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HomeMy WebLinkAboutTract Map 29929-1 Drainage Study (2)DRAINAGE STUDY REPORT Tract 29929 & 29929-1: Harveston City of Temecula, California September 26, 2001 Prepared for: Lennar 24800 Chrisanta Drive Mission Viejo, California Prepared by: RBF CONSULTING 27555 Ynez Road, Suite 400 ~ ~ ~ Temecula, Califomia 92591-4679 CONSULTING 909.676.8042telephone 909.676.72400 fax Contact Person: Ejaz Mohammad, RCE 58580 RBF JN 15-100354.001 "1 RECEIVED OCT 0 1 2001 CITY OF TEMECULA FN(~INFFRIN(; IIFPARTMFNT r \ i~ ~ TABLE OF CONTENTS ~ ' STUDY SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.1 Background ....................................................1 1.2 Drainage Pattern . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 ' 1.3 Hydrology ......................................................2 1.4 Hydraulics .. ..3 TABLE OF APPENDICES Appendix A .................... ....................................... Figures Appendix B .................... ...................................... Exhibits Appendix C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Calculations Appendix D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydraulic Calculations Appendix E . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Stormdrain Improvement Plans TABLE OF FIGURES Figure 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Site Vicinity Figure 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Soils Group Map TABLE OF EXHIBITS Exhibit A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Historical Condition Drainage Pattern Exhibit B . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Proposed Condition Hydrology Map H:Iptlata175f 003541CALCWytlmlogy1354Hyd00twpd y '' TRACT 29929 & 29929-i STORMDRAIN DESIGN REPORT HARVESTON SPECIFIC SITE PLAN i 1 ' ~ STUDY SUMMARY ~ ~ ' ~ ' ' ~ ' 1 ' ' ' , , ' 1.1 Background The proposed tracts (Tract 29929, and 29929-1) are located in the County of Riverside within the corporate boundary of the City of Temecula, and is proposed for single family residential homes. The tract is part of master community development plan project known as Harveston (Tract 29639, City of Temecula.) The master community development site consists of about 520 acres of commercial, business park and residential uses. The site is currently undeveloped and is bounded by Interstate 15 to the west, the Winchester Highlands Business Park and Santa Gertrudis Creek to the South, Warm Springs Creek and the Warm Springs Specific Plan area to the north and east. Figure 1 indicates the site vicinity and its relationship to the surrounding area. Overali land gradients are moderate, averaging from about 1 to 5 percent in stream courses. Ground cover is indigenous grass with fair coverage, and erosion does not appear to be a problem in the streams or on the adjacent hilisides. Over 70 percent of the site is tributary to Santa Gertrudis Creek, either directly via Assessment District 161 (A.D. 161) improvements or by local storm drain systems. The remaining portion of the site is tributary to Warm Springs Creek. Runoff from a majority of the site passes beneath Interstate 15 to local facilities in the Northstar Business Park and the Signal Landmark Business Park which ultimately discharge to either Santa Gertrudis Creek or Warm Springs Creek. Smaller portions of the site are directly tributary to Santa Gertrudis Creek and Warm Springs Creek. Purpose of this report is to summarize the hydrologic and hydraulic study results for tract 29929 and 29929-1, and repoR the designed pipe and inlet sizes. 1.2 Drainage Pattern Tracts 29929 and 29929-1, historically, have sheet flowed towards the main drainage course draining to the 84" CIPP pipe at the north end of Ynez Road. Exhibit A shows the drainage pattern for the historical condition. The drainage pattern forthe proposed condition has not changed from the historical condition. The drainage flow from Tract 29929-1 is picked up by catchbasin inlets and is carried by stormdrain pipe to deliver to the infrastructure stormdrain pipe on Harveston Drive. The stormdrain pipe through tract 29929-1 aiso carries flow from stormdrain system at Landings Road, which picks up drainage from south side of Ysabel Barnett Elementary School and lots 8& 9 of tract 29639. The drainage flow from tract 29929 sheet flows to an inlet in Street AA near Harveston Drive. The flow is captured and carried through drainage pipe coming from tract 29929-1. Exhibit B shows the proposed condition drainage basin boundary, drainage pattem, and peakflows in each sub-basin. 3 , TRACT 29929 & 29929-1 STORMDRAIN DESIGN REPORT HARVESTON SPECIFIC SITE PLAN 1 ''' ' STUDY SUMMARY ' 7.3 Hydrology ' ~ The totai drainage area in this study is less than 300 acres, therefore Rational Method was used in estimating the peak flow per Riverside County Flood Control Hydrology Manual. ' Discharges have been computed for 10-year and 100-year hypothetical storm return frequencies. Rainfall used in the studies was taken from the Riverside County Hydrology Manual for the "Murrieta -Temecula and Rancho California" areas. The hydrologic soils group was based on Plate ' C-1.52 of RCFC & WCD Hydrology Manual. Figure 3 shows the hydrologic soils group over the master community project site. Basic assumptions and criteria for use in runoff computations are: Soil Group B; Initial area is generally less than about 10 acres and flow path lengths less than 1,000 feet. Appendix C includes a summary report of hydrology calculations performed for the basins in this study. Exhibit B shows the basins along with 100-year peak flows for the proposed condition. Table A shows the 10- and 100-year peak flows with time of concentration for each sub-basin coming from upstream of stormdrain system in Tract 29929-1. Table B shows the 10- and 100- year peak flows in each sub-basin of Tract 29929 & 29929-1. Table A: Drainage System Starting at the West End of Township Road Peak Fiow Summary for the Proposed Condition Drainage Time of a+ peak ~cfs) Sub-basin Name Area (ac.) Concentration (min.) 10-Year 100-Year 161 1.9 8.4 4.2 6.3 162 0.8 7.8 1.9 2.8 163 2.3 8.9 5.0 7.3 164 0.7 10.8 1.4 1.2 166 0.8 11.6 1.5 2.3 167 5.7 9.7 12.1 17.8 ~ ' TRACT 29929 & 29929-1 STORMDRAIN DESIGN REPORT ~F HARVESTON SPECIFIC SITE PLAN 2 '• •• ' '~I ~ Table B: Drainage System in Tract 29929 & 29929-1 Peak Flow Summary for the Proposed Condition STUDY SUMMARY Drainage Time of Qpeak ~cfs) Sub-basin Name Area (ac.) Concentration (min.) 10-Year 100-Year 151 8.9 12.5 14.1 21.6 152 4.2 11.3 7.5 11.3 153 2.1 14.0 3.3 5.0 154 2.7 11.2 4.8 7.2 156 1.2 12.5 2.0 3.0 158 0.5 11.2 1.0 1.4 ~j ,2J~'~Ob`-~ 1.4 Hydraulics Pipe hydraulic calculations for the 100-year frequency peak flow were performed. The calculation !' results summary is included in Appendix D. The hydraulic grade lines in each pipe are drawn in , the storrridrain improvement plans. Inlet sizes were calculated for the 100-year flows. Table C in Appendix D shows the inlet size for each catchbasin inlet. The street flow capacities at top of curb line and at right of way line were checked for 10- and 100- years peak flow. Appendix D includes summary for street capacity checking. I ' ' TRACT 29929 & 29929-1 STORMDRAIN DESIGN REPORT ~ HARVESTON SPECIFIC SITE PLAN 3 • ! ~ ' ' ~' i ~1 1 ~'I , , ' , , ' , , °o tV O S O , \{J 3 O , ~ , ~ ' 3 U ~O < , Qo 7 ' PLAN ~ ~,;3 ~. ,. ,~ ~t~ .. . ~re x ~ ~y T~S" r ~£y'~ ~ p.~r o r"a s x `t ~,f , r~ ,'lcx ~~ f.. L! c r ~ r ~; f ~. ~~ ~~i~ - .s i"' i x ~,.'' 4 t ~ ."~,`4 s y F ~ ,' ~ ~ r ' `~itn ~:~'~' ~ ; r ~ f~ ~ i r'. ~~ u,:~,~ ~ ~ 3~_ x t ~~.,„~t~ 4y a" ~ y'~ 1~ ~' + ~ fi " ~ : ~5x ~ ~ 43uK° x M kr ~j4 r 3 ~+ i aFiF~~~~ t~. ~ tr~". y F '~r '' `~ r~ ~- . ~~i ~~J ^4, t . { ~ ~ ~$ t i ~,' ,~. ~,~ {~~ ~ ~ ~' ~ : ~,~k'- ~p - ~ I ~n ~~. ~. fa +~,~ x ~ g} 2 yk~ gg}} 4 ~ r f aAFf" ~ b ~~~rr~ ^a ~" c yN' t s. R; ~ xat.r xi'Y {~',,' a. ~ ,'~ ~ .~ +~~Y1{~s~: n ~ ~xm~?~~. ~.,, i» ~ '""`,.~`A~~~^~~ FIGURE 1 - . - =, " ~r' VICINITY MAP ~ ~ -- __ __- - ~TR 29929, 29929-1~ HARVESTON ~II: .VY i PLANNINp ^ DEBIpN ^ CONBTRl1CT10N ~ ~ ~ Z~555 Y~~Z ROPD. ~ 40~ 7Eh~CULq CALFOH~AA 92591-4679 C O N 5 LJ LTI N G 808.878.8042 • FAX 909.B7fi.M40 • wwxABF.eom ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ _ i ~ 0 D ~ D cn 0 0 w ~ ~ ~ D O O / _ ~ ~ A ~ W . ~ U~ ~l ~ N ~ ~ ~ 0 ~ 0 ~ 0 ~ ~ v 0 ~ _ ,~~'~ ~~`. s.' x ~ ~f ` 2~td _.~ ~~} x . ,., ~ : '~~*~ ~ -. = i4 • py 4 iw~ P~~i ~'~'#F;:rt~ ~ - ~ y ~~ . y, r ~ ' z~ '~ . c, ' ~ .* ~ « -y, ~~~. 14' ~aR 's^,.+~ ~ ~- ,. .r ~' ~` ~r ~; ~'' ,r~'~ ~~ i~~, ~ ' a~r '€ ~--~ ~ ~ £ ~t ; e~ ~`~ ~ "°,.. ~` ~? `~~ : , . . r~ "~' ~ ~ c ~~PO yY'`' ' ~ ` : ,~,;," ~ ~, t ~ ~~'~,~ ;~ f; , >, ,_ c' ~jp 1 C 2000 PLANNINO ^ DESIpN ^ CONBTRLICTION ~ ~ ~ 27555 YNQ ROAD, SUITE 400 iEAgCULA. CALIFOFMA 92591-4679 C O N 5 LJ LT I N G eos.s~s.soa2 • FAX 909.6767240 • wwwABF.can ;~ ~ »~. ,~ . ;. `~'r r ~ x;'~ ~~',; ;~ ~ v,;e -,..:,~. , . ~ a m FIGURE 2 HYDROLOGIC SOILS GROUP MAP HARVESTON MASTER P~AN SOURCE: PLATE C-1.52 RCFC & WCD HYDROLOGY MANUAL e ~~ ~ ~ ~ ~ ~ ~ ~ ~ ~ r ~ ~ ~ ~ ~ ~ ~ ~ H:\POAiA\15100354\CApD\HYDRp\}54E%-A.DWG w/m/m z:a~ am ~ c 0 G~ ~ D ~ _ ~ ~ O i ~ O I C~ D r ri N O O W O O 9 , ,~\. ......-.....y '. .1 _ _ i+:' ~ ~`e ( 1 ~, o: n - - N- ^ - -~-~-~-- ~ ^ ~p .,~ ~ Z• ivDO ~ ~~~ >~D(~X ~ ?~N~D= m = mp o mr W N ^ ~ ~ ~ ~ ~ ~ 0 ~ Z g~~ ° N D O ~~~ ~co~zD $~Q ° ~~v ' ~ $ m ITI ~N° p N ~~~ ~~~~ 3~~ i ~y~O ~ ~ ~ i ~ ~y n A m c ~ ~ m m -+OD ~' ~ \ o I ~ 9. ~ ; o0 ,9 N u DPW N II N~ A ~~ m D ~ n ~~ - SJO mll D Oo I111o ~o m ~ N~ D nu n ~~ ~~ ~ }~~T`~ti..`a ~i~~ttVrl~///r/rlj~ df{ i ~.`~r m.00 p r ~ ~~~! ~ ~ ~ i~l~ ~~j'.t~- ~., ---'yr aooo tki~ii ~ ~~~ t~~~j~, ~~r ``~~..d~ is~ n ~.i~~{i +~ ~ ~ ~ ~, a.> I{ jj'~ t F k i~ ~ N~~ ;,i ~l , ~ { . 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RATIONAL METHOD HYDROLOGY COMPOTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC6WCD) 19~8 HYDROLOGY MANUAL (c) Copyiight 19B2-2000 Advanced Engineesing Software (aes) Vex. 1.SA Release Date: O1/O1/2000 License ID 1264 Analysis prepaxed by: RBF & Associates 19725 Alton Parkway Irvine, CA 92618 FILE NAME: 359100PR.DAT TIME/DATE OF STUDY: 11:95 09/20/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFOAMATION: "_'____'__"__'__"___"__""___'_____"'__"__'_'__'_'____"_'_""'_"__ USER SPECIFIEO STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GAADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.55 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STORM 10-MZNOTE INTENSITY(INCA/HOUR) = 3.980 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CUAVE = 0.5505732 SLOPE OF 10~-YEAR INTENSITY-DURATZON CURVE = 0.5995536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5996 RCFCSWCD HYDROLOGY MANUAL~"C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFCSWCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES 'USER-DEFINED STREET-SECTIONS FOR COOPLED PIPEFLOW AND STREETFLOW MO~EL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETAIES: MANNING WIDTH CROSSFALL IN- / OOT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30 0 20 0 0.018/0.018/0.020 0 67 2.00 0 0313 0.167 0.0150 GLOBAL STREET FLOW-~EPTH CONSTRAINTS: 1. Aelative Flow-Depth = 0.00 FEET ' as (Maximum Allowable Street Flow Depth) -(TOp-of-CUCb) 2. (Depth)*(Velocity) Constiaint = 6.0 (FT*FT/S) `SIZE PIPE WZTH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIpE.* , +s+>++...+s.x~..x+..x+x.r«.++.+..x::.r,.+:..+.xxx..:.x..:+~.~.>..:~:.~.+..+..x.•x __FLOW PROCESS FROM NODE 167.50 TO NODE 167.00 IS CODE = 21 _"'_______'_'___'____"'_____'__"'__'_"_'_'___'__'______' __ »»>RATSONAL METHOD INITIAL SUBAREA ANALYSIS«<G< , ' -____-__'______ - __'_________-_'______=====az==="=__'____-__'_______'_""'__ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COtM1ERCIAL TC = K*[(LENGTH*•3)/(ELEVATION CHANGE)]~'.2 INITIAL SUHAREA FLOW-LENGTA = 550.00 ' UPSTREAM ELEVATION = 1120.00 DOWNSTREAM ELEVATION = 1115.00 ELEVATION DIFFERENCE = 5.00 TC = 0.303*[( 550.00'*3)/( 5.00)]**.2 = 9.683 100 YEAR AAINFALL INTENSITY(INCH/HOUR) = 3.592 1 USER-SPECIFIED RUNOFF COEFFICIENT = .8795 SOIL CLASSIFICATION 25 "B" SUBAREA RUNOFF(CFS) = 17.76 ~ TOTAL AREA(ACRES) _. 5.70 ~ TOTAL RUNOFF(CFS) = 17.76 ' T!#i:Fk*flf~.lYht#Yi4}1:#Y*lfit*k41*hi**:!*T+f**1{i14T4*}1:TA#*>*fT*t**#1*41*1:~.lM#f1 __FLOW PROCESS FROM NODE 167.00 TO NODE 165.00 IS CODE = 31 _""___'____"___________"'__'_"___"'_____'___'_'___"""_"'_'_"_ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUHAREA««< ' >»»OSING COMP[1TER-ESTIMATED PIpESIZE (NON-PAESSORE FLOW) ««< ______' ___'_______'_______'____'___'_'____ _________'________'____'______ Page 1 of 15 ' ' ~' ' ' ' ' ' 1 ~ ' ' ' ~ ' 354100PR.RES ELEVATION DATA: UPSTREAM(FEET) = 1115.00 DOWNSTREAM(FEET) = 1111.00 FLOW LENGTH~FEET) = 378.00 MANNIN~'S N= 0.019 DEPTH OF FLOW IN 27~.0 INCH PIPE IS- 18.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.14 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBEA OF PIPES = 1 PIPE-FLOW(CFS) = 17.76 PIPE TRAVEL TIME(MIN.) = 1.03 TC(MIN.) = 10.71 LONGEST FLOWPATH FROM NODE 167.50 TO NODE Ifi5.00 = 928.00 FEET. :+:~.:.x.:x~:>x:x.<:xxxx~.:::.>a+>+r>x+xx+xx:~~+:x:~~.x+.r.+.+.r..a+:>x+~..++ FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 1 '__'__'________"""'___'_" '__"'__'__'_'_'_____________'____'____ __»>»DESIGNATE INDEPENDENT STREAM_FOA_CONFLUENCE<G«< _____ __'-_-__"_'______________________'__~~_'_-___--__-_-_-'______--______-'____ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.71 RAINFALL INTENSITY(INCH/HR) = 3.35 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLOENCE = 17 J 6 rxwr.axxwxxxaxwx».xr.>:~~~~xx~xxi+x»arx~>~:~xx+~:axwt+t~+>ssx+x+~+xrxxx~x:+ FLOW PROCESS FROM NODE 166.50 TO NODE 166.00 IS CODE = 21 »»>AATIONAL METHOD INITIAL SUBAREA ANALYSISG<G« _'_==="'ASSUMED INITIAL SUBAREA UNIFORM _________________"'_'__________'__ DEVELOPMENT SS COtM]ERCIAL TC = R*[(LENGTH'*3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATZON = 1115.30 DOWNSTREAM ELEVATION = 1111.20 ELEVATION DIFFERENCE = 9.10 TC = 0.303*[( 700.00**3)/( 9.10)]'*.2 = 11.699 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.201 USER-SPECIFIED RONOFF COEFFSCIENT = .8778 SOIL CLASSIFICATION IS "H" SUHAAEA RUNOFF(CFS) = 2.25 SOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.25 s.++.t>+.++.....+.~e+.rx..+..>.++:+.xxx....x+x+::~xxx.+.....>xY*.+...xx.xx:.x. __FLOW PAOCESS FROM NODE 166.00 TO NOOE 165.00 IS CODE = 31 _'___"_'_""'__""'__"_____"_'_""_______"__'_'_____'_""_____ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUHAREA<G«< >»»USING COMPUTER-ESTIMATED pIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1111.20 DOWNSTREAM(FEET) = 1110.80 FLOW LENGTH(FEET) = 80.00 MANNING'S N= 0.019 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OE FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.80 ESTIMATED PIPE DIAMETER(INCA) = I8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.25 PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 12.12 LONGEST FLOWPATH FROM NODE 166.50 TO NODE 165.00 = 780.00 FEET. ..x..x+:•s+xx.xr.x~..+w.sxxx..s...x.:x.:xw.x.....~,..txw+......s..+.+...w++~.+ FLOW PROCESS FROM NOOE 165.00 TO NODE 165.00 IS CODE = 1 ' »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND WMPUTE VARIOUS CONFLUENCED STREAM VALUES««< "__________________________"_'______ _______________________________________________________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ' TIME OF CONCENTRATION(MIN.) = 12.12 RAINFALL INTENSITY(INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.25 ' , , ;' CONFLUENCE DATA *T STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17 J6 10.71 3-.352 5.70 2" 2.25 12.12 3.131 0.80 `~ Page 2 of 15 11 '~ ' ' 354100PR.RES arxs~+ax~~s~s~~~++a+s~+a+s~+~:~+r:WARNING''~as:+wx+++~+x+>+++:~xx~x+~~>a~++x++ IN THIS COMPUTER PROGRAM~ THE CONFLUENCE VALUE USED IS BASEO ON THE RCFC6WCD FORMOLA OF PLATE D-1 AS DEFAULT VALOE. THIS FORMOLA WILL NOT NECESSAftILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. .~..+.++:+~+a.+x..~x>+.+:.aa:~xx.xa+t~es.~.x.txe~..ax++..++++x.xx..xxx.+>+> RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE '* STREAM RUNOFF Tc INTENSITY NUMHER (CFS) (MIN.) (INCH/HOUR) 1 19.74 10.71 3.352 2 18.84 12.12 3.131 COMPUTED CONELUENCE ESTIMATES ARE AS FOLLOWS: '~. PEAK FLOW RATE(CFS) = 19.7 9 TC(MIN.) = 10.71 ' TOTAL AREA(ACAES) = 6.50 LONGEST FLOWPATH FROM NODE 167.50 TO NODE 165.00 = 928.00 FEET. +r:.>xx.:.+>~.:~::..+~.+~.~x+:r:x.. ++~.~....~+t++.>~.+.::.x+.xaxx::..::...>.+.+. ' FLOW PROCESS FROM NODE 165. '________'___'_"________'___ 00 TO NODE 160.00 IS CODE = 31 "'_______' »»>COMPUTE PIPE-FLOW TRAVEL _______'__'____'__'______________ TIME TARU SUBAREA««< »>»USIN6 COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(E'EET) = 1110 80 DOWNSTREAM(FEET) = 1109.80 ' FLOW LENGTH(FEET) = 55.00 MANNING'S N= 0.019 OEPTH OF FLOW IN 29.0 INCH pI PE IS 18.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.60 , ESTIMATED PIPE DIAMETER(INCH) PIPE-FLOW(CFS) = 19.79 = 29.00 NUMBER OF PIPES = 1 PIPE TRAVEL TIME(MIN.) = 0.1 2 TC(MIN.) = 10.83 ~I.ONGEST FLOWPATH FROM NODE 167.50 TO NODE 160.00 = 983.00 FEET. •.++..+s+x+:~.>~xx•+xx~x.x:~..~s: x:x.xexrf+r+~+.+t.t+...x~«~+w+x.x:~+x>x:s~.r. ' FLOW PROCESS FROM NODE 160. 00 TO NODE 160.00 IS CODE = 10 »>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK q 1 ««< .~+~x+.+..+~:a+.+x.+~~xr+.:~x~i++x~xxsxex:~~x+a~as.s:~:xt.•s.:~t+.~..++.+>:~+++x:~ FLOW PROCESS FROM NODE 169.50 TO NODE 169.00 IS CODE = 21 __'___'__"______'_"___""____"___'__'__'_'_""__'_'__'____'__'_"_'__" »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«GG< ____'________'_________"_____'___-_:_____'____'______-____ ASSUMED INITIAL SUSAREA UNIFORM DEVELOPMENT IS COFP7ERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]+*.2 INITIAL SOHAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATZON = 1116.00 DOi9NSTREAM ELEVATION = 1110.60 ELEVATION DIFFERENCE = 5.90 TC = 0.303'[( 700.00*'3)/( 5.90)]~*.2 = 11.020 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.299 USEA-SPECIFZED RUNOFF COEFFICIENT = .8783 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.03 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 2.03 ..>+•+.xx..r+.xxxr+>+~:~++~••>:s~i+.:x.s..:+it.+xt.+.+x..x:x~>+at.xx~xx~•+~:xe FLOW PROCE55 FROM NODE 169.00 TO NODE 169.00 IS CODE = 7 __'_'_____'__"__'_______'_'__"_"_'_'___""__""_"'_"__"__"__'__"" »>»DESIGNATE INDEPENDENT STAEAM FOR CONFLUENCEG«« _'________'n-====__~_______~~______-__'__-__'____'____-_______'__'____-_____ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STAEAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.02 RAINFALL INTENSITY(INCH/HR) = 3.30 TOTAL STREAM AREA(ACRES) = 0.70 " PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.03 +:~+.+~~~~~.+f+~•:~~.x+.++:~++~~s~>t+s>~~x~a+x++:+»t~~.ssr+:..++..~•:~:~+:~~+:~.... FLOW PROCE55 FROM NODE 163.50 TO NODE 163.00 IS CODE = 21 ____'________""___'_'________'___"______'_'_"'___"____""__"___'_'__' " Page 3 of 15 '1 ' 354100PR.RES »>»RATIONAL METHOD INITIAL SUHAREA ANALYSISGG«< ________"'____-_"__-_____'_____-__'-_____'_____'_____________"-_---'___'_ ' ' ASSOMED INTTIAL SUBAREA UNIFORM DEVELOPMENT IS COtM7ERCIAL TC = R*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUHAREA FLOW-LENGTH = 900.00 , UPSTREAM ELEVATION = 1120.00 DOWNSTREAM ELEVATION = 1116.00 ELEVATION DIFFERENCE = 9.00 TC = 0.303*(( 900.00**3)/( 9.00)]*a.2 = 8.369 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.839 ' USER-SPECIFIED RUNOFF COEFFICIENT = .8807 SOIL CLASSIFICATION IS "H" SUBAREA RUNOFF(CFS) = 7.78 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 7 J8 ' •~:~w+a+~.r+:~~.w+x>x+~~+txs+x+:~:xsa>+x:~iss>+++isa>i:.>++~.ia~if~sa:~+~:~++~~w:x~ FLOW PROCESS FROM NODE 163.00 TO NO~E 164.00 IS COOE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««G »»>USING COMPUTER-ESTIMATED PIPESI2E (NON-PRESSURE FLOW)<G!« ' ______"______~________________________'_____'____-______'_~'________-__-_ ELEVATION DATA: UPSTREAM(FEET) = 1116.00 DOWNSTAEAM(FEET) = 1115.60 FLOW LENGTH(FEET) = 20.00 MANNING'S N= 0.014 . DEPTH OF FLOW IN 21.0 INCA PIPE IS 13.1 INCHES ' PIPE-FLOW VELOCITY(FEET/SEC.j = 4.93 ESTIMATED PIPE ~IAMETER(INCH) = 21.00 NUMHER OF pIPES = 1 PIPE-FLOW(CFS) = 7.78 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 8.93 LONGEST FLOWPATH FROM NODE 163.50 TO NODE 169.00 = 920.00 FEET. , >~+~•.++s++:+~~.+.+s~.+.~.sa.~.~a+:.xx.*»s::~+..~xx....~x+..++.++>::rs..x.a:•~ FLOW PROCESS FROM NODE 164.00 TO NODE 169,00 IS CODE = 1 _'_'__________'____"_"_______'__"_'__'_____"___'_'___""__"__'_ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEG<G« ~ _-»»>AND-WMPUTE~VARIOUS CONFLOENCED_STREAM VALUES-<G«------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STAEAM p p[iE; TIME OF CONCENTRATION(MIN.) = 8.93 I'll , RAINFALL INTENSITY(INCH/HR) = 3.82 TOTAL STREAM AREA(ACRES) = 2.30 PEAA FLOW RATE(CFS) AT CONFLOENCE = 7.78 ' '* CONFLOENCE DATA *" STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.03 11.02 3.299 0.70 2 7.78 H.93 3.822 2.30 ' **+yf~.eaxNxs~:~x~.r.»xxxx~.xr,~~~~:~xWARNING*x+>~~.i+sarr,:~~st+:~~H+~~~x~axf~~x> IN THIS COMPUTER PROGRAM, TAE CONFLUENCE VALUE USED IS BASED . ON THE RCFCSWCD FORMULA OF PLATE D-1 AS DEFAULT VALQE. THIS FORMOLA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAR FLOW. ' x~xx:+~xi+ss:xxxxxy~ss+:xw:+s++:~t+s+i~.x~+ts:~+N+ti~xws+~*+..++::~+s~xsa:~>:~ RAZNFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' *' PEAK E'LOW RATE TABLE i+ STREAM RUNOFF TC INTENSITY ~ NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.33 8.93 3.822 . ' 2 8.79 11.02 3.299 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 9.33 Tc(MIN.) = 8.93 TOTAL AREA(ACRES) = 3.00 ~ ' LONGEST FLOWPATH FROM NODE 169.50 TO NODE 169.00 = 700.00 FEET. :t:.s+..x+:..+>x:~....r:+:.+:~....x+~++..>~,:+.+.....+~+..+:+~.....++..>++..+. FLOW PROCE55 FROM NODE 169.00 TO NODE 160.00 IS CODE = 31 ""_"__"___'_____'__'_"_'___"'__""_____'__"'__"_________"""_"_' , »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«G« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< , \~ Page 4 of 15 ' ' ' , 354100PR.RES ELEVATION DATA: UPSTREAM(FEET) = 1-115 BO DOWNSTREAM(FEET) = 1115 60 FLOW LENGTH(FEET1 =~ 20.00 MANNING'S N= 0.019 DEPTH OF ELOW IN 21.0 INCH pIPE IS 19.9 INCHES PIPE-FLOW VELOCZTY(FEET/SEC.) = 5.10 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBEA OF PIPES = 1 PIPE-FLOW(CFS) = 9.33 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 8.50 LONGEST FLOWPATH FROM NODE 164.50 TO NODE 160.00 = 720.00 FEET. x..sxxwx.+..x:+.+~....++x•.:~+sxx•»....+x....s+x~..:+~x+.+xx~:+~.x~~a~i.x.x+ ' FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 11 _'__"'_"__"___"______'__'___"'____'____________'_'_'___'_'__'________" »>»CONFLUENCE MEMORY HANK # 1 WITA THE MAIN-STR EAM MEMORY<G«< ** MAIN STREAM CONFLOENCE DATA ** ' STREAM AUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.33 8.50 3.806 3.00 LONGEST FLOWPATH FROM NODE 169.50 TO NOOE 160.00 = 720.00 FEET. ' *' MEMORY BANK # 1 CONFLUENCE DATA '* STREAM RQNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.74 10.83 3.331 fi.50 ' LONGEST FLOWPATH FROM NODE 167.50 TO NODE 160.00 = 9B3.00 FEET. +~.~.+.+~e~.~+e.+•~:~~x+..:~:+~«•s+WARNING~xx:.+::te+.+~.~+.ts+•:~+~.x.x.:~~.• IN THIS COMPUTER PROGFtAM~ THE CONFLUENCE VALUE USED IS BASED , ON THE RCFC&WCD FOAMOLA OF PLATE D-1 AS DEFAOLT VALUE. THIS FORMULA WILL N~T NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAR FLOW. .:>+.x~+r..•+~xxx+..s:x.x.x++s+:~x:x>++x~x.......>x~::~.+s+~...«+++.a.+..+v:+ *• PEAK FLOW RATE TABLE ** STREAM RONOFF Tc INTENSITY ~ NUMBER (CFS) (MIN.) (INCH/HOUR) 1 24.82 8.50 3.806 2 27.91 10.83 3.331 COMpUTED CONFLOENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 27.91 Tc(MIN.) = 10.83 TOTAL AREA(ACRES) = 9.50 ++x~:~~..+.:~.«~+~+.+a:~tx:~+.s::~.+.s:++~~.+x:~:xx+x~t.s..~...•.+.~~~+~«~•~+:~~w~ ' FLOW PROCESS FAOM NODE 160.00 TO NODE 160.00 25 CODE = 12 "'_"_'____"______"_________'___""_ __'__'__"__""'______"'_____'__'_ »»>CLEAR MEMORY HANK # 1 ««< ' .+.:~w.+.s.++xx:.a.+x.+~..>++xx.x+.>xxx...+>:xax+.:+~.s+>.x~+>.•s.~+.~:+.~.x.xx FLOW PROCESS FAOM NODE 160.00 TO NODE 160.00 IS CODE = 10 "' _ _ _""_"_ _' _ _""' _' _ _ ""_' _ "_"_ """_ _"" _' _ _"_ _ _"_ _ _ "_ _' _"" »»>MAIN-STREAM MEMOAY COPIED ONTO MEMORY BANK # 1 G«« ' +~:~x>~x+~,~+:~++:~.:+~.+~s+x:x+xix~::3~~+xx~+:~txa:tx~+~~+tai+~~.~i+~+..r+~+fr:+~+x+ FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 ZS CODE = 13 _____'_'__'___""______""__"________'_' ' __'____'_'_'___"_____""_'___'_ _=2»»CLEAR-THE-MAIN=STREAM MEMORY_-=«=___----=a==='=_____"--'___________ .s.+:.+...+t.....+s....•:~t++..~+:...»..:~k~~r+..•++.++~xxx.+++x..i.x+++~.r,.+s.x FLOW PROCESS FROM NODE 162.50 TO NODE 162.00 IS CODE = 21 ' _'_'_'____"'______"_'________'______"'___"__________'_____"_'_______"_ -_»-»RATIONAL METHOD INITIAL SUBAREA ANALYSISGG~-= - - - ---6 __'_"__"__"__ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*((LENGTH"*3)/(ELEVATION CHANGE)]**.2 ' INITIAL SUBAREA FLOW-LENGTH = 270.00 UPSTAEAM ELEVATION = 1112.50 DOWNSTREAM ELEVATZON = I110.60 ' ELEVATION DIFFERENCE = 1.']0 ~ TC = 0.303'[( 270.00**3)/( 1.70)7+*.2 = 7 890 ~ , \ Page 5 of 15 , , 1 354100PR.RES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.978 USER-SPECIFIED RONOFF COEFFICIENT = .8812 , SOIL CLASSIFZCATION IS "B" SUBAREA RUNOFF(CFS) = 2.80 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.80 a>s........+.:~:~...+xx++.+.+:+.+.~.+x+x.+++x..++.~s+~+>+:+•..~s..x...+..x.~ ' _-FLOW_PROCESS_FROM NODE _-_162.00 TO NODE 162.00 IS CODE = 1 _'____"__'____'___'____"'_____"'______"'_ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<G«< -_"______'_____'___-_-_"___________________________________'____-___'_____ , TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALOES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.89 RAINFALL INTENSZTY(INCH/HR) = 3.98 TOTAL STREAM AREA(ACRES) = 0.80 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.80 xxr.+.:arx:r.x..>+.x~+ir+..~~.>+.~x.r>++xs..~..+s~xsx+x++.+x+.+.+s+•.:u.+.~.... FLOW PROCESS FROM NODE 161.50 TO NODE 161.00 IS CODE = 21 , __»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«G!< _-___'__________-_'_______'___'____-'___-'~__'___-'____'_'_______"_'____ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COPP7ERCIAL ~ TC = K"[(LENGTH**3)/(ELEVATION CHANGE)]*'.2 INITIAL SUBAREA FLOW-LENGTH = 3fi5.00 UPSTREAM ELEVATION = 1120.00 DOWNSTREAM ELEVATION = 1116.00 ELEVATION DIFFERENCE = 9.00 ' TC = 0.303'[( 365.00'*3)/( 9.00)]**.2 = 7,917 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.957 USER-SPECIFIED RUNOFF COEFFICZENT = .8812 SOIL CLASSIFICATION IS "B" ~ SUBAREA AUNOFF(CFS) = 6.62 ' TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 6.62 ~+..:~x3.>+~+x+..:~:~.x.v,+:~+:~•.+e>~x..s:~:~:x..w..a.x.x.:~..+.:.:.»...x>....:x FLOW PROCESS FROM NODE 161.00 TO NOOE 162.00 IS CODE = 31 >COMPUTE PIPE FLOW TRAVEL TIME THRU SUBAREA GG ' __==» - - - - =-- »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««G - - ---------------------- ELEVATION DATA: UpSTREAM(FEET) = 1116.00 DOWNSTREAM(FEET) = 1112.00 FLOW LENGTH(FEET) = 15.00 MANNING'S N= 0.039 ESTIMATED PIPE DZAMETER(INCH) INCREASED TO 18.000 , DEPTH OF FLOW IN 1H.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.99 ESTZMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.62 1 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.93 LONGEST FLOWPATH FROM NODE 161.50 TO NODE 162.00 = 380.00 FEET. .s.++..r.::x:x..+>:+.~:....:+:.+x.+.::x..•>......x.+...+w>..::xx:..+.x>..~.:x: FLOW PROCESS FROM NODE 162.00 TO NODE 162.00 IS CODE = 1 _____""_"'____"_"__'____'____"' ' __"'____"__""_____"________' »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VAAIO[75 CONFLUENCED STREAM VALUESCG«< ~-____'_____-_'_________'____________ _'_______-____-____________-___'_____'_ TOTAL NUMHER OF STREAMS = 2 ~ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE; TIME OF CONCENTRATION(MZN.) = 7.93 RAINFALL INTENSITY(INCH/HR) = 3.95 TOTAL STREAM AREA(ACRES) = 1.90 , PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.62 " CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AAEA ' NUMBER (CFS) (MIN.) (INCH/HOUR) (ACAE) 1 2.80 9.89 3.978 O.BO 2 6.62 7.93 3.952 1.90 •+.+s~+~..>.+.~.+.x~+....:~•~i+..+.WARNING*xss+.~.+++i..sxa......:~~++:x+~+~ ' IN TAIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS eASED ON THE ACFCfiWCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA ~~ Page 6 of 15 , ~ , 354100PR.RES ~ WILL NOT NECESSARILY RESOLT IN THE MAXIMUM VALUE OF PEAK FLOW. ~ :+~....+s~~+.a:....+~:.+•s:.++:t:.+.sxx+..:...:+~.x..x+:..x>x.xx>.f.t•x.x~.+ , RAINFALL INTENSITY AND TIME OF CONCENTRATION [2ATI0 CONFLUENCE FORMULA USED FOR 2 STREAMS. *' PEAK FLOW RATE TABLE ^* ' STREAM RUNOFF Tc INTENSITY NUMHER (CFS) (MIN.) (INCH/HOOR) 1 9.35- 7.89 3.978 2 9.91 7.93 3.952 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.91 Tc(MIN.) = 7,93 TOTAL AAEA(ACRES) = 2.70 LONGEST FLOWPATH FROM NODE 161.50 TO NODE 162.00 = 380.00 FEET. ' a:~«+ax+.x+a:+~x•ax.:sxs:~+;xx.~:++...+s.:~+t..x:~i++xx..x+~s+.•~...+..+~.++++~~ FLOW PROCE55 FROM NODE 162.00 TO NODE 160.00 IS CODE = 31 ____'_'___'_'____'_____'_____'____"'__"'__"__"'__"___'_'_____'___'_'___ »»>COMPUTE PZPE-FLOW TRAVEL TIME THRU SUBAREA««< ' _-»-»USING-WMpUTER-ESTIMATED-PIPESIZE-(NON-PRESSURE-FLOWJ_<G«-------__-- ELEVATION DATA: UPSTREAM(FEET) = 1112.00 DOWNSTREAM(FEET) = 1110.00 , FLOW LENGTH(FEET) = 20.00 MANNING'S N= 0.019 ESTIMATED pIPE DIAMETER(INCH) INCREASED TO 18.000 ' DEPTH OF FLOW IN 18.0 INCH PIPE IS B.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CF57 = 9.41 ~ PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 7,95 LONGEST FLOWPATH FROM NODE 161.50 TO NODE 160.00 = 400.00 FEET. s::~stxxxx++is+~~.~rs+x~~.~ais~~~.a~+~txw+s~+s+*~~+s:~xfx:x:~x>+~.+s++~x~~~~~ax~ia+ ~ FLOW PROCE55 FAOM NODE 160.00 TO NO~E 1fi0.00 IS CODE = 11 ' ___"'__"_'___"'_'_""__'__"'_'_"__"__'___"'__"___"'_'____'_"'___' --»»>CONFLUENCE-MEMORY-BANK-#-1_WITH-THE-MAIN=STREAM MEMORYG<G«---------- ** MAIN STREAM CONFLUENCE DATA ** ' STREAM RUNOFF Tc INTENSITY pREp NOMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.91 7.96 3.995 2.70 LONGEST FLOWPATH FROM NODE 161.50 TO NODE 160.00 = 900.00 FEET. , ** MEMORY HANK q 1 CONFLUENCE DATA '* STREAM RUNOFF Tc INTENSITY p[tEp NUMBER (CFS) (MZN.) (INCH/HOUR) (ACRE) 1 27.91 10.83 3.331 9.50 ' =*ONGEST FLOWPATH FROM NODE 167.50 TO NODE 160.00 = 983.00 FEET. ++~xxxa~s~t:~i~i+++:~.s+~+xwr.N+tWARNINGxxx:wxxatr.x~~~~xi~++:xx:.x+:~+«~~aix IN THIS COMPUTER PROGRAM~ THE CONFLUENCE VALUE USED IS BASED ON THE RCFC6WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. TAZS FORMULA ' WILL NOT NECESSARILY RESULT IN THE MAXIMOM VALUE OF PEAK FLOW. +.~~.....a.+...sx+~.+.+:s...r.x.~axwx:~.x..x+.+..x+x:~.+.~xx.....s.x:~:+xx+x ** PEAK FLOW RATE TAHLE t* STREAM RONOFF TC INTENSITY ' NOMBER (CFS) (MIN.) (INCH/AOUR) 1 29.92 7.96 3.945 2 35.85 10.83 3.331 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 35.85 Tc(MIN.) = 10.83 TOTAL AREA(ACRES) = 12.20 ri~xxx~rsa~~~i~r>ax:+a~r~+~+~tix~s+:~as++.s~~~»+~~+*~~+xxx+::x.x~,ast+st+:~~a: , FLOW PROCESS FROM NODE 160.00 TO NODE 153.80 IS CODE = 31 _______'_____"'__"'__'_'__"__"_'_________"____'__'_' »»>COMPUTE PIFE-FLOW TRAVEL TIME THRU SUBAREAG«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-pAESSORE ELOW) ««G __~'~-~_____"____-_'______________'___'___-__'__-~__-'~__-_'~~___________-_ / . ELEVATZON DATA: UPSTREAM(FEET) = 1106.00 DOWNSTREAM(FEET) = 1102.00 / FLOW LENGTH(FEET) = 590.00 MANNING'S N= 0.019 ~~ Page 7 of 15 , ' ' ' , ' , ' ' ' , , ' 1 ' ' , 354100PR.RES DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.39 ESTIMATED PIPE ~IAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.85 PIPE TRAVEL TIME(MIN.) = 1.92 TC(MIN.) = 12.25 LONGEST FLOWPATH FROM NODE 167.50 TO NODE 153.80 = 1523.00 FEET. :>:xx++~+x+++x~~~.>.x:~~.++.+~.+.+..:~s{~~+.~~.:...++x++..:.x.++++.t+»:+...+x+:+ -FLOW PROCE55 FROM NODE 153.80 TO NODE 153.80 IS CODE = 12 "___'____'_____"'______"___"_"'___"______'___"_'___'_"'________' »»>CLEAR MEMORY BANK # 1 <G«< •+x~,:~ia+x:~i>xx~a++s~~irf~s+x~+s>:~+++~~xa~~xs~:~~s+wx~+w>~x>ss++~xwx+s~x~a:+ FLOW PROCESS FROM NODE 153.80 TO NODE 153.80 IS CODE = 10 »»>MAIN-STREAM MF.MORY COPIED ONTO MEMORY BANR # 1««< .*.+xx....:.x.>.s.xr.>++..+..+:x.+.s...+.+.+.+..:..~x...x+x.r:.~.....s++~+>:+~ FLOW PROCESS FROM NODE 153.80 TO NOOE 153.80 IS CODE = 13 "_"'_"_____"_______'_____'____'____'___"___'_____'__"'_______"'___ ___ -»»>CLEAR THE MAIN-STREAM MEMORY«GG< :+~.r..x:~~.s.++.>+:xx;.x+.x.xx..+x•.+.~.++..:~..sxw+..x..x.:xx..s.x.+s:•:~..~. FLOW PROCESS FROM NODE 156.50 TO NODE 156.00 IS CODE = 21 »»>AATIONAL METHOD INITIAL SUHAAEA ANALYSIS««< ___"====ASSUMED INITIAL SUBAREA UNIFORM =___'_______________'_____________' DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUHAREA ~FLOW-LENGTH = 560.00 UPSTREAM ELEVATION = 1119.51 DOWNSTREAM ELEVATION = 1111.00 ELEVATION DIFFERENCE = 3.51 TC = 0.359*[( 560.00**3)/( 3.51)]~+.2 = 12.951 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.085 USER-SPECIFIED RUNOFF COEF£ICIENT = .8201 SOIL CLASSIFICATION IS "B" SUHAREA RUNOFF(CFS) = 3.09 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 3.09 w~~~~~w~*~.r::fx++~~xxxs~~~+x~+>:~:~axx+~t.+~t+++s++>+:~+rais~x.r~+:~x:r>a~s~+ax~+ FLOW PROCESS FROM NODE 156.00 TO NODE 154.90 IS CODE = 31 _'___'___'_______'_____'______"_____'___"_______'_'__'_'___'_'____________ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«G« »»>USING COMPOTER-ESTIMATED pIPESIZE (NON-PRESSURE FLOW)GGG« '______'________________'___________'____~'___'____'-_-_____-"_"-______--- ELEVATION DATA: UPSTREAM(FEET) = 1110.00 DOWNSTREAM(FEET) = 1109.~0 FLOW LENGTH~FEET) = 30.00 MANNING'S N= 0.019 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.09 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.j = 12.58 LONGEST FLOWPATH FROM NODE 156.50 TO NODE 159.90 = 590.00 FEET. .+a~.>:~+~~++~~,x+.+++.+•t++.:~+:~++x.+~.+:~..~:~x.e+~...x::.x:~x+ws....>.•t++.x. FLOW PROCESS E'ROM NODE 154.90 TO NODE 159.90 IS CODE = 1 '___'_"'__""_____"'____'_______'__""_"'__"'___"__'_""_""_'____' »»>~ESIGNATE INDEPEN~ENT STREAM FOR CONFLUENCE««G TOTAL NUMBER OF STREAMS = 2 CONFLOENCE VALUES USE~ FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.58 [tAINFALL INTENSITY(INCH/HR) = 3.07 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.09 •+i..s.s.sw.s.x.:x~x...*++:wxe~•.~.xs.:xx.x~+.~>:*x:~.+.s~~~s.•..++~+«~~txs: FLOW PROCESS FROM NODE 158.50 TO NODE 158.00 IS CODE = 21 ,r Page 8 of 15 i , , ' ~ ' ' , ' ' , ' ' ~ ' 354100PR.RES »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<G«< ~ '______________'___-_____-__-__'__-'--__~_______-________-__-___ - ______- _ _ _________' ASSUMED INZTIAL SUBAREA UNIFORM DEVELOPMENT ZS COI~SERCIAL TC = K*[(LENGTH*`3)/(ELEVATION CHANGE)]'*.2 INITIAL SUBAREA FLOW-LENGTH = 560.00 UPSTREAM ELEVATION = 1113.50 DOWNSTREAM ELEVATION = 1111.00 ELEVATION DIFFERENCE = 2.50 TC = 0.303'[( 560.00**3)/( 2.501]*•.2 = 11.294 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.263 USER-SPECIFIED RUNOFE COEFFICIENT = .8781 SOIL CLASSIFICATION ZS "B'• SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.43 >:xx.r>....x~...•~i>+xx.+>.~...+e..+.~+.xx+3s:+.a...s.+..+s...+sr.•xx+a...~. FLOW pROCESS FROM NODE 158.00 TO NODE 154.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TAAVEL TIME THRU SUBAREAG«GG »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE ELOW) ««< ELEVATION DATA UPSTREAM(FEET) = 1110 00 OOWNSTREAM(FEET) = 1309.70 FLOW LENGTH(FEET) = 30.00 MANNING'S N= 0.014 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 16.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIpES = 1 PIPE-FLOW(CFS) = 1.93 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 11.90 LONGEST FLOWPATH FAOM NO~E 158.50 TO NODE 159.90 = 590.00 FEET. a~.x.s~+:~•axxi+tsa~.+sst:+sx+.x..+:x..:•.t.:~+sx.+.t~......+.~x+....x.x+.xx. FLOW PROCE55 FROM NODE 154.90 TO NODE 15'4.90 IS CODE = 1 _"__'_"___'__'_"__'_"__"____'____'__'_____'__'__'_'___'____"__"____" »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«GG< »»>AND COMPOTE VARZOUS CONFLUENCED STREAM VALUES««< ________________~_______________'__ ___'________'________ _ __________'_________~__________________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 pgE; TIME OF CONCENTRATION(MIN.) = 11.90 RAINFALL INTENSITY(INCH/HR) = 3.24 TOTAL STREAM AREA(ACRES) ~ 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93 " CONFLUENCE DATA *^ STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.09 12.58 3.068 1.20 2 1.93 11.40 3.238 0.50 >~+w~~~:a~ryx:ixx~~xa:~~xxi:~x:trWARNSNG3Y+~xx~~:~~+n:~xr,st>ax.y3+t~++:~rw+w IN THIS COMpUTER PROGRAM~ THE CONFLUENCE VALUE USED IS BASED ON THE RCFCSWCD FORMOLA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESIILT IN THE MAXIMUM VALOE OF PEAK FLOW. ++x~s++>x+:~xs~x>+~x++~+xs:trs~x:~i~~:x~xw~~t>+~..,'*:+xxx:~~+~a~i~.r*:xt+t:~~y~:~: RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE'TAHLE •* STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.18 11.40 3.238 2 4.39 12.58 3.068 COMPUTE~ CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFSJ = 9.39 TC(MIN.) = 12.58 TOTAL AREA(ACRES) = 1.70 LONGEST FLOWPATH FROM NODE 156.50 TO NODE 154.90 = 590.00 FEET. a.:.....+:.:u+.+..r:.»..:.+.:s..++..:~>:»+:~...:>:.++..+a....+.:..:.:.+r:..er..+ FLOW PROCESS FROM NODE 159.90 TO NODE 153.90 IS CODE = 31 ____'_"___"'____"_'_____"___'____"'_______"___"___"__'____""'_____ »>»COMPUTE PIPE-FLOW TRAVEL TIME THRO SUHAREA«!« \~ Page 9 of 15 ~ ' Irl L 1~ ~ 354100PR.RES »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<G«G ELEVATION DATA: UPSTREAM(FEET) = 1109 70 ~OWNSTAEAM(FEET) = 1106.70 FLOW LENGTH(FEET) = 350.00 MANNING'S N= 0.019 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.09 ESTIMATED PIPE DIAMETER(INCHj = 18.00 N-MBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.39 PIPE TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 14.02 LONGEST FLOWPATH FROM NODE 156.50 TO NODE 153.90 = 940.00 FEET. .w.sx+:~xx.+.++...~+.r+x.:~~x+::~x.>+st:wx..se...+..x.ss:~:~~.>i.x+w+x.x~x~xx~~ FLOW PROCESS FROM NODE 153.90 TO NODE 153.90 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««G ___-___'_________________'__-______'______"__--_____'________"__-____-_~__ TOTAL NUMSER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTAATION(MIN.) = 19.02 RAINFALL INTENSITY(INCH/HR) = 2.89 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.39 >~aiar~++ie~.:Nr+a+~:~~xr.»+~:>:x~wx»++~+~+i+s~:asaaxxs:xxai~>a~s:~.:~wx~x:~~~:~» FLOW PROCESS FROM NODE 154.50 TO NODE 159.00 IS CODE = 21 »»>RATIONAL METH00 INITIAL SUBAREA ANALYSISGG«< _'________________'--______'__-______"_-__-______'________________"_-_____ ASSUMED INITIAL SUBAREA UNIFORM ~EVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1118.00 DOWNSTREAM ELEVATION = 1111.00 ELEVATION DIFFERENCE = 7.00 TC = 0.359*(( 600.00**3)/( 7.00)7**.2 = 11.303 100~YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.253 USER-SPECIFIED RUNOFF COEFFICIENT = .8233 SOIL CLASSZFICATION IS "8" SUHAREA RONOFF(CFS) = 7.23 TOTAL AREA(ACRES) = 2.70 TOTAL RONOFF(CFS) = 7.23 :~.~.+~+f++.s+.:~~.~>~~+~a~+..w++x~.t.:~t+:~.~~+x~+:~++>+.+.+x~:...+.s+s~:~:~.:~.:.~ FLOW PROCESS FROM NODE 159.00 TO NODE 153.90 IS CODE = 31 _"__"'_________'______'___"'___"'_'_"__"__"' »»>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUHAREA««< »»>USING COMpUTER-ESTIMATED PIPESIZE (NON-pRE55URE FLOW) ««< _______'_'__-_--_"___________________'____"_________'______________-_-__-_ ELEVATION DATA: UPSTREAM(FEET) = 1108.00 DOWNSTREAM(FEET) = 1107.80 FLOW LENGTH(FEET) = 20.00 MANNING'S N= 0.019 DEPTH OF FLOW IN 18.0 ZNCH PIPE IS 19.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PSPES = 1 PIPE-FLOW(CFS) = 7.23 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 71.37 LONGEST FLOWPATA FROM NODE 154.50 TO NO~E 153.90 = 620.00 FEET. :>...~.....:>:+.+..:+..+~.:.......>.:>+.+:>:~....>~.+..+:+.++s+::.+....+.>»«.. FLOW PROCESS FROM NODE 153.90 TO NODE 153.90 IS CODE = 1 _______'_'______'__'_______'__"______"'___"'____'___"_'____"""__""' »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEG«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<G«< ______________'~~______'____-_______ _____ '__'_____________'_____'_"_-____ __-___ TOTAL NUMHER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STAEAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.37 RAINFALL INTENSITY(INCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) = 2.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.23 '* CONFLUENCE DATA *• STREAM RUNOFF TC INTENSITY AREA NUMHER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.39 14.02 2.890 1.70 2 7.23 11.37 ~ 3.292 2.70 ~D Page 10 of 15 1 1 354100PR.RES :~+~»~:~~:~s+*+~.t~~f~+x«~>+e~x~+ii+WARNING+x~xs~.*+x~+x»eit+*~+~>::~~~~+++~+a+ .' IN THIS COMPOTER PROGRAM, THE CONFLOENCE VALUE USED IS HASED ON THE RCFC&WCO FORMULA OF PLATE D-1 AS DEFAULT VALOE. THIS FORMULA WILL NOT NECESSARILY RESOLT IN TNE MAXIMUM VALUE OF PEAK FLOW. +...+xx+..>..:~x+.«..x+.>+.x.+x:~x...xx>s.x:.+x.x.+xx..+...x.......s.+.~.x.+++ ~' RAINFALL INTENSITY AND TIME OF CONCENTRATION AATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ~' ' STREAM RUNOFF TC INTENSITY ~ NUMBEA (CFS) (MIN.) (INCH/HOUR) I 1 10.80 11.37 3.292 2 10.89 19.02 2.890 COMPUTE~ CONFLUENCE ESTIMATES ARE AS FOLLOWS: I' PEAK FLOW RATE(CFS) = 10.80 Tc(MIN.) = 11.37 i TOTAL AREA(ACRES) = 9.90 LONGEST FLOWPATH FROM NODE 156.50 TO NODE 753.90 = 990.00 FEET. I' •rxss~sxr.xfax:x~xx~~x::x~ir:x+xx~~~+~axxxrr+~.~i~:~siif~,~~>+srxx~r.xt+xx+a++xx FLOW pROCESS FROM NODE 153.90 TO NODE 153.80 IS CODE = 31 »»>COMPOTE PIPE-FLOW TRAVEL TIME THRU SUHAREA«G« »»>USING COMPUTER-ESTIMATED PIPESZZE (NON-pRESSURE ELOW)<G«< I' ELEVATION ~ATA: UPSTREAM(FEET) = 1103 10 DOWNSTREAM(FEET) = 1102 90 FLOW LENGTH(FEET) = fi0,00 MANNING'S N= 0.014 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.99 I' ESTIMATED PIPE DIANETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW~CFS) = 10.80 PIPE TRAVEL TIME(MlN.) = 0.29 TC(MIN.) = 11.66 LONGEST FLOWPATH FROM NODE 156.50 TO NODE 153.80 = 1000.00 FEET. I' +s+s:s+:~:t+xa>~+xa:x:x~:~x~~>~x~x~~rs>x:ia~x:~xra+~i~~:~.~+~~~+~x~x~+s~++~+x+e ~ FLOW PROCESS FROM NODE 153.80 TO NO~E 153.80 IS CODE = 11 _"'___'_'_'____"'_"_'_'_"'____"___'___"'_____'_____""_ »>»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY«<G< II _____________~~-______'~~__==='_z_===______-_-___'_____' _ _ "_'____ `* MAIN STREAM CONFLUENCE DATA ** STREAM AUNOFF TC ~ INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOOR) (ACRE) I' 1 10.80 11.66 3.198 9.90 LONGEST FLOWPATH FROM NODE 156.50 TO NODE 153.80 = 1000.00 FEET. ** MEMOAY BANK # 1 CONFLUENCE DATA °* STREAM RUNOFF TC INTENSITY AREA ~' NUMBER (CFS) (MZN.) (INCH/HOUR) (ACREJ 1 35.85 12.25 3.113 12.20 LONGEST FLOWPATH FROM NODE 167.50 TO NODE 153.80 = 1523.00 FEET. +~a+Rwr+i:~s+wx~~t:i:xw~.+.w~+++~WARNING'+xxrxx~x:~a~~xx~.x+s+>:x+~~++~~txx~ I' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USEO IS BASED ON THE RCFC6WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. :ax.~ss+~.>x.ra~>.~xaixxxx:~~ax~:~..:~:~t..s+...:.t~..+s.....xx.x+..x.s.x~x..> ** PEAK FLOW AATE TABLE *' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 99.93 11.66 3.198 2 96.36 12.25 3.113 COMPl7TED CONFLUENCE £STIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 46.36 Tc(MIN.) = 12.25 TOTAL AREA(ACRES7 = 16.60 +.+:.:.+..+..+.::+:...rs..x.x.+.+..>:w.w..>.:.x.....+.:x+.+.>:..•.:+:.x.x.+... FLOW PROCE55 FROM NODE 153.80 TO NODE 153.80 2S CODE = 12 _____'___'____'____"'__"'__________'_"_"'____"__""___"'__'___'_"_'_ »»>CLEAR MEMORY BANK N 1 ««< ' `-\ Page 11 of 15 , 1 354100PR.RES ..................>,,,.,.,,,..,.,.,,.,,...,.,..,>..,.,,.,.,>..,.>.,,.,,.,,.. , FLOW_PROCE55 FROM NODE 153.80 TO NODE 151.90 IS COOE = 31 ___'______'_"__'__"____"________________""_"_"'___"___ »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<G«< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «G« ' ELEVATION DATA: [1PSTREAM(FEET) = 1103.00 DOWNSTREAM(FEET) = 1102 81 FLOW LENGTH(FEET) = 17.00 MANNING'S N= 0.019 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.1 INCHES PIPE-FLOW VELOCZTY(FEET/SEC.) = 7.82 ' ESTIMATED PIPE DIAMETER(INCHj = 36.00 NUMBEA OF PIPES = 1 PIPE-FLOW(CFS) = 96.36 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 12.29 LONGEST FLOWPATH FROM NODE 167.50 TO NODE 151.90 = 1540.00 FEET. .,' +~..x.xr..x....x:>.xxaxx:xx.e+>.xx:>:xx++w+a.:+xx.+>.>x+x...x.++Y++.+.~..+•~+ FLOW pROCE55 FROM NODE 151.90 TO NODE 151.90 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLOENCE<GG« ' --TOTAL NUMHER OF STREAMS =__3 ___'-______'_______'________"_'__'__________ CONFLUENCE VAL[IES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.29 RAZNFALL INTENSITY(INCH/HR) = 3.11 TOTAL STREAM AREA(ACRES) = 16.60 ' *MPEAK*FLOW RATE(CFS) AT CONFLUENCE = 96.36 ..x++.«+~w....a+s~.::::~~x~~.++.x.:+~+...x~:~+..:~>x:::.x..x:~~~w:x..xxx FLOW PROCESS FROM NODE 153.50 TO NODE 153.00 IS COOE = 27 , -i»>=RATIONAL METHOD-INITIAL-SUBAREA-ANALYSIS<_«<------------------------ ASS[IMED INITIAL SUHAREA ONIFORM DEVELOPMENT IS CONDOMINIUM , TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SQBAREA FLOW-LENGTH = 650.00 UPSTREAM ELEVATION = 1119.00 DOWNSTREAM ELEVATION = 1111.00 ELEVATION DIFFERENCE = 3.00 ' TC = 0.359*[1 650.00~*3)/( 3.00)7*+.2 = 19.099 100 YEAR RAINFALL INTENSITY(SNCH/NOUR) = 2.887 USER-SPECI£IED RUNOFF COEFFICZENT = .8161 SOIL CLASSIFICATION IS "B" ~ SUBAREA RUNOFF(CFS) = 4.95 - , TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 9.95 w~xN~xrr+s~~e:~:xaxx~w+r~>~~:i~xxxr.x+r*+xx~.~+ss~>~+a*i~sx:x+:~++++rixax~,~~~+~+ FLOW pROCESS FROM NODE 153.00 TO NODE 151.90 IS CODE = 31 "'__'__"_"'_"_'_'_'_"'_____'__""__"'_'___""______'____"'__'______ ' »»>COMpOTE PIPE-FLOW TRAVEL TIME THRU SUBAREAG«« _-»»>OSING-WMPUTER=ESTIhfATED-PIPESIZE-(NON-PRESSURE-FLOW)<GG<G----__----- ELEVATION DATA: UPSTREAM(FEET) = 1111.00 DOWNSTREAM(FEET) = 1110.80 , FLOW LENGTH(FEET) = 20.00 MANNING'S N= 0.019 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.91 ESTIMATED PIPE DIAMETER(INCfi) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.95 ' PIPE TRAVEL TIME(MIN.) = 0.08 TC(MIN.) = 19.13 LONGEST FLOWPATH FROM NODE 153.50 TO NODE 151.90 = 670.00 FEET. »wawe+~:~xx+xr«r+s+~+x:~>:xx~a+:+~+xx~:+i++~:::~w~»x:~xraix»+s+~+~a~x~+t++++ FLOW PROCE55 FROM NODE 151.90 TO NODE 151.90 IS CODE = 1 ' __"______"'____"'_____"'______"_'___'_______""_""__"_'___ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«G« ________""_______ __ _ _______' ______'_'___ _"'____________'__~a____-______~_________ __"________'_'_"_'_______'_ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ' TIME OF CONCENTRATION(MIN.) = 19.13 RAINFALL INTENSITY(INCH/HR) = 2.88 TOTAL STREAM AREA(ACRES) = 2.10 PEAR FLOW RATE(CFS) AT CONFLUENCE = 9.95 I ~1 ....+>.+•~x.x.>..xs~xxx++:x>..wx:.x.....+.:+x~.x..x:.x...+...x+:.:~~:++.+:.+. (~ Page 12 of 15 ~1 I 354100PR.RES FLOW PROCESS FAOM NODE 152.50 TO NODE 152.00 IS CODE = 21 '__'__' ____'___' '______"'_ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<G< ' ____=====ASSUMED INITIAL SUBAREA UNIFORM "--'______________________________ DEVELOPMENT IS CONDOMINIUM TC = K'[(LENGTH*°3)/(ELEVATION CHANGE)]*'.2 INITIAL SOBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1118.00 DOWNSTREAM ELEVATION = 1111.00 ELEVATION DIFFERENCE = 7.00 TC = 0.359*[( ~600.00*`3)/( 7.00)]**.2 = 11.303 100 YEAR RAINFALL INTENSITY(INCH/HOiIA) = 3.253 USER-SPECIFIED RUNOFF COEFFICIENT = .8233 SOIL CLASSIFICATION ZS "B" SUHAREA RUNOFF(CFS) = 11.25 TOTAL AREA(ACRES) = 9.20 TOTAL RUNOFF(CFS) = 11.25 .a..~+s>+xts~~xxx.f.t...+f+tx:a+~.:~.+~.:~:~+~.•.xaxtr~+.+f.«+.+xs+~~x~~•x:+*~x+« FLOW PROCESS FROM NODE 152.00 TO NODE 151.90 IS CODE = 31 '_""__'_____'____""___'__""_'__'_'__'_'____'_"__'______'_______""_' »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSORE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1111 00 DOWNSTREAM(FEET) = 1110 80 FLOW LENGTH(FEET) = 20.00 MANNING'S N= 0.019 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCZTY(FEET/SEC.) = 5.40 ESTIMATED PIPE DIAMETER(INCH) = 29.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.25 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.37 LONGEST FLOWPATH FROM NODE 152.50 TO NODE 151.90 = 620.00 FEET. •~i+a.xxxat~wx:~+~~w~~,~~~~~ax+r.:~a+~.+w+~,tw~sa+s~t~3x~t~+.~r,a~w~wx~~+~+tf~+rx• FLOW PROCESS FAOM NODE 151.90 TO NODE 151.90 IS CODE = 1 _'_"____'_' __"___'__"___"_"'_'_____'__"__"_'______"_'__' »»>DESIGNATE INDEPENDENT STREAM FOR CONFLOENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALOES««< __TOTAL NUMBER OF STREAMS = _3______________________'____-__'____------____' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.37 RAINFALL INTENSITY(INCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.25 ~ - ** CONFLUENCE DATA *• STREAM RONOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 96.36 12.29 3.108 16.60 ' 2 9.95 19.13 2.878 2.10 3 11.25 11.37 3.249 9.20 xx»~xw~.a.w+.s+s++a+~i+s+st++si+iWARNING***++*ast:sa~.:N+rx.+wwwx~t+si+>~a , ZN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE ACFCbWCD FORMULA OF PLATE 0-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARZLY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ~xs.:+..s++.+~~~.+++x:..xx•.+~sw:.w.a.x.+.....:.:•:~.....i+x+.+~•::+.s+...+x+ , RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. " PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY , NUMBER (CFS) (MIN.) (TNCA/HOUR) 1 58.12 11.37 3.244 2 61.94 12.29 3.708 3 57.87 19.13 2.876 ~ ,' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 61.94 Tc(MIN.) = 12.29 TOTAL AREA(ACRES) = 22.90 LONGEST FLOWPATH FROM NODE 167.50 TO NODE 151.90 = 1590.00 FEET. .+....+.+>».....+.+.+.i+.+~...~.:.*::.+.+.+++:~rs+.+.+...~:.~.:~:+.:++:.+s.+a.+ ,- Page 13 of 15 ' N , ' LJ , 354100PR.RES FLOW PROCESS FROM NODE 151.90 TO NODE 150.90 IS CODE = 31 '_'_""________"'_'____'_"'______"_____'___"' '_' »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUeAREA««< _-»»>USING-COMPUTER=ESTiMATED-PIPESIZE-(NON-PRESSURE-FLOW)««<----------- ELEVATION DATA: UPSTREAM(FEET) = 1111.00 DOWNSTREAM(FEET) = 1101.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N= 0.019 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.13 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 61.99 PIPE TRAVEL TIME(MIN.) = 2.05 Tc(MIN.) = 19.39 LONGEST FLOWPATH FROM NODE 167.50 TO NODE 150.90 = 2590.00 FEET. ~ +.+.++x..~~.~+.++...r+x++a~~~+~i~.+~+..~x+~x..+++w.~.++x+.x.~>+>+ry...xxra.x. FLOW PROCESS FROM NODE 150.90 TO NODE 150.90 IS CODE = 1 ' __»»>DESIGNATE-INDEPENDENT-STREAM-FOR-CONFLUENCEG«<---------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR IN~EPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 19.39 RAINFALL INTENSITY(INCH/HR) = 2.86 TOTAL STREAM AREA(ACAES) = 22.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 61.49 ' t.++x:~.~~:~..+..r+a•~:•~t~a.y~.asx+>:~t+~:s.>.~.t+..:~.t.s+...«+.+s++.>...+:~+« FLOW PROCESS FAOM NODE 151.50 TO NODE 751.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ' _------"ASSUMED INITIAL SUBAREA UNIFORM3====='____________________________' DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 ' UPSTREAM ELEVATION = 1129.00 DOWNSTREAM ELEVATION = 1092.82 ELEVATION DIFFERENCE = 31.18 TC = 0.393*[( 1000.00**3)/( 31.18)]•'.2 = 12.950 100 YEAR RAINFALL INTENSZTY~1NCH/HOUR) = 3.085 ' USER-SPECIFIED RUNOFF COEEFICZENT = .7859 SOIL CLASSIFICATION IS "B" SOHAREA RUNOFF(CFS) = 21.58 TOTAL AREP.(ACRE51 = 8.90 TOTAL R[]NOFF(CFS) = 21.58 ' +.+....~:>:~i.+.r+.~.a..+~~•x.....+.:.+:~wx..s+.:~x+s.•>:x~xxx..>+.sx.+x+xx+: FLOW PROCESS FROM NODE 151.00 TO NODE 150.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<c«G »»>USING COMPUTEA-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ' ELEVATION DATA:3UPSTREAM(FEET) = 1101 00 ~OWNSTREAM(FEET) = 1100 80 FLOW LENGTH(FEET) = 20.00 MANNING'S N= 0.014 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.6 INCHES ' PIPE-FLOW VELOCITY(FEET/SEC.) = 6.39 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OE PIPES = 1 PIPE-FLOW(CFS) = 21.58 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.50 LONGEST FLOWPATH FROM NODE 151.50 TO NODE 150.90 = 1020.00 FEET. ' x.++.....t++xx+s...».s....x.+:.x.x...+•a.+x~+x+s+•+.++>+s~w+~.x..xx.x:~x..+:x FLOW pROCESS FROM NODE 150.90 TO NODE 150.90 IS CODE = 1 _____"_'_" _""_"__'________""'______'___"""'_"_____"_____ »»>DESIGNATE INDEPEN-ENT STREAM FOR CONFLUENCE««< ' --»>==AND-COMPUTE-VARIOUS CONFLUENCED-STREAM-VALUES«Ga=------------------- TOTAL NUMHER OF STREAMS - 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ~ TIME OF CONCENTRATION(MIN.) = 12.50 ' RAINFALL INTENSITY(INCH/HR) = 3.08 TOTAL STREAM AREA(ACRES) = 8.90 PEAft FLOW RATE(CFS) AT CONFLOENCE = 21.58 I , *' CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA // Page 14 of 15 ' 354100PR.RES ~ NOMBER (CFS) (MIN.j (INCH/HOUR) (ACAE) 1 61.99 19.39 - 2.855 22.90 ' **** 2 21:58 12.50 - 3.078 8.90 ...+:.xxxxxx...>++:.~xxxx+...WARNING**"****x.++~xxx...++i.+++.+.....w IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASEO ON THE RCFCSWCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA , WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ++•+.........+:+.+~++ifi..+:x.x~:~+..•++++~..+>+x++w.+...:.~.xxxx.~~x.+.x. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ' }ONFLUENCE FORMULA USED FOR 2 STREAMS. * PEAK FLOW RATE TAeLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ' 1 75.17 12.50 3.078 2 81.46 19.39 Z.855 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = H1.96 Tc(MIN.) = 19.34 ' TOTAL AREA(ACRES) = 31.80 LONGEST FLOWPATH FROM NODE 167.50 TO NODE 150.90 = 2590.00 FEET. :~~:>:~t~+r+i~s+s~x+~.:~trw~+s+t:r+x:~~~~+as+~~:~w~~+~+~rx++:~:x:~:~iatra~ri.xxa:• FLOW PAOCESS FROM NODE 150.90 TO NODE 150.00 IS CODE = 31 ~ '__"_______"___'_"_____'_'____"______'____"_'_____'__"______'_"____" »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PAESSORE FLOW) ««< ' ELEVATION DATA~ UPSTREAM(FEET) = 1092 82 DOWNSTREAM(FEET) = 1092 40 FLOW LENGTH(FEET) = 90.00 MANNING'S N= 0.014 DEPTH OF FLOW IN 95.0 INCH pIPE IS 35.2 ZNCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.79 ESTIMATED PIpE DIAMETER(INCA) = 95.00 NUMHER OF PIPES = 1 ' PIPE-FLOW(CFS) = 81.96 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 19.41 LONGEST FLOWPATH FROM NODE 167.50 TO NODE 150.00 = 2580.00 FEET. _____________________________'______--_'__________-__-______________________ EN~ OF STUDY SOPSIARY: , TOTAL AREA(ACRES) = 31.80 TC(MIN.) = 19.91 PEAK FLOW RATE(CFS) = 81.96 __'__~n=~===_______"'_________"_-____-_'~_____________"-_________________ END OF RATIONAL METHO~ ANALYSIS ' 1 I , I ' I ' I ' I ' ' !/ ' Page 15 of 15 r-, ~ ' 35410PR.RES ...,...,,,>...,,..,,.,» .............>.,.>..,>..>..,>.,,.>.>...,>,......,.,, ' RATIONAL METHOD HYDROLOGY COMPUTER pROGRAM BASED ON RIVEASIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFCSWCD) 1978 HYDROLOGY MANUAL (c) Copyright 7982-2000 Advanced Engineering Software (aes) ~ Ver. 1.SA Release Date: O1/O1/2000 License ID 1269 II , Analysis prepaied by: RBF 6 Associates li ^ 14725 Alton Paskway Itvine, CA 92618 FILE NAME: 35910PR.DAT TIME/DATE OF STUDY: 09:91 09/25/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMOM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRA~IENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.55 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/HOUA) = 3.980 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATZON CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5995536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFCfiWCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFL-ENCE VALUES ACCOADING TO RCFCSWCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL' HALF- CROWN TO STAEET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIAE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2 00 0.0313 0 167 0 0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET ' as (Maximum Allowable Street Flow Depth) -(TOp-of-CUrb) 2. (Depth)*(velocity) Constraint = 6.0 (FT*FT/S) `SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY pIpE.* ++~+~+~~~.~~wf++++f+fr~+~++st.t>~x:~:~•+++i++~+a:~tts.x~~:+.t~t.+++~xs+r+x+++xx FLOW PROCESS FROM NODE 167.50 TO NOOE 167.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM 3 DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**31/(ELEVATION CHANGE)]"*.2 INITIAL SUBAREA FLOW-LENGTH = 550.00 UPSTREAM ELEVATION = 1120.00 ' DOWNSTREAM ELEVATION = 1115.00 ELEVATION DIFFERENCE = 5.00 TC = 0.303!(( 550.00•*3)/( 5.00)]*'.2 = 9.683 ~ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.926 USER-SPECIFIED RUNOFF COEFFICIENT = .8729 SOIL CLASSIFICATION ZS "B" SUSAREA RUNOFF(CFS) = 12.07 TOTAL AREA(ACRES) = 5 JO TOTAL RUNOFF(CFS) = 12.07 .~xxa..s+..+~.>+.~..+•+..+.a•~x~:~x«i+srs+w+x.«it+.w•~~.,'..~sxsx+x~x~.•:~ax•xr: FLOW PROCE55 FROM NODE 167.00 TO NODE 165.00 ZS CODE = 31 "_______"""__""""____"'____'_"_________'_'_'_'____'___'__'__""'_ »»>COMPUTE PIPE-FLOW TAAVEL TIME THRU SUBAREAG«« >»»USIN6 COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<G< !J'C Page 1 of 15 , , 35410PR.RES ELEVATION DATA: UPSTREAM(FEET) = 1115.00 DOWNSTREAM(FEET) = 1111.00 FLOW LENGTH(FEET) = 378.00 MANNING'S N= 0.014 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.6 INCHES ' PIPE-FLOW VELOCITY(FEET/SEC.) = 5.60 ESTIMATEO PIpE DIAMETER(INCH) = 29.00 NUMBER OF PIPES = 1 . PIPE-FLOW(CFS) = 12.07 PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 10.81 , LONGEST FLOWPATH FROM NODE 167.50 TO NODE 165.00 = 928.00 FEET. :.++:~.~.~+~+:~a+.+...+..:x.s.+s:++.+~.fs:+~:.+..s++x....:++x~:s:x+s::xxxxxx.x . FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 1 . ~. ~ ____'____""' '_'___'_____'_'_'____"______'____"_____"'____ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««G _'__-_-'-_____'_-"____________________'______ '________________-____-______- TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: I ~ TIME OF CONC6NTRATION(MIN.) = 10.81 RAINFALL INTENSITY(INCH/HR) = 2.28 TOTAL STREAM AREA(ACRES) = 5.70 I PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.07 >+~+xr.+x+x+s~tt++:Nxix~r~+s+~a+:~~>rx~ii~+s++ir.~~»~wx+.~~«i~:.:+:>:+>:~+x+x ' FLOW PROCESS FROM NODE 166.50 TO NODE 166.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUHAREA ANALYSISGG«< _______'_'_______________'~-_-_______________'_________-______-_--_-_-_-__-_ ASSUMED INITIAL SUBAREA UNIFORM ' DEVELOPMENT IS COMMERCIAL TC = R*[(LENGTH**3)/(ELEVATION CHANGE)] " .2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1115.30 DOWNSTREAM ELEVATION = 1111.20 ' ELEVATION DIFFERENCE = 9.10 TC = 0.303*[( 700.00**3)/( 9.10)]*•.2 = 11.694 ~ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.192 ' USER-SPECIFIED RUNOFF COEFFICIENT = .8709 SOIL CLASSIFICATION IS "B" SIIBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.53 >:x:~ixis~s>~rxt;r+y+rx+~s~~~~~~xtx++t+fx:tx~x~~+x~ste>~x~~+sas:++s:++:~~+e~ ' FLOW PROCESS FROM NODE 166.00 TO NODE 165.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA««< »»>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)G«« ' ELEVATION DATA: UPSTREAM(FEET) = 1111 20 DOWNSTREAM(FEET) = 1110.B0 FLOW LENGTH(FEET) = 80.00 MANNING'S N= 0.014 ESTIMATE~ PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.52 ~ ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.53 PIPE TRAVEL TIME(MIN,) = 0.53 Tc(MIN.) = 12.17 ' LONGEST FLOWPATH FROM NODE 166.50 TO NODE 165.00 = 780.00 FEET. :i+++x~:~~~w~:s~++~>:~~~~ix~.+f++>w~~:a~~s~ea~a:se+~a+s+ex~~~r+s+~x~~>*~~.~>+a• FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 1 ___"'______'_"__"_'_______"_'_"_'__'___ _"_'__"__'___"_____""'_"" »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ' »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< _--__'_-_-____--'~'____________~'_________ ______'_____-___--____-_'_----_-- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.17 ' RAINFALL INTENSITY(INCH/HR) = 2.14 TOTAL STAEAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLOENCE = 1.53 •* CONFLUENCE DATA i* ' STREAM RUNOFF Tc INTENSITY AREp NUMHER (CFS) (MIN.) (INCH/HOOR) (ACRE) 1 12.07 10~.81 2.289 5.70 ~ 2 1.53 12.17 2.139 0.80 ~~ Page 2 of 15 11 , .' ' ' ' 1 35410PR.RES •~x+>::+~++~,~~w+++x~+~*t+:x+~+~~~WAftNING*+s+~s+~xw+++asf+.sxw++xwxw~xwxxxx IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE U56D IS BASED ON THE RCFCEWCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA - WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OE' PEAK FLOW. ~x.x.i+...xr...+...+.xx+:+xx:~:~,:~x+:+.+.*:.:xxx..+:t:x~x.:+...+.++.++.«:.+>. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONELUENCE FORMULA USED FOR 2 STAEAMS. *' PEAK FLOW RATE TAHLE *• STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.43 10.81 2.289 2 12.83 12.17 2.139 COMPUTED CONFLUENCE ESTIMATES ARE AS £OLLOWS: ' PEAK FLOW RATE(CFS) = 13.43 TC(MIN.) = 10.81 TOTAL AREA(ACRES) = 6.50 LONGEST FLOWPATH FROM NODE 167.50 TO NODE 165.00 = 928.00 FEET. .i..+.>.++.++a:~+x+.r...+.:+r,++s++s+»xx~xx:xx.s.x>..:.....r++..+.s.+w..x.x.+. ' __FLOW_PROCESS_FROM NODE 165.00 TO NODE 160.00 IS CODE = 31 '_____"__'_""_"________'_"'_____'_"__"_"___'_____'___ »»>COMPUTE PIPE-FLOW TAAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ' ELEVATION DATA: UPSTREAM(FEET) = 1110 80 DOWNSTREAM(FEET) = 1109.80 FLOW LENGTH(FEET) = 55.00 MANNING'S N= 0.014 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = fi.94 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMHER OF PIPES = 1 ' PIPE-FLOW(CFS) = 13.43 PIPE TRAVEL TIME(MIN.) = 0.13 TC(MIN.j = 10.94 LONGEST FLOWPATH FROM NODE 167.50 TO NODE 160.00 = 983.00 FEET. ' ...+~:~:+:+~a+..~:.....+s.+sx+>s.~>:.a.~:.::.t....>.+::.s++~x++x++.+.:.+..+~. FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 10 »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY HANK # 1 ««< +.x...~.+..x.x>::~xxxxx+x+.:.xx.+>..:..::.....x.+..e+:.+:xx..>r.+.....:~.x.tx:xx FLOW PROCESS FROM NODE 169.50 TO NODE 164.00 IS CODE = 21 ___"'___'_"_'_"'_______"______"__'______"'__"______'_"___"_'_____'_ »>»RATIONAL METHOD INITIAL SUHAAEA ANALYSISGG«< _"'__~'_a________________'~'~_"n=__=_______'__-_______'_'____--___________ ASSUMED INITIAL SUHAREA UNIFORM , DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CAANGE)]*•.2 INITIAL SOBAREA FLOW-LENGTH = 700.00 OPSTREAM ELEVATION = 1116.00 DOWNSTREAM ELEVATION = 1110.60 ELEVATION DIFFERENCE = 5.90 TC = ~.303'(( 700.00**3)/( 5.90)]**.2 = 11.020 10 YEAR RAINFALL INTENSITY(INCH/HOURJ = 2.260 OSER-SPECIFIED RUNOFF COEFFICIENT = .8715 SOIL CLASSIFICATION IS "E" SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.38 .i:.>+......++:+:>~+~.x+xxt.z.x:.>.+..».~:..x.....x~x.xx......+.++r..~x.+>+ FLOW PROCESS FROM NODE 164.00 TO NODE 169.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< _______'___~~________________"_"'_~__-_____'_'_______'___'__'_'-_"'-_-__ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USE~ FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.02 RAINFALL INTENSITY(INCH/KR) = 2.26 TOTAL STAEPSf AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38 .x..+.rr..++.+x.x~:~•x:~.~.~xx.x.~.~xw...++..s.x~t...+..x++.:x~.~x~xx.xxxx+:xx*x FLOW PROCESS FROM NODE 163.50 TO NODE 163.00 IS CODE = 21 ~ Page 3 of 15 ' ,1 ' ' ' 35410PR.RES »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ___------ASSUMED INITIAL SUBAREA UNIFORM ___________________________________ DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 900.00 UPSTREAM ELEVATION = 1120.00 DOWNSTREAM ELEVATION = 1116.00 ELEVATION OIFFERENCE = 9.00 TC = 0.303*[( 900.00'*3)/( 9.00)]'+.2 = 8.369 10 YEAR RAINFALL INTENSITY(INCN/HOUR) = 2.630 USER-SPECIFIEO RUNOFF COEFFICIENT = .8799 SOIL CLASSIFICATION IS "B" SOHAREA RUNOFF(CFS) = 5.29 TOTAL AREA(ACRES) = 2.30 TOTAL RUNOFF(CFS) = 5.29 ' +r.xx~+++>sx:~xx~~.taxr+x~ssx~~xx+:~xx~.++s~x~xixss*:x~r+ssx+x:+~x~x+i~:~~+xx++• FLOW PROCESS FROM NODE 163.00 TO NODE 169.00 IS CODE = 31 »»>COMPOTE PIPE-FLOW TRAVEL TIME THRO SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ' ELEVATION DATA: UPSTREAM(FEET) = 91116.00 DOWNSTREAM(FEET) = 1115.80 FLOW LENGTH(FEET) = 20.00 MANNING'S N= 0.019 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.97 ' ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.29 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 8.94 ~ LONGEST FLOWPATH FROM NODE 163.50 TO NODE 169.00 = 920.00 FEET. ' •+x..+~+>.+a+.:~~.~+i~.f.ess~.x•~,:~,x..+.xt~.~+.+x:x~++.++:~~.i+.++~:+>+~s~~:+~:x+ FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 1 »»>DESIGNATE INDEPEN~ENT STREAM FOR CONFLOENCE««< ' -____»AND-COMPUTE_VARIOUS-CONFLUENCED-STREAM VALUES___«------------------- TOTAL NOMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION~MIN.) = 8.99 ' RAINFALL ZNTENSITY(INCH/HR) = 2.62 TOTAL STREAM AAEA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.29 "• CONFLUENCE DATA '* ' STREAM RONOFF Tc INTENSITY AREA NUMHER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.38 11.02 2.260 0.70 2 5.29 8.94 2.617 2.30 ' ta+a~~.r~:~.asy:~~+s+:~+~.++~.+i+a~~f+~WARNING~~r«t~:~+ts+:xwxx++~+++x~.:rxarix~x:~ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALOE USED IS BASED ON THE RCFCSWCD FORMULA OF PLATE D-1 AS DEEAULT VALUE. TAIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAA FLOW. ' :+:~.w»+r,:+t:x>~xwxw.~+.a:f.+:xwxww~*t:~.x+wxx+xwr:s~xxx~s+>~:rxrr.wa+.i+.s+~a RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *' PEAK FLOW RATE TAHLE ** ' STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOi1R) 1 6.39 8.94 2.fi17 2 5.94 11.02 2.2fi0 , COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6. 34 Tc(MIN.) = 8.49 TOTAL AREA(ACRES) = 3.00 LONGEST FLOWPATH FROM NODE 164.50 TO NODE 169.00 = 700 00 FEET ' 1l4Rl1:#n~k+!*}:'fT1hRilh*41f:l41FTf . . 1:M4#Y***#f+Mk}f:fi+*~.l1Yff}#f:l4Yi#ii'k*i*4k#k1f* FLOW PROCESS FAOM NODE 169 ___'___' '_'_'_"_______ .00 TO NODE 160.00 IS CODE = 31 "'_'_"___' ' »»>COMPOTE PIPE-FLOW TRAVEL »»>USING COMPUTER-ESTIMATED __________"____'____'_"__""_' TIME THRU SUHAREAG«a< PIPESIZE (NON-PRESSURE FLOW)<G«< Page 4 of 15 ' 21 ! 1 '' ' ~ 35410PR.RES ELEVATION DATA: UPSTREAM(FEET) = 1115 BO DOWNSTREAM(FEET) = 1115.60 FLOW LENGTH(FEET) = 20.00 -MANNING'S N= 0.019 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.62 ESTIMATED PIPE OIAMETER(INCH) = 18.00 NUMBER OF PIPES = 7 PZPE-FLOW(CFS) = 6.34 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 8.51 LONGEST FLOWPATH FROM NODE 164.50 TO NODE 160.00 = 720.00 FEET. 1*k4Y+*iii#1+**+*#***k4i1f#i*#tYY+*i}#}Ttif}f**4#*ii+}!S!*+i#*}*T*xk*k*~*+if ' FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 11 "_"_'__'________'____'__"'________"_'______'_____"_"__________________ __»»>CONFLUENCE MEMORY HANR # 1 WITH THE MAIN-STREAM MEMORY««< ' ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MZN.) (INCH/HOUR) (ACRE) 1 6.34 8.51 2.605 3.00 LONGEST FLOWPATH FROM NODE 164.50 TO NODE 160.00 = 720.00 FEET. ' ** MEMORY BANA # 1 CONFLUENCE DATA ** STREAM RUNOFF TC SNTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.93 10.94 2.269 6.50 ' *LONGEST FLOWPATH FROM NODE 167.50 TO NODE 160.00 = 983.00 FEET. ~~:x*e~s>ax:~xr::w~x~ssxxxx.~:~:~x+WARNINGxxx+rx>:izx>+~xrr~+i~si~+~~~s~s~~x IN THIS COMPUTER PROGRAM, THE CONFLOENCE VALUE USED IS BASED ON THE RCFCdWCD FORMULA OF pLATE D-1 AS DEFAULT VALUE. THIS FORMULA ' WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF pEAK FLOW. .:r.....s+rx>.x:~r.x~.•~+..+.+++++•:~a...+:+x•s+..x:~:xs+..:e~~+...~.....xxsx. ** PEAA FLOW RATE TABLE *~" ~ ' STREAM AUNOFF TC INTENSITY NUMBEA (CFS) (MIN.) (INCH/AOUR) 1 16.79 8.51 2.605 2 18.95 10.99 2.269 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.95 Tc(MIN.) = 10.99 TOTAL AREA(ACRES) = 9.50 x.s:.•:s~.t++....+xt+>~;~.t.r...aiw+:exx:~t+x.:~x...xa:~.>.+..+•k+•w+~«axxtx~•> ' -_FLOW-PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 12 '___"___________"'_____"'_____'_'_'______'______'___""_"_"_' »>»CLEAR MEMORY HANK # 1 ««G 1 •xx.~w+++..s~~.x+~.x.axx.•s++++::~ra.aasxaxx~+y.::«x..:~+:ft+.r+*s:x~+:+:.~+x+. FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 10 »»>MAIN-STAEAM MEMORY COPIED ONTO MEMORY BANK # 1 G«« ' +•~:~.:x..>.+..ss>:~~~:tta.e..+•.x:~t......+~.x~+.+++....+:.........+..:..+>..>+ FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 13 _'_""_"'_'____"'___'_'____"________'__'__""'_'_'___'____""""_"__ ' »>»CLEAA THE MAIN-STREAM MEMORY««< ax+xx•+x~.x..xx:r+~.+>xxxx.er>~x+s+:.xx>x+~~.i~~>::~.~.s~::~t...a+s:•x~+«~x~+:~ FLOW PROCE55 FROM NODE 162.50 TO NODE 162.00 IS CODE = 21 ' _"__'_________"'_"'_____""'_'__""_'_'_'____""_"_____________ ¢=»»>RATIONAL METHOD-INITIAL-SUBAREA-ANALYSIS««G------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COPPdERCIAL ' TC = K'((LENGTH"3~/(ELEVATION CHANGE)]**.2 INITSAL SUHAREA FLOW-LENGTH = 270.00 OPSTREAM £LEVATION = 1112.50 DOWNSTREAM ELEVATION = 1110.80 ' ELEVATZON DIFFERENCE = 1.70 ~ TC = 0.303*[( 270.00•'3V ( 1.70)]**.2 = 7.890 Page 5 of 15 1 35410PR.RES 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.725 USER-SPECIFIED RUNOFF COEFFICIENT = .8750 SOIL CLASSIFICATION IS "B" SUSAREA RONOFF(CFS) = 1.91 TOTAL AREA(ACRES) = 0.80 TOTAL RONOFF(CFS) = 1.91 ::~•+:.x:~:.:.xx:~~...:......s..s........:.+x:+x.x+x+..+x:xx+x.x~~.i.xx++.++s..+ FLOW PROCESS FAOM NODE 162.00 TO NODE 162.00 25 CODE = 1 '___'________"'_"'_'_'_______'_'___'______________"_____ »»>DESIGNATE INDEPENDENT STREAM EOR CONFLUENCE««< ==TOTAL NUMBER OF STREAMS=- =2---------------'-________'____"_"_"'_______ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.89 RAINFALL INTENSITY(INCH/HR) = 2.73 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.91 •:::~~taxx~~x+x+ii~xx~rr,a~~wxs~sxraxx~.r+ssx~x:~~x:x+~s+s<::>:~:x:x:xx~s+i+air• FLOW PROCESS FROM NODE 161.50 TO NODE 161.00 IS CODE = 21 »»>RATIONAL METHOD INZTIAL SUBAREA ANALYSIS«<G< ____=====ASSUMED INITIAL SUBAREA UNIFORM='===_______'_________________'__'__ DEVELOPMENT IS COMMERCIAL TC = R*[(LENGTH"3)/(ELEVATION CHANGE)]°*.2 . INITIAL SUBAAEA FLOW-LENGTH = 365.00 UPSTREAM ELEVATION = 1120.00 DOWNSTREAM ELEVATION = 1116.00 ' ELEVATION DIFFERENCE = 9.00 TC = 0.303*[( 365.00**3)/( 9.00)]**.2 = 7.917 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.711 OSER-SPECIFIED RUNOFF COEFFICIENT = .8749 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.51 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 4.51 •~+:~::x:~+~i~rairs>*s>~x+swxs+~~s:s:r~.+x~~ss.i~>+r:x:r+air~w+st+t++is+r~ai++x+ FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS CODE = 31 _"____'_"'___________"'___""'__'_"_______'_"'____'_'_"'_'_"___"___ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<GG »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«G« ELEVATION DATA: UPSTREAM(FEET) = Sll6.00 DOWNSTREAM(FEET) = 1112 00 FLOW LENGTH(FEET) = 15.00 MANNING'S N= 0.014 ESSIMATED PZPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.51 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.93 LONGEST FLOWpATH FROM NODE 161.50 TO NODE 162.00 = 380.00 FEET. .xw..+:~x..x..++.+..:...:......:~~s..x+x:..++.s++sx..++x+...+xxx:>.x.xx:x+s..sx FLOW PROCESS FROM NODE 162.00 TO NODE 162.00 IS CO~E = 1 __'_____'_" '___"__'_____"_____"""____""""_'_""______ >»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«GG! -'TOTAL NUMBER OF STREAMS -__z=='~=___-_____'_"__________'~______"__"__'_ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.93 RAZNFALL INTENSITY(INCH/AR) = 2.71 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLOENCE = 9.51 *' CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMHER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.91 7.89 2.725 0.80 2 9.51 7.93 2.707 1.90 xx:+~+xsixixaia:~xxsixxt+r+xfxss~sWARNINGx~x~«:~x+~+x~rrswrsx+s:~~xx~+~~~:• IN THIS COMPUTER PROGAAM, THE CONFLUENCE VALUE USED IS HASEO ON THE RCFCSWCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA v ` Page 6 of 15 ' il' 35410PR.RES . WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF pEAK FLOW. ~ ..~r..++:~+~.:~.>+.sx>:r.++>+.:..x+.::+.+.+.+.....x.+:+~x:~x.~x+.as+.+..~++.. ~ , RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. i I ** PEAK FLOW RATE TABLE *' STREAM RUNOFF Tc INTENSITY ' NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.36 7.84 2.725 2 6.40 7.93 2.707 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 6. 40 Tc(MIN.) = 7.93 TOTAL AREA(ACRES) = 2.70 LONGEST FLOWPATH FROM NODE 161.50 TO NODE 162.00 = 380.00 FEET. I !4l'Fff#*1h'.l1:S~.lTT1:#1}T~lk*1*#*1*f~ *i*1#1*}#*1:fif:i*i*ii}*}i#i**}:lkA#1f+'MY#*1#**# 1 FLOW PROCESS FAOM NODE 162 _"___'___'__'_"' .00 TO NOOE 160.00 IS CODE = 31 '_______ '__'______ '_ »»>COMPUTE PIPE-FLOW TRAVEL _ ______________ TIME THRU SUBAREA««< --»»>OSING-COMPOTER-ESTIMATED =PIPESIZE-(NON=PRESSURE-FLOW) ««<--_--__---- ' ELEVATION DATA: UPSTREAM(FEET ) = 1112.00 DOWNSTREAM(FEET) = 1110.00 FLOW LENGTH(FEET) = 20.00 MANNING'S N= 0.019 I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH P IPE IS 6.5 INCHES ' PIPE-FLOW VELOCITY(FEET/SEC.) = I1.10 ESTSMATED PIPE DIAMETER(INCH) = 18.00 NUMHER OF PIPES = 1 PIPE-FLOW(CFS) = 6.90 PIPE TRAVEL TIME(MIN.) = 0. 03 Tc(MIN.) = 7.96 ' LONGEST FLOWPATH FAOM NODE 161.50 TO NODE 160.00 = 400.00 FEET. xs:+xx>xx~:++:~:x:~.x>.x+•.:>•~: :~.:~+x~•~.~...+x..•~~•~x.~r+..~.x++:x+:~+++:+x: FLOW PROCESS FROM NODE 160 .00 TO NODE 160.00 IS CODE = 11 ' _"""'__'_'__""'_"_"_"__ --»»>CONFLUENCE-MEMORY-BANK-# ___"________'_"'_______'__"__""'__"'__' -1_WITH THEaMAZN=STREAM-MEMORY-__-<---------- ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA ' NUMHER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.90 7.96 2.702 2.70 LONGEST FLOWPATH FROM NODE 161.50 TO NODE 160.00 = 400.00 FEET. *" MEMORY BANK # 1 CONFLUENC E DATA ** ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (ZNCH/HOUR) (ACRE) 1 18.95 10.94 2.269 9.50 LONGEST FLOWPATH FROM NODE 167.50 TO NODE 160.00 = 983.00 FEET. ' +•>.•+:..:..:..+:..+..+.+++:>:. :.>WARNING•«..:.:.:~.x+.+...+.+..+.+....:x~.~• IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFCfiWCD FORMULA OF PL ATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT I N THE MAXIMUM VALUE OF PEAK FLOW , :~~+txx.x...x++xxx.xxz..x+>x.+• . >+•x+x.+:>.:~~xx.....~..~xx:x.xxxx.xx~xx:..+ * PEAK FLOW AATE TABLE * STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ' 1 20.20 7.96 2.702 2 29.33 10.99 2.269 COMPOTE~ CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29. 33 Tc(MIN.) = 10.99 ' TOTAL AAEA(ACRES) ~ 12.20 ~••~xx...:~.~++.....xx+.....».+r+ .++s+....•~....x.....:.++x:...wx...w+..«+:~,:++e FLOW PROCESS FROM NODE 160 .00 TO NODE 153.80 IS CODE = 31 ' __'__""__"""_""'________ »»>COMPUTE PIPE-FLOW TRAVEL _____""_""______"__"_""""'__"'___' TIME THRU SUBAREA«<G< »»>OSING COMPUTER-ESTIMATE~ PIPESIZE (NON-PRESSURE FLOW) «G« ' ELEVATION DATA: UPSTREAM(FEET) ~ 1106.00 DOWNSTREAM(FEET) = 1102.00 FLOW LENGTH(FEET) = 590.00 MANNING'S N= 0.014 ~ Page 7 of 15 , 35410PR.RES ~EPTH OE FLOW IN 33.0 INCH pIPE IS 21.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.83 - ESTIMATEO PIpE DIAMETER(INCH) = 33.00 NUMBER OF PIPES ='1 PIPE-FLOW(CFS) = 29.33 PIPE TRAVEL TIME(MIN.) = 1.59 Tc(MIN.j = 12.48 LONGEST FLOWPATH £ROM NODE 167.50 TO NODE 153.60 = 1523.00 FEET. .>...~~k..++x+:.+.+.«.+:r.::~~...:~~.+..x...>.x+.:xx:~::+++++....+..:.~x+:.+.+. FLOW pROCESS FROM NODE 153.H0 TO NODE 153.80 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< .:~xx.+x.x~xxx.s+..x•>.xx:>.x+~.xxxsasx:.+.+s+:x+.>{...>.:s:wx..+ra++...+.s.. FLOW PAOCE55 FROM NODE 153.80 TO NODE 153.80 IS CODE = 10 '_____"_'___"_""____""___'_'_'_'______'___"____'______'_'_'_"___'___ »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY HANA # 1 ««G +.*x+.x~+x.+.s:xxxxxx..+...:xxx...>.:xxa..:.:r.+a.x+..:.~.:~..+..+t..x.:.+s. FLOW PROCESS FROM NODE 153.80 TO NODE 153.80 IS CODE = 13 '_"______'_'___'___'__"__'_'_____'____""_____'__'_________'_'____'______ »»>CLEAR THE MAIN-STREAM MEMORY««< ~~::~:+~+r.+>:::~xxx.s..x:.s:~xxx...++:xxx..x:~~.+s.•:~xz.x•r+s+..+~+x~+w:~~.•x~. FLOW PROCESS FROM NODE 156.50 TO NODE 156.00 IS CO~E = 21 »»>RATIONAL METAOD INITIAL SOBAREA ANALYSIS«G« z_-==_______'__________'_________"_______~_____'____'___________'_'__'_'___ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = R*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 SNITIAL S08AREA FLOW-LENGTH = 560.00 UPSTREAM ELEVATION = 1114.51 DOWNSTREAM ELEVATION = 1111.00 ELEVATION DIFFERENCE = 3.51 TC.= 0.359*[( 560.00**31/( 3.51)]+*.2 = 12.951 30 YEAR RAINFALL ZNTENSITY(INCH/AOUR) = 2.113 USER-SPECIFIED RUNOFF COEFFICIENT = .7956 SOZL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 2.02 +>+xs:*:~~xxxa*xsfxx+x:xa+ax~v.a~~x:xaii+sex~.ixs~x:~xrx~~::+i~~::~i~i~+a~xs++.~i FLOW PROCESS FROM NODE 156.00 TO NODE 154.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<G«< »»>OSING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSUAE FLOW) ««G ELEVATION DATA: UPSTREAM(FEET) = 1110.00 DOWNSTREAM(FEET) = 1109.70 FLOW LENGTH.(FEET) = 30.00 MANNING'S N= 0.014 ESTIMATED PIPE DIAMETER(INCHJ INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCAES PIPE-FLOW VELOCZTY(FEET/SEC.) = 3.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PZPE-FLOW(CFS) = 2.02 PIPE TRAVEL TZME(MIN.) = 0.19 Tc(MIN.) = 12.59 LONGEST FLOWPATH FROM NODE 156.50 TO NODE 159.90 = 590.00 FEET. , ~+~:.wa+s~t~~~~.ar+iri+s~~.r+x:~i+++y~++~.r~xi++~~~+ax:~ir++:+wr:+s+>~+~+~s~~ax:~ FLOW PAOCESS FROM NODE 159.90 TO NODE 159.90 ZS CODE = 1 '_"'_'_______"""'_"_______"____""___"__'_"'____'_____________'____ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ' ___-___'_______________"__-_______'_____"_____"____'~_____-_-'~~a_~'9'___ TOTAL NUMHER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.59 RAINFALL INTENSITY(INCH/HR) = 2.10 ' TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.02 1}#i»**1t4#ti4*1ft%ik*#kTfif4#*fft1t14ff'k/fltf*tf4#M*1**yr#f!>i*f*4Rk1Rf1!*• ' FLOW PROCESS_FROM NODE 158.50 TO NOOE 158.00 IS CODE = 21 3~ ' Page 8 of 15 35410PR.RES ' »»>RATIONAL METHOD INITIAL SOBAREA ANALYSIS««< _-__________'_______________________'__--_-_"______'______'___________'____ ASSUMED INITIAL SUBARE~ UNIFORM DEVELOPMENT IS COI~PSERCIAL TC = K'[(LENGTH**3)/(ELEVATION CHANGE)7*'.2 INITIAL SUBAAEA FLOW-LENGTH = 560.00 UPSTREAM ELEVATION = 1113.50 DOWNSTAEAM ELEVATION = 1111.00 ELEVATION DIFFERENCE = 2.50 TC = 0.303*[( 560.00**3)/( 2.50)]*'.2 = 11.294 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.235 USER-SPECIFIED RUNOFF COEFFICIENT = .8713 SOIL CLASSIFICATZON IS "B" SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 0.97 +++:.+~.~a.+..++•~«~:a+•.+.x*.x.+.:•+~.i++.~+~xx++xs~:~++:.~~+~:x..s...•...x+..+ FLOW pROCE55 FROM NODE 158.00 TO NODE 154.90 IS CODE = 31 ______'__'_""____"_'_'_____'_'__'_'____"'_ '_'__ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU S[/BAREA<G«< »»>USING COMPUTER-ESTZMATED PIPESIZE (NON-PRESSUAE FLOW) ««< s ELEVATION DATA: UPSTREAM(FEET) = 1110 00 ~OWNSTREAM(FEET) = 1109 70 FLOW LENGTH(FEET) = 30.00 MANNING'S N= 0.014 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCN PIPE IS 4.5 INCHES PIPE-FLOW VELOCSTY(FEET/SEC.) = 2.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMHER OF PIPES = 1 PIPE-FLOW(CFS) = 0.97 PIPE TRAVEL TIME(MIN.) = 0.17 TC(MIN.) = 11.42 LONGEST FLOWPATH FROM NODE 158.50 TO NODE 159.90 = 590.00 FEET. .:f:+....sax>+.::~+:~+:~~x.x+s+x.++.:~:«..+.s.xxxx.+«+xx.x+x++x.si..:~.+:~.+.+..++ FLOW PROCESS FROM NODE 159.90 TO NOOE 159.90 IS CODE = 1 "_'________"_"'_______"'__""____"______"_'_'_"___""_"""_"'___ »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<G«< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ______________'___"'__-__-_-'-_~~____-__'-__-__'_____-'_-_-_______-_-_____ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.92 RAINFALL INTENSITY(INCH/HR) = 2.22 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.97 *• CONFLUENCE DATA '* STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.02 12.59 2.099 1.20 2 0.97 11.92 2.216 0.50 •++~x:xxwa»*+>r~,~:xx+xi~>++xx:>xWARNING~'t'sis*~.:~>s~+~,~~+s+~s+~+++fx~~++• IN THIS COMPUTER PROGRAM~ THE CONFLUENCE VALUE USED IS BASED ON THE RCFCSWCD FORMIJLA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXZMUM VALUE OF PEAK FLOW. •+irxx~x+~~r:~~s~:ii:sxx+xx~:~~~x~ss+++>:~.~+~:~+u.~+s:~+++++,rt:+~ax~+xx~a++.ix RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO WNFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAR ELOW RATE TABLE ** STREAM R-NOFF TC INTENSZTY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.80 11.42 2.216 2 2.94 12.59 2.099 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.99 TC(MIN.) = 12.59 ~ TOTAL AREA(ACRES) = 1.70 LONGEST FLOWPATH FROM NODE 156.50 TO NODE 159.90 = 590.00 FE6T. •4T1:Y}Y}x;};till:t~.lw1YY#*4*A#1:5~.l1:fl:iii>A~.lT13iYk~l~.!l11Y*k1Mf##i:!#4**IkT#!!1:#~!*k• FLOW PROCESS £ROM NODE 159.90 TO NODE 153.90 IS CODE = 31 >»»COMPUTE pIPE-FLOW TRAVEL TIME THRU SUBAREA«<G< 32 Page 9 of 15 il ' 35410PR.RES »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW~<G«< ELEVATION OATA: UPSTREAM(FEET) = 1109 70 DOWNSTREAM~FEET) = 1106 JO ' FLOW LENGPH(FEET) = 350.00 MANNING'S N= 0.019 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ' PIPE-FLOW(CFS) = 2.99 PIPE TRAVEL TIME(MIN.) = 1.59 Tc(MIN.) = 14.18 LONGEST FLOWPATH FROM NODE 156.50 TO NODE 153.90 = 940.00 FEET. .s.+~:+.~.~•+:~t~,+++++r.+...+++~.+.:~+.i+...~.:.+....x++.xx..+.+.+x++:x:.r+>+..x• ' FLOW PROCESS FROM NOOE 153.90 TO NODE 153.90 IS CODE = 1 ____""______'______'_""_______"___'___""_ ______""__'________"_'___ »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ' _________"__'______---'_'__"'_________"_____--'_-____-__'____"______-___ TOTAL NUM9ER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 AAE: TIME OF CONCENTRATION(MIN.) = 19.18 RAINFALL INTENSITY(INCH/HR) = 1.97 TOTAL STREAM AREA(ACRES) = 1.70 , PEAR FLOW RATE(CFS) AT CONFLUENCE = 2.94 >:~i+....y+f..:a+~..~~,~+~..+...s.+>+e~,+...+..s>tx+s+++~.~x..+.•.t++:x.+x.>a+.xf FLOW PROCESS FROM NODE 154.50 TO NODE 154.00 IS CODE = 21 ' _'__"_______"_______'_"________'_'_"___"_____'___' _" »»>RATIONAL METHOD INITIAL SUHAREA ANALYSIS«GGG _______-___-'__'___~-_-______-_-'_'______ ________________'_""_""___-____ ASSUMED INITIAL SUHAREA UNIFORM DEVELOPMENT IS CONDOMINIUM , TC = K*[(LENGTH**3)/(ELEVATION CHANGE)7*'.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1118.00 ' DOWNSTREAM ELEVATION = 1111.00 ~. ELEVATION DIFFERENCE = 7.00 ~ TC = 0.359~[( 600.00**3)/( 7.00)]**.2 = 11.303 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.228 USER-SPECIFIE~ RUNOFF COEFFICIENT = J993 SOIL CLASSIFICATION IS "B" SUHAREA R[7NOFF(CFS) = 9.81 ' TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 9.B1 +.s.++x:>xxx~...s+>+s:*:..:xxxx.:+.:.x:w.....x+~.+.:s.•sxx.+...+.......++.«.+ FLOW PROCESS FROM NODE 159.00 TO NODE 153.90 IS CO~E = 31 ' '_""_'_'________"'___"__'____"_'____"_"____'___'____'___"____"_____ >»»COMPUTE PIpE-FLOW TRAVEL TIME THRO SUBAREA<G<G< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)G«« ELEVATION DATA: QPSTREAM(FEET) = 1108~00 DOWNSTREAM(FEET) = 1107 BO FLOW LENGTH(FEET) = 20.00 MANNING'S N= 0.014 ' DEPTH OF FLOW IN 18.0 INCH PIPE ZS 10.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.38 ESTIMATED PIPE DIAMETER(SNCH) = 18.00 NUMSER OF PIPES = 1 PIPE-FLOW(CFS) = 9.81 ' PIPE TAAVEL TIME(MIN.) = 0.08 TC(MIN.) = 11.38 LONGEST FLOWPATH FROM NODE 159.50 TO NODE 153.90 = fi20.00 FEET. xsw:::~xxxax.a.x..+x>~.~~•+.~+.x.>:xa.+s+s:xr+s+x*~x..+s3e~.+...i.+r...+xw.x• ' FLOW PROCESS FROM NODE 153.90 TO NODE 153.90 IS CODE = 1 _'_"_"_'_'_"'________""____'___'_____'_ __'_"__'__"__"____'__"__ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««G »»>AND COMPUTE VARIOUS CONFLUENCED STRE}1M VALUES««G TOTAL NUMBER OF STREAMS_-==2==="=______'______'______'___________________ ' CONELUENCE VALUES USE- FOR INDEpENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.38 RAINFALL INTENSITY(INCH/HR) = 2.22 POTAL STREAM AREA(ACRES) = 2.70 ' PEAK FLOW RATE(CFSJ AT CONFLUENCE = 9.81 ~ CONFLUENCE DATA * STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) n ' 1 2.99 14.18 1.966 1.70 ~J Page 10 of 15 '~' , ' 35410PR.RES 2 4.81 11.38 2.220 2,7p ' +*sx::~xx+a.oxaxx~>s.xxx.xsexxxx>:~WARNINGx+stsx.i~+~r.a:~ww+.xx:xwax+sa~wx~e IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFCSWCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. xt~~ir.>x:~+~+++x+..+s:.+x+i...++.+t+:x~..+a~..+x>..x..x+xx~..s.•~.....xxx~:~ , RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ~ '* PEAA FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFSj (MIN.) (INCH/HOUR) 1 7.17 11.38 2,220 2 7.20 19.18 1.966 , COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFSJ = 7.17 Tc(MIN.) = 11.38 TOTAL AREA(ACRES) = 9.90 LONGEST FLOWPATH FROM NODE 156.50 TO NODE 153.90 = 990.00 FEET. ' •...++xx:~.>+x~.x~i...x:.:~~....:xt.t.+~:~...•w+s.ai+x.+.+r.x+:..a..+~.::~:~+.t.w.+ FLOW PAOCESS FROM NODE 153.90 TO NODE 153.80 IS CODE = 31 ___"'___"_'____""'__"__"___"_____'___"___"'_____'___"'__'_________ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUHAREA««< , -_»»>USING-COMPUTER-ESTIMATED-PIPESIZE-(NON=PRESSURE-FLOW) «--<-------_-_- ELEVATION DATA: UPSTREAM(FEET) = 1103.10 DOWNSTREAM(FEET) = 1102.90 FLOW LENGTH(FEET) = 60.00 MANNING'S N= 0.014 , DEPTH OF ELOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.18 ESTIMATED PIPE DIAMETER(INCA) = 29.00 NUMHER OF PIPES = 1 PIPE-FLOW~CFS) = 7.17 ~ PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 11,69 ~ LONGEST FLOWPATH FROM NODE 156.50 TO NODE 153.80 = 1000.00 FEET. ztx~x~+xs~+:~t+>+x~~~.a~++~:++t+s+s~+~+si:x+s~x+.s~+w:+:xxw+s+.++s~+x~xr~.++++x~ FLOW PROCESS FROM NODE 153.80 TO NODE 153.80 IS COOE = 11 ______'______"'______'_'____"_'__"_'___"___"___'___"________'__""'__ ' »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE ~ATA *' STREAM RUNOFF TC INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.17 11.69 2.187 4.90 LONGEST FLOWPATH FROM NODE 156.50 TO NODE 153.80 = 1000.00 FEET. ' ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMHER (CFS) (MIN.j (INCH/HOUR) (ACRE) 1 29.33 12.48 2.110 12.20 LONGEST FLOWPATH FROM NODE 167.50 TO NODE 153.80 = 1523.00 FEET. ' ax:~w~xx+x~:a:~+~+>s~~~++xx~awtrr:r~WARNING"~~t+s~xiax~~~ww>+~t~+rs+x++sxxsa IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE OSED IS BASED ON THE RCFCSWCD FOAMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORM[7LA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' .+s+..:~.:...s+++...+>+++xi..+..w•...++~x+~~.xrxx+..s.x.~.s:~~.+..+.x~+~+.~+ "* PEAK FLOW RATE TAHLE '* STREAM RUNOFF Tc INTENSITY NUMHER (CFS) (MIN.) (INCH/HOUR) ' 1 29.96 11.69 2.187 2 31.29 12.98 2.110 COMPUTED CONFLOENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 31.24 Tc(MIN.) = 12.98 TOTAL AREA(ACRES) = 16.60 a+..:a.xs+..~xrxx~.....:.x.>+xs.=x+...:x.+>.......N.ss...~,~.:.::.xx.x++axx.>x FLOW PROCESS FROM NODE 153.B0 TO NODE 153.80 IS CODE = 12 __'________'___'_____"___""__"___"___"____"'_'____________ ' »»>CLEAR MEMORY BANK N 1 !G«< Page 11 of 15 ' ~ , ' 35410PR.RES ,.,>,.,>.<...,.,.,> ................................................>,..>..,, ' FLOW PROCESS FROM NODE 153. 80 TO NODE 151.90 IS CO~E = 31 »»>COMPUTE PZPE-FLOW TRAVEL TIME THRU SUBAREAGG«< »»>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)GG«< , ELEVATION DATA: UPSTREAM(FEET) 1103 00 DOWNSTREAM(FEET) = 1102 81 FLOW LENGTH(FEET) = 17.00 MANNING'S N= 0.014 DEPTH OF FLOW IN 33.0 INCH PI PE IS 22.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7 22 ' ESTIMATED PIPE DIAMETER(INCH) . = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.29 PIPE TRAVEL TIME(MIN.) = 0.0 9 Tc(MIN.) = 12.52 LONGEST FLOWpATH FROM NOOE 167.50 TO NODE 151.90 = 1590.00 FEET. ' ...ax..+.:~,+~.~,:..~..~,++~..+sts+t ++~..++~.~...s+~...+xx.x:xxi+.r.+x.N+...+..«.. FLOW pROCESS FROM NODE 151. 90 TO NODE 151.90 IS CODE = 1 _""'____"___"_'___'_'___"____'_'___'______'__"___'__'____'_"_'____"_ »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<G<G< __~____'_'__________'_'_____________________"____~____'____ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES OSED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTftATION(MIN.) = 12.52 RAINFALL INTENSITY(INCH/HR) = 2.11 TOTAL STREAM AREA(ACRES) = 16.60 PEAA FLOW RATE(CFS) AT CONFLUENCE = 31.29 x~~.xxix~+>:~xxw~xaw~~xxxx:~riixssx~ta.+~i+~rs+~,~,~.+ss+Nas++w*r~+x>w~x>rr.~x~+++s FLOW PROCESS FROM NODE. 153.50 TO NODE 153.00 IS CODE = 21 »»>RATIONAL METHO~ INITIAL SUBAREA ANALYSIS««< __"_' __'__ __'_______ ____ -_'__'________'_--_-_'_'___"____"___'__________________________~ ASSOMED INITIAL SUHAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH'*3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 650.00 UPSTREAM ELEVATION = 1119.00 DOWNSTREAM ELEVATION = 1111.00 ELEVATION DIFFERENCE = 3.00 TC = 0.359*[( 650.00*"3)/( 3.00)~**.2 = 19.099 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.977 USER-SPECSFIED RUNOFF COEFFICIENT = .7909 SOIL CLASSIFICATION IS "H" SUHAAEA RUNOFF(CFS) = 3.28 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 3.28 •>~:~r.txs+f+x~t+i~~+~.a+s~~+~~+a~t+w~~~~~r+~.:~i~~~.+~>~:~ar++:x:~~i+~~:~~~++~~::~~• FLOW PROCESS FROM NODE 153.00 TO NODE 151.90 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUHAREA««G »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSORE FLOW) ««< ~ELEVATION OATA: UPSTREAM(FEET) _~1111.00 DOWNSTREAM(FEET) = 1110 80 FLOW LENGTH(FEET) = 20.00 MANNING'S N= 0.019 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 16.000 DEPTH OF FLOW SN 18.0 INCH PIPE IS 8.5 INCHES PIPE-FLOW VELOCZTY(FEET/SEC.) = 3.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NOMSER OF PIPES = 1 PIPE-FLOW(CFS) = 3.28 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.J = 19.13 LONGEST FLOWpATH FROM NODE 153.50 TO NODE 151.90 = 670.00 FEET. ~xx~:r+s~~.~~:~a++~+a*a~+i~+>:~xx~>at:s~~xwe~~x»~~xrr:~xt++t~xxi++i+tti+~~s+++f FLOW PROCESS FAOM NODE 151.90 TO NODE 151.90 IS CODE = 1 '_____'_____'____'___'___"_"__"'____"_'___"__"_'_"'_____'_______"'_' »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<G«< ____'_'____-"__________'_____"_'_'_________"__"'____'___________________ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES [ISED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.13 ' RAINFALL INTENSITY(INCH/HR) = 1.97 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.28 ~~~ Page 12 of 15 ' it ~' 35410PR.RES ...>,,..,,.> ................., .,.,.,.,,,...>,.,>.,,.......,...,....,..,...., ' __FLOW_PROCESS FROM NODE 152.50 TO NODE 152.00 IS CODE = 21 '_______'____'_________'_"______'____'_______'_____'_"'_'______'_ »»>RATIONAL METHOD INITIAL SUSAREA ANALYSISG«« "______________'______'_'____________ _'___"____'_________'______________ ASSUMED INITIAL SUHAREA UNIFORM 1 DEVELOPMENT IS CONDOMINIiIM TC = K*[(LENGTH**3)/(ELEVATION CHANGEj]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTAEAM ELEVATION = 1118.00 'I ' DOWNSTREAM ELEVATION = 1111.00 ELEVATION DIFFERENCE = 7.00 TC = 0.359*[( 600.00*+3)/( 7.00)]**.2 = 11.303 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.228 OSER-SPECIFIED RUNOFF COEFFICIENT = .7993 'll ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 7.98 TOTAL AREA(ACRES) = 9.20 TOTAL RUNOFF(CFS) = 7.48 ' •+x+:~+++i~i+a++~~,xis+~x~~~.+t~++~++~.r~.xxtsss~~tr~x~.w»++>::are++~+~:~:~~~>~t+: ~ FLOW PROCE55 FROM NODE 152.00 TO NODE 151.90 IS CODE = 31 »»>COMPUTE PIPE-ELOW TRAVEL TIME THRU SUBAREA««G »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPS2REAM(FEET) = 1111 00 DOWNSTREAM(FEET) = 1110 80 FLOW LENGTH(FEET) = 20.00 MANNING'S N= 0.014 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.88 ESTIMATEO PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIpES = 1 PIPE-FLOW(CFS) = 7.98 PIPE TRAVEL TIME(MIN.7 = 0.07 Tc(MIN.) = 11.37 ~-LONGEST FLOWPATH FROM NODE 152.50 TO NODE 151.90 = fi20.00 FEET. ' .x+>+.~+:x.+::+++.:..r.+++x:~:~+~.+..xe.::..:+.~.:s~.~..:~+.+.+.:++++xs>++x+.x FLOW PROCESS FROM NODE 151.90 TO NODE 151.90 IS CODE = 1 »>»DESIGNATE ZNDEPENDENT STREAM FOR CONFLUENCE««G »»>AND COMpUTE VARIOUS CONFLUENCED STREAM VALUES«G<c , TOTAL NUMBEA OF STREAMS-- 3-_-==__==='=3==='=____"______________________ CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.37 RAINFALL INTENSITY(INCH/HR) = 2.22 ' TOTAL STREAM AREA(ACRES) = 9.20 PEAI( FLOW RATE(CPS) AT CONFLUENCE = 7.98 *' CONFLUENCE DATA ** ' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.29 12.52 2.106 16.60 2 3.28 14.13 1.970 2.10 3 7.98 11.37 2.221 4.20 ' x~~~xx+:~~~a+t~>+:~~ix++s:~+~x~~tww~,WARNINGs~+i~:~.~ix>a~~if>xr~>+~~+s~~+ia+>+ IN THZS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS eASED ON THE RCFC6WCD FORMI7LA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARSLY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' xx.++s..x.xxx..+.+.+x.>.s:++x:~x.....x.xxx.+xxxa+xx~xxx+:+•:.......+..>.:>: 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/HOOR) .1 38.99 11.37 2.221 2 91.29 12.52 2.106 ' 3 39.15 19.13 1.970 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 91.29 Tc(MIN.) = 12.52 , TOTAL AREA(ACRES) = 22.90 ~ LONGEST FLOWPATH FROM NODE 167.50 TO NODE 151.90 = 1540.00 FEET. Page 13 of 15 ~ / i1 1 35410PR.RES f*4*1hY***#1##*f*!**1*iF*+**:!f*1t*#1*1MYiif**#*#1f**11:lfY**hhY:+ff;1fAT#TT1:TS ' __FLOW-PROCESS_FAOM NODE 151.90 TO NODE 150.90 IS CODE = 31 ____"__'_____""______ ' ______'__'____'______"______________ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SOBAREA«GG< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PAESSURE FLOW) «G<G ELEVATION DATA: UPSTREAM(FEET) = 1111 00 DOWNSTREAM(FEET) = 1101.00 ' FLOW LENGTH(FEET) = 1000.00 MANNING'S N= 0.019 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.35 . ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBEA OF PIPES = 1 PIPE-FLOW(CFS) = 91.29 ' PIPE TRAVEL TIME(MIN.) = 2.27 TC(MIN.) = 14.79 ~ LONGEST FLOWPATH FROM NODE 167.50 TO NODE 150.90 = 2540.00 FEET. ' .+~.+~.+s+.a+.........x:...++++.+~.x..+..~•a...:~....:wxs.:x.xx..s.xs.xx..:r~~+ax FLOW PROCESS FROM NODE 150.90 TO NODE 150.90 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCEG«« _____'_____'_______-_____________'_____'______ '_'_ _____'_____________'___ _'____'__ ___"____'___"_'__-______-__ TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE; TIME OF CONCENTRATION(MIN.) = 19.79 RAINFALL INTENSITY(INCH/HR) = 1.92 TOTAL STREAM AREA(ACRES) = 22.90 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.29 **5*++I#*T4*M:lk~.!l1fTiY*f*~.lSfh:Fihlk*Si#ii>Tifk*ftY#i*T#T!*1lAi#*:F*kf~.lf*1:51:lf• FLOW PROCESS FROM NOOE 151.50 TO NODE I51.00 IS CODE = 21 ' _"'_"___"'_'___'____"____"'____"' _""' --»»>RATIONAL-METHOD-INITIAL SUHAREA ANALYSIS«G« _ ------------------------ ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) ' TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]++,2 ZNITIAL SOBAREA FLOW-LENGTH = 1000.00 ~-UPSTREAM ELEVATION = 1124.00 DOWNSTRERM ELEVATION = 1092.82 ELEVATION DIFFERENCE = 31.18 TC = 0.393*[( 1000.00**3 V( 31.18)]+~*.2 = 12.450 ' 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.113 USER-SPECZFIED RUNOFF COEFFICIENT = .7508 SOIL CLASSIFICATION IS "B" SUHAAEA RUNOFF(CFS) = 19.12 ' TOTAL AREA(ACRES) = 8.90 TOTAL RUNOFF(CFS) = 19.12 .+...x.>:x..+x>~.w.s..+>.a~«~+.+..x:~x.+xa+x.+~~.x...+x.+.x.:.>:r::x+:+.....x.• FLOW PROCESS FROM NODE 151.00 TO NODE 150.90 IS CODE = 31 "_' ' _____"_____"__"__"_'_'_____"'__'_"__'____""__"____'_'___'______ »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«G« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)GG«< _____'__________"______ _'_____'_______________'______-__'__>_______~__ "_'______________"_'__'_ ELEVATION DATA; UPSTREAM(FEET) = 1101.00 DOWNSTREAM(FEET) = 1100.80 ' FLOW LENGTH(FEET) = 20.00 MP.NNING'S N= 0.019 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.62 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.12 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 12.51 ' LONGEST FLOWPATH FROM NODE 151.50 TO NO~E 150.90 = 1020.00 FEET. ...+.+++++x++x:~xxr+s+x:>xx..s.ss•xxx.•xt.:.x~~.rxia..+~t.>+x~x:~.a>+rs+x~+:s+ FLOW PROCESS FROM NODE 150.90 TO NODE 150.90 IS CODE = 1 1 ______'__'__'______'_'_______'____'_'__"'____'_____'__"_'__'___'____" »»>DESZGNATE INDEPENDENT STREAM FOR CONFLUENCEG«« »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<GG« == = == =" = TOTAL NUMBER OF STREAMS - 2 -- _'-_____'_--'__------__"--_______--'_-- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ' TIME OF CONCENTRATION(MIN.) = 12.51 AAINFALL INTENSITY(INCH/HR) = 2.11 TOTAL STREAM AREA(ACRES) = 8.90 ' PEAR FLOW RATE(CFS) AT WNFLUENCE = 19.12 ~ ~j.~~ / Page 14 of 15 ' ' ~' 35410PR.RES ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY -AREA ' NUMHER (CFS) (MIN.) -(INCH/HOUR) (ACRE) 1 91.29 19.79 1.922 22.90 2 19.12 12.51 2.107 8.90 •++:~x:axxixir+x:~:+i~sxe:~it+>x~+WARNING**+***'*"**xxxwsxexaxx~~+~+~w.+«+ ' IN THIS COMPOTER PR06AAN., THE CONFLUENCE VALUE USED IS BASED ON THE RCFC4WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FOAMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAR FLOW. ~+.:ss:t~+~f..t+t.~.w.+.+:......:.+x...x:~xx..x..txwx.•*:~.~+:+..:x++:~.+x:~++• ' RAINFALL INTENSITY AND TZME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TAHLE ** ' STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 99.00 12.51 2.107 2 54.12 19.79 1.922 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 59.12 Tc(MIN.) = 14.79 TOTAL AREA(ACRES) = 31.80 LONGEST FLOWPATH FROM NODE 1fi7.50 TO NODE 150.90 = 2590.00 FEET. ' •*ii#ii*k**1Mi*4***lkYii*Ak1h:F*Y'k1f#!T#>A1:#'.FY*STik*fYi'kk~.l1#lY1~11:l1**1:*k*'.F*~.lS __FLOW PROCESS FROM NODE 150.90 TO NODE 150.00 IS CODE = 31 _'__"___'_"'___'__"_____'_'___"_'___"_'_'_""'____'_'_"___'___' »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SOHAREA«<G< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<G< , ELEVATION DATA: UPSTREAM(FEET) = 1092 82 DOWNSTREAM(FEET) = 1092 40 FLOW LENGTH(FEET) = 90.00 MANNING'S N= 0.019 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.7 INCHES , PIPE-FLOW VELOCITY(FEET/SEC.) = 7.98 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMHER OF PIPES = 1 PIPE-FLOW(CFS) = 59.12 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 14.87 LONGEST FLOWPATH FROM NODE 167.50 TO NODE 150.00 = 2580.00 FEET. ' ___'________________________________________________"-__-__'_-___________-_ END OF STUDY SUMMARY: TOTAL AAEA(ACRES) = 31.80 TC(MIN.) = 19.87 PEAK FLOW RATE(CFS) = 59.12 ___'_--___-_"-____'_~__=='_~a=====___'____'___-____'-_-____'_'_____________ ' _'__________'____'____-_-'__________'____'____-'___'_-_____~_______-__'_-_-' END OF RATIONAL METHOD ANALYSIS 1 ' ' , , ' ' ~ Page 15 of 15 , ' .' ' ~ ' , ' ' ' , , ' ~ ' ' ' ' ' ' Table C: Catchbasin Sizes in Tract 29929 & 29929-1 Node . CB # Inlet Size (ft1 Caeacitv fcfsl 01A0 Ir_fc1 1b25 Z4 7 11.5 0.4 156 23 7 11.5 3 154 22 7 11.5 7.2 153 21 7 11.5 5 152 20 7 11.5 11.3 151 19 21 22.0 20.7 150.9 18 7 11.5 0.3 ''Z/~l 354Hydro.xls 9/26/2001 RBF Consultants, Inc. ' ' ' ' ' ' ' , , , ' ~ 1 ' , 1 ' ' ' Worksheet Worksheet for Curb Inlet In Sag Projea Description Worksheet CB in Sag ~ Type Curb Inletln S, ~ Solve For Spread Input Data + S Discharge 11.50 cfs / ~""~~- l.-L~~~UTr i~~' ~ CG Gutter Width 2.00 ft Gutter Cross Slope 9.9 % Road Cross Slope 2.0 % ~_ S 1 Z~ ~~ Curb Openi~g Len~ 7.00 ft ~ Opening Height 0.50 ft Curb ThroatType forizontal Local Depression 4.0 in Local Depression 1 4.00 ft Results Spread 2.73 ft Throat Incline An 30.00 degree Depth 0.50 k Gutter Depressio 1.9 in Total Depression 5.9 in ~~ ~ Project Engineer: Ejaz Mohammad, P.E. h:~pdata11 51 0 01 81~dwg\hydrology\181cb.tm2 Ro6ert eein, Wlllfam Frost 8 Asaoctates FlowMaster v6.0 [814bj 09/26/01 04:55:55 PM ~ Haestatl Methods, Inc. 37 Brookside Road Wa[erbury, CT 06708 USA (203) 755-1668 Page 1 ot 1 '' I ' ' ' ' ~ II ' , ' ' ' , ' ' ' ' , ' , ' ' Worksheet Worksheet for Curb Inlet In Sag Project Description Worksheet CB in Sag Type Curb Inlet In S; Solve For Spread Input Data Discharge 15.00 ds L-~O"'7j ~.~'P;l~[,~'r'~ ~ ~~ ~S Gutter Width 2.00 ft Gutter Cross Slope 9.9 % Road Cross Slope 2.0 °/, Curb Opening Lern 14.00 ft ` "'~ ~!~ ~ ~/,!1 ~ ~ Opening Height 0.50 ft Cui4ThroatType iorizontal Local Depression 4.0 in Local Dep2ssion l 4.00 ft ResulGs Sp2ad 2.76 ft Throat Indine An 30.00 degree Depth 0.50 ft Gutter Depressio 1.9 in Total Depression 5.9 in ~~ ~ Project Engineer: EJaz Mohammad, P.E. h:~pdata\15i0o181Wwg\hydrology\18~rb.fm2 RobertBaln,Wt111amFrostBASSOCIates FlowMasterv8.0[614b] 09/26/01 04:56:22 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1866 Page 1 of 7 Worksheet Worksheet for Curb Infet In Sag , Project Descnption Worksheet CB in Sag ' Type Curb Inlet In S~ Solve For Spread Input Data Discharge 22.00 cfs ~- z C,~PSru rr %~~~~~ GutterWdth 2.00 ft Gutter Cross Slope 9.9 % Road Cross Slope 2.0 % / Curb Opening Len~ 21.00 ft !!"'~ Z S/~~~ % 2~ Opening Height 0.50 ft Cufb Throat Type ionzontal Local Depression 4.0 in Local Depression l 4.00 ft Results Spread 2.72 k Throat Incline An 30.00 degree Depth 0.50 ft Gutter Depressio 1.9 in Total Depression 5.9 in . "4~ Projec[ Engineer: Ejaz Mohammad, P.E. h:~pdata\15100'181\tlwg\hydrology\181cb.fm2 RobertBeln,Williamfrost&ASSOCiates FlowMasterv6.0[814b] 09/26/0~ 04:56:57 PM ~ Haestatl Methods, Inc. 37 Brooksitle Road Waterbury, CT D6708 USA (203) 755-1666 Page 7 of 1 Street Canacitv Checkine: Tract 29929 & Tract 29929-1 Criteria to be satisfied: The 10-year pealc flow should be less than the top of curb street capacity. The 100-yeaz peak flow should be less than the properiy line street capacity. If there is a drainage boundary at the crown of the street, then the 100-yeaz peak flow should be less than the half-street capacity to top of curb (and below street crown line.) Street Capacity @ Muumum Street Slope 0.5% • Half-Street with water at Top of Curb= 10.0 cfs • Full-Street with water at Top of Curb= 20.0 cfs • Full-Street with water at Right of Way Line=253 cfs Criteria Checking: 1. Streets Draining to Node 151 (CB # 18 & 19): Q100= 21.6 cfs, Q10=14.1 cfs • Tract 29929 Interior Streets and Street AA: Since all street drain to one concentration point, full street width can be used for capacity analysis. The full- street top of curb capacity higher than 10-yeaz peak flow, and the full-street right of way line capacity higher than the 100-year peak flow generated, hence OK. • E Half-Harveston Drive: Flow is very small fraction (from about 0.5 acres of street), coming oniy from Harveston Drive. Flow approximately Q100=1.2 cfs, Q10=0.8 cfs, which is both below half-street capacity at Top of Curb, hence OK. 2. Streets Draining to Node 152 (CB #20): Q100=113 cfs, Q10=7.5 cfs • E Half-Street AA Lot 48 to 59, North Half of Street CC Lot 29 & 59, W Half of Street EE Lot 29 through 43: Flow on these streets is approximately half of flow coming to Node 152, since the flow to this node comes approximately equally from two sides. Therefore, Q100=5.7 cfs, Q10=3.8 cfs, which aze smaller than the half-sireet capacity to top of curb. Hence OK. 3. Streets Draining to Node 153 (CB #21) ): Q100=5.0 cfs, Q10=33 cfs • S Half-Street CC Lot 60 to 71, W Half-Street BB Lot 15 & 60: The half-street top of curb capacity (10.0 cfs) higher than the flow generated for 10- and 100-year peak flow, hence OK. 4. Streets Draining to Node 154 (CB #22) ): Q100=7.2 cfs, Q10=4.8 cfs • E Half-Street EE Lot 16, Lot 20 through 28, Lots 33 through 39, Landings Road Lot 39 & 28: The half-street top of curb capacity (10.0 cfs) higher than the flow generated for 10- and 100-yeaz peak flow, hence OK. 5. Streets Draining to Node 156 (CB #23) ): Q100=3.0 cfs, Q10=2.0 cfs • N Half-Street BB Lot 1 through 15, E Half-Street EE Lot 1& 72: The half-street top of curb capacity (10.0 cfs) higher than the flow generated for 10- and 100- yeaz peak flow, hence OK. 6. Streets Draining to Node 158 (CB #24) ): Q100=1.4 cfs, Q10=1.0 cfs • W Half-Street CC Lot 1& 72, S Half-Street BB Lot 1& 15: The half-street top of curb'capacity (10.0 cfs) higher than the flow generated for 10- and 100-yeaz peak flow, hence OK. ~3 ' StreetCapacity.doc 09/27/Ol Cross Section Cross Section for Irregular Channel Project Description Worksheet Sheet Capacity to WW FlowElement IrregularChannel Method Manning's Formula Solve For Discharge Sedion Data S-r~~c-T e~o~«~7 -r~ ' `~w ~ ~'!!N , f WOe ~"~~ Mannings Coefficiei 0.022 SIopC 0.5 % WaterSurfaceElev ~00.60 fl Elevation Range ).00 to 100.60 Discharge 25.33 ds ~-~L C~QRC/7~ 100.60 10 0.25 10 0.00 -0+40.00 -0+30.00 -0+20.00 -0+10.00 0+00.00 0+~0.00 O+z0.00 0+30.00 0+40.00 V:10.0~ H:1 NTS ~'~C ~ Project Engineer: Ejaz Mohammatl, P.E. h:~ptlata\1510018~\tlwg\hydrology\18~cb.fm2 RoCertBein,WllliamFrost&ASSOCIates FlowMasterv8.0[8~4b] 09/27/0~ 10:~8:40 AM ~ Haestad Methods, Inc. 37 Brooksitle Road Waterbury, CT 06708 USA (203) 755-1866 Page 1 of 1 Table Rating Table for Irreguiar Channel Project Descnption Worksheet Street Capacity to R/Vu FlowElement IrregularChannel Method Manning's Fortnula Solve For Discharge Input Data Water Surface Elev 00.60 ft Options Current Roughness Methcrved Lotters Method Open Channel Weighting rved Lotters Method Closed Channel Weightini Horton's Method Attnbute Minimum Maximum Increment Slope (%) 0.5 2.5 0.5 Slope ischarg Velocity Flow Wetted Top (°~) (cFs) (ft/s) Area Perimete Width (R~ (ft) (ft) 0.5 25.33 1.75 14.5 64.83 64.00 1.0 35.83 2.47 14.5 64.83 64.00 1.5 43.88 3.03 14.5 64.83 64.00 2.0 50.67 3.50 14.5 64.83 64.00 ~ 2.5 56.65 3.91 14.5 64.63 64.00 ~CAl~~t`~I~ j C-A~rr~ l T ~ ~~'C-/ ~../ ~=d 1~ V~ +'Z j/n/~i „fc.vPG~ ~~ Project Engineer: Ejaz Mohammatl, P.E. h:\ptlata\15100181 Wwg\hytlrology\18~ W.fm2 Robart Beln, Willlam Frost & Associates FlowMaster v6.0 [614b] 08/27/0~ 10:~7:00 AM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 011 ~i ' Project Description ' ' 1 Worksheet Street Capacity to R/V~ FlowElement IrzegularChannel Method Manning's Fortnula Solve For Discharge Input Data Worksheet Worksheet for Ircegular Channel Slape 0.5 % ~-'~~ S~,O/~C Water Surface Elev 00.60 ft Options Curtent Roughness Methc rved Lotters Method Open Channel Weighting rved Lotters Method Closed Channel Weightini Horton's Method Results Mannings Coeffic 0.022 Elevation Range ). 00 to 100.60 Discharge 25.33 cfs Flow Area 14.5 ft Wetted Perimetei 64.83 ft Top Width 64.00 ft Actual Depth 0.60 ft Critical Elevation 100.51 k Critical Slope 12 °h Velociry 1.75 Ws Velocily Head 0.05 ft Specific Energy 100.65 R Froude Number 0.65 Flow Type Subcritical Roughneu SegmenGs ~T C~~~uT7 ~ r~.S',,~~.r s~o. ~J 'Y ~../ C /./E , ' I~CTA/[.ED ~E~2 ~ Start End Mannings Statlon Station Coefficient -0+32.00 -0+Zp.00 0.035 ' -O+Z2.00 O+p2,00 0.015 O+yp.00 0+32.00 0.035 ' Natural Channel Points SWtion Elevation (ft) (k) ' -0+32.00 100.60 -o+2z.oo ~oo.so -o+z~.so ioo.oo -0+~8.00 100.16 ' 0+00.00 100.52 0+18.00 100.16 O+p~,g0 100 00 ' . O+z2.00 100.50 0+32.00 100.60 ' ~ Projed Engineer: Ejaz Mohammad, P.E. h:~pdata\15100181\dwg\hydrology\181cb.fm2 Robert Bein, William Frost 8 Asaociates FlowMaster v6.0 [614bJ ' 09/27/Ot 10:17:09 AM ~ Haestatl Methotls, Inc. 37 Brooksitle Roatl Waterbury, CT 06708 USA (203) 7551688 Page 1 of 1 Cross Section Cross Section for Gutter Section Project Description Worksheet Half Street Gutter Seq Type Gutter Sec[ion Solve For Discharge Section Data Slope 0.5 % Discharge Gutter Width IO.Oa cfs ~-~ ~~_t!`„~ 2.00 ft Gutter Cross SIoE 7.8 % Road Cross Slop 2.0 % Spread 19.00 ft Mannings Coeffc ).076 0.55 0.40 0.30 0.20 0.10 0.00 0+00.00 0+04.00 0+08.00 0+12.00 0+16.00 0+20.0 0 V:10.0 ~ H:1 NTS ~~ Projec[ Engineer: Ejaz Mohammad, P.E. h:~ptlala\1510078~WwgUiydrology\t8lcb.fm2 RobertBein,WllllamFrost&ASSOCiates FlowMasterv6.0[614bj 09/27/Oi 10:18:59 AM m Haes[ad Methods, Inc. 37 Broaksitle Road Wa[erbury, CT 06708 USA (203) 755-1866 Page 1 of 1 ~ ~,,/ S~L s 7oi° ~j" C d~t~ /-~,~~.~ ;~Trze~T ~-~-F~c,r~y ~ m~./. _IEAJSt'" Ol=' U' 3'~~ • ' Table Rating Table for Gutter Section , Project Description ' Worksheet Type Half Street Gutter Sec GutterSection I /SEL i ~~~ - ~~ ~v~ Solve For Discharge ,, ' Input Data /~~.~~ ST/1-~ ET ~" ~~~~~ Gutter Widfh GutterCrossSlo~ 2.00 ft 7.8 % ,r ~A~/''~v1 ~~~ .J y~ ~ ~~r/~G Road Cross Slop 2.0 °h S D~ ' Spread 1 9.00 ft ~ ~ Mannings Coeffic 1.016 ' Attribute Minimum Maximum Increment Slope (%) 0.5 2.5 0.5 ' , Slope (°~) ischarg (~ Velocity (WS) 0.5 10.0 2.70 1.0 1420 3.81 1.5 17.39 4.67 2.0 20.09 5.39 ' ~!~~ ~~~ ~~ ' . ' ' ' , ' ' ' , ~g Project Engineer: Ejaz Mohammad, P.E. h:~pdata\'15t00181\dwgViydrology\'I81cb.im2 RobeRBeIn,WI111amFrost&ASSOCiates FlowMasterv8.0[614b] ' 09/27/01 10:'I5:46 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA 2.5 22.46 6.03 (203) 755-1666 Page 1 of 1 , ' , , ' ' ' ' II ' i ' ~ , , ' ' ' ' ' 1 0 J ~M W r 4 4 m x m x ,y o z~ zr~o Zq~ Zro j, ~ £ S £ m Eo Eo Fo ~ m ao wo ao ao °i " C~o coo ~90 ~o N ,~ a ~d a a m ~, o ao aN ao a°o P Z R~ ~¢M ~~ 4m r ~ ~ ~ UI O N O UI O lA O ^O DO DO '.70 D O G1 0 0 0 ~ O ~ 0. 0. EC n ~w ~w o: M )+ '1 N ~ ~ ~ a • ~ L] N N O ~, 3 •~ Z N N M F N (~1 ~ , H " z a r m c~ o -. F N O a H N rn 2i ; ° ~. o ri c~ .~'. .~'. .". .`~'. a ~n z z zo ao zo yo ~ Z J O N p a H O O O O N S I-I ~ N VI W ~ a °w~ a a a ^ a ^ ~c F ~ a ~' Q s M c~ ~ u a a F o F z w m ~n w W N GI E ~n q " W ~n E t~i~ N .] k c~ .+ ~ U.-i x U.i * U.y * U,~ U ~+ O W uWi uWi uWi twii uWi ~ ~ E rl I Fl C I ~ ~ ~ i/1 W Z 2 W ~ F N n F m ~ F~/1 k F O~ x F~n # N a'. 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K. 4] W 4 l0 . 'i . 1~ . N . rl . O . Vl . O . t0 . rn . O . O . fl . ti . (") . Vl . 41 . O . O . ~-1 . ~ q ~+ [.] • S+ ~o o ~o o r o r ., m o m o m o m o m o 0 0 ~ W w o 5 O 2^ L * m m rn m rn m m m m o ~ C~ W C~ r.'J G1 W f U~ # ii O rl O N O ri O '1 O N O N O N O .~i O N N N ~ O W u~ Z F H * Z W Z rv~ W# C N P ry P T P 1~ P h P h C h P O C N O P RC U O ~ .1 • rl lp r-1 l0 rl R l'l 1'1 (~1 t'1 l'1 (~1 (~1 f~l l'l ri ('1 N C O~ 5 1 F W r~i 1 E+ .i ~n .i ~n .i .y ~o r ~ r io r ~o r ~D ~ ~o ~n ~a t~ F W u~ W fil W + . b . io . ui . r~ . m . r~ . m . r~ . m • rf C W I-1 7 1' fv + ~-1 O 'i O N O O O O O O O O O O O O O O O W p P W N M O O O O O O O O O O N . . . . . . . . . . f.] J'. H k ~-i C5U ' G] M * h h 1~ Ol 01 01 01 01 41 N v~ F C a' .] + c c v rvf r~ rvf r~ r'f r~ c i-+ rG O F W • 3~ m > + m m m m ~o ~a m w m ~ Z ~+ + Ii1d y^ F ~ I(1 N } ~ .+ ~n a + ~ o a a i ~n ~n ~n ~n ~n ~n ~n ~n ~n ~n Z W rt E a .i H ri `+ .y .i .i ti .i .a o z~o a . m m m ~ ~ m ~ ~o ~ ~ F V f( U X W h O x (~ .~ 30 Z W r] M • O N O N t0 tn ry C m ~O i~ fu E fi r~ rv~ .y o b in c~ rf m t~ W 0.' r] •'~ x ~ll t0 O m O~ v C l~ N t~I U Q G] D N W fC Z ~ N • rl # ~(I N ~O ~O 1~ W t0 0 Ol O1 W ~~+ 2 3 f+] + m m m rn m m m m m m W £~ O f o 0 0 0 0 0 0 0 0 0 ^ H a u .. ., .. ., ~ ., .. ~ .. rn a ru w>~ + W W ~ 3 t o in o in ~ ~o in cv c o ~ ~ K S O • c~ rv o ~n c.~ m r r o Q a W ~o ~ m ~ o c~ r ~ ~n ~ « 3 W x rvi ~n ri v c r~ m r'r rvi m ~ w x i O • x t O F + .y r ti ,r .y r ~n io c t~ r v o ~n e ~o o e v n cp C D + m N o m w m N m m o ~o r o m rn m m m .i N G1 4] W • ~O N t~ 'f1 ~O t0 l0 ~(1 N ~O H .'7 rl O# ~-1 O N O N O N O ("1 O V O V O O' O N O Jl O • ~ Z W N• O~ O m O O~ O a1 O m O 01 O O~ O O1 O m O O~ o ~ N O O O O O O O O O O 2 Z i~ ~-1 O r4 O .~i O '1 O N O N O 'i O '4 O e4 O '4 O ~ C~ N Z k l~ C rl (~1 N. 1~ l0 (~1 vl m 0.' C 1~ r-1 N (+1 O~ N 10 I Z + N 01 r-1 m Oi E+ !~1 t~ N I1 C F .i O1 rl 1~ m l~ ~D ~O Zi ~ £ # . . . . . y . . . . y . . • . . . . a• ~ w m v~ ~n m m c m m .+ m c N r o ~ n .y ~n Q U F a x o .y N m in E ~ m e N ~o E r c .i a ~n rv m c 3 O rt' ~] * o 0 o U o c~ m .y c U c in b b - U) E ~ M N N fi '7y N N N 'j.~ N M r1 ~-1 « y a i i1 7 h ~ 4 , 4 W . ~ ' W U N a , o o a m r o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m . a Q + o 0 0 0 0 0 0 0 0 w O S Z N x R O O O O O O O O O ' a ~ N O O # O O O O O O O O O O O O O O O O O O 0 . o . a N ' a+ N R o . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . O O k O O O O O O O O O O O O O O O O O O W x ' O F( k O O O O O O O O O o W ~O x o 0 0 0 0 0 0 0 0 L1 Z k ~ ~ O O O O O O O O O Q n (A M • k x ' O k O O O O O O O O O ~(1 \ 6 ~l1 ~(1 ~(t ~I1 Vl i(1 i(1 N N ' F rt • . . . . . . m 2 p * n rr m r~ m m m ri m • S~ H ~ O d O N 1l1 ~f1 Vl I(1 ' ul W* I(1 P C V~ P P P ('1 O l'1 ('1 M (~1 I~1 11 rl N # £• N N N N N N N a • Q + z a * t m Q a w m m m m m m m m ~ U S vt ~l1 ~ ul ul N vl C N F M C P P C P [T C P P [. w + N a W % N N N N N N N N N ^ L r U x * ' ~ o t4 + o 0 0 0 0 0 0 0 0 O o ~ W> * a o 0 0 0 0 0 0 0 o H D a ~ o 0 0 0 0 0 0 0 0 2 ~ z ~"~ x H O x ~ ~D l i.] N 4 Ol I~ W fi C N 4'1 l0 O ' 0 ro 41 i~ • v~ 01 (~1 N t(l O ~O !~ N f~l m O (~1 M 1`t 1~ i(1 Z '-I rl IJ H i-] > U~ a C f.] k [v • !h O V' r-1 l(1 N l0 O f~ 1~ N 01 O Ol V' 1~1 l0 J o o~.. ~ s. o 0 0 0 0 o a o o a o 0 0 0 0 .; o o ~.os zo . o 0 o a o 0 0 0 0 .+ o m w a . ~ .. ., ., „ ., „ ,, ,, ~ ~ ~ a N 2 U' + + .y .y .-i .i .i .-i .y .y .y , H ' M O ~O Iz1 , L i.] W x ' h O N 0 r-I O 1~ O! r~i N N N O ri I~ N m h O U O ^ .~ k M [~ W N l0 N C ~O P t0 t0 l0 11 N O1 1(1 W ~O ('1 FC F 4] ra iC S• 1~ c I~ h W' .i Ol i(1 O N O N O N O1 N S (~1 Iv l7 LL W IxI ' x . M . (~1 . C . C . . lD . ~O I(1 . N O O LG W M ~ .T. [v f O O O O Q p p O fi ~-i O M O .i O rl O O W.`J , W ' (n + O O O O O O O O .NNW ~ . . . . . . . . ' ~ a S U + r o m .y • m m ~ ~ F tL a .] k m ~ c m . -i o o m m KO E f~ + ~ 3~ m D • ~o r r r m m m m m H tn ^ M N ~l # x K • ' N N ~I1 V1 i[1 N N ~I1 ~ ~(1 '] W i ti ~C E x .i .a ,y .i .i rl .r .i ti ~ Q O d k ~O l0 t0 l0 l0 b l0 ~O l0 U U' # W 0 + , N O U' + 3 O z M `p - i t~ ~n r c t~ m ~o N m O~ i~ [u E Y .i Vl O~ .--~ m ~O c m .i P Ci Fl •'~ • ~D b l0 h l0 P ~O ~O '-1 ct W D N W k O~ O 2 q N N N Zr .~-] r~ W 4 M 01 01 01 O1 O~ 01 OI O1 Ol Ol O~ 01 01 01 Ot 01 O O , $ N O ' M O O O O O O O O .-I N M d (J ^ ~-{ M ~-1 ~y ~.{ N rI rl rl ~ ~ 4a ~ ~ O fYi ~'tl m 3 • N Vl (h O O l0 l0 N V1 ~ U' W GG fG x O + ~n ~n o r ~n m r'f c ~ M W a H O O~ m t0 vl ln l~I f~1 t"1 I u ~ ~ G1 w ('1 N N N N N N N N ' ~ 2 O + rS + N i~ N h F ' k ~ h O 01 Ol O~ P Ol l~I 01 .~1 C C Ol h O1 N O~ I M '.1 x ~Il 01 t~ 01 al 01 O 01 ~ ri O~ f~l T l~l O~ 1~ O\ ' ~n W f~ x . ~tl . uf . in . in . . v~ . ~o . vt . ~ ~ o > a. O« ~o o ~ o ~ o r o r r o r o r o r o ' O~ O U 2 W U] • O1 o O~ p pl p p~ O m p~ m O 01 O Ol O O~ O O • O M + O O • O O • O • '4 O N k e-I O ti O ~-1 O f-1 O rl p ~ O ~ O ~ O ~ O vl Iy' w 4 r~ m M M '4 O .~i m Ot 1~ ~O v O O ~l1 v1 Y. .i 01 ~ O N N ~'1 ~a t0 r1 1~ ('1 O O OJ O\ N O~ ~ Vl F N 1"1 b 0 O F. k P N [~ vl H fi] # N N 1~ N O ut C O~ 'J O~ Oi O1 p N t0 1~ ' N r ~O W ~ F r~ rl • m. m r N O m (~1 C N ~D N t~ FC t~ N O F N 1~ W O e`1 CI N ~ k rl ~-1 m N m N m 'i a O m N m '1 U ~Z m ~'1 m N ,y N rl F N ^ W + 2 FJ Q ' N 0.^ V^ J` W rn N ~ ~ , 4 ~ ' ~ W U M ~ ' o o a a o 0 0 0 0 0 0 0 0 m • « o . 0 . 0 0 0 0 0 0 0 a o > x o 0 0 0 0 0 0 0 0 Ij k Y a + o o o w * o 0 0 0 0 o a o 0 ~ 5 F+ d x + m x 0 0 0 o x o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o N f4 • o 0 0 0 0 0 0 o O o o O o 0 0 0 0 O O O O w N N # # . O . O . O . O O O O O O O O O O O O O O ' ~ t O ~ O ~ a ~' . o O 0 0 0 0 0 0 0 0 w 2 R O O O O O O O p O O N a o e . O O O O O O O O p mti « ' O ~ O ~ \ . * p O O O O O O O O F K • ' ~1 . O . O . O . O . O . ul v1 N r1 M U' Fi # M t"1 f'1 t7 ('1 ('l . rf . 4 . -1 1~~ * r i * ~'w ' P p a F• W R ~~` p N ifl O O N N ^ k ~ N N N N 01 N lp C ~p N N ~ ~j * • N • N • O • p • p O+ 2 + N + ~ m N m ~ ~' U S # m N 41 -1 O~ O1 e4 N N N P H F * P . N ri N .-I N p O C O o m O m O F [4 ~ . . m N N N W • N N N N r4 .i O ao O O L U r r ~ , ~ o o a o 0 0 0 0 0 0 0 O N a w * o 0 0 0 0 0 0 0 o o N W * o 0 0 0 0 0 0 0 0 E = tn 2 H O z # ' W l0 f+1 F1 H # ~I1 N OJ (~1 N ~O N P ~O Z N O '4 O N O C N O Ia] N N U~ r] N # ~O O N O 1~1 l0 ~(1 O 1~ ~p V' rl r~i W .i 01 O V1 N 4~ N O O h O lC O ~D O 1~ O 1~ O m J p ~ 0 ~ w Q Z ' T. * N O N O N O N O N O N O N O N O Z Q O o 0 0 0 0 0 0 N 0 ~ ~ o a1 w a « ,..~ ~ r4 fl U' ri .4 ~-1 ~-1 .i .-1 .i .1 4 d N Z n . , M m m ,r .. ,-~ [.i Z a . ta + r m m m r c~ o v ~o ~v ~ ~n ~o a' in < .y U O ' ^ >~ N u~ r r~ r m m b m ~o (n m m ,~ ~n ~ m ~ r~ ~ m ~ N m N ~D ry F 4] r] F[ y' } .y ip ~p M ~p N ~O N O N O rl O 1~ O 1~ ~(l ' ~ W V1 GI fil W # . (~l . P . C . N . O . O . i O N O N O N. [al N y,S. W k rl O O O O O O O O O O O O r O .--I ~ ~ N N a d ~/1 O O O O O O O O O O A O 5 U ~ ~ a + m O1 [u N 5 C l k N 01 o N r'I 1`t m m m Q O F F ~.1 w ~n in w ~o N in c v c m m S W VI .'1 k m ~O t0 \O N r-I N N N M N ~ } + N ~ , Ill Ill N O a a 4 . I(1 P °' P m m P C C fi t0 ri ~O 2 2 O~ # iO l0 l0 l0 O O P C c Q ~ • P C C rl 'i ' U U~ W ^ N O U' • 4 # s 3 O 5 + m ~ N m .a ~+ N W F + f m m ,y r~ in o m m o r r a a •> + r~ m vi m o rr e ~ in m ti S W D N G] • . . o . o . ~ . ~o ~o ~o r O O ~ ~ ~ N N N N N N O y O M H Z . '$ G] ~ O O O o O O O o 0 , f i ti ~ y O * M .~ r~ 'i rl f1 .i • rl N pi U M r-I rl '-I N rl rl rl N M a r~ ru > m « . m m O P: ir F! ' M ~ o m m o l' W GI 5 5 S O * P C 1'1 r1 m l0 1"1 N O I t 1 N W ~ . 01 O~ O1 C~ N I~ ~D ~(1 ' N N Q W 4 N N N N l1 (h ~-1 .y ~y l+ Q O # 1 • N N O~ ~ M Ol E w m m rl 01 l~ V1 O l0 rl O m N rl t0 O 4 eT f l C t~ I C'J 4 P (~1 O lO p O ~ N N N C r-1 01 t0 O O r N . m 0 . l0 Ia~ Gl ' h . r-1 . N . t0 . l0 . l0 . ~O . ri . N . m O m O . ~ Fl O+ m O~ O1 O 01 O O~ O O~ O O1 N O .-1 rl r~ 1 e-I ' O o m o U Z W tn f m o m o m o m o rn o m ri o 0 0 0 0 ~ ~ O '~ N O O p p O O N N • " " ~ N # r4 O N O N O M O O N O '4 O rl O ~ N Q i M N ~D m m ~O t0 W' .1 ~(1 ~O [4 N ~O m 1~ vl ' P c N ~ ~O ~n ~tl W r w 2 ~ ~ w ~j " * N n F ~n O m i(t o t0 m N m m r F w IO e N m tn (n F w N m O N N o C rv 1~ N m ~ K W+ ~ F ° 'i F ri ri r E r .y m .y o 0 0 • .r c ~ ~ U ti r-V N N W F a 1`1 ~ N N N N N Z N N N a * ~ 7 7 h , Q N '~^ W ~ Q~ ~ ~ ~~ i , ' ' ~ , ' ' ~ ' ~ O ' W Z J 1 ~ M ' ' ' ' ' , ' ' 4 w ~ w u - M a 0 O o O a d k o 0 0 0 0 0 0 ~ m O . O O p p p p O O 'J * O . O O O O O O O ~C x r a « ~ ~ z H + O O O O O O O O d C O O O O O # O O O O O O O O O O O O O O O 0 0 0 0 o a a* o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O N N # + . O . O . O . O . O . O O . O O O O O O O O fil ~ • ~ O 0 O 0 FC 0~ . 4 O O O O O O O O 0 ~ z * o 0 0 0 0 0 0 0 0 a . o 0 o 0 0 0 0 0 ~ . LO ir r + 0 N ~ I(1 k k O O O O O O O O \ A V1 Vl N ~(1 N ~(1 ~(1 Vl •i N U M • ~-1 '-1 N f1 ~-1 'i 'Y 'i 5 ~ « x 9+ F+ 0 0 0 0,. o 0 0 0 o a C l0 C tD P ~O Gl / Q k P ~ P C P C O l0 l0 ~O lO l0 O O O ~• O O O O O O { ~ # 2 M ~l + ul O ~(1 O R U' }' + k ~(1 O ~(1 o N h ~(1 i(1 Vl V1 m m . . i-i F M m m O W O m O m O m o N 0 m ' ' F W x O O 1-i G] • O O O O o O O O aa « U ~ 0 o a x : o 0 ° o c~ t u 9 0 0 0 0 0 0 N o O Z E d 4] N~ ~ * o 0 0 0 0 0 0 0 ~ yz + O Q N N N r-1 l0 f'1 i-] l 4J M Vl M N Ol I~ ry Ot o~ m o m r N • % T r~i V1 .i ~O rl ~D r~l m O lD O O m ~ o W H U a • m o m o m o m o o m m r ~n O O ~ ' 'W 4 ~ N N O H N 4] y i 1 N O N O N O N O N O N N .i P o ~ ~ W 0 5 Z Ll # O o 0 o O o 0 0 ~ ~ ° o W u : ~ '~ .-~ '" '" `i ~ ~ ~ i .~ , . a m . . . . , . 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O .-I O N O N • ~ ~D ~ '-I I~ m O m I1 rl ~O I~ N O1 I~ ~~O N 0 m ~D N rl '-I ~O O~ Vl Vl m V 1'1 I~ (~1 O N ('1 N N ti t~ .~ 01 .-i ~A Z. + N a d ~ W• N O N O C1 O t~l O C O P O ~(t O N O N O N O /1 O• F R M N N N N N N N N N N N W q' W a O O O O O O O O O O O • F \ 1i rl N e4 'i 'i r-I N rl N r'I ry f0 fA r] X , z 4 ~ O M ~ Q~ ~ ~ ~~ ~ ~ ~ ~ 2 ~ ~ ~ ~ M a o 0 0 0 0 a + o 0 0 0 0 m r > « o 0 0 0 0 a « « a « 0 fz] k O O O O O j M 4 a « « + o 0 0 0 0 0 0 0 a a+ o 0 0 0 0 0 0 0 N N# Y O O O O O O O O # Y k O O O O O \ O • O O O O O fil Z N 4 O O O O O 0.~^ Q~ H 4 • • # O O O O O \ M O O O O O E Q ~ U' N + N N N N N S O r x + F+ a « o 0 0 ~ : o o v + ~ * o 0 0 o+ z. a « t + ~o ~ ~ ~ ~ U S 4 O O O O O N F + N N N N N F d f M I~1 # N N N 'i 'i ao + V e « a ~ o 0 0 0 0 t~> « o 0 0 0 0 a w + . . . . . o a o 0 0 0 0 N G] y r O Y N C C • N rl .-I N N N 1 i a~ + m o m o m o m m H x S c9 a . m o m o m o m m p W' (.1 tu# . . . . . . . H.] a w x• ~o o ~o o m o ~ io 0 ~ 2~ O ra a * o . 0 . 0 0 ~ 0[0 W U # . fl . N rl ., N ., o ~a N N E E + Q FC Z .] .1 W+ ~n v rf ~n r r ~o io O i t o >• r o r+ r ~n o 0 0[+ m r~ aa a+ ~ a ~ ~ ~ m ~ ~nNa a mm + r ~ ~n •mf+ r~ > m w o 0 0 0 0 0 0 0> a (L U] R O O O p'i f • • . E F U U + H M } Ol m 01 rl N C C a ul N m h 1~ W H f +] + ~ N .> Y l0 ~D ~(1 N N M N # fA ~ 0 6 M • ~/1 r~ ,] k NO p m m m t+i m N K x * •t CH [y * .i .a ti ~ y ~ z a .-~ .+ . i ,~ o t O + U U * C'! + w o 02 + 3O 2 i- i ~ x ti r m m m 5~ F F . .l i.] •'~ k M 1~1 P C C ry' [a) ~^J W p m W t . 5 ~ N ~~n •.] + ~o ~ b b ~oHH2 ti2 34] o 0 0 0 o ErnO ~n O + .a ,y .y .y .a a U C U .i .i .i .i .-~ .] f~ f.1 x W > fu ~ m i- i 3 ~ ,-~ r~ w ~o ~o W a C aa xo « ~ ~ ~ o 0 ~ w O ri .-I N N k G1 , N N N 'i i-1 0 m x O ~ x • F + v r t~ r~ m r m m W' :~ ! N Ol N O1 N Ol ry ry W [.] # . rn . m . m . . D N O. in in in in ~n in in ~n , 'j. 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M N N N ~(1 V1 P r1 tn N N ~-1 3 W fA k '-I rl fi N fY 'i e4 N FI K !A Q k H x N .] 4 N N N N N N N N N N N 'N O +~ a x r r r r n r r r r r r r r1 e, * 2 Z +` t O ~ U F ~ ~ W ^ A y Q ~ • O (V N m t0 0 T m m M m 3 a M k t0 l0 l0 m ~y N r N O (`l O 'Y~ Iu E M ~D l0 t0 O l0 ~ 0 (~1 1~ O t"1 5 F1 Q W ~ k N N N ri ~-1 N N l~l ('1 C P `/. ~ N x O O O O O O O O O O O N N 2 } N fy r{ f1 ~y N N N 'i 'i S+ !n O M fi N N 'Y N ry 'y r{ N fi N H(G U + a w + m>u, n o o .i r v m rv r m m e O C N W • m o m o ,-, ~y a. ~ ~ m o c9 G~ a a k (~I O O1 G' P C C C Y1 ~z] Y ~~ • N N rl O O O O O O O O q M ~ ~ # y N N ~O N OJ m N O N T N ('l N h N ('I N P N O N i~ In Ol lO 01 t0 l0 O~ N O~ m O1 P 01 m O~ N 01 ~(1 Ol 0 01 I m . m . . m . m . m . m . m . m . m . m O s o m o m o o m .y m ,y m rv m c~ m r~ m m m r~ m - N• O rl O 'i O G O .-I O ~-I O n O .--I O .y O .y O .i O r4 lJ # . . ~ e4 . ~ . . N . . e-~ . 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N . l0 . N . m . C . ~-1 . Ul . l0 . C . N . ti W N '.~ T. Iu k ri C ~-1 M .i I+1 ~-i N r4 N fl N .-1 .-I O .y O ry O ~-i O .-I 0.' G] 4l • O O O O O O O O O O O d`~] , , . . . . . . . . . . .~ma R fy ~ * ~nam « m r r .a .~ H m e' rn ~n o ~ rv m v~i .~i m ~ F C G] w . . . . . . . . . . . > + o o m m rn m m r r r ~n 3 w~ ~ ti ti y + ~y + y i~ N N N N N N N N N N N N k . . . . . . . . . . , a k f~ I~ h 1~ P I~ h 1~ I~ I~ P Rf'. a . ~ "+ ~ ~ a • N 3 i~ O1 O~ C m 1'1 1'1 01 N V1 01 C •, k N ~ ~ o vi m m o m r ~n ~. ~n w x c~ rr c io ~ ~ m a 3 ca.l + o 0 0 o N N ~ ~ N ~ ~ 2 O O O o 0 0 0 ~ # N ~ ~ .-1 .-1 .-I rl r1 .i • f4 fi e4 'i ~-1 N 'i f1 fi M + a + 3 '+ rr ~v o 0 0 .i rvi ~o m v m O C 'F. O * N C ~O OJ O N C ~O m r~l ('1 V' W W W w N vl N N ~O l0 l0 ~O ~O 1~ t~ W M O w * O O O O O O O O O O O Q ~ Z ~ y E • 1"1 N N N m N t") N V1 N ~O N ~O N c N N N 1~ N N N W' :~ T O 01 N O~ I'1 O~ Vl 01 l0 O~ r p~ 0 Ol Ol 01 O O1 O T ri O~ I W W « . m . m . m . rn . m . m . m . m . rn . rn . m >.] O« m m m rn m m v m v m v m a rn v m in rn ~n m in m• 2 Ls] N x O .-I O O rl O O O r-1 O r~l O .-I O O 'i O rl U M N • rl ~ 'i N N N M r~i N • O • .-1 O .y O ri O .-i O ry O ~-1 O e-I O ry O .--i O 'i O .-1 O N N # m N l7 V I~ N O~ l~l N V ~O ~ t"1 O t`t ~(1 m Ol 1~ i0 t'1 O~ ' O ~ n 1~ Ol 1~ 0 I(1 (~ N ~O S ~ q r'1 (~1 l0 N 01 N N N b M 4] x O O N O N O r1 O ('1 O Q O P O ~(1 O ~(t O ~l1 O l0 O• E Fl M N N N N N N N N N N N Iu fC W 4 O O O O O O " O O O O O N Fl Y ~1 ti .9 fl 'i .i ri .~i rl ri .i m + a 4 ~ ~ M^` W ~ /~~ LV ~ r ~ O ~T i g d' ~ M fL o 0 0 0 0 0 0 0 m s o 0 0 0 0 0 0 0 m x a * o 0 0 0 0 0 0 0 a o m o 0 0 0 o a a o z ~+ « a . + + o 0 0 0 0 0 0 0 0 0 0 0 0 0 .~ a x o 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . 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F+ U 3 ~+ ' ti . U 3 N ~ ~ H 3 H U 3 ~+ x U '+ • S .. U 3 x ~r U 3 ~r H 3 U M 3 ti . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Pl i(1 1~ 01 r~i N V l0 m O N C~O m O N t0 Vl l~ O~ .~ ~'1 N P 01 O N o~D N O N O tD m O1 N F1 Vl [~ 01 e4 fO ~ P m O N T~O e m N~O r-1 ifI O1 l'1 P N~ O C m("1 P N V) O1 Ih m N l0 O o 01 f+1 (~ .i N O C m N~O O N 41 P'1 I~ N~O O cT m N 1~ ti N O1 . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . • . . . . . . . . . . . . . IO~OI~l~m0m010100.-I.i.-I~N(~1(~1(7 V C~~(IIOIOtOhI~G~m010~0100NNrINN('1('1C PCNh~D~0~0 O O O O O O O O O rl 'i rl r1 'i N N N N N f1 e-1 r-1 N N N'i 'i N N r-1 N N N N N N N N N N N N. N N N N N O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O •i r-1 ri rl r-I N N rl rl e4 M'i M e4 rl ~-1 fl rl rl rl fi 'i M N rl f4 fi fi r4 ri fi rl N N ri 'i fi rl 'i rl r-I N N N N N"I N r4 e-1 ~ w 0 ~ ~ Q~ ~ ~ ~ ' ' ' ' ' ' ' , , ' ' ' ' ' ' , ' ' , ~ 0 ~ ~ ~ ~ N r 0 r ~ ~ 0 r 0 .i ~ 0 .y .~ v 0 0 M ~ 0 ~ r~ 0 0 P N ~ ~ 0 ~ 0 .i 0 N 0 0 N .~ F ~ x 0 W E O a m m 0 z N ~ d O N ~ i+ X F a r~u Wz~ z aWZ~~x`~ ~zWZaz~~F FEfilrS i-+Z4]Z rC d U S 4] 41 Q U i-i W O f.~~U r5~~OFZqaa W r] ~O(~UW Ef4 Ci-ViCS ~ W (~9~0 a. mE.ruc~a>oa~n yazaauz~a¢o NtiU3TG]Um3 i-+ EOIIIIIIIIIIIIIIIIE O~'+USTIilXmNw T~ ~ N ~ ~ CO N ~ CO d ~~ , ' , I , I , I ' I 1 I ' ~ , ~ O ,w W ' ~ ' ~ M I ' I , I ' ~J I , _, ' 4 ~ ~ ~ w .. o .i N w a ~' N N ~ ~ ~ N N Z ~ N F m r~ ., a w ~ N O F ~ H ~O H N UI I Z S j W -- `+ N q ^ -' Q Gl CL N F II N a ~ E W O fil U' Q a ~ F N S 2 O F fil ~~ N N o U F i W W ~ a a ~ zm N 5 ~ a w a a . + w ^ U rf U O F Pa N Z W O F N 0 2 Z ~2 F N O U W W F U Q ~ E W 2 Q ~ ~ m SU a ~ U u i 3 E (7 W (7 ~ W a O F o 2 y 3 S E N N 3 I. ] Y'G 1 G1 N f +~ £ ~ V ~ Ul Q Q il i- i R (+ 0 f ~ 2 0 U W a H 41 fil N M 0.' ~ W W a ~ i- i S 5 i ~- 6~ E 3 E G a Q a ~ > ~ W 3 3 r i~ a N E O W r o i i i 2 G~ fK Z ~n N r~ Iz1 H N H N ~ O W E W N N n 2 N U E o O 5 Z Z iO W m ~ U ~ Q Z 2 Z . -~ O N r i~ i- i i- + i- i w z m c~ ~ a a .a N W •• N E O C~ U' U' o a° ° > ° ° E o o a ~ a a H t) U U t4 Z W G] E 4] fi S S X 4 4 N 0 z ~ a 5 H F ~ Z O U ~ a N N O W 4 4 ~ ~ , _ a ~ w a 5 ~ d o Z 0.1 z w > K U r1 $ a a z ~ E+ o ao a 0 c~ o z a R[ ~ N f~ O N 2 Zo II N G1 a ~ ~a W a] H N O ~l 'J O G] f.] ~ ^ O V ] ry' \ r~ ~ GG 3 5 0 y ~ ~ W O ~ i L ] . 0 W~o W O o S NN N 2 3 3 ~+ O 4 t+ U 2 F N E 1 E O. o w a a o ~ ~ N D ~ > ~- i ~ W H N Z N O VI ~] N l0 ~ ~ Y N „ i . i i 4] i- U' .] ~ Z O W I O~ M M. ] Iil ~ O W q W a O¢If4 O W N F ~ I a u o ~ i r~ H ~ > S fX W i- i rn o > a VI N C I W FG H . . + a a5U ~ ~ ~ I W W W HM rCOF 4] u] ~n ~n 2 3 Iv tn > 22 N % # M W d U~ ^ I H E I CO (G~ r'i R ~i~ W N i-] i u] W • fs] •[0 C'! N i~ O ~ ~ ~ ~ ~ ', H N r OO zZ d ti ,y 5 t0 F I m ~N> m ~ • w * Cl ~ O N O N O N Z.l 3 O Z 'i N O F1 M N f+l O W N ra F1 x a~ E a w ~ 4~ R~ F W CG . ] .> E E F OE QU rCfilD N W ' N N ~ O~ O H~ a i ~-l f. i 2 il 3( ..~ O ~.. ~ F ~F UN > a E ] W I+ O W ~ O W (q d a O W p S LK S ~ ~ ~ N~ W 3 w ,i ~ 4] u1 N .'J C P N"'J ^ Z 1 O 4 rC R ~ ~ * N N M Z U~ Ri> N 'i N l'1 Vl O Z W a o «. ozz ° ° ~ ° z z z W z F F F !i ~ Z 2 Z 2 E~ O £ ~ ° a o ~ a r u u i w u i a a W N (, j G 1 O + ~n Z • 1 4 ~Y' , ~ ~ ~ ~ ~ ~ ~~ ~ ~ Q~ ~ ~ V~"' i ' ' • ' ~ ~ ~ ° ° + . o 0 0 o 0 0 0 0 o 0 0 o 0 a * o 0 0 0 0 0 0 0 0 0 0 + * ~ ~ o 0 0 0 0 0 0 0 0 0 0 + ; a « o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 rL « o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N # . . . . . . . . . . 0 0 0 0 0 + O O O O O O O O O O O O ~ O O O O O O O O .... , + + O O O O O O O O O O O * O O O O O O O O O O O • + O O O O O O O O O O O + * ' ~ • O O O O O O O O O O O . k R V1 N ~(1 ~(1 ~(1 N ~(1 ~(1 N i(1 N k 'i i-i r~i fi M 'i 'i rl 4 i i 4 r e ' k x* F* ' 6~ i O O O O o 0 o O O Q~ ~ ~ ~ ~ O O O O O ~ ~ b ~ b . - F. • ~ ~ O O O O O O O O O Ok 2~ ' * o 0 0 0 0 0 0 0 0 0 0 + ~o ~ io io ~o ia ~ ~n ~o ~o ~n • F m • m m m m m m m m m m Z i~ k O O O O O O O O O O O ~ M k ~ ' ~ * * O O O O O O p O O O O O • O O O O O . O O O O O O M O O O O O p O O O O O (~ " ~ 2 ~ ` O _ " x h v ti ~o , ~ « c~ rn ~n v o r c r v r ,~ n a N p io ,y m io o N r o M M[/J I r H x * o o vi ,.a r o r o m o m o m o m o m o m m> ~ w m« ~e o . ~o . o . m . o . ~o . o . ~n . o m o ~ o m i o ~ o o N + o 0 0 0 0 0 0 0 o o 0 o 0 ~ o m~ ~ * '1 .y N fi .i 'i .~ '4 .--i ~ ~ r4 N N ti', Ll , ~ x .~ .y N F 'Q ~ W r m rv m ~ o r m r o r~ m m N ~o m m o io ri ri p`i >* m ~ u~ ul r m c tV c r c .i .y t~ v N o m r ut ~ E W Q 1 f~ O ~O N ~O ~p ~ N ~(1 O T O1 C O M .-I l'1 ('1 UI W W# O ~ ~ V O ti O .y O .-I O O O O O O O O O O O'J [L ] * O O O O O O O O O 4E ' ~ SCJ .U ~ N N 1~ l0 ~O m .~4 ~D .-I r r a 5 * •+ ~+ e m o r in ~v o r r~ o[+ « . . . . . . w w r io ~ ~ ~o in in ~n in v v H " ~n ^ + ~ ' , ~n a + o 0 0 0 0 0 0 0 0 0 o a a 3 • Y1 N i(1 ~(1 U1 ~ i(1 N N i(1 N Z 2 * ao ~ U * ('J ' " a^ N O U' x m in .y ~ ~ in m m rv o 302 o a~ r.a~ [~-~ # m O "'~ ~1' C N m M 0] N N C ~] # ~ 0 O e~i N (~1 M C ~ Jl ,(1 y' W p ' + • ~ . N O '~ . ~t1 O ti . \O O ~ . ~O O N . ~o O N . lD O . t0 O . \o p . \O O . ~O O ~O i-i ~ Z O$' (p ~ ' M N fi N N N 'I r1 ~-I ~y ~4 ~y N ~y N ~y rl N Q i U 'y a W ~ L~ ' ~ + 01 h O N ~ O (~ N N lp o o m a a • ~ c~ m ~o m ,y rvi ~o rn c~ ~o ~ ~ `~ ~ `O ~ r r r r m m m ' + F o 0 0 0 0 0 0 0 0 0 0 # % R ~O C h C I(1 C l0 C P C Ol C N P C l0 P l0 l0 M O .-I .-I fi M rl C rl ~(1 'i N N lD r~i l0 'i l0 .-I 10 l0 . H # • O • O • O O • O O O O O ... . ' O # ~(1 N N N Ill N N N V1 N '(1 N ~(1 N N N ~(1 N V1 i(1 N{ O O O O O O O O O O O O O O O O O O O O rl M . . ~ fi . r-1 . . 'i • ~y • rl O ~-1 O ~-1 O O f1 O .-I O .a O .-I O e4 O rl ~ k } I~ m Ol OI • 1~ O 'i O rl m Ol m h N O1 N l l0 1~ --~ m m ~O (~ 0 C O l0 M m (7 N N (~l C I~ I~ i(1 I(1 O (~ f m O m . l0 C ~D ~O " £ x . . . . . . . . Nt ~ve ' N ~ N N ('1 ~O N O~ ~-1 O y N O N O ry N O O O O ~: + O O ti N (~I ' ~ + O O O O W # O O p O O O ( I (n ( 1 l1 rl r~y N \ + rl N ~y ~.{ ~..~ ~y O 'y O N O O rl O N a ~ ~ ~ N Q~ ~ ~ ~ 'O~ 1 ' ' ' , ' 1 ' , ' , ' , I ' li ~ ' ' ' ' ~ O ~ ~ ~ ~ M x a a z a a xa ~ .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~ ~ o x x S ti x S N ~ b 5 • O ~i W W . S G] Gl c m r W o • m .v .. 5 M ~ ~ 0 U ti U .+ U 3 U 3 U 3 M U 3 • ~ o ti 3 .i U .y .i 3 ~ • o ti U ~ 3 0 rn ~ • o 3 m ~ . ~ H M H fl N ~ N N • N O „1 N M N • O ~ H ~ O . . . . . . . . . . . . . . • . . . . . . . . . ~ . . . . . . . . • . . . . . . . . . . . N p ~ O ri N l~) C C ~Il l0 1~ W 0 O~ O~-1 N('1 (`~ C ~(1 ~O 1~ f~ W Q~ O r4 'Y N 1'1 C ~(1 lD ~ I~ N' Ol O O'i N(1 P~ t(1 ~O h (~1Q~Nr41~(~t01 V1r~i1~(~101~ONm PO~ONmCO~DNQ~t(1.i1~(701~(lNl~t'1a1NNmPOIONOJCOtO . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N N~O 1~ 1~ c0 W m O O rl .-I N l1 l~1 c V) i(1 ~O lO h m m Oi T O rl'1 N N m< V' Vl i(1 ~O t~ 1~ m a1 01 0 0 N N N OOOOOOOO.y.-I.-i.ir-ir-iNeyrl i-1.-I N.-1ey.y.--i~yryryNNNNNNNNNNNNNNrv1~`l(~tln(~1 0 0 o O O O o o O o 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 o O O o 0 0 0 0 0 o O o 0 o O o 0 0 0 N'i N rl '-I rl N N N N r1 'y r-1 ry i-I M ri ~-I N N'i ~y N r1 rl ry N N'-I N N N N N N rl N N N N N N N fy fi '1 N W E O Z ~ 4--. ~ M ~ Q~ ~ ~ , ' ' ' ' ' ' , , ~ O ' Q~ J ' ~ M ' ' ' ' ' ' ~ , r N E Q X W ^ ~ E O w ~ w O Z N ~ ~ o ~ n ~ xF a w~x~ wawoo~a N 5~ 2 a 2 U~ E E F~ Q N Z~ Z Q d U S W h U N ~ ~~ V~q O F Zq5 a ~a~O~UWEa 5 ti C 5 ~ ~ ~ ~ ~ C> N E H~ a q a z azaawzoxao y H V 3 S~ U~ 3 N OIIIIIillllllllll~ a E ~~ U 3 2~ X m r ti e4 N v ~ 0 v ~ ~ ~ a `~~ , , ' ' , ~ Appendix E: i ~ Storm Drain Improvement ~ Plan 1 1 i 1 1 1 ! 1 ' ' Stormdrain Improvement Pians included with the report for plan check. - ' - 1 ' ' ' 1 , 1 , ' 1 ' ' ' ' ' 1 ~o~