 0.303*[( 725.00**3)/( 13.00)J**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8875 SUBAREA RUNOFF(CFS) ; 2.63 TOTAL AREA(ACRES) = 0.80 p-~'- ~ . I TOTAL RUNOFF(CFS) = 2.63 I **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.7 UPSTREAM NODE ELEVATION = 1069.00 DOWNSTREAM NODE ELEVATION = 1068.50 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) = 2.63 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) 9.53 1 I I ~'\ I I **************************************************************************** I I FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 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.) = 9.53 RAINFALL INTENSITY (INCH/HR) = 3.69 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.63 I I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 98.58 2 2.63 Tc (MIN.) 16.34 9.53 INTENSITY (INCH/HOUR) 2.779 3.693 AREA (ACRE) 37.62 0.80 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I RAINFALL .~NTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 60.12 100.56 TABLE ** Tc (MIN.) 9.53 16.34 INTENSITY (INCH/HOUR) 3.693 2.779 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 100.56 38.42 AS FOLLOWS: Tc(MIN.) = 16.34 ~ . I **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 13.7 UPSTREAM NODE ELEVATION = 1068.50 DOWNSTREAM NODE ELEVATION = 1067.00 FLOWLENGTH(FEET) = 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 42.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 100.56 TRAVEL TIME(MIN.) = 0.12 TC(MIN.) 16.46 I I **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 I >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< I ~ I I =========================================================================== I **************************************************************************** FLOW PROCESS FROM NODE 635.00 TO NODE 636.bo IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 620.00 UPSTREAM ELEVATION = 1120.25 DOWNSTREAM ELEVATION = 1111.00 ELEVATION DIFFERENCE = 9.25 TC = 0.359*[( 620.00**3)/( 9.25)J**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) = 4.70 TOTAL AREA (ACRES) .= 1.60 ~/~3 I I = 10.903 3.440 = .8533 TOTAL RUNOFF(CFS) = 4.70 I *******************************************************T******************** FLOW PROCESS FROM NODE 636.00 TO NODE 637.00 IS CODE = 6 I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ------------------------------------------------------~--------------------- I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1111.00 970.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1084.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = 0.017 OUTSIDE STREET CROSSFALL(DEClMAL) 0.017 18.00 , r:/~/ SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF 1 I **TRAVELTIME COMPUTED USING MEAN FLOW (CFS) STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.36 HALF STREET FLOODWIDTH(FEET) = 13.64 AVERAGE FLOW VELOCITY(FEET/SEC.) =" 4.23 PRODUCT OF DEPTH&VELOCITY = 1.53 STREETFLOW TRAVELTIME(MIN) = 3.82 TC(MIN) = 7.20 ~ ; I 14.73 I I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.936 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8466 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.40 HALF STREET FLOODWIDTH(FEET) = 15.95 FLOW VELOCITY(FEET/SEC.) = 4.23 DEPTH*VELOCITY = 1.70 4.97 9.67 I ********************************************************~******************* I FLOW PROCESS FROM NODE 638.00 TO NODE 634.20 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I ~ I .1 UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEE~) 1098.00 1150.00 = 20.00 DOWNSTREAM ELEVATION. = CURB HEIGHT(INCHES) = 6. 1070.00 J DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = 0.017 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017 18.00 I SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 2 I --TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 16.69 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 14.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.21 PRODUCT OF DEPTH&VELOCITY = 1.61 STREETFLOW TRAVELTIME(MIN) = 4.55 TC(MIN) = 19.28 F/~ I I J Eo. 2.YI:$~ .o,v'-'T /2.0 Js ~G"$ c.& C-I !/-Ie ;a;::5/ 6VE:i2- ~~ -rHe 'ST~.:;r C;rz,..; .j (fU,....; ~/"1"Jb. Fk", &.~~ *************************************************************************-*~* ~ 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.547 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8400 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) SUMMED AREA (ACRES) = 10.20 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.42 HALFSTREET FLOODWIDTH(FEET) 17.11 FLOW VELOCITY(FEET/SEC.) = 4.56 DEPTH-VELOCITY = 1.92 14.12 23.79 I . FLOW PROCESS FROM NODE 634.20 TO NODE 634.20 IS CODE = 7 . ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- --------------------------------------------------~------------------------- . USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 19.28 RAIN INTENSITY (INCH/HOUR) = 2.55 TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 12.00 . **************************************************************************** FLOW PROCESS FROM NODE 634.20 TO NODE 634.20 IS ~ODE = 8 -----------------------_______________________________J_____________________ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- . 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.547 SOIL CLASSIFICATION IS "C" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8400 SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA (ACRES) = 6.00 TOTAL RUNOFF(CFS) = 13.93 TC(MIN) = 19.28 r-If): 2- ---u 2<113& P7AoAJ Aicl"'l wt:!~ r ?/Ot:! Or GIJ "'Ie-i/:,.. PJ.::.J4:t> uf' .' ;...1 CoG C- / **************************************************************************** FLOW PROCESS FROM NODE 634.20 TO NODE 634.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ~ DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.1 UPSTREAM NODE ELEVATION = 1071.00 DOWNSTREAM NODE ELEVATION = 1069.00 . .. . Ap I I FLOWLENGTH(FEET) = 200.00 ESTIMATED PIPE DIAMETER (INCH) PIPEFLOW THRU SUBAREA (CFS) = TRAVEL TIME(MIN.) 0.47 MANNING'S 21. 00 13 .93 TC (MIN.) = N = 0.013 NUMBER OF PIPES = 1 I 19.75 **************************************************************************** I FLOW PROCESS FROM NODE 634.00 TO NODE 634.00 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.) 19.75 RAINFALL INTENSITY (INCH/HR) = 2.51 TOTAL STREAM AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.93 I **************************************************************************** FLOW PROCESS FROM NODE 634.20 TO NODE 634.20 IS CODE = 7 ---------------------------------------------------------------------------- I >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 19.28 RAIN INTENSITY(INCH/HOUR) = 2.55 TOTAL AREA(ACRES) = 5.10 TOTAL RUNOFF(CFS) = 12.00 ~ .z. 'In&, 10--, .8 'f' r;:c,,/ Ct3 E / **************************************************************************** I FLOW PROCESS FROM NODE 634.20 TO NODE 634.30 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLJI.SSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF SUBAREA AREA (ACRES) 1. 6 0 TOTAL AREA (ACRES) 6.70 TC(MIN) = 19.28 2.547 r:;:::>-~ I COEFFICIENT = .8829 SUBAREA RUNOFF(CFS) TOTAL RUNOFF (CFS) 3.60 15.60 ---re. 2'-1130 Pf~ JP ~r' ~ tEr- 2- ~ . I ********************************************.~******************************* FLOW PROCESS FROM NODE 634.30 TO NODE 634.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.7 UPSTREAM NODE ELEVATION = 1069.00 DOWNSTREAM NODE ELEVATION = 1068.00 FLOWLENGTH(FEET) = 50.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) 21.00 PIPEFLOW THRU SUBAREA (CFS) = 15.60 TRAVEL TIME (MIN.) = 0.09 TC (MIN.) N = 0.013 NUMBER OF PIPES = 1 I 19.37 I **************************************************************************** FLOW PROCESS FROM NODE 634.00 TO NODE 634.00 IS CODE = 1 ---------------------------------------------------------------------------- I I A.\ 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.) ; 19.37 RAINFALL INTENSITY (INCH/HR) ; 2.54 TOTAL STREAM AREA(ACRES); 6.70 PEAK FLOW RATE(CFS) AT CONFLUENCE; 15.60 I I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 13.93 2 15.60 Tc (MIN. ) 19.75 19.37 INTENSITY ( INCH/HOUR) 2.515 2.541 AREA (ACRE) 6.00 6.70 I *********************************WARNING***************T****************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PL;K FLOW. ****************************~********************************************* I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 29.25 29.36 TABLE * * Tc (MIN.) 19.37 19.75 INTENSITY (INCH/HOUR) 2.541 2.515 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) ; ESTIMATES ARE ; 29.25 12.70 AS FOLLOWS: Tc(MIN.) ; 19.37 I , **************************************************************************** I FLOW PROCESS FROM NODE 634.00 TO NODE 6.00 IS CODE; 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ~ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE tLOW) <<<<< I ---------------------------------------------------------------------------- ----------------~----------------------------------------------------------- I DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.8 'INCHES PIPEFLOW VELOCITY(FEET/SEC.) ; 10.5 UPSTREAM NODE ELEVATION; 1068.00 DOWNSTREAM NODE ELEVATION; 1067.00 FLOWLENGTH(FEET); 60.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) ; 27.00 PIPEFLOW THRU SUBAREA (CFS) ; 29.25 TRAVEL TIME(MIN.); 0.09 TC(MIN.); 19.46 N; 0.013 NUMBER OF PIPES 1 I **************************************************************************** I FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE; 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ** MAIN STREAM NUlolBER STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) AREA (ACRE) I I A..'/.; I I I 1 29.25 19.46 2.534 12.70 ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) ( INCH/HOUR) (ACRE) 1 100.56 16.46 2.768 38.42 I I * * * * ** *-*********** ** *** ** * * * *** * *WARNING* * * * **** *** ** * *... * * *** * * ** * * * ** * * * * IN THIS COMPUTER PROGRAM. THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PK~~ FLOW. ************************************************************************** I ** PEAK FLOW RATE TABLE * * STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 125.30 16.46 2.768 2 121. 32 19.46 2.534 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 125.30 51.12 AS FOLLOWS: Tc(MIN.) = 16.46 I **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 10 I ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 12 ---------------------------------------------------------------------------- I >>>>>CLEAR MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE ,7.20 IS C,ODE = 21 . --------------------------------------------------~------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 610.00 UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1078.00 ELEVATION DIFFERENCE = 12.00 TC = 0.303*[( 610.00**3)/( 12.00)]**.2 = 8.649 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.886 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8880 SUBAREA RUNOFF(CFS) 3.11 TOTAL AREA (ACRES) = 0.90 TOTAL RUNOFF(CFS) C-I I I 3.11 I **************************************************************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.30 IS CODE = 6 ---------------------------------------------------------------------------- I I ~? I I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =========================================================================== I UPSTREAM ELEVATION = STREET L&~GTH(FEET) = STREET HALFWIDTH(FEET) 1078.00 580.00 = 30.00 DOWNSTREAM ELEVATION = 1073.00 CURB HEIGHT (INCHES) = 6. I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 20.00 INTERIOR STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 C-2- I SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 I --TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 4.10 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.38 HALF STREET FLOODWIDTH(FEET) = 12.63 AVE~_GE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY = 0.91 STREETFLOW TRAVELTIME(MIN) = 4.04 TC(MIN) = 12.69 I I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.175 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8857 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) = 13.52 FLOW VELOCITY(FEET/SEC.) =. 2.61 DEPTH-VELOCITY = 1.03 1. 97 5.07 I I **************************************************************************** FLOW PROCESS FROM NODE 7 . 3 0 TO NODE 7.00 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.) = 6.9 UPSTREAM NODE ELEVATION = 1073.00 DOWNSTREAM NODE ELEVATION = 1072.00 FLOWLENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 18.00 ~BER OF PIPES = PIPEFLOW THRU SUBAREA (CFS) 5.07 TRAVEL TIME(MIN.) = 0.15 TC(MIN.) = 12.84 ~ , I 1 I **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 1 I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.84 RAINFALL INTENSITY (INCH/HR) = 3.16 TOTAL STREAM AREA(ACRES) = 1.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.07 I **************************************************************************** I I /JPv I I FLOW PROCESS FROM NODE 7.40 TO NODE 7.50 IS CODE = 21 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD.INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3) I (ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 625.00 UPSTREAM ELEVATION = 1090.00 DOWNSTREAM ELEVATION = 1078.00 ELEVATION DIFFERENCE = 12.00 TC = 0.303*[( 625.00**3)/( 12.00)]**.2 = 8.776 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.857 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879 SUBAREA RUNOFF(CFS) 2.40 TOTAL AREA (ACRES) = 0.70 TOTAL RUNOFF(CFS) C-3 I I 2.40 I **************************************************************************** FLOW PROCESS FROM NODE 7.50 TO .NODE 7.60 IS CODE = 6 ---------------------------------------------------------------------------- I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ I UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1078.00 600.00 = 30.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1073.00 I I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 20.00 INTERIOR STREET CROSSFALL(DEClMAL) = 0.020 OUTSIDE STREET CROSSFALL(DEClMAL) 0.020 c-i SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3.22' STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.36 HALFSTREET FLOODWIDTH(FEET) = 11.74 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 PRODUCT OF DEPTH&VELOCITY = 0.78 ~ , STREETFLOW TRAVELTIME(MIN) = 4.64 TC(MIN) = '13.42 I I I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.083 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8854 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) SUMMED AREA (ACRES) = 1.30 TOTAL RUNOFF(CFS) END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.63 FLOW VELOCITY(FEET/SEC.) = 2.35 DEPTH*VELOCITY = 0.89 1. 64 4.03 **************************************************************************** I FLOW PROCESS FROM NODE 7.60 TO NODE 7.00 IS CODE = 3 ---------------------------------------------------------------------------- I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I I ESTIMATED PIPE DIAMETER (INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 ~~ I I I UPSTREAM NODE ELEVATION = 1073.00 DOWNSTREAM NODE ELEVATION = 1072.00 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PI?ES = 1 PIPEFLOW THRU SUBAREA (CFS) 4.03 TRAVEL TIME(MIN.) = 0.06 TC (MIN. ) = 13.48 I *******************************************************~~******************* FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CO::JE = 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.) 13.48 RAINFALL INTENSITY (INCH/HR) = 3.08 TOTAL STREAM AREA (ACRES) = 1.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.03 I I I * * CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 5.07 2 4.03 Tc (MIN.) 12.84 13 .48 INTENSITY (INCH/HOUR) 3.156 3.076 AREA (ACRE) 1. 60 1. 30 I *********************************WARNING***************~****************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF P~~ FLOW. I *******************************************************~****************** I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.92 12.84 3.156 ~ , 2 8.98 13 .48 3.076 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.92 Tc (MIN.) = 12.84 TOTAL AREA (ACRES) = 2.90 I I I **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 3 I ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.1 UPSTREAM NODE ELEVATION = 1072.00 DOWNSTREAM NODE ELEVATION = 1070.50 FLOWLENGTH(FEET) = 280.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) 21.00 PIPEFLOW THRU SUBAREA (CFS) = 8.92 TRAVEL TIME(MIN.) = 0.92 TC(MIN.) = 13.75 N = 0.013 NUMBER OF PIPES 1 I I h{.o I I **************************************************************************** I FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 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.) 13.75 RAINFALL INTENSITY (INCH/HR) = 3.04 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE (CFS) AT CONFLUENCE = 8.92 I I **************************************************************************** FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 21 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1112.50 DOWNSTREAM ELEVATION = 1103.00 ELEVATION DIFFERENCE = 9.50 TC = 0.359*[( 550.00**3)/( 9..50)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "B" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT SUBAREA RUNOFF(CFS) .18.41 TOTAL AREA (ACRES) = 6.20 c- -S- I = 10.093 3.583 I = .8287 TOTAL RUNOFF(CFS) = 18.41 I **************************************************************************** FLOW PROCESS FROM NODE 8.20 TO NODE 8.30 IS CODE = 6 I ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I ======================================================~===================== UPSTREAM ELEVATION = 1103.00 DOWNSTREAM ELEVATIOd= 1089.50 STREET LENGTH(FEET) = 500.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 20.00 c-& SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 2 I I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 30.43 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.47 HALFSTREET FLOODWIDTH(FEET) = 17.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.01 PRODUCT OF DEPTH&VELOCITY = 2.34 STREETFLOW TRAVELTIME(MIN) = 1.66 TC(MIN) = 11.76 I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.306 SOIL CLASSIFICATION IS "B" CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8242 I I Al, I I I SUBAREA AREA(ACRES) = 8.80 SUBAREA RUNOFF(CFS) SUMMED AREA(ACRES) = 15.00 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.52 HALFSTREET FLOODWIDTH(FEET) = 19.76 FLOW VELOCITY(FEET/SEC.) = 5.27 DEPTH*VELOCITY = 2.75 23.98 42.38 I ********************************************************~******************* FLOW PROCESS FROM NODE 8 . 30 TO NODE 8.40 IS CODE = 51 ---------------------------------------------------------------------------- I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UPSTREAM NODE ELEVATION = 1083.00 DOWNSTREAM NODE ELEVATION = 1071.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 700.00 CHANNEL SLOPE = 0.0171 CHANNEL BASE (FEET) = 2.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 42.38 FLOW VELOCITY(FEET/SEC) = 9.74 FLOW DEPTH(FEET) 1.06 TRAVEL TIME(MIN.) = 1.20 TC(MIN.) = 12.95 I I **************************************************************************** FLOW PROCESS FROM NODE 8.30 TO NODE 8.40 IS CODE = 8 I ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "B" CONDOMINIUM DEVELOPMENT RUNOFF SUBAREA AREA (ACRES) = 13.00 TOTAL AREA (ACRES) 28.00 TC(MIN) = 12.95 3.141 C-7 I COEFFICIENT = .8212 SUBAREA RUNOFF(CFS) = TOTAL RUNOFF(CFS) = 33.53 75.91 I **************************************************************************** FLOW PROCESS FROM NODE 8.40 TO NODE 8.00 IS CODE = 3 ------------------------------------------------------~--------------------- ; >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<~< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (Nq~-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.3 UPSTREAM NODE ELEVATION = 1071.00 DOWNSTREAM NODE ELEVATION = 1070.50 FLOWLENGTH(FEET) = 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) 45.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) = 75.91 TRAVEL TIME(MIN.) = 0.20 TC(MIN.) = 13.15 I I **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 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 tJ{6 I I I TIME OF CONCENTRATION(MIN.) = 13.15 RAINFALL INTENSITY(INCH/HR) = 3.12 TOTAL STREAM AREA(ACRES) = 28.00 PEAK FLOW RATE (CFS) AT CONFLUENCE = 75.91 I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 8.92 2 75.91 Tc (MIN. ) 13.75 13 .15 INTENSITY (INCH/HOUR) 3.043 3.116 AREA (ACRE) 2.90 28.00 I **********'***********************WARNING***************~****************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PR~ FLOW. 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) 84.44 83.07 TABLE ** Tc (MIN.) 13 .15 13.75 INTENSITY ( INCH/HOUR) 3.116 3.043 I COMPUTED CONFLUENCE . PEAK FLOW RATE (CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 84.44 30.90 AS FOLLOWS: Tc (MIN.) = 13.15 I **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 I ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< " ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 7.5 UPSTREAM NODE ELEVATION = 1070.50 DOWNSTREAM NODE ELEVATION = 1069.00 FLOWLENGTH(FEET) = 440.00 MANNING'S ESTIMATED PIPE DIAMETER(INCH) = 51.00 PIPEFLOW THRU SUBAREA (CFS) = 84.44 TRAVEL TIME(MIN.) = 0.98 TC(MIN.) ~ . I N = 0.013 'NuMBER OF PIPES 1 14.14 '1 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 10 I ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 3 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.20 IS CODE = 21 ---------------------------------------------------------------------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER I ~o" I I I TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 950.00 UPSTREAM ELEVATION = 1079.00 DOWNSTREAM ELEVATION '= 1070.00 ELEVATION DIFFERENCE = 9.00 TC = 0.709*[( 950.00**3)/( 9.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = SUBAREA RUNOFF(CFS) = 12.01 TOTAL AREA (ACRES) = 8.20 C-8 = 27.969 2.093 I .6998 I TOTAL RUNOFF(CFS) = 12.01 ********************************************************T******************* I FLOW PROCESS FROM NODE 9.20 TO NODE 9.20 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.) = 27.97 RAINFALL INTENSITY (INCH/HR) = 2.09 TOTAL STREAM AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.01 I I **************************************************************************** FLOW PROCESS FROM NODE 7.30 TO NODE 9..20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALXSIS<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 620.00 UPSTREAM ELEVATION = 1073.00 DOWNSTREAM ELEVATION = 1070.00 ELEVATION DIFFERENCE = 3.00 TC = 0.303*[( 620.00**3)/( 3.00)]**.2 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8863 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA (ACRES) = 0.70 " C-l I 11.524 3.341 ~ . I TOTAL RUNOFF(CFS) = 2.07 I **************************************************************************** FLOW PROCESS FROM NODE 9.20 TO NODE 9.20 IS CODE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 11.52 RAINFALL INTENSITY(INCH/HR) = 3.34 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.07 2 ARE: I ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA I I ~ I I (CFS) 12.01 2.07 (MIN. ) 27.97 11.52 NUMBER 1 2 (INCH/HOUR) 2.093 3.341 I (ACRE) 8.20 0.70 *********************************WARNING****************~*~*************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 3ASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF P~~, FLOW. *******************************************************yy***************** I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. I ** PEAK STREAM NUMBER 1 2 INTENSITY ( INCH/HOUR) 3.341 2.093 FLOW RATE RUNOFF (CFS) 7.02 13 .31 TABLE ** Tc (MIN. ) 11.52 27.97 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE 13 .31 8.90 AS FOLLOWS: Tc(MIN.) = I 27.97 FLOW PROCESS FROM NODE 9.20 TO NODE **************************************************************************** 3 I 9.00 IS CODE = ---------------------------------------------------------------------------- . >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.1 UPSTREAM NODE ELEVATION = 1070.00 DOWNSTREAM NODE ELEVATION = 1069.00 FLOWLENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) 13.31 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = 28.06 I I I I FLOW PROCESS FROM NODE 9.00 TO NODE . ~ **************************************************t************************* 9.00 IS CODE = 11 " ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** MAIN STREAM NUMBER 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 13.31 28.06 2.090 I BANK # RUNOFF (CFS) 84.44 3 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 14.14 3.000 ** MEMORY STREAM NUMBER 1 I AREA (ACRE) 8.90 AREA (ACRE) 30.90 I *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I I ~" I I I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) ( INCH/HOUR) 1 91.15 14.14 3.000 2 72 .14 28.06 2.090 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) ~ ESTIMATES ARE ~ 91.15 39.80 AS FOLLOWS: Tc(MIN.) ~ 14.14 I **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE ~ 12 I >>>>>CLEAR MEMORY BANK # 3 <<<<< ============================================================================ I **************************************************************************** FLOW PROCESS FROM NODE 9.00 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 60.0 INCH PIPE IS 44.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) ~ 5.9 UPSTREAM NODE ELEVATION ~ 1069.00 DOWNSTREAM NODE ELEVATION ~ 1068.50 FLOWLENGTH(FEET) ~ 290.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) ~ 60.00 PIPEFLOW THRU SUBAREA(CFS) ~ 91.15 TRAVEL TIME(MIN.) ~ 0.82 TC(MIN.) ~ 14.96 N.~ 0.013 NUMBER OF PIPES ~ 1 I I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE ~ 1 I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< I ============================================7=========~===================== TOTAL NUMBER OF STREAMS ~ 3 , · CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) ~ 14.96 RAINFALL INTENSITY (INCH/HR) = 2.91 TOTAL STREAM AREA(ACRES) ~ 39.80 PEAK FLOW RATE(CFS) AT CONFLUENCE ~ 91.15 I **************************************************************************** I FLOW PROCESS FROM NODE 4.30 TO NODE 10.10 IS CODE ~ 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC ~ K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH ~ 780.00 UPSTREAM ELEVATION ~ 1082.00 DOWNSTREAM ELEVATION ~ 1069.00 ELEVATION DIFFERENCE ~ 13.00 TC ~ 0.303*[( 780.00**3)/( 13.00)]**.2 C-ltJ I I 9.864 I ~1V I I I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.626 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8872 SUBAREA RUNOFF(CFS) 6.11 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF (CFS) = 6.11 I **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 10.00 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 9.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 6.5 UPSTREAM NODE ELEVATION = 1069.00 DOWNSTREAM NODE ELEVATION = 1068.50 FLOWLENGTH(FEET) = 40.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA (CFS) = 6.11 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) 9.97 I I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN~) 9.97 RAINFALL INTENSITY (INCH/HR) = 3.61 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.11 I **************************************************************************** I FLOW PROCESS FROM NODE 7.60 TO NODE 10.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<~< ~ . I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3l/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 820.00 UPSTREAM ELEVATION = 1072.00 DOWNSTREAM ELEVATION = 1069.00 ELEVATION DIFFERENCE = 3.00 TC = 0.303*[( 820.00**3)/( 3.00)J**.2 = 13.629 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.058 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8853 SUBAREA RUNOFF(CFS) ; 2.44 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) c-// I I 2.44 I **************************************************************************** FLOW PROCESS FROM NODE 10.20 TO NODE 10.00 IS CODE = 3 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< I I 6~ I I >>>>>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 5.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.6 UPSTREA}! NODE ELEVATION = 1069.00 DOWNSTREAM NODE ELEVATION = 1068.50 FLOWLENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES PIPEFLOW THRU SUBAREA (CFS) 2.44 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) 13.72 1 I _I **************************************************************************** I FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< I ============================================================================ I TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 13.72 RAINFALL INTENSITY (INCH/HR) = 3.05 TOTAL STREAM AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.44 I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 91.15 2 6.11 3 2.44 Tc (MIN.) 14.96 9.97 13.72 INTENSITY ( INCH/HOUR) 2.912 3.606 3.047 AREA (ACRE) 39.80 1. 90 0.90 I I *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I I RAINFALL INTENSITY AND TIME OF CONCENTRATI9N RATIO ~ CONFLUENCE FORMULA USED FOR 3 STREAMS. , ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 68.63 9.97 3.606 2 91.21 13.72 3.047 3 98.41 14.96 2.912 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 98.41 Tc (MIN. ) = 14.96 TOTAL AREA (ACRES) = 42.60 I I I **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 6.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.7 INCHES I I ~ I I PIPEFLOW VELOCITY(FEET/SEC.) = 10.8 UPSTREAM NODE ELEVATION = 1068.50 DOWNSTREAM NODE ELEVl\TION = 1068.00 FLOWLENGTH(FEET) = 60.00 MANNING'S ESTIMATED PIPE DIAMETER(INCH) 45.00 PIPEFLOW THRU SUBAREA (CFS) 98.41 TRAVEL TIME(MIN.) = 0.09 TC(MIN.) = N = 0.013 NUMBER-OF PIPES = 1 I 15.05 I **************************************************************************** I I FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 11 >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ** MAIN STREAM NUMBER 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 98.41 15.05 2.902 AREA (ACRE) 42.60 I ** MEMORY STREAM NUMBER 1 BANK # RUNOFF (CFS) 125.30 1 ~ONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 16.46 2.768 AREA (ACRE) 51.12 *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE..THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 212.96 15.05 2.902 2 219.17 16.46 2.768 I I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = ESTIMATES ARE = 219.17 93.72 AS FOLLOWS: Tc(MIN.) = 16.46 ~ . ,I ********************************************'******************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 12 I >>>>>CLEAR MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 11.00 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.) = 12.1 UPSTREAM NODE ELEVATION = 1068.00 DOWNSTREAM NODE ELEVATION = 1066.00 FLOWLENGTH(FEET) = 300.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 I I 55 I I PIPEFLOW THRU SUBAREA (CFS) TRAVEL TIHE (HIN.) = 0.41 219.17 TC(HIN.) = 16.87 I ********************************************************T~****************** FLOW PROCESS FROH NODE 11.00 TO NODE 11.00 IS CO:JE = 1 ---------------------------------------------------------------------------- I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(HIN.) 16.87 RAINFALL INTENSITY (INCH/HR) = 2.73 TOTAL STREAM AREA (ACRES) = 93.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 219.17 ********************************************************~******************* I FLOW PROCESS FROM NODE 0.00 TO NODE 11.10 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL HETHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COHHERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH = 320.00 UPSTREAH ELEVATION = 1067.00 DOWNSTREAM ELEVATION = 1066.00 ELEVATION DIFFERENCE = 1.00 TC = 0.303*[( 320.00**3)/( 1.00)]**.2 = 9.653 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.668 SOIL CLASSIFICATION IS "C" COHHERCIAL DEVELOPHENT RUNOFF COEFFICIENT = .8874 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA (ACRES) = 0.40 TOTAL RUNOFF (CFS) = P-8 I I I L}O I **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 11.00 IS CODE = 3 ,I ------------------------------------------------------~--------------------- >>>>>COHPUTE PIPEFLOW TRAVELTIHE 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 3.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 5.4 UPSTREAM NODE ELEVATION = 1066.50 DOWNSTREAM NODE ELEVATION = 1066.00 FLOWLENGTH(FEET) = 20.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) 1.30 TRAVEL TIHE(HIN.) = 0.06 TC(HIN.) = 9.72 I I ********************************************************~******************* FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 I "i5(Q I I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.72 RAINFALL INTENSITY (INCH/HR) = 3.66 TOTAL STREAM AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30 I, I ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 219.17 2 1.30 I I Tc (MIN. ) 16.87 9.72 INTENSITY (INCH/HOUR) 2.732 3.655 AREA (ACRE) 93.72 0.40 *********************************WARNING****************TT**************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS 3ASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. T~IS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ********************************************************T***************** 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) 127.48 220.14 COMPUTED CONFLUENC~ PEAK FLOW RATE(CFS) TOTAL AREA (ACRJ<;S) I' TABLE * * Tc (MIN. ) 9.72 16.87 INTENSITY (INCH/HOUR) 3.655 2.732 ESTIMATES ARE = 220.14 94.12 AS FOLLOWS: Tc(MIN.) = 16.87 **************************************************************************** 11.00 IS CODE = 11 FLOW PROCESS FROM NODE I I I 11. 00 TO NODE >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- * * MAIN STREAM NUMBER 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 220.14 16.87 2.732 ** MEMORY STREAM NUMBER 1 BANK # RUNOFF (CFS) 78.69 2 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 21.71 2.393 I AREA (ACRE) 94.12 ~ . AREA (ACRE) 40.08 I *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I ** PEAK STREAM NUMBER 1 2 FLOW RATE RUNOFF (CFS) 281. 32 271.47 I TABLE ** Tc (MIN. ) 16.87 21. 71 INTENSITY ( INCH/HOUR) 2.732 2.393 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: I I ~1 I I PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = 281. 32 134.20 Tc(MIN.) 16.87 I ********************************************************T******************* FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3 I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ I DEPTH OF FLOW IN 81.0 INCH PIPE IS 63.5 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION = 1066.00 DOWNSTREAM NODE ELEVATION = 1065.00 FLOWLENGTH(FEET) = 350.00 MANNING'S ESTIMATED PIPE DIAMETER (INCH) = 81.00 PIPEFLOW THRU SUBAREA (CFS) 281.32 TRAVEL TIME(MIN.) = 0.62 TC(MIN.) = 17.50 N = 0.013 NUMBER OF PIPES = 1 I I *****************************~********************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 10 I, >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I, **************************************************************************** FLOW PROCESS FROM NODE 13.10 TO NODE 13.00 IS CODE = 21 -------------------------------------------------------------~-------------- I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 850.00 UPSTREAM ELEVATION = 1107.50 DOWNSTREAM ELEVATION = 1090.00 ELEVATION DIFFERENCE = 17.50 TC = 0.303*[( 850.00**3)/( 17.50)]**.2 = 9.78~ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.641- · SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT'~ .8873 SUBAREA RUNOFF{CFS) = 2.58 TOTAL AREA (ACRES) = 0.80 TOTAL RUNOFF (CFS) 5-/ I I 2.58 I **************************************************************************** FLOW PROCESS FROM NODE 13 .10 TO NODE 13.00 IS CODE = 8 'I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.641 SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8364 SUBAREA AREA(ACRES) = 7.00 SUBAREA RUNOFF(CFS) TOTAL &~EA(ACRES) = 7.80 TOTAL RUNOFF(CFS) = TC(MIN) = 9.79 5-/. ~ I 21. 32 23.90 **************************************************************************** I I '6& I I FLOW PROCESS FROM NODE 13.00 TO NODE 20.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< I I ============================================================================ UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 1090.00 470.00 = 38.00 DOWNSTREAM ELEVATION = 1080.00 CURB HEIGHT(INCHES) = 6. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DEClMAL) 0.020 OUTSIDE STREET CROSSFALL(DEClMAL) 0.020 36.00 5-2- I SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) 24.95 STREETFLOIV 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) = 0.56 HALFSTREET FLOODWIDTH(FEET) = 21.75 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.15 PRODUCT OF DEPTH&VELOCITY = 2.89 STREET FLOW TRAVELTIME(MIN) = 1.52 TC(MIN) = 11.31 I I , .. 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.374 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8864 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.09 SUMMED AREA(ACRES) = 8.50 TOTAL RUNOFF (CFS) 26.00 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.56 HALFSTREET FLOODWIDTH(FEET) = 21.75 FLOW VELOCITY(FEET/SEC.) = 5.36 DEPTH.VELOCITY = 3.01 ,I I **************************************************************************** FLOW PROCESS FROM NODE 15.10 TO NODE 15.00 IS CODE = 8 I I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK ~LOW<<<<< ~ ==================================================~===db==================== 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.374 SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8322 5- 3 SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) 6.74 TOTAL AREA (ACRES) = 10.90 TOTAL RUNOFF (CFS) = 32.74 TC(MIN) = 11.31 j i **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I . 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.374 SOIL CLASSIFICATION IS "C" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .8322 SUBAREA AREA (ACRES) = 4.00 SUBAREA RUNOFF(CFS) 11.23 TOTAL AREA (ACRES) = 14.90 TOTAL RUNOFF(CFS) = 43.97 TC(MIN) = 11.31 5-1 I . tA- I I **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 6 I I >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = STREET LENGTH (FEET) = STREET HALFWIDTH(FEET) 1080.00 470.00 = 38.00 DOWNSTREAM ELEVATION = CURB HEIGHT(INCHES) = 6. 1070.00 I I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 36.00 '5-S- SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 44.81 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) = 0.66 HALFSTREET FLOODWIDTH(FEET) = 26.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.10 PRODUCT OF DEPTH&VELOCITY = 4.05 STREETFLOW TRAVELTIME(MIN) = 1.28 TC(MIN) = 12.59 I I I I I I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.188 SOIL CLASSIFICATION IS."C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8858 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 1.69 SUMMED AREA(ACRES) . = 15.50 TOTAL RUNOFF (CFS) 45.66 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.68 HALFSTREET FLOODWIDTH(FEET) = 27.45 FLOW VELOCITY(FEET/SEC.) = 5.97 DEPTH*VELOCITY = 4.03 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE ,30.00 IS ~ODE = 1 __________________________________________________~___J_____________________ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ------------------------------------------_...!.'-------------------------------- ---------------------------------------------------------------------------- I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 12.59 RAINFALL INTENSITY (INCH/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 15.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.66 I I **************************************************************************** FLOW PROCESS FROM NODE 13.20 TO NODE 25.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 620.00 UPSTREAM ELEVATION = 1090.00 5-lj? I I /Po I I I DOWNSTREAM ELEVATION = 1077.00 ELEVATION DIFFERENCE = 13.00 TC = 0.303*[( 620.00**3)/( 13.00)]**.2. 8.595 100 YEAR R~INFALL INTENSITY (INCH/HOUR) = 3.899 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8880 SUBAREA RUNOFF(CFS) = 2.77 TOTAL AREA (ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.77 I **************************************************************************** I, I FLOW PROCESS FROM NODE 25.00 TO NODE 30.00 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< =======.===================================================================== UPSTREAM ELEVATION = STREET LENGTH(FEET) = STREET P~FWIDTH(FEET) 1077.00 810.00 = 38.00 DOWNSTREAM ELEVATION = 1070.00 CURB HEIGHT(INCHES) = 6. I DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK INTERIOR STREET CROSSFALL(DECIMAL) .0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 36.00 <;;-7 I SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 I **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 4.10 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) = 0.38 HALFSTREET FLOODWIDTH(FEET) = 12.62 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39 PRODUCT OF DEPTH&VELOCITY = 0.91 STREETFLOW TRAVELTIME(MIN) = 5.64 TC(MIN) = 14.23 I I 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.989 SOIL CLASSIFICATION IS "C" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8850 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = SUMMED AREA(ACRES) = 1.80 TOTAL RUNOFF (CFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH (FEET) = 0.41 HALFSTREET FLOODWIDTH(FEET) = 14.33 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY = . 1.03 2.64 5.41 I I **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 I >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I I I I I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM TIME OF CONCENTRATION(MIN.) = 14.23 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AREA (ACRES) = 1.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.41 2 ARE: ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 45.66 2 5.41 Tc (MIN. ) 12.59 14.23 INTENSITY ( INCH/HOUR) 3.188 2.989 AREA (ACRE) 15.50 1. 80 ~v I I *********************************WARNING********************************** I IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 50.45 12.59 3.188 2 48.22 14.23 2.989 I COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = ESTIMATES ARE = 50 4" 17.30 AS FOLLOWS: Tc(MIN.) = --,--o7A<- FZcvJ IN rz;"-vP.-C t.-A -r~ /2..-A '- I 12.59 **************************************************************************** I FLOW PROCESS FROM NODE 30.00 TO NODE 12.00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE P!PEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< I ---------------------------------------------------------------------------- ----------------~----------------------------------------------------------- I DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 1066.00 DOWNSTREAM NODE ELEVATION = 1065.00 FLOWLENGTH(FEET) = 120.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 36.00 NUMBER OF PIPES 1 PIPEFLOW THRU SUBAREA(CFS) = 50.45 TRAVEL TIME(MIN.) = 0.22 TC(MIN.) 12.81 I I **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 11 --------------------------------------------,---------4--------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAMNEMORY<<<<< I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I * * MAIN STREAM NUMBER 1 STREAM CONFLUENCE DATA ** RUNOFF Tc INTENSITY (CFS) (MIN.) (INCH/HOUR) 50.45 12.81 3.160 AREA (ACRE) 17.30 I * * MEMORY STREAM NUMBER 1 BANK # RUNOFF (CFS) 281. 32 1 CONFLUENCE DATA ** Tc INTENSITY (MIN.) (INCH/HOUR) 17.50 2.680 AREA (ACRE) 134.20 I I *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-l AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. **********w*************************************************************** I ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY I ~ I I I I I I I I I NUMBER 1 2 (CFS) 256.38 .324.12 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA (ACRES) = (MIN.) 12.81 17.50 (INCH/HOUR) 3.160 2.680 17.50 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ESTIMATES ARE- AS FOLLOWS: = 324.12 Tc(MIN.) = 151.50 END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = 324.12 TOTAL AREA(ACRES) = 151.50 Tc(MIN.) = 17.50 =========================================================================== 1 END OF RATIONAL METHOD ANALYSIS (~...' E 1';> .:.- I I I I I I I I I '. ~ . (;b I I **************************************************************************** I FLOOD R 0 UTI N G ANALYSIS I (cl RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION (RCFC&WCD) 1978 HYDROLOGY MANUAL Copyright 1989-99 Advanced Engineering Software (aesl Ver. 7.0 Release Date: 01/01/99 License ID 1264 DISTRICT ACCORDING TO I Analysis prepared by: I Robert Bein, William Frost & Associates 14725 Alton Parkway Irvine, CA 92618 ".",.,."""""""",.""""""",.""",.","""...,.....",.,., I ************************** DESCRIPTION OF STUDY ************************** . PASEO DEL SOL HYDROGRAPH FOR DETENTION BASIN . . RBF IN 15-01438 . . NOV. 5, 1999 RHE 2..00' ,,2..00' t:>E-"r'EJol-rIOo.l ~\M . ************************************************************************** I FILE NAME: RISER1.DAT TIME/DATE OF STUDY: 18:24 11/05/1999 I **************************************************************************** FLOW PROCESS FROM NODE 390.00 TO NODE 395.00 IS CODE; 1 I >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I (UNIT-HYDROGRAPH ADDED TO STREAM #1) I WATERSHED AREA ; 72.100 ACRES BASEFLOW; 0.000 CFS/SQUARE-MILE 'USER ENTERED "LAG" TIME; 0.196 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5-MlNUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) ; 0.282 LOW SOIL-LOSS RATE PERCENT (DECIMAL) ; 0.900 USER-ENTERED RAINFALL; 1.30 INCHES RCFC&WCD I-Hour Storm (5-Minute period) SELECTED (SLOPE OF INTENSITY-DURATION CURVE; 0.55) RCFC&WCD DEPTH-AREA ADJUSTMENT FACTOR(PLATE E-5.8) ; 1.0000 I I I UNIT HYDROGRAPH TIME UNIT; 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME; 42.517 I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- I UNIT HYDROGRAPH DETERMINATION I INTERVAL NUMBER "sft GRAPH MEAN VALUES UNIT HYDROGRAPH ORDINATES (CFSl I CrJt. I I I I I I I I I I I I I I I I I I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 4.665 24.314 52.676 68.564 76.693 81. 948 85.760 88.585 90.854 92.662 94.169 95.439 96.456 97.281 98.004 98.345 98.650 98.955 99.260 99.565 99.870 100.000 40.677 171. 335 247.304 138.532 70.883 45.821 33.238 24.634 19.788 15.763 13 . 142 11. 071 8.865 7.199 6.301 2.972 2.660 2.661 2.660 2.660 2.660 1.131 **************************************************************************** UNIT PERIOD (NUMBER) UNIT RAINFALL ( INCHES) UNIT SOIL-LOSS (INCHES) EFFECTIVE RAINFALL ( INCHES) 1 0.0504 0.0235 0.0269 2 0.0537 0.0235 0.0302 3 0.0576 0.0235 0.0341 4 0.0644 0.0235 0.0409 5 0.0685 0.0235 0.0450 6 0.0794 0.0235 0.0559 7 0.0955 0.0235 0.0720 8 0.1062 0.0235 0.0827 9 0.1700 0.0235 0.1465 10 0.4105 0.0235 0.3870 11 0.0874 0.0235 0.0639 12 0.0565 0.0235 0.0330 13 0.0000 0.0000 0.0000 14 0.0000 0.0000 0.0000 15 0.0000 0.0000 0.0000 12 0.0330 0.0235 0.0095 TOTAL STORM RAINFALL(INCHES) = 1.33 TOTAL SOIL-LOSS (INCHES) = 0.31 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.03 TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 1. 8355 5.9722 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1 - H 0 U R S TOR M RUN 0 F F H Y D RaG RAP H / ~~ I I I I I I ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME (HRS) VOLUME(AF) Q(CFS) O. 50.0 100.0 150.0 200.0 I I I I I I I I I I I I I 0.083 0.0075 1.10 Q 0.167 0.0478 5.84 VQ 0.250 0.1388 13 .21 V Q 0.333 0.2675 18.69 .V Q 0.417 0.4283 23.35 V Q 0.500 0.6224 28.19 VQ 0.583 0.8565 33.98 VQ 0.667 1.1448 41. 87 VQ 0.750 1.5109 53.15 Q 0.833 2.0654 80.51 V Q 0.917 2.9487 128.26 V. Q 1. 000 3.9232 141. 50 V Q 1. 083 4.5536 91. 54 Q V 1.167 4.9190 53.06 Q V 1.250 5.1568 34.52 Q V 1. 333 5.3287 24.96 Q V 1. 417 5.4590 18.93 Q V 1. 500 5.5628 15.07 Q V 1. 583 5.6464 12.13 Q V 1. 667 5.7152 9.99 .Q V 1.750 5.7720 8.26 .Q V 1.833 5.8177 6.63 .Q V 1.917 5.8544 5.32 .Q V. 2.000 5.8836 4.25 Q V. 2.083 5.9024 2.74 Q V. 2.167 5.9181 2.28 Q V. 2.250 5.9326 2.09 Q V. 2.333 5.9458 1. 92 Q V. 2.417 5.9575 1.71 Q V. 2.500 5.9671 1.39 Q V. 2.583 5.9715 0.63 Q V. 2.667 5.9721 0.10 Q V. 2.750 5.9722 0.01 Q V **************************************************************************** FLOW PROCESS FROM NODE 395.00 TO NODE 395.00 IS CODE = 3.1 >>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INFLOW (STREAM 1) I I V detention basin __effective depth I (and volume) I 1 I I....v........ I <--> I outflow I I......... I ^ I \ 1 dead I basin outlet I storage 1 I V ~ I I I I I I I I I I I I I I I I I I I OUTFLOW (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 0.000 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL NUMBER 1 2 3 4 5 OUTFLOW (CFS) 0.00 0.10 62.50 88.40 108.20 STORAGE (AF) 0.000 1. 874 2.838 3.822 4.825 DEPTH (FT) 0.00 2.00 3.00 4.00 5.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS) : (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK TIME DEAD-STORAGE INFLOW (HRS) FILLED (AF) (CFS) MEAN LOSS EFFECTIVE OUTFLOW EFFECTIVE (CFS) DEPTH (FT) (CFS) VOLUME (AF) 0.083 0.000 1.10 0.00 0.01 0.0 0.008 0.167 0.000 5.84 0.00 0.05 0.0 0.048 0.250 0.000 13 .21 0.00 0.15 0.0 0.139 0.333 0.000 18.69 0.00 0.29 0.0 0.267 0.417 0.000 23.35 0.00 0.46 0.0 0.428 0.500 0.000 28.19 0.00 0.66 0.0 0.622 0.583 0.000 33.98 0.00 0.91 0.0 0.856 0.667 0.000 41. 87 0.00 1.22 0.1 1.144 0.750 0.000 53.15 0.00 1.61 0.1 1. 509 0.833 0.000 80.51 0.00 2.16 5.1 2.029 pO -'14. /~ItJl.I"1 0.917 0.000 128.26 0.00 2.85 31.6 2.694 1. 000 0.000 141.50 0.00 3.40 63.1 3.234 41.1.0 171.", r.::o<.J 1.083 0.000 91. 54 0.00 3.52 74.5 3.352 to JJr-re~ 1.167 0.000 53.06 0.00 3.37 74.1 3.207 "IS-," 1.250 0.000 34.52 0.00 3.13 69.1 2.969 1. 333 0.000 24.96 0.00 2.88 60.5 2.724 1. 417 0.000 18.93 0.00 2.67 48.5 2.520 1. 500 0.000 15.07 0.00 2.51 37.0 2.369 1. 583 0.000 12.13 0.00 2.40 28.5 2.256 1. 667 0.000 9.99 0.00 2.31 22.1 2.173 1. 750 0.000 8.26 0.00 2.24 17.4 2.110 1. 833 0.000 6.63 0.00 2.19 13.8 2.061 1. 917 0.000 5.32 0.00 2.15 10.9 2.022 2.000 0.000 4.25 0.00 2.12 8.7 1. 991 2.083 0.000 2.74 0.00 2.09 6.8 1. 963 2.167 0.000 2.28 0.00 2.07 5.2 1.943 "." I I, I I I I I I I I I I I I I I I I I 2.250 0.000 2.09 0.00 2.06 4.1 1.929 2.333 0.000 1.92 0.00 2.05 3.3 1. 919 2.417 0.000 1.71 0.00 2.04 2.8 1. 912 2.500 0.000 1. 39 0.00 2.03 2.3 1. 905 2.583 0.000 0.63 0.00 2.02 1.9 1. 897 2.667 0.000 0.10 0.00 2.02 1.3 1. 889 2.750 0.000 0.01 0.00 2.01 0.9 1. 883 2.833 0.000 0.00 0.00 2.01 0.5 1. 879 2.917 0.000 0.00 0.00 2.00 0.3 1.877 3.000 0.000 0.00 0.00 2.00 0.2 1.875 3.083 0.000 0.00 0.00 2.00 0.1 1.874 3.167 0.000 0.00 0.00 2.00 0.1 1.873 3.250 0.000 0.00 0.00 2.00 0.1 1. 873 3.333 0.000 0.00 0.00 2.00 0.1 1.872 3.417 0.000 0.00 0.00 2.00 0.1 1. 871 3.500 0.000 0.00 0.00 2.00 0.1 1.871 3.583 0.000 0.00 0.00 2.00 0.1 1. 870 3.667 0.000 0.00 0.00 1. 99 0.1 1. 869 3.750 0.000 0.00 0.00 1. 99 0.1 1. 869 3.833 0.000 0.00 0.00 1. 99 0.1 1.868 3.917 0.000 0.00 0.00 1.99 0.1 1. 867 4.000 0.000 0.00 0.00 1.99 0.1 1. 867 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME 5.972 AF BASIN STORAGE ; 0.047 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME ; 5.925 AF LOSS VOLUME ; 0.000 AF ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF FLOODSCx ROUTING ANALYSIS ~ I I I I I I I I I I I I I I I I I I I ....I o (/) -' W o o W (/) <( "- W ::;1;: OtO-.:tQ)NI.Of'-.WO..... ::0. g~~~~~~~~8 -'0 0<( oci~Ncri~tri<cir--:o; > S: 0 C:C:C:OIO"tC'!C!"':"": ....I U- a:a:c: .C\iai<<>IOO)(I') f- WUJWO<OCDe~~~ ::0 0 U- Oa: f-W J:f- O.....C\lMvLOCOr--COO) (!)<( wS: J: u-w 0"- f-"- J:O C")C")C")MC')C")C')C?C?C? 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WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKOS, W.S.ELEV = INV + DC I I I I I I I I I I I I I I I I I 1A lICENSEE: SILVERAOO CONSTRUCTORS F0515P PAGE WATER SURFACE PROFILE LISTING I STORM ORA I N LI NE "W" STAGE III - PARCEL MAP 28384 72" RCP EXTENTlON TO STA 22+67.06 ULTIMATE CONDITION FILE: 438VV3U RBF JN 15-401438.00 (Revised 3/20/00) I STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ 8ASE/ 2L NO AVBPR ELEV OF FLOW ELEV HEAO GRO.EL. ELEV OEPTH OIA 10 NO. PIER ~L/ELEM SO SF AVE HF NORM OEPTH ZR ******************************.*************************************************************************************************** I 1508.55 1049.93 7.130 1057.060 324.1 11.46 2.040 1059.100 0.00 4.904 6.00 0.00 0.00 0 0.00 79.57 0.01301 .005856 0.47 3.597 0.00 I 1588.12 1050.96 6.562 1057.527 324.1 11.46 2.040 1059.567 0.00 4.904 6.00 0.00 0.00 0 0.00 HYORAULI C JUMP 0.00 I 1588.12 1050.96 3.506 1054.471 324.1 18.89 5.540 1060.011 0.00 4.904 6.00 0.00 0.00 0 0.00 I 122.61 0.01301 .014410 1.77 3.597 0.00 1710.73 1052.56 3.455 1056.015 324.1 19.23 5.739 1061.754 0.00 4.904 6.00 0.00 0.00 0 0.00 I 8.37 0.01969 .014645 0.12 3.159 0.00 1719.10 1052.72 3.469 1056.194 324.1 19.13 5.683 1061.877 0.00 4.904 6.00 0.00 0.00 0 0.00 I 62.95 0.01969 .013709 0.86 3.159 0.00 I 1782.05 1053.96 3.609 1057.573 324.1 18.24 5.166 1062.739 0.00 4.904 6.00 0.00 0.00 0 0.00 42.56 0.01969 .012134 0.52 3.159 0.00 I 1824.61 1054.80 3.757 1058.559 324.1 17.39 4.696 1063.255 0.00 4.904 6.00 0.00 0.00 0 0.00 30.10 0.01969 .010757 0.32 3.159 0.00 I 1854.71 1055.39 3.915 1059.310 324.1 16.58 4.269 1063.579 0.00 4.904 6.00 0.00 0.00 0 0.00 I 21. 57 0.01969 .009558 0.21 3.159 0.00 1876.28 1055.82 4.085 1059.905 324.1 15.81 3.881 1063.786 0.00 4.904 6.00 0.00 0.00 0 0.00 I 4.66 0.01931 .008869 0.04 3.178 0.00 1880.94 1055.91 4.129 1060.039 324.1 15.62 3.789 1063.828 0.00 4.904 6.00 0.00 0.00 0 0.00 I 10.20 0.01962 .008408 0.09 3.163 0.00 1891.14 1056.11 4.254 1060.364 324.1 15.12 3.548 1063.912 0.00 4.904 6.00 0.00 0.00 0 0.00 I 10.58 0.01962 .007654 0.08 3.163 0.00 I I / 1~ ,IUCENSEE: SILVERADO CONSTRUCTORS F0515P PAGE 2 WATER SURFACE PROFILE LISTING I STORM ORAIN LINE "vv" STAGE III - PARCEL MAP 28384 72" RCP EXTENTION TO STA 22+67.06 ULTIMATE CONDITION FILE: 438VV3U RBF JN 15-401438.00 (Revised 3/20/00) I STAT ION INVERT OEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AV8PR ELEV OF FLOI/ ELEV HEAD GRO .EL. ELEV OEPTH OIA 10 NO. PIER 11 LIELEM SO SF AVE HF NORM DEPTH ZR . ****************************************...***********.*.********...*************************************************************** I 1901. 7Z 1056.32 4.450 1060.768 324.1 14.41 3.226 1063.994 0.00 4.904 6.00 0.00 0.00 0 0.00 6.22 0.01962 .006866 0.04 3.163 0.00 I 1907.94 1056.44 4.664 1061.104 324.1 13.74 2.932 1064.036 0.00 4.904 6.00 0.00 0.00 0 0.00 2.06 0.01962 .006193 0.01 3.163 0.00 I 1910.00 1056.48 4.904 1061.384 324.1 13.10 2.665 1064.049 0.00 4.904 6.00 0.00 0.00 0 0.00 rUNCT STR 0.02000 .005008 0.03 0.00 1056.58 5.963 1062.543 281.3 9.96 1. 540 1064.083 0.00 4.591 6.00 0.00 0.00 0 0.00 1915.00 j 23.42 0.01987 .003997 0.09 2.898 0.00 1938.42 1057.05 5.437 1062.482 281.3 10.44 1.694 1064.176 0.00 4.591 6.00 0.00 0.00 0 0.00 I 5.27 0.01987 .003919 0.02 2.898 0.00 I 1943.69 1057.15 5.275 1062.425 281.3 10.68 1.n2 1064.197 0.00 4.591 6.00 0.00 0.00 0 0.00 79.21 0.00265 .003912 0.31 6.000 0.00 I 2022.90 1057.36 5.465 1062.825 281.3 10.41 1. 682 1064.507 0.00 4.591 6.00 0.00 0.00 0 0.00 217.53 0.00262 .003894 0.85 6.000 0.00 ,I 2240.43 1057.93 5.871 1063.801 281.3 10.00 1. 554 1065.355 0.00 4.591 6.00 0.00 0.00 0 0.00 IJUNeT STR 0.00247 .005540 0.07 0.00 2252.60 1057.96 5.920 1063.880 220.1 11.21 1.951 1065.831 0.00 4.210 5.00 0.00 0.00 0 0.00 I 14.46 0.00208 .007142 0.10 5.000 0.00 2267.06 1057.99 5.993 1063.983 220.1 11.21 1.951 1065.934 0.00 4.210 5.00 0.00 0.00 0 0.00 I I I I 1(, II n I I ~. I I ,--' I . . . . , I I . , . :"-,; I I .,..... t::" I - I , - ,.:::::' I i LINE "vv" - STAGE III INTERIM CONDITION 1'\ I I HEADING LINE NO 1 IS . I HEADING LINE NO 2 IS - I IIrEADING LINE NO 3 IS . I I I, I I I I I I I I I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARO LISTING STORM DRAIN liNE IIW" STAGE III - PARCEL MAP 28384 72" RCP EXTENTION TO STA 22+67.06 INTERIM CONDITION FILE: 438VV3I RBF IN 15-401438.00 (Revised 3/20/00) 1~ lATE: TIME: I I CARO CODE 'I. ~~ CD CO I I I I I I I I I I I I I I I 3/2012000 17:57 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) NO TYPE PIERS WIDTH DIAMETER WIDTH OROP 1 4 6.00 2 4 2.00 3 4 5.00 4 4 3.50 '111; I F 0 5 1 5 P PAGE NO 2 I WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO IS A SYSTEM OUTLET . . . I U/S DATA STATION INVERT SECT W S ELEV 1508.55 1049.93 1 1057.06 ELEMENT NO 2 IS A REACH . . . I U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1710.73 1052.56 1 0.013 0.00 0.00 0.00 0 I ELEMENT NO 3 IS A REACH . . . U/S OATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1876.28 1055.82 1 0.013 0.00 0.00 0.00 0 I ELEMENT NO 4 IS A REACH . . . U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1880.94 1055.91 1 0.013 0.00 0.00 0.01 0 'I ELEMENT NO 5 IS A REACH . . . U/S OATA STATION INVERT SECT N RAO IUS ANGLE ANG PT MAN H :1 ELEMENT NO 1910.00 1056.48 1 0.013 90.00 0.00 0.00 0 6 IS A JUNCTION . . . . . . . U/S OATA STATION INVERT SECT LAT-l LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 I 1915.00 1056.58 1 2 0 0.013 0.1 0.0 1059.58 0.00 35.00 0.00 ELEMENT NO 7 IS A REACH . . . I U/S OATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1943.69 1057.15 1 0.013 90.00 0.00 0.00 0 I ELEMENT NO 8 IS A REACH . . . U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2022.90 1057.36 0.013 90.00 0.00 0.00 0 I ELEMENT NO 9 IS A REACH . . . U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2240.43 1057.93 1 0.013 0.00 0.00 0.00 0 I ELEMENT NO 10 I S A JUNCTI ON . . . . . . . U/S DATA STATION INVERT SECT LAT-l LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 I ELEMENT NO 2252.60 1057.96 3 4 0 0.013 95.6 0.0 1059.16 0.00 30.00 0.00 11 IS A REACH . . . U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H Ii 2267.06 1057.99 3 0.013 0.00 0.00 0.00 0 ELEMENT NO 12 IS A SYSTEM HEADWORKS . . I U/S DATA STATION INVERT SECT W S ELEV 2267.06 1057.99 3 0.00 I I I ~ I F 0 5 1 5 P PAGE NO 3 I WATER SURFACE PROFILE - ELEMENT CARO LISTING , 0 EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2" - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + OC I I I I I I I I I I I I I I I I I ~\ lICENSEE: SILVERADO CONSTRUCTORS F0515P PAGE WATER SURFACE PROFILE LISTING I STORM ORAIN LINE IlWIl STAGE III . PARCEL MAP 28384 72" RCP EXTENT ION TO STA 22+67.06 INTERIM CONDITION FILE: 438VV31 RBF IN 15,401438.00 (Revised 3/20/00) I STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AVBPR ./ ELEV OF FLOW ELEV HEAD GRO. EL. ELEV DEPTH DIA 10 NO. PIER JitL/ELEM SO SF AVE HF NORM OEPTH 2R ********************************************************************************************************************************** I 1508.55 1049.93 7.130 1057.060 95.8 3.39 0.178 1057.238 0.00 2.631 6.00 0.00 0.00 0 0.00 90.43 0.01301 .000509 0.05 1.812 0.00 I 1598.98 1051.11 6.000 1057.106 95.8 3.39 0.178 1057.284 0.00 2.631 6.00 0.00 0.00 0 0.00 42.94 0.01301 .000477 0.02 1.812 0.00 I 1641.92 1051.66 5.443 1057.108 95.8 3.55 0.196 1057.304 0.00 2.631 6.00 0.00 0.00 0 0.00 I 24.18 0.01301 .000463 0.01 1.812 0.00 1666.10 1051.98 5.120 1057.099 95.8 3.73 0.216 1057.315 0.00 2.631 6.00 0.00 0.00 0 0.00 I 19.54 0.01301 .000501 0.01 1.812 0.00 1685.64 1052.23 4.854 1057.088 95.8 3.91 0.237 1057.325 0.00 2.631 6.00 0.00 0.00 0 0.00 I 16.81 0.01301 .000552 0.01 1.812 0.00 I 1702.45 1052.45 4.621 1057.073 95.8 4.10 0.261 1057.334 0.00 2.631 6.00 0.00 0.00 0 0.00 8.28 0.01301 .000597 0.00 1.812 0.00 I 1710'.73 1052.56 4.504 1057.064 95.8 4.21 0.275 1057.339 0.00 2.631 6.00 0.00 0.00 0 0.00 9.08 0.01969 .000649 0.01 1.629 0.00 I 1719.81 1052.74 4.304 1057.043 95.8 4.41 0.302 1057.345 0.00 2.631 6.00 0.00 0.00 0 0.00 I 8.11 0.01969 .000726 0.01 1.629 0.00 1727.92 1052.90 4.120 1057.018 95.8 4.63 0.333 1057.351 0.00 2.631 6.00 0.00 0.00 0 0.00 I 7.29 0.01969 .000816 0.01 1.629 0.00 1735.21 1053.04 3.949 1056.991 95.8 4.85 0.366 1057.357 0.00 2.631 6.00 0.00 0.00 0 0.00 I 0.43 0.01969 .000866 0.00 1.629 0.00 1735.64 1053.05 3.939 1056.989 95.8 4.87 0.368 1057.357 0.00 2.631 6.00 0.00 0.00 0 0.00 IYORAULIC JUMP 0.00 I I ~V lICENSEE: SILVERADO CONSTRUCTORS F0515P PAGE 2 I WATER SURFACE PROFILE LISTING I STORM ORAIN LINE "W" STAGE I I I - PARCEL MAP 28384 , 72" RCP EXTENTlON TO STA 22+67.06 INTERIM CONDITION FILE: 438VV31 RBF IN 15-401438.00 (Revised 3/20/00) I STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER ~L/ELEM SO SF AVE HF NORM DEPTH ZR ********************......*******....****..............****.**..***************...******.........******.............*********..... I 1735.64 1053.05 1. 683 1054.733 95.8 14.75 3.376 1058.109 0.00 2.631 6.00 0.00 0.00 0 0.00 7.79 0.01969 .017252 0.13 1. 629 0.00 I 1743.43 1053.20 1.686 1054.890 95.8 14.70 3.355 1058.245 0.00 2.631 6.00 0.00 0.00 0 0.00 68.54 0.01969 .016103 1. 10 1.629 0.00 I I 1811.97 1054.55 1.745 1056.299 95.8 14.02 3.050 1059.349 0.00 2.631 6.00 0.00 0.00 0 0.00 I 38.66 0.01969 .014096 0.54 1.629 0.00 1850.63 1055.32 1. 806 1057.121 95.8 13.36 2.m 1059.894 0.00 2.631 6.00 0.00 0.00 0 0.00 I 25.65 '0.01969 .012342 0.32 1.629 0.00 1876.28 1055.82 1.870 1057.690 95.8 12.74 2.521 1060.211 0.00 2.631 6.00 0.00 0.00 0 0.00 I 4.66 '0.01931 .011363 0.05 1.637 0.00 I 1880.94 1055.91 1.883 1057.793 95.8 12.61 2.470 1060.263 0.00 2.631 6.00 0.00 0.00 0 0.00 15.74 '0.01962 .010575 0.17 1.630 0.00 I 1896.68 1056.22 1.942 1058.161 95.8 12.09 2.268 1060.429 0.00 2.631 6.00 0.00 0.00 0 0.00 13.32 '0.01962 .009331 0.12 1.630 0.00 I 1910.00 1056.48 2.011 1058.491 95.8 11.52 2.062 1060.553 0.00 2.631 6.00 0.00 0.00 0 0.00 ,UNCT STR 0.02000 .008479 0.04 0.00 1056.58 2.040 1058.620 95.7 11.29 1. 980 1060.600 0.00 2.630 6.00 0.00 0.00 0 0.00 - 1915.00 I 1.45 0.01987 .008162 0.01 1. 624 0.00 1916.45 1056.61 2.050 1058.659 95.7 11.21 1.951 1060.610 0.00 2.630 6.00 0.00 0.00 0 0.00 I 8.50 0.01987 .007582 0.06 1.624 0.00 I 1924.95 1056.78 2.123 1058.901 95.7 10.69 1.774 1060.675 0.00 2.630 6.00 0.00 0.00 0 0.00 6.45 0.01987 .006646 0.04 1.624 0.00 I I ~'? lICENSEE: SILVERADO CONSTRUCTORS F0515P PAGE 3 WATER SURFACE PROFILE LISTING I STORM DRAIN LINE "VV" STAGE III . PARCEL MAP 28384 7211 RCP EXTENTION TO STA 22+67.06 INTERIM CONDITION FILE: 438VV3I R8F IN 15-401438.00 (Revised 3/20/00) ,I STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl 2L NO AV8PR ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH OIA 10 NO. PIER ~L/ELEM SO SF AVE HF NORM DEPTH 2R .***********************************....*****............**************......................***...**.......**.................... I 1931.40 1056.91 2.199 1059.105 95.7 10.19 1.613 1060.718 0.00 2.630 6.00 0.00 0.00 0 0.00 4.82 0.01987 .005829 0.03 1.624 0.00 I 1936.22 1057.00 2.278 1059.280 95.7 9.72 1.466 1060.746 0.00 2.630 6.00 0.00 0.00 0 0.00 3.48 0.01987 .005112 0.02 1.624 0.00 I 1939.70 1057.07 2.360 1059.431 95.7 9.27 1.333 1060.764 0.00 2.630 6.00 0.00 0.00 0 0.00 2.28 0.01987 .004486 0.01 1.624 0.00 I 1941.98 1057.12 2.446 1059.562 95.7 8.83 1.212 1060.774 0.00 2.630 6.00 0.00 0.00 0 0.00 I 1.33 0.01987 .003938 0.01 1.624 0.00 1943.31 1057.14 2.535 1059.677 95.7 8.42 1.102 1060.779 0.00 2.630 6.00 0.00 0.00 0 0.00 . 0;38 0.01987 .003456 0.00 1.624 0.00 1943.69 1057.15 2.630 1059.780 95.7 8.03 1. 000 1060.780 0.00 2.630 6.00 0.00 0.00 0 0.00 . 16.03 0.00265 .003035 0.05 2.781 0.00 .' 1959.72 1057.19 2.727 1059.919 95.7 7.65 0.909 1060.828 0.00 2.630 6.00 0.00 0.00 0 0.00 63.18 0.00265 .002760 0.17 2.781 0.00 . 2022.90 1057.36 2.772 1060.132 95.7 7.49 0.872 1061.004 0.00 2.630 6.00 0.00 0.00 0 0.00 119.62 0.00262 .002651 0.32 2.791 0.00 . 2142.52 1057.67 2.791 1060.464 95.7 7.43 0.857 1061.321 0.00 2.630 6.00 0.00 0.00 0 0.00 . 97;91 0.00262 .002619 0.26 2.791 0.00 2240.43 1057.93 2.791 1060.721 95.7 7.43 0.857 1061.578 0.00 2.630 6.00 0.00 0.00 0 0.00 tUNCT STR 0.00247 0.00 2252.60 1057.96 0.085 1058.045 0.1 1.37 0.029 1058.074 0.00 0.085 5.00 0.00 0.00 0 0.00 . 0.13 0.00208 .006143 0.00 0.100 0.00 . . ry+. licENSEE: SILVERADO CONSTRUCTORS F0515P PAGE 4 WATER SURFACE PROFILE LISTING I STORM ORAIN LINE "VV" STAGE III - PARCEL MAP 28384 72" RCP EXTENT ION TO STA 22+67.06 INTERIM CONDITION FILE: 438VV31 RBF JN 15-401438.00 (Revised 3/20/00) ,I STATION INVERT OEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ 8ASE/ 2L NO AVBPR ELEV OF FLOII ELEV HEAD GRO.EL. ELEV OEPTH OIA 10 NO. PIER ~L/ELEM SO SF AVE HF NORM DEPTH 2R . ****.*..*.*.******************************************.****.******.********........***********..*****...*********.........******** I 2252.73 1057.96 0.087 1058.047 0.1 1.30 0.026 1058.073 0.00 0.085 5.00 0.00 0.00 0 0.00 0.19 0.00208 .005343 0.00 0.100 0.00 I 2252.92 1057.96 0.090 1058.051 0.1 1.23 0.024 1058.075 0.00 0.085 5.00 0.00 0.00 0 0.00 0.32 0.00208 .00466 1 0.00 0.100 0.00 I 2253.24 1057.96 0.093 1058.054 0.1 1.18 0.021 1058.075 0.00 0.085 5.00 0.00 0.00 0 0.00 I 0.52 0.00208 .004063 0.00 0.100 0.00 2253.76 1057.96 0.096 1058.058 0.1 1.12 0.020 1058.078 0.00 0.085 5.00 0.00 0.00 0 0.00 I 0.83 0.00208 .003540 0.00 0.100 0.00 2254.59 1057.96 0.099 1058.063 0.1 1.08 0.018 1058.081 0.00 0.085 5.00 0.00 0.00 0 0.00 I 0.62 0.00208 .003269 0.00 0.100 0.00 I 2255.21 1057.96 0.100 1058.065 0.1 1.06 0.018 1058.083 0.00 0.085 5.00 0.00 0.00 0 0.00 11.85 0.00208 .003243 0.04 0.100 0.00 I 2267.06 1057.99 0.100 1058.090 0.1 1.06 0.018 1058.108 0.00 0.085 5.00 0.00 0.00 0 0.00 HYORAULIC JUMP 0.00 I 2267.06 1057.99 0.085 1058.075 0.1 1.37 0.029 1058.104 0.00 0.085 5.00 0.00 0.00 0 0.00 I I I I I I ~ I I I I I I I I I I I I I I I I I I I LATERAL "W-l" ULTIMATE CONDITION ~ I I HEADING LINE NO 1 IS - I HEADING LINE NO 2 IS - I IIrEADING LINE NO 3 IS - I I I I I I I I I I I I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARO LISTING STORM DRAIN LATERAL IIW-1" 24" RCP EXTENTlON TO STA 0+13.64 FILE 438VVl RBF IN 15-401438.00 ~1 lATE: TIME: I I CARD CODE CD I I I I I I I I I I I I I I I I 3/20/2000 18: 4 FOS1SP WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS WIDTH DIAMETER WIDTH ZR INV Y(l) Y(2) Y(3) Y(4) yeS) Y(6) Y(7) Y(8) Y(9) Y(lO) OROP ZL 4 2.00 ~ I I ELEMENT NO I ELEMENT NO I F0515P WATER SURfACE PROFILE - ELEMENT CARO LISTING IS A SYSTEM OUTLET . . . U/S DATA STATION INVERT SECT 1009.50 1059.62 1 2 IS A REACH . . . U/S DATA STATION INVERT SECT N 1013.64 1059.64 1 0.013 . 3 IS A SYSTEM HEAOWORKS U/S DATA STATION INVERT SECT 1013.64 1059.64 1 io EDIT ERRORS ENCOUNTEREO-COMPUTATION IS NOW BEGINNING . . WARNING NO.2.. - WATER SURfACE ELEVATION GIVEN IS LESS THAN OR EQUALS I ELEMENT NO I I I I I I I I I I I I I W S ELEV 1062.54 . W S ELEV 0.00 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 4(;.0... IL I CENSEE: SILVERADO CONSTRUCTORS I F0515P WATER SURFACE PROFILE LISTING PAGE STORM DRAIN LATERAL "VV-1" 2411 RCP EXTENTION TO STA 0+13.64 FILE 438VV1 RBF IN 15-401438.00 I STATION INVERT ELEV OEPTH OF FLOW W.S. ELEV Q VEL VEL HEAD ENERGY GRD. EL. SUPER CR IT I CAL ELEV OEPTH HGTI DIA BASEl ID NO. ZL NO AVBPR PIER I LIELEM SD SF AVE HF NORM DEPTH ZR ************..****.....****.***.........***......***..***....*******........**.***..**..***.*........*******...***.********........ I 1009.50 1059.62 2.920 1062.540 4.14 0.00483 I 1013.64 1059.64 3.106 106Z.746 I I I I I I I I I I I I I 50.5 16.07 4.011 1066.551 0.00 1.981 2.00 0.00 0.00 0 0.00 .049832 0.21 2.000 0.00 5D.5 16.07 4.011 1066.757 0.00 1.981 2.00 0.00 0.00 0 0.00 ap I I I I I I I I I I I II II I I I I I I LINE "B" ULTIMATE CONDITION 0..\ I I HEADING LINE NO 1 15 . I HEAOING LINE NO 2 IS - I IIrEADING LINE NO 3 IS - I I I I I I I I I I I I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING STORM DRAIN LINE IIBII ULTIMATE CONDITION 42" RCP EXTENTlON TO STA 11+51.13 FILE: 438LBU RBF IN 15-401438.00 (Revised 1/27/00) 0;1/ lATE: TIME: I I CARD CODE CO I CO CD I I I I I I I I ,I I I I I I I I 1/29/2000 11:49 FOS1SP YATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1 ) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(B) Y(9) Y(10) NO TYPE PIERS YIOTH OIAMETER YIOTH DROP 1 4 3.50 2 4 I.S0 3 4 2.50 G..'? I F 0 5 1 5 P PAGE NO Z I WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO IS A SYSTEM OUTLET . . . I U/S DATA STATION INVERT SECT W S ELEV 1011.67 1059.16 1 1063.87 ELEMENT NO Z IS A REACH . . . I U/S OATA STATION INVERT SECT N RADIUS ANGLE ANG PT MANH 1014.01 1059.70 1 0.013 0.00 0.00 0.00 0 I ELEMENT NO 3 IS A REACH . . . U/S OATA STATION INVERT SECT N RAD IUS ANGLE ANG PT MANH 1040.15 1059.96 1 0.013 45.00 34.00 0.00 0 I ELEMENT NO 4 IS A JUNCTION . . . . . . . U/S DATA STATION INVERT SECT LAT-1 LAT-Z N 03 04 INVERT.3 INVERT-4 PHI 3 PHI 4 1040.15 1059.96 1 Z 0 0.013 0.9 0.0 1061.06 0.00 65.00 0.00 ~HE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING HE ABOVE ELEMENT CONTAINEO AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING I ELEMENT NO 5 IS A REACH . . . U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1061. 12 1060.17 1 0.013 45.00 26.00 0.00 0 I ELEMENT NO 6 IS A JUNCTION . . . . . . . U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1067.77 1059.72 1 3 0 0.013 15.2 0.0 1060.95 0.00 90.00 0.00 ~HE ABOVE ELEMENT CONTAINEO AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING HE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING I ELEMENT NO 7 IS A REACH U/S DATA N 0.013 . . . STATION INVERT SECT 1134.06 1060.90 1 I ELEMENT NO 8 IS A JUNCTION U/S DATA . . . . STATION INVERT SECT LAT-1 LAT-2 N 1140.71 1061.10 1 1 0 0.013 I ELEMENT NO 9 IS A REACH . . . I ELEMENT NO 10 U/S DATA STATION INVERT SECT 1151.131061.20 1 N 0.013 I IS A SYSTEM HEAoWORKS U/S OATA STATION INVERT SECT 1151.13 1061.20 1 . I I I I RAD IUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 . . . 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 0.1 0.0 1060.92 0.00 60.00 0.00 RAD IUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 . W S ELEV 0.00 Q,l>t I I I WATER SURFACE PROFILE . ELEMENT CARD LISTING o EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS F 0 5 1 5 P I I I I I I I I I I I I I I I I I PAGE NO 3 INVERT ELEVATION IN HDWKOS, W.S.ELEV = INV + DC ~ ILI CENSEE: SILVERAOO CONSTRUCTORS F0515P PAGE I WATER SURFACE PROFILE LISTING I STORM ORAIN LINE "B" ULTIMATE CONOITION 42" RCP EXTENTlON TO STA 11+51.13 I FILE: 438LBU RBF JN 15-401438.00 (Revised 1/27/00) I STATION 1 NVERT OEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASEl 2L NO AVBPR ELEV OF FLOW ELEV HEAD GRO.EL. ELEV OEPTH OIA 10 NO. PIER I LIELEM SO SF AVE HF NORM DEPTH ZR ..*************..**.........***.**....**.....*******************.........*.......******......*...*****......************.....*.**** I 1011.67 1059.16 4.710 1063.870 78.8 8.19 1. 042 1064.912 0.00 2.775 3.50 0.00 0.00 0 0.00 2.34 0.23077 .006134 0.01 0.955 0.00 I 1014.01 1059.70 4.184 1063.884 78.8 8.19 1. 042 1064.926 0.00 2.775 3.50 0.00 0.00 0 0.00 26.14 0.00995 .006134 0.16 2.336 0.00 I 1040.15 1059.96 4.213 1064.173 78.8 8.19 1. 042 1065.215 0.00 2.775 3.50 0.00 0.00 0 0.00 IJUNCT STR 0.00000 .006065 0.00 0.00 1059.96 4.259 1064.219 77.9 8.10 1.018 1065.237 0.00 2.760 3.50 0.00 0.00 0 0.00 1040.15 I 20.97 0.01001 .005995 0.13 2.311 0.00 1061. 12 1060.17 4.285 1064.455 77.9 8.10 1.018 1065.473 0.00 2.760 3.50 0.00 0.00 0 0.00 IUNCT STR -.06767 .004940 0.03 0.00 I 1067.77 1059.72 5.484 1065.204 62.7 6.52 0.659 1065.863 0.00 2.482 3.50 0.00 0.00 0 0.00 66.29 0.01780 .003884 0.26 1.681 0.00 I 1134.06 '1060.90 4.562 1065.462 62.7 6.52 0.659 1066.121 0.00 2.482 3.50 0.00 0.00 0 0.00 JUNCT STR 0.03008 .003877 0.03 0.00 I 1140.71 1061.10 4.392 1065.492 62.6 6.51 0.657 1066.149 0.00 2.480 3.50 0.00 0.00 0 0.00 I 10.42 0.00960 .003871 0.04 2.025 0.00 1151.13 1061.20 4.332 1065.532 62.6 6.51 0.657 1066.189 0.00 2.480 3.50 0.00 0.00 0 0.00 I I I I I Qfp I I I I I I I I I I I I I I I I I I I LATERAL "B-1" ULTIMATE CONDITION ~;" I -, I HEADING LINE NO 1 IS - I HEADING LINE NO 2 IS . I IIrEADING LINE NO 3 IS - I I I I I I I I I IJ I I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING STORM ORAIN LATERAL "B-1" ULTIMATE CONOITION 18" RC8 TO CB 1 FILE: 438LB1 RBF IN 15.401438.00 C\<b lATE: TIME: I ,. CARO COIlE I CD I I I I ,I I I I I I I I I I I, 1/29/2000 12: 0 WATER SURFACE PROFILE SECT CHN NO OF AVE PIER HEIGHT 1 BASE ND TYPE PIERS WIDTH DIAMETER WIDTH 4 1.50 ZL F0515P CHANNEL DEFINITION LISTING PAGE ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) DROP C\4:V I F 0 5 1 5 P PAGE NO 2 I ELEMENT NO WATER SURFACE PROFILE - ELEMENT CARD LISTING I .1 ELEMENT NO IS A SYSTEM OUTLET. .. UIS DATA STATION INVERT SECT 2001.88 1061.06 1 W S ELEV 1064.22 2 IS A REACH UIS DATA . . . STATION INVERT SECT 2034.98 1062.82 1 N 0.013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 3 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT 2034.98 1062.82 1 fo EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING . WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS I ELEMENT NO . . W S ELEV 0.00 INVERT ELEVATION IN HDWKeS, W.S.ELEV = INV + DC I I I I I I I I I I I I I \tP lICENSEE: I I STATION F0515P WATER SURFACE PROFILE LISTING "8-1" ULTIMATE CONDITION SILVERAOO CONSTRUCTORS STORM DRAIN LATERAL 18" Res TO CB 1 FILE: 438LBl RBF IN 15-401438.00 ENERGY GRD. EL. SUPER CR IT I CAL ELEV DEPTH HGTI DIA PAGE BASEl 10 NO. 2L NO AVBPR PIER INVERT ELEV DEPTH OF FLOW W.S. ELEV Q VEL VEL HEAD IL/ELEM SO SF AVE HF NORM DEPTH 2R - *******..*.******************************...********************************..**************************************************** I 2001.88 1061.06 3.160 1064.220 31.32 0.05317 I 2033.20 1062.73 1. 500 1064.226 1. 78 I 2034.98 I I I I I I I 1\ I I I I 1.4 0.79 0.010 1064.230 0.00 .000176 1.4 0.79 0.010 1064.236 0.00 0.05317 .000164 1062.82 1.404 1064.224 1.4 0.81 0.010 1064.234 0.00 6rrP-Y /.OS:: .. Iz(f) : 0.01 0.00 .. /Z ~(),81 ). ( &.-/. '1 HA><- vJ s. C,eV" /()~1 Z,Z T 0.01 .... 0.443 0.443 0.443 0.240 0.240 I 0.01 10c,'1 Z3 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 0.00 1.50 0.00 0.00 0 0.00 ; v:}. I I I I I 'I I I I I I I I I I I I I I LATERAL "B-2" ULTIMATE CONDITION \01/ I I HEADING LINE NO 1 IS - I HEADING LINE NO 2 IS - I IIrEADING LINE NO 3 IS - I I I I I I I I I I I I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING STORM DRAIN LATERAL "B-2" UL TlMATE CONDITION 30" Res TO CB 2 FILE: 438LB2 RBF IN 15-401438.00 \017 'ATE: TIME: I I CARD CODE CD I I I I I I I I I I I I I I I I 1/29/2000 12: 3 FOS1SP WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS WIDTH DIAMETER WIDTH ZL ZR INV Y(l) Y(Z) Y(3) Y(4) yeS) Y(6) Y(7) Y(8) Y(9) Y(10) DROP 4 2.50 \~ I F 0 5 1 5 P PAGE NO 2 I ELEMENT NO WATER SURFACE PROFILE - ELEMENT CARD LISTING I IS A SYSTEM OUTLET * UIS DATA STATION 2001.43 * * INVERT SECT 1060.70 1 W S ELEV 1065.20 ELEMENT NO I 2 IS A REACH UIS DATA * * * STATION INVERT SECT 2040.56 1061.09 1 N 0.013 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 3 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT 2040.56 1060.70 1 ~O EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING 1If* WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS I ELEMENT NO * * W S ELEV 0.00 INVERT ELEVATION IN HOWKDS, W.S.ELEV = INV + DC I I I I I I I I I I I I I \cP lICENSEE: SILVERAOO CONSTRUCTORS FOS1SP WATER SURFACE PROFILE LISTING STORM DRAIN LATERAL "B-2" ULTIMATE CONDITION 30" RCB TO CB 2 FILE: 438L82 RBF IN 15-401438_00 PAGE I I STATION INVERT ELEV DEPTH OF FLOW W.S. ELEV Q VEL VEL HEAD ENERGY GRO.EL. SUPER CRITICAL ELEV DEPTH HGTI DIA BASEl 10 NO. ZL NO AVBPR PIER IL/ELEM SO SF AVE HF NORM DEPTH ZR *************************************************************************..****....**...****..****.*.*.*************************** I 2001.43 1060.70 4.500 1065.200 19.7 4.01 0.250 1065.450 0.00 1. 506 2.50 0.00 0.00 0 0.00 39.13 0.00997 .002307 0.09 1. 220 0.00 I 2040.56 1061.09 4.200 1065.290 19.7 4.01 0.250 1065.540 0.00 1.506 2.50 0.00 0.00 0 0.00 I I ~~ ?oS5 €~.. ;.z.q,,~\; lz8dC) _ ' {~I .;I C~'/'f j - O. '$0 I I I rfJ..:1'. w.<; &:e-iI /a~2'1 + 0.30 = , /0 c.s-: 51 I I I I I I I I Ipfb I I I I I I I I . I I I I I I I I I I I LINE "B" INTERIM CONDITION \O~ I 'I HEADING LINE NO 1 IS - I HEADING LINE NO 2 IS - I IIHEADING LINE NO 3 IS - I I I I I I I I I I I I I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING STORM DRAIN LINE "B" INTERIM CONDITION 42" RCP EXTENTION TO STA 11+51.13 FILE: 438LBI RBF IN 15-401438.00 (Revised 1/27100) \06 lATE: TIME: I I CARD CODE CD ICO CD I I I I I I I I I I I I I I I 1/29/2000 11 :55 FOS1SP WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) yeS) Y(6) Y(7) Y(8) Y(9) Y(10) NO TYPE PIERS WIOTH DIAMETER WIOTH DROP 1 4 3.50 2 4 1.50 3 4 2.50 \rf'-.. I F 0 5 1 5 P PAGE NO 2 I WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO IS A SYSTEM OUTLET . . . I UIS DATA STATION INVERT SECT W S ELEV 1011.67 1059.16 1 1060.n ELEMENT NO 2 IS A REACH . . . I UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1014.01 1059.70 1 0.013 0.00 0.00 0.00 0 I ELEMENT NO 3 IS A REACH . . . UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1040.15 1059.96 1 0.013 45.00 34.00 0.00 0 I ELEMENT NO 4 I S A JUNCTI ON . . . . . . . UIS DATA STATION INVERT SECT LAT-l LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1040.15 1059.96 1 2 0 0.013 1.4 0.0 1061.06 0.00 65.00 0.00 JlrHE ABOVE ELEMENT CONTAINED All INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING HE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING I ELEMENT NO 5 IS A REACH . . . UIS DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1061.12 1060.17 1 0.013 45.00 26.00 0.00 0 I ELEMENT NO 6 I S A JUNCTI ON . . . . . . . UIS DATA STAT ION INVERT SECT LAT-l LAT-2 N Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 1067.n 10S9.n 1 3 0 0.013 19.7 0.0 1060.95 0.00 90.00 0.00 IIJHE ABOVE ELEMENT CONTAINED All INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING HE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING I ELEMENT NO 7 IS A REACH UIS DATA N 0.013 . . . STATION INVERT SECT 1134.06 1060.90 1 I ELEMENT NO 8 IS A JUNCTION UIS DATA I ELEMENT NO 9 IS A REACH U/S DATA . . . . STATION INVERT SECT LAT-l LAT-2 N 1140.711061.10 1 I 0 0.013 . . . STATION INVERT SECT 1151.131061.20 N 0.013 I ELEMENT NO 10 IS A SYSTEM HEADWORKS . UIS DATA STATION INVERT SECT 1151.13 1061.20 1 I I I I I RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 . . . Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 74.5 0.0 1060.92 0.00 60.00 0.00 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 . W S ELEV 0.00 \\0 I F 051 5 P PAGE NO 3 I WATER SURFACE PROFILE - ELEMENT CARD LISTING o EOIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING .. WARNING NO.2.. - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HOWKDS, W.S.ELEV = INV + DC I I I I I I I I I I I II II I I I I I ~ -------------- lIcENsEE: SILVERAOD CONSTRUCTORS FOS1SP PAGE WATER SURFACE PROFILE LISTING I STORM DRAIN LINE "8" INTERIM CONDITION 42" RCP EXTENT ION TO STA 11+51.13 FILE: 438L8I RBF IN 15-401438.00 (Revised 1/27100) I STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGTI BASEl ZL NO AV8PR ELEV OF FLOW ELEV HEAD GRD. EL. ELEV DEPTH DIA 10 NO. PIER IIlL/ELEM SO SF AVE HF NORM DEPTH ZR ********************************************************************************************************************************** I 1011.67 1059.16 2.339 1061.499 95.7 14.01 3.048 1064.547 0.00 3.018 3.50 0.00 0.00 0 0.00 0.21 0.23077 .014431 0.00 1.055 0.00 I 1011.88 1059.21 2.362 1061.569 95.7 13.85 2.979 1064.548 0.00 3.018 3.50 0.00 0.00 0 0.00 0.76 0.23077 .013455 0.01 1. 055 0.00 I 1012.64 1059.38 2.466 1061.851 95.7 13.21 2.708 1064.559 0.00 3.018 3.50 0.00 0.00 0 0.00 I 0.61 0.23077 .012012 0.01 1. 055 0.00 1013.25 1059.53 2.579 1062.104 95.7 12.59 2.462 1064.566 0.00 3.018 3.50 0.00 0.00 0 0.00 I 0.46 0.23077 .010767 0.00 1. 055 0.00 1013.71 1059.63 2.702 1062.333 95.7 12.01 2.238 1064.571 0.00 3.018 3.50 0.00 0.00 0 0.00 I 0.30 0.23077 .009706 0.00 1. 055 0.00 I 1014.01 1059.70 2.839 1062.539 95.7 11.45 2.035 1064.574 0.00 3.018 3.50 0.00 0.00 0 0.00 7.23 0.00995 .009167 0.07 2.732 0.00 I 1021. 24 1059.77 2.857 1062.629 95.7 11.38 2.011 1064.640 0.00 3.018 3.50 0.00 0.00 0 0.00 18.91 0.00995 .008731 0.17 2.732 0.00 I 1040.15 1059.96 3.018 1062.978 95.7 10.85 1.827 1064.805 0.00 3.018 3.50 0.00 0.00 0 0.00 IUNCT STR 0.00000 .008001 0.00 0.00 1059.96 3.360 1063.320 94.3 9.93 1.533 1064.853 0.00 3.001 3.50 0.00 0.00 0 0.00 1040.15 I 20.97 0.01001 .007626 0.16 2.687 0.00 1061.12 1060.17 3.254 1063.424 94.3 10.11 1.589 1065.013 0.00 3.001 3.50 0.00 0.00 0 0.00 IUNCT STR '.06767 .006549 0.04 0.00 I 1067.77 1059.72 4.978 1064.698 74.6 7.75 0.934 1065.632 0.00 2.704 3.50 0.00 0.00 0 0.00 66.29 0.01780 .005498 0.36 1.863 0.00 I I \\1/ lICENSEE: SILVERADD CONSTRUCTORS FOS1SP WATER SURFACE PROFILE LISTING STORM DRAIN LINE "B" INTERIM CONDITION 42" RCP EXTENTlON TO STA 11+51.13 FILE: 438L81 RBF IN 15'401438.00 (Revised 1/27/00) I 1 STATION INVERT ELEV DEPTH OF FLOW W.S. ELEV VEL HEAD ENERGY GRD.EL. SUPER CR I TI CAL ELEV DEPTH HGTI DIA Q VEL PAGE 2 BASEl 10 NO. NO AVBPR PIER ZL IL/ELEM SO SF AVE HF NORM DEPTH ZR ****************************************************************...*************************************************************.. 11134.06 JUNCT STR . 1060.90 0.03008 I 1140.71 1061.10 10.42 .0.00960 1 1151.13 . 1061.20 I I I I I I I I I I I I 4.163 1065.063 74.6 7.75 0.934 1065.997 0.00 .002749 0.02 4.917 1066.017 0.000 1066.017 0.00 0.1 0.01 .000000 0.00 4.817 1066.017 0.000 1066.017 0.00 0.1 0.01 2.704 0.093 0.100 0.093 3.50 0.00 0.00 0.00 o 0.00 3.50 0.00 0.00 0 0.00 0.00 3.50 0.00 0.00 0 0.00 \\17 I I 1 I I I I I I I I I I I I I I I I LATERAL "B- T" INTERIM CONDITION \\At I I HEADING LINE NO 1 IS - I HEADING LINE NO 2 IS - I IIrEAOING LINE NO 3 IS - I 1 I I I I I I 1 I I 1 I I F 0 5 1 5 P PAGE NO 3 WATER SURFACE PROFILE - TITLE CARD LISTING STORM DRAIN LINE IIB-TIl INTERIM CONDITION 42" RCB EXTENTION TO STA 11+21.06 FILE: 438LBTI RBF IN 15-401438.00 ".- \\'0 lATE: TIME: I ICARD CODE CD I I I I I I I I I I I 1 1 1 I I 3/20/2000 18: 8 FOS1SP WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE SECT CHN NO OF AVE PIER HEIGHT 1 BASE NO TYPE PIERS WIDTH DIAMETER WIDTH INV Y(1) Y(2) Y(3) Y(4l yeS) Y(6) Y(7) Y(8) Y(9) Y(10) DROP ZL ZR 4 3.50 \\(p I I ELEMENT NO I ELEMENT NO I F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING IS A SYSTEM OUTLET * * * UIS DATA STATION INVERT SECT 1004.691061.12 1 2 IS A REACH UIS DATA . . . STATION INVERT SECT 1118.55 1062.26 1 . I ELEMENT NO 3 IS A SYSTEM HEADWORKS UIS DATA STATION INVERT SECT 1118.55 1062.26 1 INO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING I 1 1 1 1 I I I I 1 I I I "' N 0.013 W S ELEV 1066.02 . W S ELEV 1069.52 PAGE NO 2 RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0 \\1 lIILlcENSEE: SILVERADO CONSTRUCTORS - FOS1SP WATER SURFACE PROFILE STORM DRAIN LINE "B-T" INTERIM CONDITION 42" RCB EXlENTION TO STA 11+21.06 FILE: 438LBTI R8F IN 15-401438.00 PAGE LISTING I STATION INVERT ElEV DEPTH OF FLOW W.S. ELEV Q VEL VEL HEAD ENERGY GRD.EL. SUPER CR IT I CAL ELEV DEPTH HGTI OIA BASEl 10 NO. ZL NO AVBPR PIER I LIELEM SO SF AVE HF NORM DEPTH ZR **************************************************************************************************************..******************* I 1004.69 1061. 12 4.900 1066.020 74.5 7.74 0.931 1066.951 0.00 2.702 3.50 0.00 0.00 0 0.00 113.86 0.01001 .005483 0.62 2.240 0.00 I 11 18.55 1062.26 4.384 1066.644 74.5 7.74 0.931 1067.575 0.00 2.702 3.50 0.00 0.00 0 0.00 I c;:iTrL'I L-.os So .... l2-(/i) -= J. 2-~;yJ ~ /o6d..c;1," //0 -= /O~-Z 7'1' /iV1 I I ~)( d5. ac~ (<5VTLET c;,rJi7Z.c...) -: I I I I I I I I I I \'fb .~ II=================~ I NLET NUMBER B- 1 \ III TOTAL PEAK OISCHt GUTTER SLOPE = O.O! , , I I . I i . . , c.;...1 II I I' I I l I - 11 ~ .., .,., n I J 1 . " .{~'" i SPREAD AT A Sf , xxxxxxxxxx t P EFFEC. LEN! DEPTH OF WATt , / ~ /.:i.7_~'> }:,--- "'"--:.~ -~ ---------------------------------------------------- ---------------------------------------------------- LENGTH 3.5 STATION . - 1.40 (cfs) rIFT PAVEMENT CROSS SLOPE = 0.0200 FTIFT )F .001 (ft./ft.) IS 8.23 (ft.) INLET IN A SUMP XXXXXXXXXX 10.70 H = 0.450 0.15 SPREAD = 7.39 l /-Ar 'LS-/" I j..CfJ9,N -:. 3- ~ ;.6x J6NO/~ -. 0- 15" .t'),I::... \\0, I 11==:========================================================================= INLET NUMBER B-2 LENGTH 14.0 STATION ill TOTAL PEAK DISCHARGE = 19.70 (cfs) ,1IIGUTTER SLOPE = 0.0010 FTIFT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD AT A SLOPE OF .001 (ft./ft.) IS 29.93 (ft.) I I I I I I I I I I I I I I I XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 21.20 H = 0.460 DEPTH OF WATER = 0.55 SPREAD = 27.32 L...A T "13-2 h I i-eNq,)I ... /1 ~x !?Nc;)N?; -:. oS5"' o,k, . \11> I I I I I I I I I I i I I I I, I I I, I Rational Method Hydrology Calculations from Hydrology and Hydraulics Report for Tentative Tract No. 28384 Prepared by RBF, 1997 \V. ge9676724e R.B.F. ge5 pe3/11 JAN 28 'ee 12:28 ~*Y**Y********************y***********************************.************** ,. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL << WATER CONSERVATION D1STRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL P (cl Copyright 1982-95 Advanced Engineering Software (aes) Ver. 1. 5A Release Date: 01/01/95 License ID 121;4 Analysis prepared by: p , , , ROBERT BEIN, WILLIAM FROST & ASSOCIATES 27555 YNEZ ROAD SUITE 400 P TEMECULA, CA 92591-4679 · (909) 676-8042 FAX (909) 676-7240 ************************** DESCRIPTION OF STUDY ********y***************** " 100 YEAR STORM * ; LUCKY SITE WITH EXISTING CONDITIONS OFFSITE : P. ......********************-***..********..*******-*********-*************. FILE NAME: EXIST1.DAT tII'-~~~~~;~~I;~~~~~~O~~~:~~~~~~~-MO~~L-~;;O~;IO~~----------.--.--- ---'-------------~-----------------------------~-----------------------~----- 'USER SPECIFIED STORM EVENT (YEAR) ~ 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) ~ 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = .95 , 2-YEAR, 1-HOUR PRECIPITATION(INCH) ~ .550 . 100~YEAR. 1-HOUR PRECIPITATION (INCH) ~ 1.500 COMPUTED RAINFALL INTENSITY DATA: 'STORM EVENT = 100.00 l-HOUR INTENSITY (INCH/HOUR) ~ 1.5000 SLOPE OF INTENSITY DURATION CURVE ~ .5500 RCFC&WCD HYDROLOGY MANUAL "C" -VALUES USED . NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROWGY MANUAL , AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAl~ ANALYSES ,:...* * * *...* **... * * * *... *** * * * * * * * ** ** * ** * * * *... ***...* * *** * **** *.. * * * * * ** *,~ * ** * (9* *** * FLOW PROCESS FROM NODE 90.00 TO NODE 91. 00 IS CODE ~:!l A-\ _._-----------------_._-------_._----------~~------------.----..-.--- ------ , >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< .~=-~==--~==-~~==~-~~=~-=~=--====~-===~-====_====~B====z~=~~=mR~~====~~~==2~~~ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER , TC = K* [(LENGTH**3) / (ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH ~ 151.00 UPSTREAM ELEVATION ~ 1237.00 DOWNSTREAM ELEVATION ~ 1209.00 ELEVATION DIFFERENCE g 28.00 TC = .709*[( 151.00**3)/( 28.00)]**.2 g 7.393 100 YEAR RAINFALL INTENSITY (INCH/HOUR) ~ 4.745 SOIL CLASSIFICATION IS "cn UNDEVELOPED WATERSHED RUNOFF COEFFICIENT ~ _7991 SUBAREA RUNOFF(CFS) ~ 1.74 TOTAL AREA (ACRES) ~ _ 46 TOTAL RUNOFF(CFS) .. 1. 74 \~."" "'*************************************************************************** 9096767240 R.8.F. .- _ _ ~ ~.::~ _: :~~:..~~ _: :~l:J. ~~:)~; _ _. _ ~ ~ _ ~~ _ ':'~ _ ~~~: _ _ __ ~~: ~~.:~.. ~~~~ _ ~.. _:~ _. _.. _.. _-.... __ ~' >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< &=;~=m~~___~-~=-;-~~~;===~-~--=_a~~=m=~=R==m~~=2==~===~===e~~~===~===R~;~==_ ~ UPSTREAM NODE ELEVATION ~ 1209.00 · DOWNSTREAM NODE ELEVATION.. 1157.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 676.00 CHANNEL SLOPE - .0769 .P' CHANNEL BASE(FEET).. 5.00 "zn FACTOR.. 2.000 MANNING'S FACTOR.. .030 MAXIMUM DEPTH(FEET) ~ 5.00 'I CHANNEL FLOW THRU SUBAREA (CFS) _ 1.74 'FLOW VELOCITY (FEET/SEC) ~ 3.05 FLOW DEPTH(FEET) .. TRAVEL TIME(MIN.) = 3.70 TC(MIN.).. 11.09 , :P******************************************************************8***** FLOW PROCESS FROM NODE 92.00 TO NODE 92,00 IS CODE.. 8 ._~ ....~-------------------------------------------------------.------- ----- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 905 P04/11 JAN 28 '00 12:29 .11 =====a~~=a_=~=~-=~==_mc~~~===e=~==_e~==_~~==~~=~=__~====~===~I~===_eR~_=~=_= 100 YEAR RAINFALL INTENSITY (INCH/HOUR) .. 3.796 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT .. .7773 SUBAREA AREA(ACRES) = 8.34 SUBAREA RUNOFF(CFS) '" 24.6:L TOTAL AREA(ACRES) '" 8.80 TOTAL RUNOFF(CFS) '" 26.35 TC(MIN) '" 11.09 *************************************************************j,************* FLOW PROCESS FROM NODE 92.00 TO NODE 93.00 IS CODE = !il ..___M__________________________~____________________~______________________ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ..-=-~===~=~=~~~~=-.m==-=-=~==g~~:==~_=~==~~====3.e~===~R=~==a~!=~~==_==~==_a UPSTREAM NODE ELEVATION", 1157.00 DOWNSTREAM NODE ELEVATION", 1130.00 CHANNEL LENGTH THRU SUBAREA(FEET).. 825.00 CHANNEL SLOPE - .0327 Cl:lANNEL BASE(FEET) '" 5.00 "Z" FAC'l'OR.. 2.000 MANNING'S FACTOR", .030 ~IMUM DEPTH (FEET) .. 5.00 CHANNEL FLOW THRU SUBAREA(CFS) '" 26.35 FLOW 'VELOCITY (FEET/SEC) '" 5.97 FLOW DEPTH(FEET).. .69 TRAVEL TIME (MIN.) '" 2.30 TC(MIN.) '" 13.39 ******************************************************************~***** FLOW:PROCESS FROM NODE 93.00 TO NODE 93.00 IS CODE = B ~ ---------------------------~--------------------------------------- ------ >>>>>lWDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ~~-~-~~===m_=~==a_~====__~~==~_~====~__=====__~~===_B=~~===:_~~====___=~~~= 100 ,YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 3.422 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT '" .7659 SUBAREA AREA(ACRES) '" 14.80 SUBAREA RUNOFF(CFS) '" 38.79 TOTAL AREA(ACRES) '" 23.60 TOTAL RUNOFF(CFS) '" 65.14 TC(MIN) - 13.39 \oz."? *************************************************************************** 9096767240 R.B.F. .' -'. vv J.l.J J'IUJJl!,; >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< . ._---~------------------~------~----------~------------ 905 P05/11 JAN 28 '00 12:29 q4 . no r-s curm - :'.1. ~5====-~=E====E=_==_==_==E=_==_==_====_C=E====_=======c==--c-=___--=-=____= UPSTREAM NODE ELEVATION _ 1130.00 -- - -- __ _ ____ = DOWNSTREAM NODE ELEVATION = 1065.00 CHANNEL LENGTHTHRU SUBAREA(FEETl = 1590.00 CHANNEL SLOPE = .0409 CHANNEL BASE(FEETl = 5.00 "Z. FACTOR = 2.000 MANNING'S FACTOR - .030 MAXIMUM DEPTH(FEET) _ 5.00 CHANNEL FLOW THRU SUBAREACCFS) = 65.14 FLOW VELOCITYCFEET/SEC) = 8.50 FLOW DEPTH (FEETl = 1.07 TRAVEL TIMECMIN.) c 3.12 TC(MIN.) = 16.51 *************************************************************i-****S***** - FLOW PROCESS FROM NODB 94.00 TO NODE 94.00 IS CODE _ 8 A .-------------------~._-----------------------"--~--.-------------- ____a. >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -a-~~--==e==~~~=~==~~~~_E=~Q=~~~_m~=_~~_==_=~~~;.~~=E~-~~~~~~-=~_e~=_~~~~~~~ 100 YEAR RAINFALL INTENSITY CINCH/HOUR) = 3.050 SOIL CLASSIFICATION IS .C. UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7522 SUBAREA AREA(ACRES) = 45.00 SUBAREA RUNOFF(CFSl _ 103.24 TOTAL AREA(ACRESl 68.60 TOTAL RUNOFF(CFS) = 168.39 TC(MIN) - 16.51 *************************************************************************** FLOW PROCESS FROM NODE 94.00 TO NODE 95.00 IS CODE = 51 " \' . - - - - -.- . - - - - - - - - . - - - - - - . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - . - - - - - - - - - - . - - - - - - - >~~>~COMPUTB TRAPEZOIDAL CHANNEL FLOW<<<<< . ~>>~>TRAVELTlME THRUSUBAREA<<<<< ~-g~~~::O~~:~L:r~i~~:;2:=~~~~~~~::==C====~=-===-======-===..c==_==__=__= .. CHANNEL LENGTH THRU SUBAREA(FEET) m 1210.00 CHANNEL SLOPE = .0058 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR - .030 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 168.39 FLOW VELOCITY(PEET/SEC) = 5.44 FLOW DEPTH(FEET) _ 2.88 TRAVEL TIME(MIN.) = 3.71 TCCMIN.l _ 20.22 ,. ............... .............. .................... ............. ..~...... ~~~:~~~r.:~~:~~~~-::~:~~~:~~:~~~~::~:~~::::::::~: , 100 YEAR RAINFALL IWI'ENSITY(INCH/HOUR) = 2.728 SOIL CLAsSIFICATION IS "C. UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7380 '- SUBAAEA AREA(ACRES) = 34.00 SUBAREA RUNOFF(CPS) _ 68.45 JlTOTAL AREA(ACRES) = 102.60 TOTAL RUNOFF(CFS) = 236.84 "TCCMIN) = 20.22 '. 1A --*************************************************************************: J .. 9096767240 R.B.F. ru'-'n ,I:: l\..\.,1......J:a,:).") rKUL.J .1~L/L't'. y~]. O{) 'Tn Nnn",~ 905 P06/11 JAN 28 '00 12:30 qs,oo IS COD~ 'r .~-------~---._________ft__________________ ~>>>>USER SPECIFIED HYDROLOGY INFORMATION-A;-;ODE~~~~~-------"-_._--_.._-- ~~_=;=&_2==~_C=~=~=~~=;_~=____e~~__ge==_~_==~==a~=~~__=~~~_=ms=====~e~~=_== USER-SPECIFIED VALUES ARE AS FOLLOWS: 'l'C'(MIN} .. 20.22 RAIN INTENSITY(INCH!HOUR) ~ 2.73 TOTAL AREA(ACRES).. 102.60 TOTAL RUNOFF(CFS) ~ 108.20 **~*.**W***************.********...************..************i'************ . FLOW PROCESS FROM NODE 95.00 TO NODE 13.00 IS eODE c ", -----------~--------------------------------------------------~------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ~>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<,< 5.=~-_a===~===--===~===__~C~&====__m=====_.m===~====._.~~~===m.ls===~===__== DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.8 INCHES PIPEFLOW VELOCITY(FEET!SEC.) .. 14.8 . UPSTREAM NODE ELEVATION.. 1053.73 DOWNSTREAM NODE ELEVATION = 1050.33 FLOWLENGTH(FEET) - 202.00 MANNING'S N ~ .011 ESTIMATED PIPE DIAMETER(INCH) .. 42.00 NUMBER OF PIPES ~ 1 PIPEFLOW THRU SUBAREA(CFS) - 108.20 TRAVEL TIME(MIN.) - .23 TC(MIN.).. 20.45 *****************************************************************8***** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE.. i' -3 ~_~________._____A_~___~_________________________________________ _ ______ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< 5&__~____~=~=;;;;;;;__~~._m~~~~~~~~~__~____c==~q~_~______~___..BC=====~~==~ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) .. 20.45 AAIN INTENSITY(INCH!HOUR) - 2.71 TOTAL AREA(ACRES) - 104.30 TOTAL RUNOFF(CFS).. 114.60 ************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE c 3 ~--------------------------_._-------------------------------------~------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<c >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<~< -~___e=====___;__._m____==~===========__B_=====~~=~~~__=_____.i_.._.__~==c= OEPTH OF FLOW IN 51.0 INCH PIPE IS 41.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.4 UPSTREAM NODE ELEVATION - 1050.33 DOWNSTREAM NODE ELEVATION.. 1049.10 FLOWLENGTH(FEET).. ,245.00 MANNING'S N - .013 ESTIMATED PIPE DIAMETER(INCH) - 51.00 NUMBER OF PIPES - 1 PIPE FLOW THRU SUBAREA(CFS).. 114.60 TRAVEL TIME(MIN.).. .44 TC(MIN.).. 20.89 '****************************************************************8****** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE ~ .. C-~ -~.~----------------------------------------------------_._--~~-- ------~ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ~-;=_____=========~__=__==~==__==A~____~=~=============~==~__=;~_;~~~~~=~== tISER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) m 20.89 RAIN INTENSITY(INCH!HOUR) m 2.68 TOTAL AREA (ACRES) .. 105.51 TOTAL RUNOFF (CFS) ~ ~~9.16 ",.- \<t-"O 9096767240 R.B.F. 905 P07/11 JAN 28 '00 12:31 *********************************************-****-***.******.t~************. F~OW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE ~ 3 . ~ - - - - - ~ - - . - - - - . - - - - ~ ~ - - - - - ~ - - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - .- - - - ~ - ~ - - . - - - - - >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>nUSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <.:<<< ~~===~~a~=__=_-=~=~~==;-===_===a==~_==~===_~=__=~_~g~C--.---al---_---_--_- _ DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.4 INcHES -- --- --- --- -- -; PIPEFLOW VELOCITY(FEET/SEC.) a 9.6 UPSTREAM NODE ELEVATION; 1049.10 DOWNSTREAM NODE ELEVATION; 1048.07 FLOWLENGTH(FEETl; 207.90 MANNING'S N; .013 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES a 1 PIPEFLOW TaRU SUBAREA(CFS) e 119.16 TRAVEL TIME (MIN.) m .36 TC(MIN.) m 21.25 *****************************************************************€]****** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE ~ 7 C-s ----------------------------------------------------------------. ------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION ~T NODE<<<<< --a===-~_=~=~~==---~~==me~=~.e=~=~a===~~~~==B~_Qga=~==~~~=.e~=~====_===_~~_a USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) ; 21.25 RAIN INTENSITY(INCH/HOUR) ~ 2.65 TOTAL AREA(~CRES) a 107.06 TOTAL RUNOFF(CFS); 125.10 *****************************************************************g****** FLOw PROCESS FROM NODE 390.00 TO NODE 391.00 IS CODE ;21 e.-I -~-----.---~----~-----------.~-------------------~-----------____h _______ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ==--===--====~~~=~--~~==_EC===__~~=__~~~=_C=~==_~~~=~_=-==--==~=_&====_m~~== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC ; X*[(LENGTH**3l/(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW-LENGTH ~ 230.00 UPSTREAM ELEVATION; 1250.00 DOWNSTREAM ELEVATION ~ 1185.00 ELEVATION DIFFERENCE - 65.00 TC = .709*[( 230.00**3)/( 65.00)]**.2; 8.042 100 YEAR RAINFALL INTENSITY (INCH/HOUR) ; 4.530 SOIL CLASSIFICATION IS "C. UNDEVELOPED WATERSHED RUNOFF COEFFICIENT ~ .7949 SUBAREA RUNOFF(CFS) ~ 3.31 TOTAL AREA(ACRES) ; .92 TOTAL RUNOFF(CFS) a 3.3:l *************************************************************..************* FLOW PROCESS FROM NODE 391.00 TO NODE 392.00 IS CODE ~ lil ------.--------________h______________~______________________..h_~_____.____ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUI3AR.EA<<<<< ~-=~~~===m~====-~=====_=====_e=~===a_c====_~=====_======-==~=;i=====~===__a. UPSTREAM NODE ELEVATION e 1185.00 DOWNSTREAM NODE ELEVATION - 1130.00 CHANNEL LENGTH THRUSUBAREA(FEET); 718.00 CHANNEL SLOPE ~ .0766 CHANNEL BASE (FEET) ~ 5.00 .Z. F~CTOR; 2.000 MANNING'S FACTOR a .030 MAXIMUM DEPTH(FEET); 5.00 CHANNEL FLOW THRU SUBAREA (eFS) a 3 . 31 \'1Y - 905 P08/11 JAN 28 '00 12:31 9096767240 R.B.F. L ---.. ..._.....,....~I = '."J 1-'/.nW f11-:P1'H';Fl::ET) .~" 111 Tl~VEL T~~(M!~.) = 3.14 TC(MIN.J ~ 11.18 ,**w***********************************************************-***8-***** FLOW PROCESS FROM NODE 392.00 TO NODE 392.00 IS CODE ~ 8 ~~ ._-----~----------~----~------~~--------------~-------------------- ------- , >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ~=~~~==-~=~~~;--=~--===-===~c==-=~=ae~=.~==_e~=~_=~=_=~=_===~~===~~;=.===~_= 100 YEAR RAINFALL INTENSITY (INCH/HOURl = 3.780 SOIL CLASSIFICATION IS "C. , UNDEVELOPED WA~ERSHED ~UNOFF COEFFICIENT _ .7769 SUBAREA AREA(AC~ES) ~ 13.28 SUBAREA RUNOFF(CFSl = 38.9~~ TOTAL AREA(ACRES) = 14.20 TOTAL RUNOFF(CFS) = 42.31 TC(MIN) - 11.18 FLOW PROCESS FROM NODE 392.00 TO NODE 393.00 IS CODE = !il ._---------------~-------------------------------------------...------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< ~=~;;~;;~~;;;~L~;i~~~~~;~~~~-=~~~-~~~-=-=~~=-~~~;-~~~.,==~e~=~==_~~; DOWNSTREAM NODE BLEVATION ~ 1110.00 CHANNEL LENGTH THRU:SUBAREA(FBET) ~ 458.00 CHANNEL SLOPE ~ .0437 CHANNEL BASE (FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = .030 MAXIMUM DBPTH(FEET) _ 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 42.31 FLOW VELOCITY(FEET/SEC) = 7.67 FLOW DEPTH(FEET) = .83 TRAVEL TIME (MIN.) ~ 1.00 TC(MIN.) K 12.17 1*************************************..***************************8****** FLOW PROCESS FROM NODE 393.00 TO NODE 393.00 IS CODE; 8 &_~ ._-._--~------------~-_._------------------~--._------------~------ -----. >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -_a==~~3B==_~__==___~=~;=_~~~__=_a=~_=_======B~==__=.==~-==-==~;==----._==Ba 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.606 SOIL CLASSIFICATION IS "C. UNDEVELOPED WATERSHED RUNOFF COEFFICIENT - .7718 SUBAREA AREA (ACRES) '" 6 . 6 0 SUBAREA RUNOFF (CPS) = TOTAL AREA(ACRES); 20.80 TOTAL RUNOFF(CFS) e TC(MIN) ; 12.17 18_37 60.68 k*************************************************************************** FLOW PROCESS FROM NODE 393.00 TO NODE 394.00 IS CODE ~ 51 ._---------------------------------------------~-----------------~---------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<c< jf,-;;~~~~;;~~~;i;~~~~~~;~;~~;=~-~~~====-S~;=-==~=;~=;===--==;;;==- DOWNSTREAM NODE ELEVATION _ 1075.00 CHANNEL LENGTH THRUSUBAREA(FEET) ~ 744.00 CHANNEL SLOPE - .0470 CHANNEL BASE (FEET) ; 5.00 .Z" FACTOR ~ 2.000 MANNING'S FACTOR; .030 MAXIMUM DEPTH(FEET) e 5.00 CHANNEL FLOW THRU SUBAREA (CFS) = 60.68 \oz,,"\ 9096767240 R.B.F. L --...... ".~V\"!llrJ;l:.T/::;r:('J" 8.7J PLOW DEf-'l'H(lo'hh'l') .. . 'l!tAVhiJ 'l'.I:ME(MIN.) - 1.42 TC(MIN.) ~ 13.60 Ii********.****~****.*************************.****************n***8****** FLOW PROCESS FROM NODE 394.00 TO NODE 394.00 IS CODE ~ 8 6.~ . - - - - - - - - - - - - - - - - - - - - - - - - - . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Ii >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --~;~~_m~_E~_~=;_~;~=~_R~~~=ae~__~=_~=_==E~_~=_a=;_e;_-~==~=2~_;~~~=~==_~~~~= 100 YEAR RAINFALL INTENSITY (INCH/HOUR) _ 3.394 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT ~ .7650 SUBAREA AREA(ACRES) c 11. 80 SUBAREA RUNOFF (CFS) _ TOTAL AREA(ACRES) c 32.60 TOTAL RUNOFF(CFS) ~ TC(MIN) - 13.60 905 P09/11 JAN 28 '00 12:32 .99 30.64 91.32 ~.******.**.**************************************************************** FLOW PROCESS FROM NODE 394.00 TO NODE 395.00 IS CODE ~ 51 -~----------------------------~-------~-------------------------------.---- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< =-.~=_c~=~=;~-=~~-===_=;a=~~_=___==~~~=.2~=_~~=~_.~_=~==~=-~~~,~Q~=~=~=~=__w UPSTREAM NODE ELEVATION _ 1075.00 DOWNSTREAM NODE ELEVATION _ 1066.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 480.00 CHANNEL SLOPE ~ .0188 . CHANNEL BASE(FEET) c 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR a .030 MAXIMUM DEPTH(FEET) ~ 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 91.32 FLOW VELOCITY(FEET/SEC) - 7.10 FLOW DEPTH(FEET) ~ 1.58 TRAVEL TIME(MIN.) ~ 1.13 TC(MIN.) _ 14.72 '. * * * * * * * * ** * ** * * * - ** * * * * **** * ** * ** * ** * **** * * * * ** * * * * * * * * * * ** ** *., ** *c;J. * ** ** FLOW PROCESS FROM NODE 395.00 TO NODE 395.00 IS CODE = ~I B-S ------'--------_.._.._-------------------._--~---------------------- ------ >>~>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< c=~===-~==.~~==a===_=~=-=~=_===~m~=~_==~_=~=g~~.=~===_~~~--=~=~=~==z===_~== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ 3.249 SOIL CLASSIFICATION IS "C" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7599 SUBAREA AREA(ACRES) - 39.47 SUBAREA RUNOFF(CFS) c 97.44 TOTAL ~(ACRES) = 72.07 TOTAL RUNOFFCCFS) _ 188.75 TC(MIN) c 14.72 ****************************************-*************-******************* FLOW PROCESS FROM NODE 395.00 TO NODE 396.00 IS CODE = 51 --.------------------------------------.--------------------------~-------- >>>~>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< =~~~=~.==--~~=~.=~--B===-====-~===C===D~==~c====m=~==_c~~=_~===.====.~==== UPSTREAM NODE ELEVATION = 1066.00 DOWNSTREAM NODE ELEVATION ~ 1056.00 CHAl'mEL LENGTH THRU SUBAREA(FEET) _ 1080.00 CHANNEL SLOPE c .0093 CHANNEL BASE(FEET).. 5.00 "Z" FACTOR.. 2.000 MANNING'S FACTOR.~ .030 MAXIMUM DEPTH(FEET) ~ 5.00 CHANNEL FLOW THRU SUBAREA(CFS) c 188.75 \z8 9096767240 R.B.F. I","UW VJ::I,()('T'T'V(FRI-:T/i':EC) C.G7 FLuW TRAVEL TlME(MIN.) - ,2.70 TC(MIN.)_ 905 P10/11 JAN 28 '00 12:32 lJi>~'l':i \ 1!'b:E'l') 3 17.42 2.71 It..******.*********************.*******************************'~*~****** I:~~~-:~~:~~~-~~~-~~~~---~:~:~~-~-~~~~._.~:~:~~-~~_:~~~-~---~-,-~------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ~--c=~-~~~-=~~m~;~m=;~_=;~_=~~_~~~__~~__=~~_==~_=;~m===-=~=-=~a;.:==~e==_~= C' 100 YEAR RAINFALL INTlmSITY(INCH/HOUR) .. 2.962 SOIL CLASSIFICATION IS DC" EVELOPED WATERSHED RUNOFF COEFFICIiNT .. .7486 JUBAREA AREA(ACRES) = 10.40 SUBAREA RUNOFF (CFS) _ 23.06 : TOTAL AREA(ACRES) - 82.47 TOTAL RUNOFF(CFS) = 211.81 C(MIN) - 17.42 L.*.************************************************************************ ]l;LOW PROCESS FROM NODE 396.00 TO NODE 396.00 IS CODE _ 7 I------.--------------.-------.-----------.-------~------------------------- ~::::~~~~~~:~;:::~~~~=~~~:~-:~~~~::~~..~:-~~~~:::::=--~===-....4_~c==__== I USER-SPECIFIED VALUES ARE AS FOLLOWS: fC(MIN) - 17.42 RAIN INTENSITY (INCH/HOUR) _ 2.96 ! OTAL AREA(ACRES) = 82.47 TOTAL RUNOFF(CFS) _ 87.10 It************************************************************************* LOW PROCESS FROM NOPE 396.00 TO NODE 17.10 IS COPE _ 3 lil~~::g~~gT~~~~~~~:~~~~~~~~:S~~~~~~~-~~~~~~~::~----------- I--===--~~==-=~=~--=~==~.====_.~===~__==~m.~=~=;~_=~~~~.e~~~~.~~;;~_===~;a~~ 1._. EPTH OF FLOW IN 48.0 INCH PIPE IS 35.1 INCHES IPEFLOW VELOCITY(FEET/SEC.) _ 8.9 PSTREAM NODE ELEVATION - 1051.52 : DOWNSTREAM NODE ELEVATION _ 1051.22 ILOWLENGTH (FEET) - 60.55 MANNING' S N - .013 STIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES ~ 1 PIPEFLOW THRU SUBAREA(CFS) = 87.10 ! 'rVEL ,TIME(MIN.) = .11 TC(MIN.) '" 17.53 I 1**************************************************************'~E****** LOW PROCESS FROM NODE 17.10 TO NODE 17.10 IS CODE = 7 0-1 --------.---------------------------------------------___________M_ _ ______ ,>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< . ~;~-=~=~~_==~;m_~=~~;&_==~;~~_===~~~_~=~;;;~_~=~==__=~~_=___m_;;~~~a~==~== SER-SPECIFIED VALUES ARB AS FOLLOWS: TC(MIN) - 17.53 RAIN INTENSITY(INCH/HOUR) _ 2.95 IOTAL AREA(ACRBS) - ,84.90 TOTAL RUNOFF(CFS) _ 94.70 ~*************************************************************.,********** If OW PROCESS FROM NODE 17.10 TO NODE 18.00 IS CODE = 3 -----~~---------------------------------------------------~----..._----._--- i>>>COMPUTE PIPEFI,OW TRAVELTIME THRU SUBAREA<<<<< >>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< -- ----- ----- -- ---- ---=====ae~===~.e=~~==_c=~~=~~_~======__s=~=~___B==_____3~____~_~_=__=____ DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.6 INCHES ~ \1;0.. 9096767240 R.B.F. ..,.....'."..I~.L \l.t.t'.l:;T/::iE<:.) - 9.0 Ur~TKEAM ~U~~ E~EVATION = 1051.22 DOWNSTREAM NODE ELEVATION a 1051.08 FLOWLENGTH(FEET) m 27.97 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW TERu S~EA(CFS) E 94.70 TRAVEL TIME (MIN.) = .05 TC(MIN.) = 17.58 905 P11/11 JAN 28 '00 12:33 *****************************************************************B****** FLOW PROCESS FROM NODE 18.00 TO NODE 18.00 IS CODE e 7 ~.~ , - - - - - - - - - - - - - - - ~ - - - - - - - - - - - . - - - - ~ - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ~ >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ~e~E=~e;~~~c~~~=e=~==~=3~~~~_==C=~=;~=~~=C~=~=_~=C~~~=-==C=~==R~~=&Z==c=_~~ USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 17.58 RAIN INTENSITY (INCH/HOUR) . 2.95 TOTAL AREA(ACRES) = 86.13 TOTAL RUNOFF(CFS) a 99.10 *************************************************************,~************* FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 3 -------------------------------------------------.------------.-------------. >>>>>COMPUTE PIPEFLOW TRAVELTIME TERtI SUBAREA<<<<< >>>>>USING COMPUTER,ESTIMATED PIPESIZE (NON'PRESSURE FLOW)<<.:<< =-~_e=_c=-~=e=_==-==m=mc=_~=E:=C~~C=_==2~_c=_c.a~g.=~_~.~~_e~~~~~_e~~m~~==_~_ DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.8 INCHES PIPEFLOW VELOCITYCFEET/SEC.) B 8.6 UPSTREAM NODE ELEVATION _ 1051.08 DOWNSTREAM NODE ELEVATION E 1050.30 FLOWLENGTH(FEET) B 184.60 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) . 51.00 NUMBER OF PIPES e 1 PIPEFLOW THRU SUBAREA(CFS) ~ 99.10 TRAVEL TIME(MIN.) = .36 TCCMIN.) m 17.94 ~===~~--~-~=~~=-==~~=-==-~.~=--=--=--=-~~-.~&-=;~~=.e=-==-=~~~~====~~=g==2C END OF STUDY SUMMARy: PEAK FLOW RATE(CFSl = TOTAL AREACACRES) ; 99.10 86.13 TC CMIN.) '" 17.94 =~=-=--=-E=;~=-~=-~~=-~==~-~==-~_.~=z==_==z==_==_==_a=.~==-=~=::~.z===~=_=~= END OF RATIONAL METHOD ANALYSIS \~o