Loading...
HomeMy WebLinkAboutDrainage Oct. 10, 2001' ' t ' ' ' DRAINAGE STUDY , REPORT ' Tract 30088: Harveston City of Temecula, California ' October 10, 2001 ~ ' Prepared for: Lennar ' 24800 Chrisanta Drive Mission Viejo, California ' Prepared by: ~ RBF CONSULTING 27555 Ynez Road, Suite 400 ~ ~ ~ Temecula, Cafifornia 92591-4679 ' C O N 5 U LTI N G 909.676.8042 telephone ~ 909.676.72400 fax , Contact Person: Ejaz Mohammad, RCE 58580 -' RBF JN 15-100350.001 ~ ~ \ ~ 0 TABLE OF CONTENTS ~ , STUDY SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.1 Background . . ~ ~ ~ 1.2 Drainage Pattern . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 ~ 1.3 Hydrology ' ....................................................3 1.4 Hydraulics . ~ TABLE OF APPENDICES , Fi ures Appendix A ........................................................... g Appendix B .......................................................... Exhibits ~ Appendix C . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Calculations Appendix D . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydraulic Calculations Appendix E . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Storm Drain Improvement Plan ' TABLE OF FIGURES ' Figure 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Vicinity Map Figure 2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Hydrologic Soils Group Map ~ , TABLE OF EXHIBITS Exhibit A . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Pre Development Hydrology Map , Exhibit B . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Post Development Hydrology Map , ~ , ' H:~pdate115f0o3501CALCNytlrology1350rp00f.wptl "' ~ TRACT 30088 DRAINAGE STUDY REPORT ~ Z HARVESTON SPECIFIC SITE PLAN i L 1 STUDY SUMMARY ~ ' 1.1 Background ' The proposed tract (Tract 30088) is located in the County of Riverside within the corporate boundary of the City of Temecula. The tract is part of master community development plan project known as Harveston. The project 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. Overall 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 hillsides. 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 Parkwhich 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, and report the ' designed pipe and inlet sizes. 1.2 Drainage Pattern , Tracts 30088, in the existing condition, sheet flows southerly towards a desilting basin located south of the tract. This flow is finally picked up by a 30" pipe at the outlet of the desilting basin, and I is carried across Margarita Road to outlet to the Santa Getrudis Creek. Catchbasin inlets at the west end of Township Road collect drainage water from portions of Santa , Ysabel Elementary School. The collected drainage water from the school flows through the existing 24" storm drain pipe in Township Road to the existing 72" storm drain pipe in Margarita Road. The Margarita Road stormdrain pipe drains to the Santa Gertrudis Creek. ~ An existing catchbasin inlet in Margarita Road colfects drainage waterfrom the street and delivers to the 72" storm drain pipe in Margarita Road. ~ in the proposed condition, we plan to catch the storm drain water from Tract 30088 through catchbasin inlets and deliver to the 72" storm drain pipe in Margarita Road through the existing 24" pipe in Township Road. Another iniet in Street XX will catch drainage water from the tract and , deliver to 72" storm drain pipe in Margarita Road through a 24" storm drain pipe (Line G.) ! ' TRACT 30088 DRAINAGE STUDY REPORT ~ HARVESTON SPECIFIC SITE PLAN 1 • ~ , STUDYSUMMARY , 1.3 Hydrology ' The total drainage area 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 hypotheticai storm return frequencies. , Rainfall used in the studies was taken from the Riverside County Hydrology Manual for the "Murrieta -Temecula and Rancho California" areas. Basic assumptions and criteria for use in runoff computations are: , • Soii Group B; ' • Initial area is generally less than about 10 acres and flow path lengths Iess than 1,000 feet. Figure 3 shows the hydroiogic soils group over the master plan boundary. , Hydrology calculation report is included in Appendix C for the existing and the proposed condition, fcr a retum frequency of 10- and 100-year. Exhibit A and B show the existing and proposed , condition drainage basin boundary. Tabie A and B below summarize the hydrology study results for each subbasin in this tract. ' ' , L~ ' ' , ' , ' Table A: Tract 30088 Peak Flow Summary for the Existing Condition 10-year Frequency 100-year Frequency Sub-basin Name Drainage Area (ac) Tc (min) QPeak (cfs) Tc (min) Qpeak ~cfs) 300 16.4 14.1 19.1 14.1 31.3 310 18.5 14.5 21.0 14.5 34.4 Table B: Tract 30088 Peak Flow Summary for the Proposed Condition 10-year Frequency 100-year Frequency Sub-basin Name Drainage Area (ac) Tc (min) QPeap (cfs) Tc (min) Qpeak (cfs) 310 3.0 13.0 4.6 13.0 7.1 326 3.2 9.1 7.0 9.1 10.3 324 2.5 12.9 3.9 12.9 5.9 322 3.6 13.3 5.5 13.3 8.4 330 3.1 10.2 5.9 10.2 8.8 349 0.8 6.5 2.1 6.5 3.1 347 2.4 11.5 4.6 11.5 6.8 343 15.9 10.3 32.5 10.3 47.8 ' TRACT 30088 DRAINAGE STUDY REPORT ~ L~ HARVESTON SPECIFIC SITE PLAN 2 , STUDYSUMMARY ' 1.4 Hydraulics , Hydraulic calculations in the pipes were performed using Los Angeles County Flood Control's Water Surface Pressure Gradient (WSPG) program. ~ The downstream water surface elevation for the Line B joining Margarita Road Storm Drain system was taken from the Harveston School Voluntary Street Improvement Plan (Drawing No. LD000- 058C0). This plan takes into account the flow from entire Tract 30088 for the ultimate condition ' development, with a total flow of 26.0 cfs in the pipe downstream. The flow in this pipe, according to the current study is 21.8 cfs. The proposed flow is smaller than the ultimate designed flow for the current pipe, therefore the downstream hydraulic condition assumed for the current study is ' more conservative. The downstream water surFace elevation for Line G(flow 7.1 cfs) joining Margarita Road Storm , Drain system was taken from the existing plan, drawing 7-154. The flow is much smaller than the existing flow in Margarita Road pipe (251 cfs) that the downstream water surface elevation is not expected to change appreciably. ' Appendix D includes the hydraulic calculation results report. Inlets were designed for the 100-year incoming flow. Appendix D also includes the inlet sizes summary and calculation report. , ~ L , ' , , ~ ' ' ' Table C below summari2es the pipe sizes designed in this study. The storm drain improvement plan is included with the study report that shows the pipe and the HGL profile of the designed pipes. Table C: Designed Pipe Size Summary Pipe Name Diameter pownstream System Line G 24 in. Margarita Rd Stormdrain System Lat. B-1 18 in. Margarita Rd Stormdrain System Lat. B-2 18 in. Margarita Rd Stormdrain System ' TRACT 30088 DRAINAGE STUDY REPORT ~ HARVESTON SPECIFIC SITE PLAN 3 ~ L ' ' ' ' ~ - A endix A: pp 1 ~ Fi ures i g 1 1 1 1 1 1 ~l 1 1 1 ~ , ' ' ' , 1 ' ' ' , 1 , ' 1~ 0 a '~ ' , ' ' `1 , ' ' , ' ' 1 1 i i i 1 1 1 i 1 1 i Appendix B: Exhibits i ~ ~ p ~ ~ ^^~ ~ ~ ~ ~ ~ ~ ~ ~^ ~ ~ r ~ ~ ~ ~ ~ ~ N'.~PDATA\1510035~~CADO~HY~ROLOGT\350E%A.~WG 10/10/~1 12:04 om ..~o~..e~~c~~~as~~renmw.naninr.v~unrvanwr. miinim em ~m N O O ~ Z7 D ~ _ ~ ~ ~ n r m N O O A ~ O i% .~~ ti ~~ 1 r r' _ . .,~ ' r " ?v ' / e . r ~~ j ~f~~~ r~' cjy J ' _" ". . l Y ~. ,y ... ~ ~ !' ~a ° fi,~ ~ ~ \ S ' %%' F ~ 0§r` ,_...y . / /f ~ , ` / ~ ~ '!~ ~o- . ',,/-i C'J = ~ ~ay ~, ~ ~ . ;,, ;, ~ , \ i; F a N ~ r. ,~~ „~ c~ : .~ .,,~ ''/ -a ' :_ a o ~~ ' . 'ti~ - ~ ~ tis ,'' . y - `> 7 n y ` , ., a ; , ,. `~' ~, s~'~~~ : ~ ~~ , ~ i ~1 /~-~~ "ZS /~, . i . _ _ r / i lG \ ~ ~ i I ~ i s ~~r~ t~. .. \. ~ ~~ ~ : ` .. /~' ~ '` i~ ~ ~ ~ i .~' pY t'. \ e° ~ / ~I Y I ~ '.i . ~~ . .. . ~ .. /.' . / ~~ l / . . i% l///. i / =),~ ! ~ F ~~ /1~ ~ .I, t ~'% ~I:.j~. 1' . ' J / / / ' _ ~/i ii, y `' ,~ :;%1~; 7 ) . .:: , :, >~~:,6:> ~. •. . - yr'`i. „i::;t ;.i. iY'i.' .>r7,'/', _ ~.e_. _ _.. .. _.,. ~... ~ 0 ~ .. ~~~~i ~~~ ~~~~~~.~ 0 -_I- ~ ~~ r\~ Z_^ N ~~ ~ 1 ^ ~ ~ ~ ~:`" z' Z2~ ~~: 5 ~ v ~ .~,.~' /' ~ ~ " ~; ~ ~ ~~ j 0 $ = wOmX "~ o ~,r<2 x ~ N m D~ m O O~•~ W ~s~ ° ,~r~ ~ ~ O1 D K ~ ~ ~ O g~~ n ~ .=o ~ o~~OD ,g ~ A ~~~ i °a,DITI go : ~ ° o~~Z 1 ~ ~ ~. ~~ .,1 ~ W D N Z A m n D c~ r ~ ~ m IlN ~ N `^. ~ O f ~ Z 0 D ~ / JpY1q 1~1 ° om i Z ~ ~ v Z -~ W ~ W D o ~ o Z Z ~ o ~ ~ Appendix C: Hydrologic Calculations ~z 100-Year Pre-Development Hydrology Report ~3 , ~ ~ ~ ~ ~_i ~ ~ , ~J L~ ~ ~ ~ ~ ' 350100EX.RES .,~..,....~,,,,,,,,,,,,,,,,,,,,,,>.,...,,.,.,.<,>...,__.,,.,,...,._,,...,._. RATIONAL METHOD HYDROLOGY COMPUTER PR06AAM BASE~ ON RIVERSIDE COONTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1976 HYDROLOGY MANUAL (c) Copyright 1982-2000 Advanced Engineexing Software (aes) Ver. 1.SA Release ~ate: O1/O1/2000 License ID 1264 Analysis prepared by: RBF 6 Associates 19725 Alton Paikway Itvine, CA 92618 FILE NAME: 350100EX.DAT TIME/OATE OF STODY: 19:56 10/09/2001 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: _'_______'__'______""_______'_____________'_"'_'_____'______'__________'_ USEA SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(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/HOUR) = 3.480 100-Y£AR STOAM 60-MINUTE INTENSITY(INCH/HOOR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5995536 COMPUTED RAINFALL INTENSITY DATA: ' STORM EV£NT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFCfiWCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALOES ACCORDING TO RCFCSWCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES '"USEA-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/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 fi7 2 00 0 0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Aelative F1ow-Depth = 0.00 FEET as (Maximum Allowable Street Flow ~epth) -(TOp-of-CUxb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/5) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE OPSTREAM TRIHOTARY PIPE.* +.>+:~a>.:x:~ox~x+..x++++...+.xx++...++.+..xx+.x++..x.+xx..>«++x.+:+.+.>x.+.:: ELOW PROCE55 FROM NODE 300.50 TO NODE 300.00 IS CODE = 21 ___'______________________'______'__' '_"_'____"______"________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ___'____ _______________ _______________________ ______________ _________ ASSOMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVEA TC = K*[(LENGTH**3)/(ELEVATION CAANGE)]"`.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = ll51.00 ~ DOWNSTREAM ELEVATION = 1073.00 ELEVATION DI~FFERENCE = 78.00 ~ TC = 0.533*[( 1000.00*"3)/( 78.00)]**.2 = 19.060 100 YEAR AAINFALL INTENSITY(INCH/HOUR) = 2.886 USER-SPECIFIED RUNOFF COEFFICIENT = .6603 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 31.25 TOTAL AAEA(ACRES) = 16.90 TOTAL RUNOFF(CFS) = 31.25 .+.+..:~w.~+.+:+....a.~.~.+.++e>+..s+:~:~x.~.+~:.+.++++.a~~+w+.+:~+.::e>+.xai:fx+• FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 13 »»>CLEAR THE MP.IN-STREAM MEMORY««G Page 1 of 2 4~ ~ ' 350100EX.RES ...................................>..,~...>.>.,,>,.,,;,...>,,...,.,._,,.,.. 1 __FLOW_PROCESS FROM NODE 310.50 TO NODE 310.00 IS CODE = 21 "___"'_'_________"'___________________"____"______'_' »»>RATIONAL METHOD INITIAL SUHAREA ANALYSIS««< _-________- '______'_'_________________ _________________'________'____'____ ~ ASSUMED INITIAL SOBAREA UNIFOAM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH*'3)/(ELEVATION CHANGE)]'*.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 OPSTREAM ELEVATION = 1191.00 1 DOWNSTREAM ELEVATION = 1075.00 ELEVATION DIFFERENCE = 6fi.00 TC = 0.533*[( 1000.00**3)/( 66.00)]**.2 = 19.538 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.833 USER-SPECIFIED RUNOFF COEFFICIENT = .6570 , SOIL CLASSIFICATION IS "H" ' SUHAREA RUNOFF(CFS) = 39.49 POTAL AREA(ACRES) = 18.50 TOTAL RUNOFF(CFS) = 34.49 +:.x.s++.+~.+.xx+++...~>xxxx:+s+.+xx.+x~:~x~~++~x..xx+.x...+....++.+++.+.:+~+x ~ -_FLOW-PROCE55-FROM NODE 310.00 TO NODE 310.00 IS CODE = 13 "'_________'_"________________"_'_'____'__'______ _ »»>CLEAR THE MAIN-STREAM MEMOAY«G« 1 END OF STUDY SUNR9ARY:--==---------------- '-__---_-__--_____-__-_--__-__ - TOTAL AREA(ACRES) 0.01 TC(MIN.) = 5.00 PEAK FLOW RATE(CFS) = 1.00 ~ __----_'-__-_____'_-_-___-_'_"__________________'____-_--_'______-_________ ENO OF RATIONAL METHOD ANALYSIS 1 ~ ~ ~ ~ ' r r ~ ~ ~ Page 2 of 2 ~~ 100-Year ~ Post-Development Hydrology Report ~ / 1~ ~ ~ ~ ~~ ~ ~~ ~ , i ~ ~ , , ~ ' ~ ~ ~ ' , ~ ~ 350100PR.RES >....,>,.,> ......................~,,,....>„_,.,,..>,,....,.._,,...,...._,.. RATIONAL METNOD HYDROLOGY COMPOTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFCSWCD) 1978 HYDROLOGY MANUAL (c7 Copyright 1982-2000 Advanced Engineering Software (aes) Ver. 1.SA Release Date: O1/O1/2000 License ID 1269 Analysis prepared by: RHF 6 Associates 14725 Alto~ Parkway Ixvine, CA 92618 FILE NAME: 350100PR.DAT TIME/DATE OF STUDY: 14:57 10/09/2001 ____'_'______"______" '_" "'__________"__ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: OSER SPECIFIED STOAM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.55 10-YEAR STORM 10-MINOTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STOftM 10-MINUTE INTENSITY(INCH/HOUA) = 3.980 100-YEAR STORM 60-MINUTE INTENSITY(INCR/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CORVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DUAATION CURVE = 0.5995536 COMYUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 . SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFCSWCD HYDAOLOGY MANUAL "C"-VALUES OSED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCOR~ING 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 STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIRE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30 0 20 0 0.018/0 O18/0.020 0.67 2 00 0 0313 0 167 0 0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. aelative Flow-Depth = 0.00 FEET as (Maximum Allowable Stceet F1ow Depth) -(TOp-of-Cuib) 2. (Depth)`(Velocity) Constraint = 6.0 (FT'FT/5) `SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQOAL TO THE UPSTREAM TRIBUTARY PIPE.* +:++++..+..x+.+xx~x+e+rr~+~.+....++.:+xx.x+x.+>+.x++++>a++.+a~++..+:s~+++s.. FLOW P[tOCESS FROM NODE 310.50 TO NODE 310.00 IS CODE = 21 »>»RATIONAL METHOD INITIAL SOHAREA ANALYSIS««< ASSUMED INITIAL SOBAAEA UNIFORM DEVELOPMENT IS SINGLE £AMILY (1/9 ACRE) TC = K*((LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SOBAREA FLOW-LENGTH = 610.00 UPSTREAM ELEVATION = 1117.77 DOWNSTREAM ELEVATION = 1ll2.00 ELEVATION DIFFERENCE = 5.77 TC = 0.393*[( 610.00**3)/( 5.77)7 ".2 = 12.969 100 YEAR RAINFALL INTENSITY(INCH/HOOR) = 3.017 USER-SPECIFIED RUNOFF COEFFICIENT = J890 SOIL CLASSIFICATION IS "H" SUBAREA RUNOFF(CFS) = 7.10 TOTAL AREA(ACRES) = 3.00 TOTAL AUNOFF(CFS) = 7.10 x...:~:+........:~+...+.+x:•+e>+x.:x>.+x~+»a...x+x.+~.>s.+x+.+.xxx.x:~~s.t•+~: FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 13 »»>CLEAR THE MAIN-STAEAM MEMORY««< 1 Page 1 of 7 ~~ , ' 350100PR.RES ~~~.........._>,> .............>,,,.,,,_,,,_.,.,...>....,,,.,,.,~...,.,..,,,. , _ FLOW_PROCESS_FROM NODE 326.50 TO NODE 326.00 IS CODE = 21 '____'_'____"'_'_______'______"'_____"____' »>»RATIONAL METHOD INITIAL SUeAREA ANALYSIS«<G< ___________ _______________________-___-_-_______'_______'_____ ______" ' ASSUMED INITIAL S[]BAREA UNIFORM DEVELOPMENT IS CObRdERCIAL TC = K*[(LENGTH**3)/IELEVATION CHANGE)]*'.2 INITIAL SOBAREA FLOW-LENGTH = 530.00 UPSTREAM ELEVATION = 1122.00 1 OOWNSTREAM ELEVATION = 1116.00 ELEVATION DIFFERENCE = 6.00 TC = 0.303'[( 530.00**3)/( 6.00)]'*.2 = 9.131 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.658 OSER-SPECIFIED RUNOFF COEFFICIENT = .8800 , SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 10.30 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 10.30 +.x+...:.x:.•++.+x+.~.x+.e+~..+:x+.«.++~.+....+x+..+.+.x...+s~.>x.>+.+.sxx..+ , __FLOW PROCESS_FAOM_NODE__ 326.00 TO NOOE 321.00 IS CODE = 37 '__'__"_'______________"'____"'____'_' »»>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA««G »»>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)G«« , ELEVATION ~ATA: UPSTAEAM(FEET) = 1114 16 DOWNSTREAM(FEET) = 1107.30 FLOW LENGTH(FEET) = 500.00 MANNING'S N= 0.015 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.58 , ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.30 PIPE TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 10.62 LONGEST FLOWPATH FROM NODE 326.50 TO NODE 321.00 = 1030.00 FEET. ~ ..+s..~~.+xss+x.x.+...++x.+++.+++.+:x.+<.x+...+...+..x+x+.:~.>xx.+~.+.x+.r+x FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOA CONFLUENCE«<G< . _________'__-_____'________'_______--""___________________'_____ _________ ' TOTAL NOMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.62 RAINFALL INTENSITY(INCH/HR) = 3.37 TOTAL STREAM AREA(ACRES) = 3.20 , ;*PEAR FLOW RATE(CFS) AT CONFLUENCE = 10.30 .x~x+xx>r>..+x+.++.+.+++.+•++++.+w++x.a+.ax+a+++x.x.*s.+xx.+:+x+x+.:tx FLOW PROCESS FROM NODE 324.50 TO NODE 324.00 IS CODE = 21 1 _-=_-==AATIONAL-METHOD_INITIAL-SUBAREA-ANALYSIS«G<------------------------- ~ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/9 ACRE) ~ TC = K*[(LENGTH'~3)/(ELEVATION CHANGE)7'*.2 INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1115.90 ~ DOWNSTREAM ELEVATION = 1107.00 ELEVATION DIFFERENCE = 8.90 ' TC = 0.393x[( 700.00**3)/( 8.90)7**.2 = 12.916 100 YEAR RAINEALL INTENSITY(INCH/HOUR) = 3.023 OSER-SPECIFIED RONOFF COEFFICIENT = .7842 SOIL CLASSIFICATION IS "B" SOBAREA RUNOFF(CFS) = 5.93 ' , TOTAL AREA(ACAES) = 2.50 TOTAL RONOFF(CFS) = 5.93 x++++:>..x»+~+>sxx+x+x..+.:~x+.+.+.x:~.~.x~e.~<.xx:x++..xxx+++.+.~a~++..xxx+: FLOW PROCESS FROM NODE 324.00 TO NODE 321.00 IS CODE = 31 ' --»=--COMPUTE-PIPE-FLOW TRAVEL-TIME_THRU_SUHAREA--G<G---------------------- __»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 110"7.00 DOWNSTREAM(FEET) = 1106.50 ' FLOW LENGTH(FEET) = 25.00 MANNING'S N= 0.015 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.69 , Page 2 of 7 ~a , ' 350100PR.RES ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ~ PIPE-FLOW(CFS) = 5.93 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 12.99 LONGEST FLOWPATH FROM NODE 329.50 TO NODE 321.00 = 725.00 FEET. +x..x.:+a.....++...+.a.~..+..xx.x.++.+a+s.+r.++++.~++.+x+e++s.+++.+++:..+t:+ ~ FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 1 __'__________________'__"_'_'________________"__"_________'___ . »»>DESIGNATE INDEPENDENT STAEAM FOR CONFLUENCE««< '_______________"__________________-__-_-__-___ -________-_____________'__ ~ TOTAL NUMBER OF STAEAMS = 3 CONFLUENCE VALUES OSED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.99 RAINFALL INTENSITY(INCH/HR) = 3.01 TOTAL STREAM AREA(ACAES) = 2.50 , PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.93 :x*x+.+.xxx.x~x+.++~..++++aa+~++..+.+.+.x+.xx.x.++~+++~xx+.:...x.:xxx.~+..+x FLOW PROCE55 FROM NODE 322.50 TO NODE 322.00 IS CODE = 21 ~ -_»»>RATIONAL-METHOD-INITIAL-SUEAREA-ANALYSISG«G< ----------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) ' TC = K'[(LENGTH*'3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 1116.50 DOWNSTREAM ELEVATION = 1107.00 ELEVATION OIFEERENCE = 9.50 , TC = 0.393*(( 750.00"3)/( 9.50)j*'.2 = 13.287 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.977 OSER-SPECIFIED RUNOFF COEFFICIENT = .7829 SOIL CLASSIFICATION IS "H" SUHAREA RUNOFF(CFS) = 8.39 ' 4*=OTAH*AREA(ACAES) = 3.60 TOTAL RUNOFF(CFS) = 8.39 :.++..>:.+x+..+..:..x+:+.+:++.s+..+:.+s.>..+..~+.+++++++.x....++ FLOW PROCESS FROM NODE 322.00 TO NODE 321.00 IS CODE = 31 , --»>==COMPUTE-PIPE-FLOW-TRAVEL-TIME-THRU-SUBAREAG««---------------------- »»>USING COMPOTER-ESTIMATED PIPESIZE (NON-PRESSORE FLOW) «<G< ELEVATION DATA: OPSTREAM(FEET) = 1107.00 DOWNSTREAM(FEET) = 1106.50 , FLOW LENGTH(FEET) = 25.00 MANNING'S N= 0.015 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.39~ ' PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 13.36 LONGEST FLOWPATH FROM NODE 322.50 TO NODE 321.00 = 775.00 FEET. x~f~x+xexxxx+«~+w~++~~:x+++++aw~~++~+a+++++~+~:~~ex+:xx<+>w++x+~++xra++a.+xxx FLOW PROCESS FROM NODE 321.00 TO NO~E 321.00 IS CODE = 1 ~ ______'___"____'_'_________________'_'_________ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLOENCE««< »»>AND COMPUTE VARIOUS CONFLOENCED STREAM VALUES««< _________'___-____'_'___ _____________________________ ____________________' TOTAL NUMHER OF STREAMS = 3 I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTAATION~MIN.) = 13.36 RAINFALL INTENSITY(INCH/HR) = 2.97 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) AT CONFLOENCE = 8.39 ' ** CONFLUENCE DATA ** ~ STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOOR) (ACRE) ~ 1 10.30 10.62 3.366 3.20 2 5.93 12.99 3.019 2.50 3 8.39 13.36 2.968 3.60 :s~t~rxx~xxwx+aex:~+ss+;x~~x+~ixxxWARNING'*rsx~aw~r+i~.w:x~+s~•sx:»+~x~x~~e ~ IN THIS WMPUTER PROGAAM~ THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMOLA OF PLATE D-1 AS DEFAOLT VALUE. THZS FORMULA WILL NOT NECESSARILY RE5I7LT IN THE MAXIMUM VALUE OF PEAK FLOW. ~ Page 3 of 7 `~ [~ ~1 ~ 1 ~ , ' ' ' L ~ ~ I L 350100PR.RES ,.,....,».,.,>,,,,,,,,,,,,,,,,,,,,,«.,..,.,,..,...>..,.,>..,,...>.,>.>,,. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLOENCE FOAMULA USED FOR 3 STREAMS. ** PEAA FLOW AATE TABLE *' STREAM RONOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.82 10.62 3.366 2 23.31 12.99 3.014 3 23.31 13.36 2.968 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.82 Tc(MIN.) = 10.62 TOTAL AREA(ACRES) = 9.30 LONGEST FLOWPATH FROM NODE 326.50 TO NODE 321.00 = 1030.00 FEET. #Yit*i#*~!i**#t*f:**>*#**h%i:Y#S1****+#1}*3ii*+*R**!1**k'h*t1Fk*t£*f:'!*4**f:*Sf!*~ FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 13 '__________"_______"_'___ ___________ »>»CLEAR THE MAIN-STREAM MEMORY««< e+.++xa:.>..xxz.+r.....x..+.:+.:.+..r++++.+e+..x+»+~.~xx.x«..~x.xxa+xxx.... FLOW PROCESS FROM NODE 330.50 TO NODE 330.00 IS CODE = 21 --»»>RATIONAL METHOD INITIAL SUHAREA ANALYSIS<GG« __________________'______________ -___________-__'_'_______ _______ ________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM ~ . TC = K'"[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SOHAREA FLOW-LENGTH = 670.00 UPSTREAM ELEVATION = 1116.00 DOWNSTREAM ELEVATION = 1100.00 ELEVATION DIFFERENCE = 16.00 TC = 0.359*[( 670.00**3)/( 16.00)]**.2 = 10.237 100 YEAA RAINFALL INTENSITY(INCH/HOUR) = 3.936 USER-SPECIFIED RUNOFF COEFFICIENT = .8269 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 6.80 TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 6.80 •x~.x+xe+..++xtx++.+«+.+++.++.+:~+t.~.xx+xxxx+.xx+x:+.x~~+xxx+xxxe+~.r..++~++*. FLOW PROCESS FROM NODE 330.00 TO NODE 330.00 IS CO~E = 13 ' " '_______'___________'_'_'__ ___'______'_____'_"'_______ --»»>CLEAA-THE-MAIN-STREAM-MEMORY««<-------- - ---- .+s>s:.++x:~:..::+.:+.....xx+r+...x:+:.et::::+.:x.«.xx.x+.a++a:xx+.+.:+:+..x> , FLOW PROCESS FAOM NODE 349.50 TO NODE 399.00 IS CODE = 21 _______'________'____'__________"'_"'_____________"______"_______"_ »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< --'________'_________ "__ ____-___-'-___-___--_'______________'_'___________ ~ ASSUMED INITIAL SUBAAEA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH"3~/(ELEVA'fION CHANGE)]*'.2 INITIAL SUBAREA FLOW-LENGTH = 525.00 UPSTREAM ELEVATION = 1115.80 1 DOWNSTREAM ELEVATION = 1083.50 ELEVATION DIFFERENCE = 32.30 TC = 0.303'(( 525.00"*3)/( 32.30)]*`.2 = 6.989 100 YEAA RAINFALL INTENSITY(INCH/HOUR) = 9.916 ~ USER-SPECIFIED RONOFF COSFFICIENT = .8827 ' SOIL CLASSIFICATION IS "B" SUBAAEA RUNOFF(CFS) = 3.12 TOTAL AREA(ACAES) = 0.80 TOTAL RONOFF(CFS) = 3.12 x:..a+.+.+•x.+x..x...+~.+....+x~x>+x.x++~xa+..++..++xxx~>+.:+.+x..x~x.x:r+++ , FLOW PROCESS FROM NODE 399.00 TO NOOE 345.00 IS CODE = 31 __"_'______'____"'______"'_________________'_____'_'_______"_ _ »»>COMPOTE PIPE-FLOW TRAVEL TIME THR[7 SUHAREA««< >»»USIN6 COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «GG< , ELEVATION DATA: UPSTREAM(FEET) = 1083 50 DOWNSTREAM(FEET) = 1082.00 FLOW LENGTH(FEET) = 70.00 MANNZNG'S N= 0.015 ' Page 4 of 7 ~P E~ t 350100PR.RES ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 , DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.96 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.12 PIPE TAAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 6.72 , LONGEST FLOWPATH FROM NODE 399.50 TO NODE 395.00 = 595.00 FEET. x+~+x+x++x~ara++w~x~~x++e++ex:~.+x++:x+axe~~:x++xa+x+~x~~~~++wxr.xe~+~x+s++~a+ FLOW PROCESS FAOM NODE 395.00 TO NODE 345.00 IS CODE = 1 __'___'_"_____"_"____'__"_"'_"___________'____"__'______"___'_______ ~ --»»>DESIGNATE-INDEPENDENT-STREAM-FOR-CONFLUENCE<G<G<--------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 6J2 RAINFALL INTENSITY(INCH/HR) = 9.33 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.12 , xx.+.+.x+..+..+.x..~.~~+~++:+.s++e.>+.++:++:..+.s..x>.s..+x+..++x++...:s+..+++ FLOW PROCESS FROM NODE 34Z 50 TO NODE 397.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUSAREA ANALYSIS<G<G< '_____________'_____ __-_-_-__-_____-_-__--____--_-_____-_______-____'__"__ ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COPPSERCIAL TC = R*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 ' UPSTREAM ELEVATION = 1097.00 ~ , DOWNSTREAM ELEVATION = 1084.00 ELEVATION DIFFERENCE = 13.00 TC = 0.303*(( 1000.00+*3)/( 13.00)]**.2 = 11.450 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.230 ' USER-SPECIFIED RUNOFF COEFFICIENT = .8780 ~ SOIL CLASSIFICATION IS "e" SUBAREA RUNOFF~CFS) = 6.81 TOTAL AREA(ACRES) = 2.90 ~ TOTAL AONOFF(CFS) = 6.61 ~ t~sts:~+s~~+sxxx~xx.x.:.xs~+a+~.xr~.+w~+~~+w.+~w+»xxw~++:xxe+:t+~~x+xxs+a++~>i FLOW PROCESS FROM NO~E 397.00 TO NODE ~ 345.00 IS CODE = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUSAREAG<GGG »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««G , ELEVATION DATA: UPSTREAM(FEET) = 1089.00 DOWNSTREAM(FEET) = 1083.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N= 0.015 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES ' , PIPE-FLOW VELOCITY(FEET/SEC.) = 5.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMHER OF PIPES = 1 PIPE-FLOW(CFS) = 6.81 PIPE TRAVEL TZME(MIN.) = 0.07 TC(MIN.) = 11.52 . LONGEST FLOWpATH FROM NODE 397.50 TO NODE 345.00 = 1025.00 FEET. ~ +x~.xxxa.a.«..+.x..s+:+x+xs++++.xxa~x+.+~~+x:~.r+.x+x+~+..x=++.+.a:~xa+++s.+t+ FLOW pROCE55 FROM NODE 345.00 TO NODE 395.00 IS CODE = 1 ____'_'____"______"___'___'_ _ "_"________"'_'_ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLOENCE««< ' >»»AND COMPUTE VARIOUS CONFLOENCED STREAM VALOES<GGG< --"__'____________________'--_--_--_____-___-____-__-____'____________"-_' TOTAL NUMHER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INOEPENDENT STREAM 2 ARE': TIME OF CONCENTRATION(MIN.) = 11.52 ' RAINFALL INTENSITY(INCH/HR) = 3.22 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CES)- AP CONFLUENCE = 6.81 ' " CONFLUENCE ~ATA *' STREAM AUNOFF Tc INTENSITY AREA NUMHEA (CFS) (MIN.)~ (INCH/HOUR) (ACRE) 1 3.12 6.72 4.330 0.80 2 6.81 11.52 3.220 2.90 ~ ' +++xxxxxx+:x+:x.x+*.•.+..u~x:.x.+.++WARNING`x.x+x.+x+>.x+.x.xx+ww:xxxx.>v:+*+* IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS HASED , Page 5 of 7 'L\ i ' I~ , 350100PR.RES ON THE RCFCSWCD FORMULA OF PLATE D-1 AS DEFAULT VALOE. THIS FORMULA , WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAR FLOW. w.~+~.+.+a>s.+.~~+~x.x++~+~.~x+.*+..xxxx.+x++.+....i«.....+:.:r++..+::.+.. AAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' *~ PEAK FLOW RATE TAHLE *' . . STREAM RONOFF TC INTENSITY N-MHER (CFS) (MIN.) (INCR/HOUR) , 1 7.09 6.72 9.330 2 9.13 11.52 3.220 COMPUTEO CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.13 Tc(MIN.) = 11.52 , TOTAL AREA(ACRES) = 3.20 LONGEST FLOWPATH FROM NODE 347.50 TO NODE 345.00 = 1025.00 FEET. , :>a+:x+++..x:.:......+x+e++.t::.+t+.+.x++.+:.xx:x..+..s:++xx>seex..+...:.x.x FLOW PROCESS FROM NODE 395.00 TO NODE 341.00 IS CODE = 31 I __'___'_____'___________'______' "_"_______"_____'____ >»»COMPOTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATE~ PIPESIZE (NON-PRESSURE FLOW)!«« ELEVATION DATA: UPSTREAM(FEET) = 1083.50 DOWNSTREAM(FEET) = 1083 00 1 FLOW LENGTH(FEET) = 30.00 MANNING'S N= 0.015 DEPTH OF FLOW IN 21.0 INCH PLPE IS 12.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.90 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMHER OF PIPES = 1 ' PIPE-FLOW(CFS) = 9.13 . PIPE TRAVEL TIME(MIN.) = 0.0H Tc(MIN.) = 11.61 LONGEST FLOWPATH FROM NODE 347.50 TO NODE 391.00 = 1055.00 FEET. ++xs+.++x~:+..*+r++++++.:.++s+.sxx~x:+x+x+xx:x+x+..:.+.+xx.:+;r.x.:++....:~+:~ ' FLOW PROCE55 FROM NODE-___391_00 TO_NODE -__341_00_IS CODE_= 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFBUENCE««G ________________'______-__ __" ____-_-___-____---__'___-_____ ______ ______ ~ TOTAL NUMBER OF STAEAMS = 2 ' CONFLOENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.61 RAINFALL INTENSITY(INCH/HR) = 3.21 ~ TOTAL STREAM AREA(ACRES) = 3.20 PEAA FLOW RATE(CFS) AT CONFLUENCE = 9.13 ' xxx++x.+:w+.++xx:.>..+~:..~xx.xx.x+.x.+.x...+....x+.~.:<x.+..x++s...~.x+.s++ FLOW PROCESS FROM NODE 393.50 TO NODE 393.00 IS CODE = 21 _""'________"_______'__'__" ""_"'___________'__" »»>RATIONAL METHOD INITIAL SOHAREA ANALYSIS««< ~ ____==--'ASSOMED INITIAL SOBAREA ONIFORM ---'--------___'_______________'__~ ~ DEVELOPMENT IS CObPfERCIAL TC = R*[(LENGTH'*3)/(ELEVATION CHANGE)]'"*.2 , INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1118.00 DOWNSTREAM ELEVATSON = 1096.00 ELEVATION DIFFERENCE = 22.00 TC = 0.303*(( 1000.00*'3)/( 22.00)]**.2 = 10.306 ' 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.923 USER-SPECIFIED RONOFF COEFFICIENT = .8789 SOIL CLASSIFICATION IS "B" SOBAREA RUNOFF(CFS) = 97.83 TOTAL AAEA(ACRES) = 15.90 TOTAL RUNOFF(CFS) = 97.83 ' ~x+xxw>~x:.xxx~+xxx+~~xti:s+i+i.+~.~wswxxx+ssesxx>:xax*xxxxx+s~r+.+~+r~+:~+x++ FLOW PROCESS FROM NODE 393.00 TO NODE 341.00 IS CODE = 31 _______"__'________'__'_"__________'___'__"'____"____"_'__'_______""' »»>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA«G<G , -->»»USING-COMPUTER=ESTIMATED-PIPESIZE_(NON_PRESSURE_FLOW) ««<--------___ ELEVATION DATA: UPSTREAM(FEET) = 1096.00 DOWNSTREAM(FEET) = 1095.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N= 0.015 , DEPTH OF FLOW IN 33.0 INCH PIPE IS 29.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.23 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES =. 1 , Page 6 of 7 ~ 350100PR.RES PIPE-FLOW(CFS) = 97.83 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.37 LONGEST FLOWPATH FROM NODE 343.50 TO NODE 391.00 = 1090.00 FEET. :x>+++.xx..++:s..+...~.wa++.~+•>..x.x.s.+.+xx.x+.:++x+.x..:x+..xx+x+.x+.x+:+: FLOW PROCESS FROM NODE 341.00 TO NODE 397.00 IS CODE = 1 _____'__'_"____'__"'_"__'_ '_'____________"_'________'____' »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<G«< »»>AND COMPUTE VARIOOS CONFLUENCED STREAM VALUESGG«< ____ -____ _-________'____--__-"________________________'__'______-_-__"__ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STAEAM 2 ARE: TIME OF CONCENTAATION(MIN.) = 10.37 RAINFALL INTENSITY(INCH/HR) = 3.91 TOTAL STREAM AREA(ACRES) = 15.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 97.83 ^ ** CONFLUENCE DATA ** STREAM AUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) ~ 1 9.13 11.61 3.207 3.20 2 97.83 10.37 3.411 15.90. +e++s+:+~++xxxx+e+~+*.+wx.~:xx.+.sWARNINGt""*~`w.++~~+e~~++axx.~++++a+xxx< IN THIS COMPUTER PROGAAM, THE CONFLUENCE VALUE OSED IS BASED ' ON THE RCFC&WCD FORMOLA OF PLATE D-1 AS DEFAULT VALOE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIM[IM VALUE OF PEAR FLOW. ....+t.x:xexx.xxx++xxxxxx.++:x:++x.+x++.s+.s.+.>+~>++...+.+++xx.++•+x:.+++ , RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO- , CONFLUENCE FORMULA USED FOR 2 STREAMS. *` PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY ' NUMBER (CFS) (MIN.) (INCA/HOUR) 1 55.99 10.37 3.411 2 59.09 11.61 3.207 ~ COMPOTED CONFLOENCE ESTIMATES ARE AS FOLLOWS: ~ PEAK FLOW RATE(CFS) = 55.99 Tc(MIN.) = 10.37 TOTAL AREA(ACRES) = 19.10 LONGEST FLOWPATH FROM NODE 347.50 TO NODE 391.00 = 1055.00 FEET. ________ ______________'________--_-_______--___'__ _________ _____'_____ _ -_________ - END OF STUDY SOMMAAY: ' -TOTAL-AREA(ACRES)-_-_-_-----19-10--TC(MIN-)-=___--10.37----- ------- -- PEAK FLOW RATE(CFS) 55.99 ___'_________ _________ _______________'__-_--________'______________________ ~ END OF RATIONAL METHOD ANALYSIS 1 ' , , ' ' , Page 7 of 7 G+i 10-Year Pre-Development Hydrology Report ~ ' ' 35010EX.RES ~ ,,,,,,,,,,,,,,,,,,,,,,,,,,,,>.>_..,.,..,,.,,,,,.,,,.,,,,,.........._.,,,.... RATIONAL METAOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL 6 WATER CONSERVATION DISTRICT (RCFC6WCD) 1978 HYDROLOGY MANUAL ~ (c) Copyright 1982-2000 Advanced Engineexing Software (aes) Ver. 1.SA Release Date: O1/O1/2000 License ID 1269 Analysis piepared by: ' RBF 5 Associates 19725 Alton Parkway Iivine, CA 92618 ' "__'__________"___'__ '_"______'____'_"' FILE NAME: 35010EX.DAT TIME/OATE OF STUDY: 15:01 10/09/2001 _________'__"_______________'__"_""'_________"'_"'_________"_'_______ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ' ____'__________"_____'__'__""_'_'_'_'__'_ __________ USER SPECIFIED STORM EVENT(YEAA) = 50.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PEACENT OF GRADIENTS(DECIMAL) TO USE FOR kRICTION SLOPE = 0.55 , SO-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUA) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOOR) = 0.880 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.480 100-YEAR.STORM 60-MINUTE INTENSITY(INCt{/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CUAVE = 0.5505732 , SLOPE OF S00-YEAR INTENSITY-DURATION CURVE = 0.5995536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.689 SLOPE OF INTENSITY DURA'CION CURVE = 0.5506 RCFCSWCO HYDAOLOGY MANUAL "C"-VALOES USED FOR AATIONAL METHOD ' NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC6WCD HYDROLOGY MANOAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED pIPEFLOW AND STREETFLOW MODEL' HALF- CAOWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING ~ WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR ' NO. -(FT) ---(FT)-- SIDE-/-SIDE/-WAY- -(FT)- -(FT) -(FT)- (FT7- --(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. Aelative 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.' .~a++x.x.+::sxt.z.>.++..x:++xx+.x.xx+.x+.x+>s+.x..+.:+.x.++xi.+..++wx FLOW PROCESS FROM NOOE 300.50 TO NODE 300.00 IS CODE = 21 ________"""_"_"_""_' " ' --»>»RATIONAL-METHOD-INITIAL-SUBAREA-ANALYSIS___<------------------------- ASSOMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]'*.2 , INITIAL SUBAAEA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1151.00 DOWNSTREAM ELEVATION = 1073.00 ELEVATION DIFFERENCE = 78.00 ' TC = 0.533*[( 1000.00'*3)/( 78.00)]*`.2 = 19.060 10 YEAR RAINFALL INTENSITY(INCH/HOOR) = 1.976 USER-SPECIFIED RONOFF COEFFICIENT = .5882 SOIL CLASSIFICATION IS "g" ~ SOBAREA AUNOFF(CFS) = 19.06 , *yTOPA**AREA(ACRES) = 16.90 TOTAL AUNOFF(CFS) = 19.06 x++:e..:..+.:x.x~+.+::+.a+.+..«.:x.++::.....>.x....++.s+..x.+++.+..+. FLOW PROCESS FROM NODE 300.00 TO NODE 300.00 IS CODE = 13 __________'_"_"_______'_______'____"'_______'_'_____'_'____"'___________ ' »>»CLEAR THE MAIN-STREAM MEMORY««< , Page 1 of 2 ~ ~ ' 35010EX.RES ihf+Y+<k%fT£F4#*>xfixF£4x*i*+'.!#x#lfY+i*i}#iM*YfkF~.lFSxSFF>*+++ikiSX4+Y:+%#***i ' __FLOW PROCESS_FROM NODE 310_50 TO NODE 310.00 IS CODE = 21 ___________" " »»>RATIONAL METHOD INI2IAL SUBAREA ANALYSIS««< ___'__________________'______________'_________________-_"'______'______"_ ' ASSUMED INITIAL SUBAREA UNIFOAM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1141.00 ~ DOWNSTREAM ELEVATION = 1075.00 ELEVATION DIFFERENCE = 66.00 TC = 0.533*[( 1000.00*'3)/( 66.00)j**.2-= 19.538 10 YEAR RAINFALL INTENSITY(INCH/HOOR) = 1.940 OSER-SPECIFIED RUNOFF COEFFICIENT = .5899 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 20.97 TOTAL AREA(ACRES) = 1B.50 TOTAL RUNOFF(CFS) = 20.97 .+.+~++.~++.+s+.xa~:.x:~:r+>.+~++~x.+•+.+.s++.s.s:.ss..+~:+.x.+.+++:.++x++~+x. FLOW PROCE55 FROM NODE 310.00 TO NODE 310.00 IS CODE = 13 _____________________"__________'________'____"______'____'__"______'___' »»>CLEAR THE MAIN-STREAM MEMORY««< ______________________ _______________________'_-_--_-_______"'_'__'________ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.01 TC(MIN.) = 5.00 PEAR FLOW RATE(CFS) = 1.00 ' _________'_________ _________________________________ ________'________'____ END OF RATIONAL METHOD ANALYSIS 1 , Page 2 of 2 ~~ 10-Year Post-Development Hydrology Report z~ , ~ 35010PR.RES ~ ....................>,>,..,,,,>,.,,»,...,,........,......,,....,.....,..,,, RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCxC&WCD) 1978 HYDROLOGY MANUAL ~ - (c) Copyright 1982-2000 Advanced Engineering Softwaie (aes) Vei. 1.SA Release Date: O1/O1/2000 License ID 1269 Analysis prepaied by: ~ RBF fi ASSOCiates 19725 Alton Pazkway Irvine, CA 92618 __________________________________" """ ~ FILE NAME: 35010PR.DAT TIME/DATE OF STUDY: 15:00 SO/09/2001 ________________________________________________________________________'___ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMP.TION: ~ '_'_'___________________"'_________________"'___'_______'__'_'____' USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMIJM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GAADIENTS(DECIMAL) TO USE FOR FAICTION SLOPE = 0.55 ~ 10-YEAR STORM 10-MINOTE INTENSITY(INCH/HOOR) = 2.360 10-YEAR STORM 60-MINOTE INTENSITY~1NCH/HOOR) = 0.680 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.980 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAA INTENSITY-DORATION CURVE = 0.5505732 ~ SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CORVE = 0.5506 RCFCSWCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD ~ NOTE: COMPOTE CONFLUENCE VALUES ACCORDING TO ACFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR OOWNSTREAM ANALYSES 'USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-6EOMETRIES: MANNING ~ WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTA LIP HIKE FACTOR NO. (FT) ~FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30 0 20.0 0 O1B/0.018/0 020 0.67 2.00 0 0313 0 167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Aelative Flow-Depth = 0.00 FEET ~~ as (Maximum Allowable Stzeet Flow Depth) -(TOp-of-Cuib) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBOTARY PIPE.* '~ +s~~~~~etsr,rxt++~x+.x+xtx~~~s:x++w+«+:~~+ar+~+~+~.~++~+++++e+a~~~++:~+a~++wxx FLOW PROCESS FROM NODE 310.50 TO NODF 310.00 IS CODE = 21 ~ -_-__==RATIONAL-METHOD-INITIAL-SUBAREA-ANALYSIS__a-a------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = R*((LENGTH*"3)/(ELEVATION CHANGE)]**.2 ~ INITIAL SUBAREA FLOW-LENGTH = 610.00 OPSTAEAM ELEVATION = 1117 J7 DOWNSTREAM ELEVATION = 1112.00 ELEVATION DIFFEAENCE = 5.77 TC = 0.393*[( 610.00"3)/( 5.77)]**.2 = 12.969 ~ 10 YEAR RAZNFALL INTENSITY(INC13/HOUR) = 2.066 USER-SPECIFIED RUNOFF WEFFICIENT = .7986 SOIL CLASSIFICATION IS "B" SOBAREA RUNOFF(CFS) = 4.69 ~ TOTAL AAEA(ACRES) = 3.00 TOTAL AONOFF(CFS) = 9.64 •:...+.....+.....:.+..xx:+xx+.x.x.:xx..:x.x:+x.+xx..x..r..+::*.x.xx+~+~...+.x FLOW PROCE55 FROM NODE 310.00 TO NODE 310.00 IS CODE = 13 '_"'_'_"_"__'___'___________'_"__________________"___'__________"_"__ »»>CLEAR THE_MAIN_STREAM_MEMORY««<_______________________________'____ "-'________________'_____________________"""'_____'_____'_______________ ~ Page 1 of 7 !.~ ~ ,~ 35010PR.RES » .................~..<.,,.,,,..,,,...>...,.,...._,.,.,..,_....>.,,,.,....,_ ~ FLOW_PROCE55 FROM NODE 326.50 TO NODE 326.00 IS CODE = 21 _'_"____"'____'______________'_________"____'_______' »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«G« ____________ ______________-_--___'_"'_______________________________ ASSUMED INITIAL SUeAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH'*3)/(ELEVATION CHANGE)]'*.2 IHITIAL SOBAREA FLOW-LENGTH = 530.00 OPSTREAM ELEVATION = 1122.00 DOWNSTREAM ELEVATION = 1116.00 ~~, ELEVATION DIFFERENCE = 6.00 TC = 0.303*[( 530.00**3)/( 6.00)]**.2 = 9.131 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.506 USER-SPECIFIED RUNOFF COEFFICIENT = .8735 ~ SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 7.00 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 7.00 •+:x>++x+xxex...x+x++:+.x++x++s+x+x+.~x>.~+ex.+.+x.x.+«x.x~+..++:~++..xx...+. ~ FLOW PROCESS FAOM NODE 326.00 TO NODE 321.00 IS CODE = 31 _'______'_'____"____________"_'_________'_______'____'_' »»>COMPOTE PIPE-FLOW TRAVEL TIME THRO SOflAREA«<G< »»>[15ING COMPUTEA-ESTIMATE~ PIPESIZE (NON-PRESSUAE FLOW) ««< ~ ELEVATION DATA: OPSTREAM(FEET) = 1119 16 DOWNSTREAM(FEET) = 1107.30 FLOW LENGTH(FEET) = 500.00 MANNING'S N= 0.015 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.06 ~ ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.00 PIPE TRAVEL TIME(MIN.) = 1.65 TC(MIN.) = 10.78 LONGEST FLOWPATH FROM NODE 326.50 TO NODE 321.00 = 1030.00 FEET. ~ .x..x:.+...x.x:.+..xx.x.x+.x•x+x.+xx:.+..+..+++.+.xx...+.x.+.xxxrs+xxx.>a.:x ~ FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ' _____'________ ________'________________________'______-________ ______'____ TOTAL NUMBER OF STREAMS = 3 ~ CONFLUENCE VALUES ^SED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.78 RAINFALL INTENSITY(INCH/HR) = 2.29 TOTAL STREAM AREA(ACAES) = 3.20 ~ PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.00 'a +xxxxx++:xe.:wxx+~+*+++~«~++r:+*x~e+~xexx~«+ix~rw.xxx.+~++.a+x+xxwx:~++++r~:x+ FLOW PAOCESS FROM NODE 329.50 TO NODE 324.00 IS CODE = 21 ! -------------------------------------------- ------------------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------- ------------ ________________ _________ ______________'______________' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE~ ~ TC = K*[(LENGTH**3)/(ELEVATION CHANGE)] " .2 INITIAL SUHAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 1115.90 DOWNSTREAM ELEVATION = 1107.00 ELEVATION OIFFERENCE = B.90 ~ TC = 0.393*[( "700.00'*3)/( 8.90)]**.2 = 12.916 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.0"!0 USER-SPECIFIE~ RONOFF COEFFICIENT = .7988 SOIL CLASSIFICATION IS "B" SOBAREA RUNOFF(CFS) = 3.88 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 3.88 r ~«~~+xw~x~x~~+s+«wr+:~:xx*+:xx+e+e*+~:rx>x+x:~+xx+xx+x+~++++>+~xx~+xs~*>xa.xx~: FLOW PROCESS FAOM NODE 329.00 TO NODE 321.00 IS CODE = 31 _______"_'___'______'_____"_____'_'_ '____"'___"_'___"'_______ ~ >»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««G »>»USING COMPUTER-ESTIMATED PZPESIZE (NON-PRESSURE FLOW) ««< ELEVATION ~ATA: UPSTREAM(FEET) = 1107.00 DOWNSTREAM(FEET) = 1106.50 FLOW LENGTH(FEET) = 25.00 MANNING'S N= 0.015 ~. ESTIMATED PIPE DIAMETER(INCH) INCAEASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS B.0 INCHES ~ Page 2 of 7 2cl ~ ~J 35010PR.RES PIPE-ELOW VELOCITY(FEET/SEC.) = 5.12 ~ ESTIMATED PIPE DIAMETER(INCH) = 16.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.88 PIPE TRAVEL TIME~MIN.) = 0.08 TC(MIN.) = 13.00 LONGEST FLOWPATH FROM NODE 329.50 TO NODE 321.00 = 725.00 FEET. ~ .++.++..x~:r.....:xx..+.:.+:+....+~+.:~+.x~.+=.:.x++.x++.+swex+.+..x..xx+..x: FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOK CONFLOENCE««< ~ TOTAL NOMBER OF STREAMS = =3 __________________________~ __________ ______ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.00 RAINFALL INTENSITY(INCH/HR) = 2.06 1 TOTAL STREAM AREA(ACRES) = 2.50 PEAR FLOW RATE(CFS) AT CONFLOENCE = 3.88 - x+.++..+.s..+x:...s..*+xx.+>...++x+xx.+..s..:++..++.:+:..xxx+.+..x+..++xxx+x FLOW PROCESS FROM NODE 322.50 TO NODE 322.00 IS CODE = 21 ~' -->»»RATIONAL-METHOD-INITIAL-SOBAREA ANALYSIS«<G<------------------------ ASSUMED INITIAL SUBAREA UNIFOAM DEVELOPMENT IS SINGLE FAMILY (1/9 ACAE) '~ TC = K'[(LENGTH*"3)/(ELEVATION CHANGE)]'*.2 INITIAL SUBAREA FLOW-LENGTH = 750.00 . UPSTREAM ELEVATION = 1116.50 , DOWNSTREAM ELEVATION = 1107.00 ~ ELEVATION DIFFEAENCE = 9.50 ~ . TC = 0.393*[( 750.00'*3)/( 9.50)7**.2 = 13.287 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.038 USER-SPECIFIED RONOFF COEFFICIENT = .7972 SOIL CLASSIFICATION IS "H" ~ SUBAREA RUNOFF(CFS) = 5.98 . TOTAL AREA(ACRES) = 3.60 TOTAL RUNOFF(CFS) = 5.48 - x=+:+:+a+.:w.x::.>r+xx.xx.x..+w.~x+.e.s++.:+++.`+..x+.s::..:~.x+.x.:++:.x..:+x - FLOW PROCESS FROM NOOE 322.00 TO NODE 321.00 IS CODE = 31 ___"__"_____""_______ '_"_'_"' ______'_'___'_______" »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU. SUHAREA««< »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW~G«« ELEVATION DATA: UPSTREAM(FEET) = 1107 00 DOWNSTREAM(FEET) = 1106.50 '~ FLOW LENGTH(FEET) = 25.00 MANNING'S N= 0.015 ESTIMATED PIPE DIAMETEft(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.59 ~ ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS1 = 5.48 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 13.36 LONGEST FLOWPATH FROM NODE 322.50 TO NODE 321.00 = 775.00 FEET. .+:x:x:+.+...+.:......~.+.....++:...:++x..x+>+...++:..x..:+.>x:..+~:x+:+.+.. ~ __FLOW PROCESS FROM NODE 321.00 TO NODE 321.00 IS CODE = 1 "_____""_____________________'_'__'__'________'______"_____'_'____ ~ »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<GG »»>AND COMPUTE VARI005 CONFLUENCED STAEAM VALUES««< ~ TOTAL NUMBER OF STREAMS = -3 ____________________'_____'_______'__________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 AAE: TIME OF CONCENTRATION(MIN.) = 13.36 ~ RAINFALL INTENSITY(INCH/HR) = 2.03 TOTAL STREAM AREA(ACRES) = 3.60 ~j PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.48 '* CONFLUENCE DATA '* ~ STREAM RONOFF Tc INTENSITY AREA ~ NUMBER (CFS) (MIN.) (INCH/HOUR) (ACAE) 1 7.00 10.78 2.287 3.20 2 3.88 13.00 2.063 2.50 3 5.98 13.36 2.032 3.60 ~ •:x+x+aa*wxt:+i~s+~.x:xxx+xx+~e.~WARNING'++w.~x+:>+~++~x.>:sr.+oei.axxx~xe IN THIS COMPUTER PROGRAM, THE CONFLOENCE VALOE USED IS BASED 1 Page 3 of 7 ~ ~ ~ 35010PR.RES ON THE RCFC&WCD FORMOLA OF PLATE D-1 AS DEFAOLT VALUE. THIS FORMULA WILL NOT NECESSARILY RESUL'f IN THE MAXIMUM VAL[lE OF PEAA FLOW. ax.x.++xf+.+++.+.++..«xxa.xx+..+..+.+:~++.+~+~+.xxxxx+:x.sxs..+:x...>.x..x. RAINFALL INTENSITY AND TIME OE CONCENTAATION RATIO ~ CONFLUENCE FORMOLA USED FOR 3 STREAMS. * PEAK FLOW RATE TABLE '* STREAM RUNOFF Tc INTENSITY NOMBER (CFS) (MIN.) (INCH/HOUR) ~ 1 19.64 10.78 2.287 2 15.53 13.00 2.063 3 15.52 13.36 2.032 COMPUTE~ CONFLUENCE ESTIMATES ARE AS FOLLOWS: ~ PEAK FLOW RATE~CFS) = 14.69 Tc(MIN.) = 10.78 TOTAL AREA(ACRES) = 9.30 LONGEST FLOWPATH FROM NODE 326.50 TO NODE 321.00 = 1030.00 FEET. •~x+.x++.++«~.~x.+~+.+xx+.s...x+.+.:~x+..x.x+.<x+.+>«++.+.:x+:++x.x++.xxxx«... ~ FLOW PROCESS FROM NODE 321.00 TO NODE 327.00 IS CODE = 13 ~ _______"_'__'___________________""'_________________'_"____ »»>CLEAR THE MAIN-STAEAM MEMORYG«« ~ .*+r.x.:~::~++++.t....tx+:xx+~.++»•r+.+x+ax+.+.+..+++x+.+x+:+x...x+x.t.x+:~.+x FLOW pROCE55 FROM NODE 330.50 TO NODE 330.00 IS CODE = 21 »»>AATIONAL METHOD INITIAL SUBAREA ANALYSIS«<G< ~ ____===='ASSUMED INITIAL SUBAREA UNIFORM =_____'____________~ ____--__'----- DEVELOPMENT IS WNDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 670.00 ~ OPSTREAM ELEVATION = 1116.00 DOWNSTREAM ELEVATION = 1100.00 ELEVATION DIFFERENCE = 16.00 TC = 0.359*(( 670.00*'3)/( 16.00)]**.2 = 10.237 ~ 10 YEAR RAINEALL INTENSITY(INCH/HOOR) = 2.353 - ,~. OSEA-SPECIFIED RONOFF COEFFICIENT = .8030 SOIL CLASSIFICATION IS "B" SUSAREA RONOFF(CFS) = 5.86 TOTAL AREA(ACRES) = 3.10 TOTAL RUNOFF(CFS) = 5.86 ~ +.x.+.+a~+++.>+:.+i+.++:~.~x::xx+ex>:+.+..+x..xx::x.+.ex.s*+a+++x+x..++++.x+x FLOW PAOCESS FROM NODE 330.00 TO NODE 330.00 IS COOE = 13 »»>CLEAR THE MAIN-STREAM MEMORY««< ~ ~+w.xx+x~.xs+~:.~.:x++e:~x~+++++.~x++:+r++++xos>:sr~++r:axw.xxx+~:xxxxx:t»+~ FLOW PROCESS FROM NODE 349.50 TO NODE 399.00 IS CODE = 21 ____'___'___________________________"'__""_' "_______'_'______ »»>AATIONAL METHOD INITIAL SUHAREA ANALYSIS««< ~ __-_-__'_-_-_--_>_____________________________________'__-_-__'_-_-__-___- ASSUMED INITIAL SUHAREA UNIFORM DEVELOPMENT IS CONID]ERCIAL TC = K*((LENGTR**3)/(ELEVATION CHANGE)]**.2 INITIAL SUHAREA FLOW-LENGTH = 525.00 ~• UPSTREAM ELEVATION = 1115.80 DOWNSTREAM ELEVATION = 1083.50 ELEVATION DIFFERENCE = 32.30 ~ TC = 0.303*[( 525.00"3)/( 32.30)]**.2 = 6.989 SO YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.026 USER-SPECIFIED RUNOFF COEFFICIENT = .8769 - SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.12 ~ ~ TsTOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.12 xx+.+:+x««++.xx.xx.~+=+:....s+..+~:~+:xx.x:x.x+.x.xx.r..xx~:xe+++:...x+++w+ FLOW PROCESS FROM NODE 399.00 TO NODE 395.00 IS CODE = 31 __'_'__""'___'__'_______"_""_________'_'_'_"_'_'___'___'____"'_______ ' __»===COMPUTE-PIPE=FLOW-TRAVEL-TIME-THRO-SUBAREA<GG-< -- ------------------ »»>USING COMPUTER-ESTIMATED PIPESIZE (NON PRESSURE FLOW) «<G< ~ Page 4 of 7 3~ ~ ~ 35010PR.RES ELEVATION DATA: UPSTREAM(FEET) = 1083.50 DOWNSTREAM(FEET) = 1082.00 ~ FLOW LENGTH(FEET) = 70.00 MANNING'S N= 0.015 ESTIMATED PIPE DIAMETER(INCA) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.95 ~~ ESPIMATED PIPE DIAMETEA(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW~CFS) = 2.12 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 6.75 LONGEST FLOWPATH FROM NOOE 349.50 TO NODE 395.00 = 595.00 FEET. ' .~.x+:~:+~+.~+.ss+s+.t:+xx<.xxx+..x:~+x+.+~x.++x+~~++x+.xx:x...«.wex+s+++..e>x FLOW PROCESS FROM NODE 395.00 TO NO~E 395.OO~IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<G< _--'__"_'_____________'-__---_____-_-_--_--__-______"_______--'_--________ ~ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTAATION(MIN.) = 6.75 AAINFALL INTENSZTY(INCH/HA) = 2.96 TOTAL STREAM AREA(ACRES) = 0.80 ~ **PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.12 ~ .:~.x+x++s+x+:.+.++.+xxxx.x...exx..++:.+.+:+..«+.++.++..:.+s+..+x:xe+.+s++~x FLOW PROCESS FROM NODE 3~7.50 TO NODE 347.00 IS CODE = 21 ~ _'_'___________'___ '_________'________ ' »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< _______________"-'_-___--_______""---_'-""-_--_-__-___'________'______ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CON4IERCIAL 1 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]*".2 INITIAL SUSAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATSON = 1097.00 DOWNSTREAM ELEVATION = 1089.00 ELEVATION DIFFEAENCE = 13.00 ~ TC = 0.303*[( 1000.00**3)/( 13.00)]**.2 = 11.950 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.212 OSER-SPECIFIED RUNOFE COEFFICIENT = .8711 SOIL CLASSIFICATION IS "H" ~ SUBAREA RUNOFF(CFS) = 4.63 ~ TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 9.63 .++..:+.ss.~.~xxex++.s+s.s+x..:+:~..+.x.x+es++.+~.>+++.«+.++....i>+.++.:x.fs. FLOW PROCESS FROM NODE 397.00 TO NODE 395.00 IS CODE = 31 ~ ---»»COMPOTE-PIPE-FLOW-TRAVEL_TIME-THRU-SUBAREA=<a-G---------------------- »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PAESSORE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1089.00 DOWNSTREAM(FEET) = 1083.50 ~ FLOW LENGTH(FEET) = 25.00 MANNING'S N= 0.015 ESTIMATED PIPE DIAMETER(INCH) INCEtEASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES ' PIPE-FLOW VELOCITY(FEET/SEC.) = 5.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NOMBER OF PIPES = 1 ,~, PIPE-FLOW(CFS) = 4.63 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 11.53 LONGEST FLOWPATH FROM NODE 397.50 TO NODE 395.00 = 1025.00 FEET. .~.:+++ii~~.`w.+~+:+++sex>asx+w.++~xxx+::re:++~~++x+:s+++~+x+x+xxa+~+>+x:++x+r ~ __FLOW_PROCESS FROM NODE 395.00 TO NODE____395.00 IS_CODE = 1 _______""_____ »»>DESIGNATE IN~EPENDENT STREAM FOR CONFLOENCE««< »»>AND WMPUTE VARIOUS CONFLUENCED STREAM VALUESG«G< ~ TOTAL NOMBER OF STREAMS ___Z__"_____________________'________'___________ CONFLUENCE VALUES USED FOR INDEPEIdDENT STREAM 2 ARE: - TIME OF CONCENTRATION(MIN.) = 11.53 RAINFALL INTENSITY(INCH/HR) = 2.20 ~ TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.fi3 " '* CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AAEA , NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.12 6.75 2.960 0.80 2 9.63 11.53 2.209 2.40 ~ Page 5 of 7 3'' ~ ` 35010PR.RES ~ ++x.xxxxx+++xx++«++~..++.+..++++xWARNING'**x.+.x..xxx...x>:++.xxxx++x.:... IN THIS COMP~TER PROGRAM, THE CONFLUENCE VALUE USED 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. ~..~+..+++::t.+»xx.~+.+.s+*.x+.x+.+++:a.+s++i.+r+.:++..s++.x++::..:+.+xxr t RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ~~ CONFLUENCE FORMULA OSED FOR 2 STREAMS. ;~ ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOOR) -~ 1 9.63 6J5 2.960 2 fi.21 11.53 2.204 ~ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW PATE(CFS) = 6.21 TC(MIN.) = 11.53 TOTAL AREA(ACRES) = 3.20 LONGEST FLOWPATH FROM NODE 397.50 TO NODE 395.00 = 1025.00 FEET. , xxxxe+..+..xs:++....+.x.+etw...:xxxxx...+.++..+:.x.+.x~xx+.+..w:>.++~..+++x+ FLOW PAOCESS FROM NODE 395.00 TO NODE 391.00 IS CODE = 31 ~ --»»>COMPUTE-PIPE=FLOW_TRAVEL-TIME-THAU-SUBAREA<---<---------------------- »»>USING COMPUTER-ESTIMATED PIPESIZE (NON PRESSURE FLOW) «G« ELEVATION DATA: UPSTREAM(FEET) = 1083.50 DOWNSTREAM(FEET) = 1083.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N= 0.015 ' DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCNES ~, PIPE-FLOW VELOCITY(FEET/SEC.) = 5.36 ESTIMATED PIPE DIAMETER(INCHj = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.21 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = ll.62 ~ LONGEST FLOWPATH FROM NODE 397.50 TO NODE 391.00 = 1055.00 FEET. +x+.x«+r~.:.++..+..++.x.:<.++..:+x++++x..+++..+.~:++++~++.+..++.~a.x+.++.~.. FLOW PROCESS FROM NODE 391.00 TO NODE 341.00 IS CODE = 1 ~ -_»___DESIGNATE-INDEPENDENT_STREAM-FOR_CONFLUENCE«G« -------------------- _ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOA INDEPENDENT STREAM 1 ARE: ~ TIME OF CONCENTRATION(MIN.) = 11.62 RAINFALL ffiTENSITY(INCH/HR) = 2.19 TOTAL STREAM AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.21 ~ i*ifn**i***##4t#R14*#h*T'*'RT}*x***fhY:*n*nMlS~Rf*f***ti*nX*i1f*i*S**ti*1:fSxki#* FLOW PROCESS FROM NODE 393.50 TO NODE 393.00 IS CODE = 21 ' »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< _________________'-_---------__"_________________________ -___'______"____ ~ ASSUMED INITIAL SUBAREA ONIFORM DEVELOPMENT IS COI•PiERCIAL TC = K'[(LENGTH"3)/(ELEVATION CHANGE~] " .2 INITIAL SUBAREA FLOW-LENGTH = 1000.00 UPSTREAM ELEVATION = 1118.00 ~ DOWNSTREAM ELEVATION = 1096.00 ELEVATION DIFFERENCE = 22.00 TC = 0.303*(( 1000.00'*3)/( 22.00)]**.2 = 10.306 10 YEAR RAINFALL INTENSITY(INCH/HOUA) = 2.349 ~ USER-SPECIFIED RONOFF COEFFICIENT = .8722 SOIL CLASSIFICATION IS "S" SOBAREA RUNOFF(CFS) = 32.51 TOTAL AREA(ACRES) - 15.90 TOTAL RUNOFF~CFS) = 32.51 ' ++:r.>.+a+.x++~x+.+..x+:+x:r:xx..+s+~~+.+.+.....+..~.~++.+.+w~.~.r:xx.:sxx•~x++ FLOW PROCESS FROM NODE 343.00 TO NODE 391.00 IS CODE = 31 - »»>COMPUTE PIPE-FLOW TRAVEL TIME TARU SUSAREAG«« »>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<G«< ~ ELEVATION DATA: UPSTREAM(FEET) = 1096.00 DOWNSTREAM(FEET) = 1095.00 FLOW LENGTH(FEET) = 90.00 MANNING'S N= 0.015 ~ Page 6 of 7 33 ' , ~ i i ~ , ' ' ~ ~ , ~ , C~ ~ 35010PR.RES DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.39 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.51 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 10.39 LONGEST FLOWPATH FROM NODE 393.50 TO NODE 391.00 = 1040.00 FEET. ...................................~..,~~,...,,,...,,.,...,.,,.,,.....,...., FLOW PROCESS FROM NODE 341.00 TO NODE 341.00 IS CODE = 1 __'_'_""_______________'_"'__ "_"__' _______""__ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPOTE VARIOUS CONFLUENCED_STREAM VALOES«<G<---- -------------- ____________________________ __-__-___'__-___-_"-_---_--____'__ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES OSED FOA INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.38 RAINFALL INTENSITY(INCH/HR) = 2.39 TOTAL STREAM AREA(ACRES) = 15.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.51 ** CONFLOENCE DATA *• STREAM ItUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.21 11.62 2.199 3.20 2 32.51 10.36 2.335 15.90 ::~~~:x~~x.•xxexx+x+++.+.sx+++++sxWARNING*dx:~<xxisx~+r.xx+~x*xwxx:+:+..+x~ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS HASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMOLA WILL NOT NECESSAAILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ..+.+++.x:~s+x+.:xxxx~.x~+.*...+~*~*x+..+.+:.....+~xx.sx+.+.+xxss•x.xx++++* RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMf7LA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM AONOFF Tc INTENSITY NUMEER (CFS) (MIN.) (INCH/HOUR) 1 38.05 10.38 2.335 2 36.15 11.62 2.199 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW AATE(CFS) = 38.05 TC(MIN.) = 10.38 TOTAL AREA(ACRES) = 19.10 LONGEST FLOWPATH FROM_NODE____347_50_TO_NODE____341_00-=--1055.00-FEET.--- _______________________'______________"'____________'_ END OF STUDY SUNAfARY: TOTAL AREA(ACRES) = 19.10 TC(MIN.) = 10.36 PEAR FLOW RATE(CFS) = 38.05 END OF RATIONAL METHOD ANALYSIS 1 Page 7 of 7 ~ Appendix D: Hydraulic Calculations 3'~ , ~ I 1 t ~ Line B Hydraulic Calculation Report ~ ~ ~ ~ ~ ., ~I ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ O m LJJ Z J O~I~ ~I M ~ s M ~ ~ a ~ Z q m ~ a ~ a. Fc a m r h N ~ r N N 2 ~ F v> m H a a~ z o -- N N F . . r z m ~ N O N a m c~ ~ ° ~ d a z F u1 .Y. H ^ d fn O U N W ~n a ' a ~ o N ~] ~fl Q ~.] H U 'J m G. O U O [.] E f.] x a w .a m z d N E E M M N E U 2 a rt S I O O G. W E F fu o ° a w a m v~ m 3 ~ a ~ ° w ..a a x a c~ ~ ~ H Q E F O I Z 3 5 W •• ~I m Q E U' £ N .+ U w .] r Q Q o N o s o a ° a z 0 0 0 ~/1 F K U a o [G (il fG rC ~ W r-i S 4] a a. w m F x a o ~ til ~ 3 3 Q Iv N O w' ti ~ ~ i o za m m ~n H H H Iz] '-I N ("1 .+ z a ~~ o U F 2 ' 2 z N \ fil G] 4] o a H 2 2 Z .a N U O .~ N N N fi ~ ~~ W 2 a .] .] rn rt ~n ~ z z z ow ., ~ ~ ° ° ° ° FE a o 00 a a a ~ U U U U ~ S = F x x = _ 0 0 ~ ~ E ~ ~ E 0 Z Eo Eo Eo vo E ao ao ao o a ~ ~ P ~ ~ ~ O S O ~ N N d01 W ~ ~ 0. 0.~ wo wo wo ~mo w ao ao ao o a c~ ~ t~ • c9 ~ ~a . c~ ° ° ° a ° a a a o , a Ul O N O U O P N VI 'J O 'J O '~J O I 01 ^J N N F 00 0 0 0o ar o ~ r~ ~ > o ~ c~ Z r+ H * ~ lp l1 N ~ m I ~ a • F ~ mo, ar r Wm N O '1 O .a 2 .a 3 N c °a P ` m O ~ a O m m ~ m ~ z o o o o z z z z z N „ . . . . ~ F o 0 0 0 ~ ~ H N ~ (y a I N E in ^ Q a .a .+ a U N I N F E o z a W .] (v $~ # N ~ ~ # k W H E F F H E .] U~+ U ti U~+ U~+ U.+ U W G] W 41 til fil fil i UI Ul tn N ln UI til ~ F m x E a x E ro ~ E N ~ E o x E a ao am a., x~ ar a r.~ . w~ u~ . r~ . ui . r.~ w > r 9 m P o > r > r D O 2 ~ 2 m Z~ Z m y m y r4 N o N o ti o i-+ o H o ri d N N N N N ~.] N N O~ O~ O~ U + ~(1 + O • P # N # N k a O O O O O O f u r m ~ r ti a H~o . F; r i-+ m H~n .i io H ~ a`" a "' a~ a~ a ~ a ~ E F H F E E E C. W UI [/1 Ui N UI y w a 3 O rt rL •C t Z sC 2 ° Ea ~ a a a a wo xo x^ x^ F^ m^ VI N tC N 0.' N ./1.' Vl Z N f(' N 'N~ W~ W~ Gl~ ~~ 41~ mo a^ ao ao ho a^ a a a a x ~c VI UI V] VI N N N M M N M H rl N f+1 C Y1 ~O 2 Z 2 2 Z 2 F H E E F E 2 W W Z W W t .] f. 1 E ~ E E s E w w w ru w m a a a a .a a w ~ w m w w 3~ r O/~ W W Z J O ~ M ,y a o 0 0 0 x x x m * o 0 0 0 m ~ ~ o yo yo y.' m ~ * o 0 0 0 £ ~ £ ~ C O 2 O W + o 0 0 0 o a~o Fo Fo Eo Z d Z~+ * 0 o mo mo wo a i..i • . • . W U * 0 5 0 (~ o V' o C~ o l~ O o 0 0 0 0 0 0 a a. o 0 0 0 0 0 0 °~ Q z2 a a + m ci+ . . . . . x o 0 0 0 0 0 0 # ~ K O ('1 O L] O 4] O W O Z ~ O „ O ~ O ~ O ~ O ~ ~ ~ y O O O O ~ m~ r1~ rC~ 20 II W Z # • • . • UI M o 0 o O .'~ W ^ W 10 F~ • 0 00 ~no rno mo a k o i o Do 0o Do tu * ~ + o 0 0 0 o ao o~[o 0ry.'0 ~t[o y * o 0 0 0 Z (L Oi p~ g '~~T. 0 M N N N N ~y k • N Z * t"IM 70 ^ F• ~ N W O Y~ LL % O O O LG ~o W O fl ^. m m rn til o .2 • • • .) ~ y N £ r O O O C a ~~ 3 ~ Z~ o m z a * 0 0 0 0 o O ~ U :C x ,y .-~ .1 ,y Fi F ti E k m m m m d % ~. d F ~ i-Fi til x .~ ti .1 .y ^(~ G1 Pi ~ k H .a U + [u W * * + ~ ^ E LK M p~' (J ~ W * O O O O m a * W Z . • • . a ~ , ~y p a r o 0 0 0 Z 2 F ~ P1 * g H m + q Fa « ~ y .a x v m m m rr m U n ~ m a >+ ~ e ~ ~ m r r ~n ti ,y ,-i .-i c~ ..~ [.i c9 a + v m r~ m m io 0 0 20o zo zo zo z D ry a~+1 G.* • ' ' ' ' . Z H G~ f~l ' 2# P O N M O~ N N 0 o cC o 0 o F w a w Z^ + m m m m N ~(1 O W C. * O O O O N N H Ci rl Oi U~ N ti N i oa a N o~na E+ W in Q Z W G1 W« ia c ~n r r o ~ '~ ~ .~ 4 S 4 a~2 R. r ~ ~ ~ ti m c N ill 11 N ~ O~ ~ N 2 U E fu f.] W R P .y . m . . I N ul Pi 'J Y. W M ~D O\ lO T l~ rl 1~ F Z F UI 'J UI • O O N fC O O Z VI Vl k . . • « a E * ~ w + [u E i-Wl a Q * F U E F E E G] (~ W.] x N ~o ~° N rl U N Ia] U N U N U N U N rl Z VI H~J m N P N N ~ W UI W f~ W fil W N N 4 U W # • • • . N Ul - f/1 ~ tll .'L 3 E 4] > % O O ~. N [.j I,Z 2 I+] Z + N N N N h G1 M k N G1 F .+ Fm u~ E~n x Eo E~n E~ W t~> a m Gi N 0.' P 4L l~ fG N P: N r] G] H •• ~ f~ • ~ fil . W• L] . fil ~ H tA C'1 2 6.' + .a .-~ .'y ti iD >~ >~ > ~ > m P w W O O k . • ' • 0 2 o,a Zo 2o Zo Zo 032 F U+ * r ~ r rv rl H.-I (y' H N N fi FI ri M N p'~ O O U1 O~ Y N N N N ti .i U .i .y .-~ .-i O~ Z ti W[~ + m O~ E ~n P m W W N Q IG [n # N # N Z 1~ ~(1 ~ ~ F m m U N 7 ~ N ~ z~w z• e• z• z• a ru mac~ ~ r O~ ^ O.+ Om Om Om W Z.] 12 ~n H~o H ri r H rv ti~n rn ~n tK O W O ~ 2 N + m m c~ r m Em Fm Fo Fo pGFO D c9 mQF + '~ M ~ ~ a H a a.. a.+ xa~ mFwr~ ~o a •> . o, m .. .+ F O E E E OF QUf+ oUD ~ W n ~ • • ' N 2 N (n 4] 3 N Y. E fC 0 O N N • i-] M f~ m N a' q W~W r~aZ 3 W x r r co m W FC Fa52 00 * o o. o 0 O E a E F E E 3 V N N Ur~ A~ * ~ N N H a ~ rt 1 4 S 2 i C i (G N al 3 m m P ~v F Gl Z 5^ 2Gl 5~ Gl~ ^ W F24L 50 ~ ~ c~ ~ U O' U U U F fil F~ E.] r m m w m 5Ul i-i 2N !Sh 2~n vlvi CQU a W x . . • . p~ F W~ 41~ W~ N~ 4130 fil + o 0 0 0 h~ U 5~ tG~ - aa vl~ E ~/l ~ W « w z~u~ o Y a ~n a a a a a a N E ~/l ~/1 V1 V1 U x w H x m m ~n ~n rv rt o H Z ir ,-+ F+ ~; Z r4 > o m m m m m r'i W W N . G] fz1 • • N • Nm • Nm r U m m o .y fu > a O* r w ~ .i m Q ,y .y v~ •• 5 W ~n x r o r o m o m ry a O Cl r+ + o • o • o ~ o ^ O 2 . x .i o .i o ~r o .+ °z ~ °z °z °z z° a c~ a ~ ~ wz• E F E E E F+ W 2 * ~ ~ o v`ii ~ m m 2 U' Z 2 Z 2 F Z W O E* • ~ ~ • • • ~ ~ y W ~j [a Gj ~.{ µ~' y M G] k h O m O m f`l N ~,' H S E 9 E 0 FC Z F a x `~ N {~ P N N C a a rW-l a rW-t a ~ 3 U E W x ~ ~ m m til 1 m t~ til W O~ ~+ ~n .] + g Z x r] x ~ ~~ ~ N a~ Q~ ^~ I..L ~ r ~M W W Z J 0.^ _I M O O O O O O O N CG O O O O O O O O O O d O O O (0 # O o O O O O o > ~ ~ o o~ fL # W c~ a 0 0 0 0 0 0 o a o ta ~ o 0 0 a z~ + a . M O O O O O O O O O O O O O O O • O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a K n o 0 0 0 0 . . . . . . . . . . . . . . . . . . . . N Nx O O O O O O O O O O O O O O O + O O O O O # O O O O O O O • + O O O O O O O O O O ~ ZO ~ O O O 0 0 0 0 0 0 0 ~ o i o 0 0 m f+ + 0 0 0 0 0 0 0 * o 0 0 0 0 0 0 0 0 0 ~ o 0 0 F rt : N N N N N N N ~ O k N N N M T# F * O O N N ~-I `i rl N M 4 N N O O N Vl ~Il Vl N ~(1 W 1~ N i(1 Ol 01 ~(1 ~ ~(I • ~ i(1 In ~ k ~ Vl x 0 0 0 0 0 0 0 o F~. * a o O + Z * ~] + 0 0 0 0 0 0 o a * o 0 0 N .1 .~ N .i ti U S { ti ~ m m m m m m ro t+E * w m m E a * .; ~ ~ .; .; .. .: a o ~ ~ ~ U M • 0 0 0 0 0 0 o a i o 0 0 0 0 0 0 0 0 o c9 w> « o 0 0 O O O O O O O H '.~ a + O O O E <n Gl x N * H * O ("1 M 1~ l1 r-I l`l ~-l M 01 N O1 M h rl ~O ~O M O~ N M 61 N C l~ N J+ ~ W O1 lO 1~ M ri N Ol N O N (~1 Vl N R~ .-I O rl ti .-I a ~ W w* N O M O C' w v~ .~ io o m o ~ o io o r o r o r-~ W~ m« ~ o ~ o ~ m m m m m m m W W 2 ~ * m m m O O O O O O O N O G1 0'. M O O O N r4 r-I N N N ri ~-I Pi l~ 4 fl r-I N N d O 01 01 oJ ~O P O~ N OJ ~O i(1 N C O1 t0 ~(1 Iv W W k 1~ N ~+1 O l~l m N c .y .+ ~n m o m ,~ ia o o ~o m c~ o >+ r rv c u~ v~ u~ r v ~o m rr ~o ~o ,-i ri v ~o r1 a a a' + m a c r . ~n . m ~ P . c m m . ~o . c t,. tr] m « • c m ~n m c~ ro c m ~n o, m rv ~ o ~- m ~ m a > x w« ~n ~ ~n ~o c N .-I N i-i rl O O 'J N * O O . . . . . . . . N . . aa « .i m m M rn W.] + N ~n m ~ io v~ c t~t E 7 N .] + u~ ~o 4 U 41 ("1 d' C f"1 N N O ~S SJ W ~ 4 T OJ 1~ N N N N N N N [~12 ti ~ ti F H ~] + N N N N Z 0.i ti N N O O ~ t~ I~ ~ ~ ~ I~ N W + [~ ~ l~ N N N N N N N Vl O~ * N N N W v~ 7 M W N x <C N n 2 ~-l (~ x Q Z ti ~ a m m r r O i Z N + ~ ~ ~ O O~ O m ti rl O (9 m Q E 1~ O N f N In W ~l O 01 f~ GI 0 r] '' P O ~(1 ': o U~ rn W x In ~O ~O I~ O1 Ol O Ll O N N ~ ~] i r1 N N m m m m m m m m.] Z 3 fil x m m m o O o 0 0 0 0 2 D O • o. o O r-I N N 'i '-I FC F 0.~ U N N ri U~ U a q ^ Iv + ~ .. m r r m i C Y~ m 3 f -+ ~ o m In lp m N P m F 2(Yi Si O N P m r r r r m m ~ H.] + m m m U P+ W * 0 0 0 0 0 0 o O [.1 + o 0 0 vI ^ lu + N O Q f M N ('I C m P W O m O m f~ m l`l m~d H ~ i~ 01 N m OJ O ~ 1~ O~ m M O ('1 N (`t N 1`l O ("1 UJ (7 C, h ("1 O M l0 ry . ry . ~O . ~O . ~O . ~D . ~O . ~O . fil 41 • P ~O . ~D . m C W N O ~O O f~ O W O a1 O Ol O fu ? A O 4 O O ri O .i O O m ~ ¢~ V1 m i() m ~ll m N m i(I 2 W N• 01 N 01 ~I1 O1 O O O O O O O • S H M O O O O .y O .-1 O .i O ti O .i O .i O N O a ~ rl O-~-1 O ~-I # tp m C N O N 41 N t~ m N O O O .~. ^ # rl lO l~ N 01 r-1 C N O C N 1~ O1 ~O f~ J1 OI (`l W O L' M N N (~l O (n 1~ O~ I~t t+l O 1`l N V1 .~ I~ ~-1 O~ fi O .-1 N M fil + N .-I (") .i C ,..i v~ .y ~ ~ ~ ~ [~ m 2 F :] H m m m 1+1 l+t m m m ('I ~'1 U F ~• M I`t t"1 H ~n a + a . ~ M~ 0 M a~ Q) ^~ LL ~ r 0M W W Z J ~.w _I M 0 0 0 0 0 0 0 o fn a o 0 0 0 0 0 0 0 0 o a • o 0 m • I O O O O O O O O a * ~ ~ ~ I9 (L' k O O O O O O O O ~ z M k O O d O O O O O O O O O O O O O O O O O 1~ O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a a• o 0 0 0 . . . . . . . . . . . . . . . . . . . . . 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 ~ Z M O O O O O O O O O O N~ ^ + O O m H # + O O O O O O O O + O O O O O O O O O O F~ + O O N N N N N N N N U • N N x o n t zx E* ,y ti ,y ,y 'a ,y ,.~ ,y ,y a « o 0 ~Il itl ~Il ~Il Yl N ~(1 Vl V) L] k O O In ~(1 ~(1 1n ~(1 N I(1 1I1 I(1 ^ R C 0 0 0 0 0 0 0 0 o F~. * ~+ -+ O+ 2 + .] + 0 0 0 0 0 0 0 0 2 + o 0 .-~ ri .+ .+ .i .~ fi U x + .i .-I w m w m m m m m t+F ~ m m E a x N rl rl N N r-1 'i 'i H~ O k N N U M • 0 0 0 0 0 0 0 o a + o 0 0 0 0 0 0 0 0 o c~ w> + o 0 0 0 0 0 0 0 0 0 .~J o a ~ o 0 E U] fil * m r Fa + m ~n ~ m o v in ~n .l ~ rv `o ~(1 OJ O N (7 ~1 N 0 N O '4 '-I rl N N M Jv • # V f`l ~ rl O G' O ul O ~(1 O ~Il O ~O O ~O O ~O O ~D O a a W ~* ~ N m O~ o c~ o r o r o r o r o ~ o r o ~ o H m~ x• ~ o r .+ rn m m m m m m m m Iv 2^ x m m 0 0 0 0 0 0 0 o N o w a . o 0 rl N N rl N N N N P'i U' k r4 rl ~ p~ k O 1~1 ~D ~(1 N c'1 m N m ~`l C P O C O ~O ~I1 N(u W W % O 01 ~O N .-~ ~o .~ ~n o o .-~ .i ti m o io m m io N U ^ >~ ~o ~n in io io r o r ~ ~n rr m o m r ri a c~ N ~ rt .] i' rt x o m o cv ~ P o o . m . v . o . ~ ~ o . .-~ L. W 4] « . o . m ~(1 P V1 m a' ('1 f'1 t") t~l M M N N N N N N C .'7 5 [u + N N N N O O O O O O O O O O VI * O O . . . . . . . . . y . . + aa ~o r r'i c~ rr m ~o m W.] + t~ .y w o M ~o m N ~ o E~ Cl r-l + ul in 2 U f~l * ~D ~O ~I1 ~ V' (~1 l1 N N i3 Fi 4] 7 rl N N rl N N ri rl N rl W~J+ ~ ti E t+ * r] M M rl N N rl N N O O * N r-1 r ~ r r r r ~ r H~ • ~ r N N N N N N N N N CY 4 N N W [n 'J H 0.'N M 5~ N F zac~ az c~ m m ~n ~o m in o O i Z f+ ~ N o 1~ .1 O ~O m l~ r'1 1~ U' m ry' H W ~ O ~[1 O~ N ~(1 (O N M H O U'J l/l Gl k ~ W M ('1 f'1 P P ct' ul V1 ^ O N VI '~-1 • ~(1 ~Il m m m m m m m m m a 2 3 fil * rn m 0 0 0 0 0 0 0 0 2 ~ O « o 0 ,y .i ,y N N ti N ry E Q U * ~+ N U a * r2 O f~a m r m P m ~o m m i a T tA 3 * tv m ,-~ in m m m m a E 2 5 S O o 0 O O O rl rl N N ~"l ' E Fl * a' d' ' . U d L. + ,y .i ,i ,y N ,y N .+ O W ti .+ Ul ^ fu N O Q + m N 0 ~D ~J N R) N 0 O m P W ul m l'1 N'D E 'F [O O N O M O ('1 C 1"1 al l~l 'i I1 C ('1 l0 t'1 W f~l O 1"1 C~i + Vl vl tp . i0 . ~O . l0 . l0 . t0 . l0 . tD ~. L] L] # . O P O O N O N O N O ("I O f"1 O C1 O l~) O c O[u 7 r] O# V N P N N Ol N O~ N O1 ~(1 O~ ~Il O~ N O~ N O~ ~ O~ ~(1 Z W h+ a1 O Ol O O O O O O O O O • 0.1 M # O O ' O .v O .i O ~-I O .i O .i O .i O N O .i O a N O .y O k O Ol O O~ O Ol .i O h ~(1 P ~ N !~1 ~O Ol O•• T l~ ~O Ol N W O 1~ 1~ LLJ C tn O1 C Q) 1~1 N 1'1 W ZO £* O Y1 N O N O ~ O ~O O 1~ O 1~ O 0 O W O 01 O Ul H W• 01 N O O~ m m m m m m m W Z E ~] H m ti O m m t~t m m tn rvl m rl U F ~« rl c M VI r] • y] k 0 ~ 0 ~ a> ~ ~ d ~ ' , ~ o 0 0 0 0 0 0 0 o c a o 0 0 0 0 0 0 0 0 o a ~ o m + ' 0 0 0 0 0 0 0 0 0 > o 2 + ~ a W o 0 0 0 0 0 0 0 o O * o ' W 2H d * 0 o O o 0 0 0 0 0 0 0 0 0 0 0 o O o x o O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a a+ o 0 . . . . . . . . . . . . . . . . . . N N i~ . . O O O O O O O O O O O O O O O O O O • Y O O h ' O O O O O O O O O O O O O O O O O O O \O * O W 2 % O O O O O O O O O !n k O ~ Lq r ' x , 0 0 0 o O o 0 0 o 0 O O o O o 0 0 o O E ~ O a * N N N N N N N N N U N N x o : x+ E + ' a o 0 0 0 0 o a~ * o 0 0 0 0 .-~ .+ Gl .+ C C P P Ol Ol O\ O# O~ ' N N ri N O O O ~ M O % ~ # Z a ~ O O O O O m m m OJ fC m N N N ti fl ~ M ('1 ~`l U 2 * M m W m Ol m 1'1 I'1 M ('1 M E M (~'1 F d i~ .-, .-i fi .y .y ~ .-~ .i .y .i M W k .i (4 ^ ~ U ~ ~ 0 0 0 0 0 0 0 0 o K ^ x x o O O O O O O O O O O U' W / k O O O O O O O O O O H 'J `] M O E u~ W ~ N * N # W ~ ~ v rn ~o r o ~o .+ Fl + P ~ 1~ c N v I(I ~ lO m O M M lO O N N M C N • 'k Ol Z 1~ ~(1 l+I N ~ ~O O I~ O ~O nl O O O N ~ m m . . . . . . . . . . . . . . . . a . a~ W# . . Ol O O O O O O O O O rl O N O N N N N 4] 5. # O' .i J m o 0 0 0 0 0 0 o a w z o « o o .. .. ., .+ ~ ., ., ~, o w a O ~ .. ~ ~ ~ .. .. .. ..a c~ : ~ I' .w Y~ N a O * M Ol M 01 ri ~(l 'i P O l0 O O l0 O ~ !~ 0 m W W W M m l0 tO /1 Ol C d' N O M I~ ~(1 O m O ~(1 O N N U ^ ,• N 1~ m N l0 Vl ~(l ri G' O N rl (~1 t0 (~1 C 1`l ~(1 l0 S r] FC FC H ~(I C ~ r ~n rf m rf rt o W fil W m .--I .4 e-1 ri rl .-I r-1 ri rl O O O O O O f1 N LG .1 S !u M fi rl I O O O O O O O O 'J N• O U1 k ~ ~ K F( l~ ~O f~ .-I ~O m a1 N 4] i-] N O~ 01 ul O m m P Ol H fA w Ol ~ U . . O O O~ Ol O~ P P O' Ol .'~i Fi W 7 i~ Ol , ,. .. r~ z « F ti + ~ ] + ~ N N N r-I m ~J m 61 O • m O r ~ r r t~ ri ri ri ri E+ rz + ri N N N N N ~-1 rl .i rl U1 O~ + r1 ~ i > H a~ # I1 xac~ . az m c m in o r o m rv~ O t 2 ~-+ o O O ~O ("I 1'1 O ~-1 O (.~ m Q F N O1 ~O O N P I1 1~ f~ 1~ W W rl • 7 * 1n .. N o U O ~/1 4] f~ m 01 ~ Ol ~-I N N O Ll O M VI . rl + (1 m m m m m o 0 0 o m.] Z 3 G] « o I' O O O O O .4 N Z 'J O ~ rl N N r-V N N N fi N F[ F FC U N ~n U a x ~L O G. ~ ~ v w o r o ~o o i C>+ m 3 0 ' ~o m N o .i m o rv .-~ H S 5 2 O .-~ c in io t- m ~n o m m • E.] * m ~ rl rl N N N !1 N N O U O d G. W k O VI ~ Iu k ~n O % , rC w + C O m O T o l0 O N O O m O m Ol O~ m N - E f N m a vi o ~n (n ~n ~n ~n ~ o r v r o r r v [4 > • v v 0 0 0 0 0 0 0 0• ru w « o lO N 1~ N [~ N 1~ N 1~ N 1~ N Ol N O1 01 N W 7 a O k (V N ~ m o m o m o m o m o m o m o m a m o~ Z W m+ o 0 O O O O O O O , O $v' O • N N M rl O O O O .-I O O O N p .i O # .y O 'J C + O h l~ N Ol N ~-1 m ~ LK O~ ~O Vl N 1~ U r O• h .-I m O 61 m N N tA h N F N ~O Ol C N c m W Z • N O1 N • ~ • .l • 41 O E • ~ Ol Ot `i 1"1 O m ~(1 .-~ ~O cl~ m C itl N t~ /) F ~O 1~ O\ Ut in M ~n 'J Q M ~D I~ N N 2 F 4] • .] • 'i m lO 0~ a u~ ~ v~ ~n U ~ ~o ~O. M ~o N fil Q W x c~ Z ^ U F ~+ ~ i~ N ~/1 N + n x a « ~ ~ L!^7` W ~~ ^CQ I..L ~~ it ~ ~ o 0 0 0 0 0 0 0 0 0 o ~n a a o o 0 0 0 0 0 0 0 0 0 ~ O O O O O O O O O O ~ k O W C~ C x 0 0 0 0 0 0 0 0 0 o a o ~ * o ' Z a « « 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 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 ~ z T O O O O O O O O O O O * O ~^ m N ' k M , O O O O O O O O O O • O O O O O O O O O O O F * O ~ N N N N N N N N N N = O µ N n x x F x ' 0 0 0 0 0 0 0 0 o m« i-i N .i .+ N ri W* m m m m m rn m rn m ^* ~ o 0 0 0 0 0 0 0 o F~. + + z .~ + , w m m m m m m w m m Q + P t~ r'~ m c~l rl rl m M t'~ r'1 U 2 (~l 1~1 I~t t~l l~l l~l (~t I~l l~t 1~1 M E F W h ~ e-1 ' ri N ri 'i 'Y N N fi ri N ~ A M ~ P ~i k ~ U r • , = o 0 0 0 0 0 0 0 0 o a + o o o O o 0 0 0 0 0 0 2 ~ W * o O 0 0 0 0 0 0 0 0 0 o F ~~ * o m . ~ ' W ~ M r m ri m r o ~ m ` .-~ C a N * a+ ~ Z !`~ a1 N N N N C N N ~O Vl t~ O C ~D ~I1 O m ~O ("1 O N 1~ N O t l I~ ~-1 O 1 l (~ O O 1~ N O a a~ ~* ~ ~o o r o r o [~ 0 1~ o r o r o r o I~ o r o ~+ fil ~ S• r J 0 0 0 0 0 0 0 0 0 o a~, zo . o N N ri ~-1 N 'i N ri ~ ul O W(L n N O rl N N fi ~ N N N N p~' C~ ri ~ ~n a 0 A , M ~ ,~ ri ~n r v f+ m ~o m o m .+ o m w r~ o n r w m w+ m ~o o V N N r N ~n ti in N ~n i+l ~n O ~- 1~ ~n Ol m ('1 r m r rl rn (~ ~v N .i t~ m N in ~O m t~l m ul o U 1'1 Q ~ ~-] R' >+ ry' x N r in . m . .~ . o . m . m . r ~ ~ . c w W W N N .y .-I N N rl rl O ri O O O O O O O O O O p: 7 2 fu • O O O O O O O O O O O 'J N# N ' aa o ~ n r'+ ~n P o m m ~ a ~o ifl O 10 N m m rl m O N ~ ~ ~ U G1 i~ m m m - m r r r ~ ~ ~ 3 E W W y > * k a E H K ~l k ' x m m m m m m m m z Q * (n ~ (~1 M 1`1 (`t M M 1`1 M l'1 f'1 E W + O ~ .i N N N .i .i ~-1 N .i W O~ .+ ~ K N 5N , U' * ~9 O O h 1~ O1 ~D N ~ m O I Z M k O ~'1 i(1 T .i W .-I N ti m v U' m ry' E x O 11 O1 N ul l0 O~ O~ O O N r N O U~J N W M N ~ll l0 l0 ~O ~O ~9 1~ l~ 1~ 0 O M U] ' F1 M 1~ 0 0 0 0 0 0 0 0 0 o m a Z 3 W r o ~ .+ .+ ti .y .i .y .-~ .-~ .y Z ~ O r .~ N N f1 ~ N N ~-I N 'i N Q~' E 0.~ U ~ U a * N ~ Gi • N ~O 1"1 Ol m h N ~ N m I i~ f9 3 n ~O v r '+ in m ri m m m (n E~ C x O i [~ O~ Ol o 0 0 'i ~ (v N m . F r1 W ~ rn O O .-I N r-I r1 N N ry O W + ~-I ' ~ O ~ ° F a + O\ m r m m m ~O m Ol m m m c m m m o m .i o a E « m m C N O P v 1A V l0 C h C P a' m c m O C(. , k N P • O O ~ O • O O O • O • O O ~(1 G] GI % • N P N ~Il N ~(1 N N N u1 N N N ~Il N N N N O W 7 ra O• ~ , O O ~ O O O O O O O O O O O O 'O O O O O ti• Zfil N* O N N N . N . N . . GI Fi # N N O O N O r4 O O ~ O ~ O r'i O N O O N a # m N O1 t~ t0 N .-i 1~ ¢1 lD C N ~(1 vl O 1~ l~ N O~ LL •• + 01 N I~1 c 1~ N r-I C N ~O t`t O O O m O~ O Q~ M N N W Z µ N . O £ ' OJ W ~D G' r-I 01 O l0 ~O V '4 (+1 C N N N t0 O f~ Ul M W x N m N N N (7 C C V1 ~fl N ~(1 '(1 E Z F rl k ~O m O\ 01 m 01 O\ m Ol 01 m Z U F ~ x ~ 'J H N r] + h .] x ~ ~ ~ ~ ~ a~ ~ ^cB I..L ~v ' ~I ' i ' ' ' , , ' , , , , , ' ' , ' . ' ' O~\ •.• W Z J O.w Y! M 0 o a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a x 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . 0 . 0 . 0 . 0 . 0 . 0 0 0 0 0 0 0 0 0 0 . 0 . 0 . . 0 0 0 0 0 0 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 . 0 0 0 0 ~ ~~~~~~ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ •i 'i N rl 'i rl r-1 '-I rl fi O O O O O O O O O o m m m m m m m m m m m m m m m m m 0 0 0 0 0 0 0 0 0 ~(1 ~ll i(1 N N ~ ul ~I1 ~() u) m ri m m m m m m r'i m N N N N N N N N N N fl '-I N rl '-I 'i 'i rl N rl O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O ' m m a ti N ~ ~n r m ~n ~a rv m ~n r~ r o r r ~ m m v M t~ ~n .~ ~n v cv ~o r e rr w o m o 0 0 0 0 -~ o .+ m o m o m o m o rn o 0 0 0 0 0 0 0 0 0 O O O O O ~ N N ri ti N N ~-1 rl rl rl N 'i rl ri rl N N 'i rl N • r ~n ~n m io in c~ .~ ~o m m o r o o m m v o m m ri o o t~ ch o m ~n m ~o o m c~ .+ m m m c"1 .-I ~`l N N N N O N O~ m al (") OJ N 1~ O ~O •i O W ~O Yl (~I N '-I O .-I N N N fl rl N N N O O O N O O O O O O O O O O O . . . . . . . . . a . OJ 1~ ~O v O N v ro ~I1 N 'J Cl N N O~ ~ll P O lO N Ol ~O ~ ~ m m m m m m r r ~ ~ W Z E N a za m m r'r m m m . m m r'~ m O O • E~ ~ o O O O o O o O O O l~ N N N 'i N N N N N 'i W UI 7 H ~i ~ ~ W ~li~ N ('1 m m ~O Ql m l'1 O ~(l W RC E • 11 ~I1 6l ~O 1~ ~-I m N N W W a .i t~ .r ~o r o .y t~ a c o U^ . O N N r ~ ~ m m m rn rn m rn m co A 2 0 0 0 0 0 0 0 0 0 0 ~ O .a .i .i .a .-i H U N r4 r-i ri N N N N rl N U f~ ~i Q ~ N m N ("1 Ol m 'i P Ol 01 l~I ill E S~i ' O O N ~ W N ~O fi f~ l~l O~ O~ O~ O~ O~ O O N N X 0 0 0 0 0 .i .i ti .i ~+ 5 U 3 3 t+ ln a ~n o ~ o o m o rn m m w m m m i m in t~ c rn ~v m r r m r- m r ,y r .-~ r ~ r cv • H .y .i ,y ~ .y ti .i r+ .y . . . . . . . ~D N ~D N 1~ N 1~ N [~ N (~ N 0 N m N m N m O O O O O O O O O O O O O O O O O O O N . . . fi . 'i . 'i e-1 O ~-1 O N O r1 O N O .-1 O .-1 O ri O N O 'i - ti N v i t 1 1~ m O virm.ic'r~nm m ~ vi m ~n c~ m ~o r ~-+ ~ r m N N ~(1 01 C rl ~ ('1 O O r-I h m P M O1 N ~ m I~ c.-I O~ ~O l~l O ~ D[~ m W~ O N ri O ^ ~D m O W c ~"1 T N N 1~ t"1 r'1 ti t"1 O I'1 N ry N N N(`] (") ~O ry 1'1 O N N 1'1 C v N N tn 01 01 O O O O O O~ O O rl .-I fi r4 rl N r-I .-I 0 0 ti ~ ~ /~~ LL ~ , , ' ' , , ' ~ , ' ' ' r , ' , ' ' . ' ' ~ OM W W Z J O ~ M a a a axaaaaaaaxaaaxaxaaaa x xana ~ 5 W W~ W W W 3 W X 3 H ~~ W W W W W W W w W $ N W W x X U z U U 3 3 3 3 5xU33 H ~ xu a ~~ X U 3 3 H ti N S 3 N W x 3 3 N N~ x C~ 3 N x ~+ U 3 x 3 ~ H >C3~+ x N 2 U 3 U N V k3 H 3 ~ 3 H N aaa ~ ~ X X S 3 W~ UU3 ~ ~ 5 S H H H 2 X X % U x H H ~ H H ,~MVNrwo.+riainrmo.~nv~ormo.imo~oi-mo.+r~ mio~rno~moe~moNr~m~r morvr'i~n O N C lO m 0(7 ~ 1~ 0~'i l`t N OJ O N C' ~O tt1 p M~(11~ O1 N M ~I1 ro O N P~O m 0(`t Vl h a1 .-1 M V1 m O N P~O m O 1~1 N 1~ 01 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . m~ N Ol ~O P 0 i(I N O l~ P'i Ol ~O 1'1 O 1~ tll N Ol ~O ('1 rl m ~ll N O!~ C rl 0~O M O 1~ C N El ~O (`t rl 0~(1 N Ol f~ P r4 4 VI NN(~1('ICNIO~OI~mO~O~Or-irlP(`tCG'NIOIOhmOI~OtiNN MCC~O~OPI~m0~610riNNl'1vv~plOl~t~OJ 1`t ~"1 1"1 t`l M M(~1 (~l (~1 (~1 (1 (~1 P C c c c c C C C C P P G' ~(1 ~(1 In ~(l N ifl ~(1 Vl N N Vl N ~(I In l0 t0 l0 l0 ~O ~O t0 t0 t0 l0 t0 l0 ~ 4~ ~ ~ a~ ~ cu ~ ~ 1 , ' ' ' i , ' ' ' ' ' ' 1 ' ' ' ' ' ' OM W W Z J 0 ~ M a x a axaaaaa~naac aaaa www W 2 2 X X U U 3 W S 3 3 w~ x x HH ~ X K X X X X N H ~ X U U 3 N 2 U U X% X% 3 3~ x U 3 3 H H H S U H H H H ti H 3 N~ N ~ 3 N l0 1~ Ol O N M Vl ~O 0 al O N(~1 N l0 m O~ O N!'1 N l0 m Q~ 'i N('1 ~(1 ~O G) T N N C Vl ~O m T N N C ~I1 ~O m O~ rl N C ~(1 1~ m e~iM ~(1 W ONP~OmO(nN I~OI'il1NmONP~DmO1~1Nf~0~.-IM i(ImONC ~OmOM~lll~01.-II~IN W ON P~Om . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . (7 O 1~ C N Ol ~D ("1 O 0 ~Ll N Ol lD C'i W~(n O f~ V rl Qi l0 f'1 O I~ I(1 N Ol l0 C N W Vl N O M1 P N p] l0 (+1 O 1~ Vl N Ol ~D ("1 01 O O e-I N N l'1 C N tn ~O 1~ I~ m 61 O O N N t"1 f"~ C In In l0 I~ m OJ 01 O O rl N('l i'1 P ~(1 ~D ~D I~ ¢) (O O~ O ri .-I N M 1~1 c J) ~orr~r~rrrrrrrrrmmmmmmmmmmmmmmmmmmmmmmmmmmmmooooo000 .-a .a .1 .i .y .~ .a .a ~ r ~ ~ a~ rn cu ~ ~~ , '' ~ ' I! ' , , ' ' ' ' , 1 I , ' I ' ' ' 1 ' ' OM W W Z J 0 ~n M r .i 0 ti m ~ 0 ~ ~ 0 N O O ti '4 m e ti ~ ~ 0 N m 0 N ti 0 r N 0 m 0 0 m 0 ~ 0 r O N a E. ~ K W O ~ E O a w w m O Z £ a ~ F tS W i-Ei eC a m x u~ia~aooWFa ~ S~Zr]Z~J~E EEf.]EC ~+Z W Z QdUS 4]rnuCUN W OfauUQOEZ P~. la.l.]70~U W ~fL Q~n ZO z.~iai~w~ W w i~ W E W t~ !Y > ~ N N ~nazxawzoaQo NNU35 W UtA3 H ~ O II II II II II II II II r1 O~~rU3S W ~CNi~N Zti N ~ r ~ ~ ~ a> rn cn a \( ~ i 1 ~ ~ Lateral B-1 Hydraulic Calculation Report ~ t ~' ~ ~ E E ~~ ~~ , ~~ i1 t ,i 1 ~ ~ ~~ ~ ~ ~ ~ 0 I ~ m ~ O ~, ~ M ~ I ~ ~ ~ ~ ~ N O O N ~ Ot1 \ N m ri N W f.l 4 N OF ~o r W Q m a N N r N ~ N r P ~ N Z N F N ('l H a r o -- N N H N 2 M w .. r.~ ~. ~ ~- >. a m ~a No ~n x o O U W i (a] N a ~ W N U rt S W 4] F ~ m3 a r~ ~ a 6 EH o~ 3 U'F. NN W `i~ x^ x ~ N S a F ^ a 3 oa o~ za ~ y' ~ C C U E U O .+ c~ y 2 ~°o o^ UtJ UU ~, 0 2 ~ a w .. ~ w N i ~ 1 ^ a a w 'a E ~ F a 2 fL O O E W ~ m ~n 4 N ~ a z I Z H m 1 E m a O U D O N N n a z Q ~ F U ~ o w N m E. x a ~ UI i N (n M M H ~-1 N f"I ~ ~ ~ Z 2 Z W W L] Z Z Z H M H a a a 2 Z Z H H N ^ ~ O ~ W ~ G 1 G ] S S S 0 2 W ~ a a ti ~ 0 .. =~s 0 0 .. ZZZ ~£~ ~ ~ a Fo Eo Fo a ao a~o ao c7 o c~ o c9 0 0 a a a + u1o W o Wo N ao .]o ao ~ o ~ N Q o p > ~ 'JO po Do Gai py o Oµ~ O ~r~ O N Y. M' rX 3 N f,>] m W o x r] ~ .] ~ 3 W.i 410 ^ o x UI ri N N 'L 3 3 i+ Q E ~ 7 W a m h « w z N M r, n a ti .i .+ 4 Zo Zo 2o D a 0 0 o t.] m ~ o~ 0 2 (u a F ~ w k # T # # Fl U N U N U N U N U N 2 N 4] W ~,] [.] W H ti N N VI U] N y Z Z ~. + (il FN ~ H~ F•+ x Er'f F r'i U' > am am a., x~ a.+wH 2~ 2~ 2~+ Z m 2 m 3 Z H O H O H O H O H O O O ~ z .+ F .-~ r m m rn r1 x p~ M 01 M ('1 x N N N'J O~ O m O m O P O m 2.W] H O N O N(~1 VI Fi P O W O Eo Fo Eo Eo Y' Eo ti C9 a-+ a~ a-+ a~ aa.+Fww a v~i v~i r~i~ v~i o~ ~ W o OQ ~C 1 2 S~L' ONVi 2~' h~ Q 0.~ fC }.' Q i~ W I w^ xo x^ x^ ~a ^ o u~ E U U U E W E • u~ ~n E vi rG ~n eC ~n ~n ~n a~C V N~ fil~ 41~ 41~ 'N~ fil 30 mo ao xo ao ~no Z1N a a a a a o a ~ + tn UI U1 U] (n U~ a H M M H FI 'Z [~l N • .-1 N 1`t P N W N • O Z m °z °z °z z z a c~ a W Z •• Z 2 2 Z Z E 2~ ru w w w w ..am a ~ .Wa a .wa ~ ~ c~.~ W ~.1 W G] W Z« .~-l M O ~ ~ ~ ~ ~ ~ , ~ ~ ' ~ ~ I ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ' ~ ~ ~ ~ ~ ~/~ •.. ~ ~ ~ M a o 0 0 0 a « o 0 0 0 m + > n o 0 0 0 a + + a o m + o 0 0 0 z~ ~ a µ r o 0 0 0 0 0 0 a cK. o 0 0 0 0 0 0 N N x . . . . . . . * O O O O O O O + \O Y O O O O ~+] Z + N i O O O O ^ * ~ i 1 x + o O o 0 ~ vi ui vi ui F r~ + • U' : .i N .i .i x o + 9 E * W F O O O [x] M O O O ^ n ~(1 N Vl ~ # .-I .-I .-I ~ # 'y k a . # m m m m U S N N N N M E ~` N N N N E W * H W # N N N N FG O { U + + a o 0 0 0 (~ W> * o 0 0 0 H 'J r] i~ O O O O F 41 (~1 * h H • Fl 4 rl 1"1 ~ll P N. X OI I(I P Ol Ol (~1 C . io o r .+ m o 0 ~ a~ ~ « w• x .+ o .a o .+ o rv W y^ + o 0 0 0 O W r4 x .r .i .i C [~ x ti .y .-i .i a ~ (a~ Ix1 k N 1(l rl N ri ~I1 r-I U ^ '~ x ~ m ~p m N T N Q rl a' Q % t"1 l+1 M M (") 1`l M W G] 4] + . ~o . t0 io . a > x [.~ « o 0 0 0 0 0 0 ,~ ~ .y ~n + o 0 o i ~, ~ . . . . am aLO ~ o ce a W ~ a k u~ N h ~tl U rt ¢ r r r r ~ iu a w[L W + 3 ~ f~ > * c c c c W E ~ E EQ ~-1 a « 2 C P P a P O~ O O H fv + m m co m t/l a * 4] N '> i-i >.. : a~n ar * sac~ xz~ " maF o N a m mrtF e m m o m. m .a m r~ • D r~ io ~o o U D oUD U~[.1 oHUi O N N • i-] • N .i N (~1 ~.] y ria 2 3 w { o 0 0 o D o ti .~ U r~ O .y ,y ,y Q~ U W + q r~ ^ W t4 i+ ta 3 o n c ri GL-N Gl F S c~ F 2 a S O N M t ~ ~ o F .] c v ~n ~n w tr. w : n rr ri ~n o w • o • . . F • rv a ~o m ,y r ri te > x m m m o .. o ,-. Ia1 G1 * . C . I(1 . P >.] O* ~ o i- o m o m ry W m+ m o m o m o m + o 0 0 0 . .+ o ,. o o .y « ~ o ti ~o r .+ m Z r m ,~ rn v m rn rv ~ W « .+ m rn m m o 0 E i-] 1~ o O N 1") C' ry' W 4 O O O O r4 N N ] H # a a ~ 3 x U W 3 Z' U ~ . . . . . . . . . ~ . . . . . . . . . . @ N m C' rl m P'i 0 G' N p~ m N m P'i 0 C m~O N P N'i O m 1~ ~O P 1'1 N O Ol m~O ~(l P N~. ,yrvmv~n~ot~ t~mmo.+Nmmc ~n~o~mm 0 0 0 0 0 0 0 0 0 0.. .. .. .. .~+ .. .. .-. .. .. .+ 000000000000000000000 '-I ~-1 N'i rl N N'i e~l N e4 '-1 'Y 'i rl ri rl r-I ri 'i '-I M 0 N^` W ~ ~ ~ ~~ ~ ~~ ~ I~ ~ ~ ~ ~ ~ ~ ~ ~ ~, r ~ ,! ~ ~ ~ ~ ~ ~ r~ m ~ ~ ~ M a a 0 . . . . . . . . . . . . . . . . . . . . . . . ... . N W O ~ ~ n ~ 3 ~ g . o ti N N . 0 N N ~ O ti ti M 0 O N m m . 0 ~ ~ ~ s . ~ 0 m ~ u 0 ~ ~ o a m . 0 m . m 0 H M N r . m ........................ .... o . rl m C rl m~'i N' ~(l fi W N N 0 ~(1 'Y W~ N m Vl 'i m Vl 'i 0 ~fl N W Om1~lDRl'1NOO~m~ONPNNOmI~~OV'O1NOO~m~D ~pd'N I O O~-I N M V' Yl lO l0 1~ m~ O~-i N("I l`l d' I(1 ~O 1~ W O~ Ol O N N p P N N N N N N N N N N N N M(1 1n ("1 t"1 l~l ('1 1'1 ~'1 ~`t Cl C'1 V' <' O O O O O 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 .+ .~ N .y ~-~ .y ti .a ti .i .i .i .i .a .-t .i .y ~+ .a .i .i .i .-~ .y .i .i .a .-~ r a F a x ~ ^ w F 0 a m m 0 2 ~ a S F a~Ha > > (G W E r~a Woo a i-~i 5 W Z.] 2 U~ E EE W EL' t+ZG] 2 r1dUS G]viuCU~+ [~.1 O W U~ O F 2 P~i W Q m~~ U~~ O xHas~w~wm m>.H+F~wa°az ~azatruzoaao Uli-iU35 W U[03H ~ O II II 11 II II II II ~I r1 F ~NU3S W XW>+Fi O y .i N M V- 0 M ~ ~ CR ~ ~ ' ~ ~ ~ Lateral B-2 Hydraulic Calculation Report ~ ~ ~ ~ ~ ~, ~ ~ ~ ~ 5~ ~r i ~ ~ ~ ~ I ~ , ~ ~ ~ '' ~ .~ ~ r ~ O N~y~ W ~ ~ O ~ M N 0 0 N ~ o ~n \ ~ mN FE oH .+ o .~ N W ¢ m a ~ N r N ~ r N v 2 ~ N F ~- ~ ~ '] N 2 O N H F+ a. 2 ~ W ,y ~ N N ~ ~a z°a ~n5 N ^ wU i a G] N a w °a a ~ N q 5 Iv W E ~/~i N~ 3 W ,y fX F W o O 3 5 W o ~n (9 E N ~-I W i~ x^ 5 W S ao ~ 3 ~ N O w °za za xr aa U E V O N N W Z y Qo on U U U U 0 2 ~ a m m ~ ., ~ ~ a w F] .h a ~ ~ E ~ E ~ z a O O N m ry ~ N ~ EC Z i Z N m rl E m a O U D o H rn n a z ~ O E /L U O ~ ~ E ~ C ~ ~ ~ H M N rl N ('1 2 2 Z 2 Z Z H H N •] F] ~] z z z ° ° ° a ~ c a ~ ~ ~ m x z 0 2 W a a a N ti ~ w x x x ~ 0 0 .y zry 2 2 £ E E W a Fo Fo Fo a ao ao ao c9 o c~ o c~ o ~ a ~ a + 4] O Ix] N W O ry ~-]O raN r]O y0 20 20 11 t( r~ v rt > ~ [n o U1 o cn o til bo po p0 fil H • N ' M • ~~y O ^¢ O qQ O N t~ a' K 3 N W r't f~l O Y' ~.] .y W o O o x ~~ m .. z 3 3 t+ O H Q W ~ a x ? z H ~ M l`1 (`t i-] N N 'I fC y o 2 0 2 o a O O O W W ~ o ~, 2 W 5 E ~ ~ w + . + . a F F * E E F C9 U N U N U N U N U N Z N [al G] 4] Ia] 4] N N ul u1 fn N UI 2 2 Z x F+ W ~ EN x E P E~n ~ No Eo c~> am a~n ar ar a~wti ru . ~. w~ w~ ~ m c~ >~ >m >m >.. >.y 2 m Z m Z rn 2 0 2 0 3 Z ~-f O NO HO Hti Hti 00 .y Z E N ~O 1~ UJ m VI FC ~ m + m x r + ~n ~n N> o.. o~, on o~ o~za NO HO NN HN UI HN O W O Eo FO Eo Fo iG EoH tD E E~ E~ F~ E~ O E~~ U~ W[/I v] VI vl 3~/I F~4 ~ O4 2 1 2 xFC OjN E E E F E U W p SD 20 2~ f.£10 ^ ta.] ~ N N fC UI rC Ul Q UI (n Vl 4'. S U a~~ W~ Ll~ fil~ i+~ W30 ho xo ao xo ~na z y a a a a .c o a UI UI N vl V1 U« ~a H ., ~ .. z L] N • rl N M m V1 W N aOW O O O O O tG Z K y z z z z W z.. E F F E F N 4l W L~] 4£] f~.] G£] LO] 3 kZ] a a a a a c~ m w w ru w z~ a ~ ~ O r ~ Q~ ~ d ~~ r ~ ~ N m ~ ~ O~/~ ~I M a o 0 0 0 0 0 0 0 0 0 0 w o 0 0 0 0 0 0 0 0 0 0 m n . . . . . . . . . . :. > a o 0 0 0 0 0 0 0 0 0 0 Q + a o w + o 0 0 0 0 0 0 0 0 0 0 Z r+ . a + F O O O O O O O O O O O O O O O O O O O O O a a* o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N • . . . . . . . . . . . . . . . . . . . . . fi O O O O O O O O O O O O O O O O O O O O O # ~ 1~ O O O O O O O O O O O \O h O O O O O O O O O O O til Z 4 . . • • . . . • . • • UI i~ O O o O o O O O O o 0 Q ~ # m H + # ri O O O O O O O O O O O \ M ~(1 ~11 ~ N ~ N ~(1 ifl il) ~(1 ~I1 E Q # y y U N rl rY 'i 'i N .Y .-1 .+ ~-1 x^ + s. H • W+ O O O O O O O O O W• t m m 0 m m W m m ^ 4 1~1 I"1 1n f~l M c~l (~1 ("1 ('1 S n o 0 0 0 0 0 0 0 0 a. O R y x ra n r~ + m m w m m m m m m m m U T. + ~"1 M m 1`t f~l t~l t"1 m m m 1`t H E 01 O~ O1 O1 Ol Ol 01 O1 dl Ol T F a + . . . . . . . . . . . N w • o 0 0 0 0 0 0 0 0 0 0 rX ^ x U • # a • o 0 0 0 0 0 0 0 0 0 0 t~ c~ 9 + o 0 0 0 0 0 0 0 0 0 0 z w W + . . . . . . . . . . . H o.a + o 0 0 0 0 0 0 0 0 0 0 F mm . ~, , „ « ~ a • M ~D \O M P O t(1 4' O~ Ol N h rl .-I N N l~ ul P ~D O N rl m 01 ~O J] ~Il O ~`l t~l L] U' i.] i~ N O ~Il O i(1 O i(1 O ~ N I~ O I~ O m O Ol O Ol a ac~ w« . . . . . ° : . . . . . . . . . . . . . . G] • S. w o O .-I O o No O N O N O No O N O N O N O N G~ 2 ~ i~ O O O O O O O N .i O W IL x .-~ .ti .i ~ p'i ~ k rl rl i-i r-I r~i N N rl N r1 rl p~ Y x [.~ W f t~l ~tl ~ v~ m r m r ~n m m o m o o v~ c tv w c U p 7. r ~n r ~n r .+ m .+ o r'~ r m r~ v a ~ v n~ m m GI G1 G1 ~% ~1 m rl m N 1~1 ~ M ri N ~ O N m ~ l0 ~ I() P I~t ry' 7'.L Iv * O O O O O N ~O N ~O N U1 N 1(1 ~. ~' rl l'1 .-I 1`~ N .'J N U] * O O O O O O O O O N I • . . . . . . Q m aa * a trl D a v o o c~ t~ m r~ m m o a w a u''i " ~' n ~ ~ o, a m n m a 3~ fil > « m m m N N ~ ,~ o o m m 41 F n ~ ti `~ '~ F rt * a + Z a ~ rn m m m m m m m m m m 0 o n . . . . . . . . . . . E W h in ~n v> ~n in ~n N ~n in in ~n N d ~ ~ N , Fi p: N rl N + S.]C'1 x F i 2 i-~i + o ri M ~o r r in v v' c~ N ~ QI ?. E n Ul O M N ~ m ~ m W ~ ~.. .] •'> ~'1 t~l v' N t"1 ~O Ol N (~1 ul O U 'J N G1 • . • • • • • • • • • • O N fn • rl 1v N .-I N O O O O O N N rl r~ a 2 3 W * a o 0 0 0 0 0 0 0 0 0 I ~J O M N ri N N N N N N N. N N i E 2 U x .a .-~ .r .i ti .i ti ,y .i .i .-~ I U LG • 0. ~ (v * o; >. m 3 * o M r ~ n o m ~o u> ~n F x W x O x c~ ti c r r m o ti ri ~n ~ E .] + c m ~ ~tl ~/1 ~n N ~n d fu n . . . . . . . . . . (.] + I~t N ti O O O O O O O O ^ fu + O + + E • N m a' h ~O ~O t~ u1 N ~J N O~ N N N N 1"1 N m a 7 01 O Yl Ol ~O \O Ol 1~ N m N N N ~D N m N 01 {~] (a] + • (~1 ~ N • • (V ' N ' N ' N a' N • N • N ' 7 a ~ x r ~(1 p~ ~It p~ O~ ~ O1 V1 OI ~(1 O ~ O ~(1 O N O ifl O Z[u ~n x m .-i m .i m a rn .+ m ,~+ m .+ o .+ o .. o .i o .+ o H # O • O . O $~' O . O ' O • • ti • N . ri . N # N O 'i O N ``l N O r4 O rl O N O N O N O N O ri « n ~ x ,y ~n ~o c~ m cJ m m ~ w in m r~ v r o r m ~n o in Z k Ol O 0 M N H N Vl 1~ W ~ 01 l0 ~O M V' ~O N W O OJ ~ E • . . . . ~] . . . . . . . . . . . . ~ ~a] # Q Y~ {~ In '.~ 1h O 11 O N ~O rl m N O~ N O ri [-i ~.] • O O N L[ N rl ti` ti ~ ti N N ry' W k O O O a o o ~ o 0 0 0 0 0 E \ M 'i rl 'i ^ '-I r'i N 'i rl r4 N rl N rl k N • 2 L!7 0 N ~ ~ ~ ~ ~~ ~ , ~ N a a * o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . ~ . . . . . . . . . . ~ > o 0 0 0 0 0 0 0 0 0 a ~ w * c~ a z M + o 0 0 0 0 0 0 0 0 0 ~ w * m . - o + o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a a« o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O N N k O O O O O O O O O O O O O O O O O O O * « I O O O O O O O O O O \ O f O O O O O O O O O O W Z • . . . . . . . . . . N M O O O O O O O O O O Q ~ X Gl N k F , % O O O O O O O O O O \ k ~Il V1 N ~I1 ~(1 N N N ~I1 ~(1 F Ff. # . . • . . • . • !'J 1-I # 'i N N 'i ey N rl N N r4 ~Ti ^ • # Y« ~ O E• d• O O O O O o O O O m W k w m m m w m m m m !`} ~ k ('l ~`t t+l ('1 In (~1 ('1 t"1 M p `e.' ~ a O O O O O O O O O o~ z N * , E « m m m w m m m m w w U S + ri m rf m r~ ri m ri ri c~ M E rn m Ol m m O~ m O1 O~ O~ M Ll # O O O O O O O O O O a^ y ~ ° . t ~ ~ : 0 0 0 0 0 0 0 0 0 0 ~ w, . o 0 0 0 0 o a o 0 0 o y a w x ~+ D a * o 0 0 0 0 0 0 0 0 0 N ~ "W ~ m ~ ,:~ m ~+ . + + r ~ ~v ~o m .i o o .-+ .+ .i .+ o N r+ ~n N o o c~ o m m o in m o r r'i o ~ a~ ~ h rn o m o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O M L] ~ T i~ N O N O t"1 O (1 O l`l O 1'1 O ('I O 1`t O ~'1 O c+l ~ a r.. z^ « o 0 0 0 0 0 0 0 0 0 ~o wa . ., ~ ., ~ ~ .. .. ~ ti ti 0 ., a c~ . ~ . .. ~ ., ., .. ~ .. .. I .w ~~ ~p~ o k x M m w w w x o ~ c~ ~n m r o v m m io v m o o ~ o a .~ m m n .+ .+ m ~ ~o c o .+ ~ m m ri c ri io c~ rv 2 o a rt >+ .t . ~v r ~n v ti i ri o m o m r m r rv ~o m ~n ~n in O W W W 6 ~O l'1 O 0 ifI Ol ' N • O . O1 . (~1 W' , S (+i • N N "1 N N (V O N O N O rl O N O N O O O O 'J N N• O O O O O O O O O % I * ' Q Gl G] 'J r a % N O~ m O P O1 t~ ~ll ~ ~O ' ry O VI ri m C O t~ C m fC W W' f+] + 3 E W > -+ rn m m ~ r ~ ~n ~o ~ u~ W E E a , Z a * Ol Q~ Ol O~ T 41 T dl O1 Ol O O ~ ~ F Iu # N UJ ~I1 I(1 N ifl ~(1 i(1 N h N d ~ W N k W N * , QN * ~az ~ ' . O i Z t+ r .i o ~n o v m r m r ~ c9 m Q F + o ~o ~ m a .-~ m m a 4] m rl •~ k I~ m O~ O .i N (~1 I~l C ~(1 ti O U O m W • . ~ . . . . • . . . ^ O N N • r] + .~4 N N N N N N N N r'~ .? Z 3 W • o 0 0 0 0 0 0 0 0 0 ~ Z 'J O h ~ .4 N N ti r~+ ~+ Q F~CU ti N ~ N N fi 'i r/i U tw ry.' i I W' a 0.1 3 'R ~ W N C' 01 N N O O N F 1' K. S' O # Ol ri P ~O OJ C 1~ O M . U F r] a G+ # * ul l0 ~O ~O l0 h P 1~ m 0 , O O * o 0 0 0 0 0 0 0 0 0 W u~ O f ~ + ~ N W E N N N N N N O N 1~ [V M N m' N N N N N 1~ N C: .'7 • ti N N N ('1 N C' N C N ~(1 N ~I1 N ~ ~O N ~O N ~O N• in W W W > .] # O + .y N • .a N N • ,-i N ~n N N ~n N N N • .+ N in .i N N .+ N h .+ N in .y , ,y . y w v>+ o ~ 0 0 .+ o .i o o .. o .. o o ti o • o~ H . .~ . .~ .+ .. .. ti ~. .+ p # .-I O O N O N O N O N O .i O O .~i O rV a + ~p . . .y o ~n rr m v c~ ~n r rn ~ .-~ r ~o m .i o ~n m _ m~ Z ~ ~ 1~ a' ~ O ifl v O M o M f~ N O N N rl ('1 O ~ p ~ O VI N L] 1~ N O Ct O C O O ~(1 O ~(1 O N O ~D O ~O O ~O Z F r] • N N N N N N N N N. N [rt 4C W x O O O O ~O O O O O O U F ~ + .i ti .i .y .-~ .a .i H N r] + a + ~ ~ ~ M Q~ ~~ ~ d ~ r ~ O N~y\ •.. '"~ ~ O ~ M o ri a o 0 o a s o 0 p~ F O 7 # O O ~ L1 k c~ a . o rC o w + o 0 d Z N + a + 0 0 0 0 0 0 0 0 0 ' a a~ o 0 0 N N# O O O O O O 4 O F O O O \ O 4 O O 41 2 i~ O N # O O ~ ~ W i+ M n x o + o 0 ~ ~ ~ ~ F rG .i c~ r. .. .. x o : . m. F. 0 o a~ o m m m• m M l~l (J k t+1 + O O ~ * O ~ # ~/iM a M m W k m v r~ U 2 « M ri m tiE ~ m m EW o H G1 x o 0 a^ U « x r o a w o 0 o c9 ~u > x o 0 ~ D a o r i x o 0 F N W % U] A M • r .] r m m o ri o a. • ri o rr 0 0 o a a~ + o 0 0 w o r~ o tu ~ s• M o r~ o w w Z^ n o 0 ~ ~, o w a + ~ .+ .. a c~ . ~ ~ ~a x 0 v in ~n w w ul . .. o 0 ° c v a a 2 2: a ~ o m r (,~ W W io O O O 4' J y' W* O O O N O O 'J N VI • O I ~ N I Q fA a m + a a a * oa m G] ~.] • rt r U~ ~n F U Q .] * r~ O 4] 3 a ~ > . £ F ~n t .] ~n u~ [ .] f.1E Er1 E 1 + ~] a + 2 w' m za m rn o0 0 0 + F m /1 E [u % ~I1 Ifl UI N d + > ~ t. i ~ i- i ar * xa u x az z z i . + rv O i Z~+ + r m ma F ~n U' m rt E + m M m r] vt W m N ~> + in ~o O U O N ON'J V]W . . O UI N ~ O In • Fl N N 1'1 a'L o m,..12 3t~ + o 0 0 0 O Q ~ V U G # N N Uq ~i ~ I ( O W + C N m' ~ ~ ~ m FTa ~ xa SO o r i m E a k Ol O1 U W W o O W o 0 !/1 L1 W - k N O k a * . N O~ N W E ~ O N O N ~O N CG .> R [~ N l~ N . N . G1 L1 Y • N • ~n ti ~n W >.] O+ .+ vi .i o .+ y m ~n x o .~ o • w .1 . ti o .i o ` .~ o .y a + . ~-1 O l0 ~ ~O N 0 in o 4l 2 ~n o ~n •m O £• o m o rn i-+ W+ m o m z ~* o o [ a a 0 .+ U F ~ + ,y .+ i a rn .] x a • a a w ~ 3 3 5 U x U H ~ . . . . . . . . . . . . . . . . . . . . . . .rNCVr~mam~n~n~or rmmmmoo.+.-~rvmm mmmrvimriwmmr'~mrvimr'rmnrn crn mmvm .r rv cv m m o o v~ ~n ~~o ~ r m m m m o o.-i .i c~ c~ O O O O O O O O O O O O O O O O O r-Irl 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 N N N N N N N ei N N N rl rl rl rI fl rl fl rl fl 'y rl rl ~ ~r ~0F V Q~ ~ (B ~ ~S ~ ~ O N/~ W` r Q J 0 ~ M aaax a a a a a ax aaxxa 0 N . . . . . . . . . . . . . . . . . . . . . . . . . . . m • O N ti z m~wxw ~ ~ W 5 W x r W `~ W 5 N {.] 2 ' ~ N W ~ ~ W U T V ~ U P z u a ~ U 3 N T U 3 • o ti U 3 ~ S 3 U 3 N ~ U x 3 •+ . a L] U N ti g ti .i H . 3 2 U 3 ~+ ~y m z o r~ ~ S S 3 '~ U N ' ~ ti 3 ~+ H U ~ ~ U 3 ' ~ o U U ' ~ H ~ 3 M 3 ° H 3 . o N ti .. i~ o N H ~ . ~ 0 N m m m . m 0 N ~ P 0 . ~ 0 N r . . . . . . . . . . . . . . . . . . . . . . . . . . . ~ o~n~n~o~o Pmmmmoo.i,rrvrvrio c~n~n~~r rm a.rnomvm m mmao~no~no~no~no~noinoviov~ 1~1 f+l C 4' I!] Vl l0 l0 1~ f~ m Ol N O O N N N N f`t !~1 V O~ ~(1 1Il l0 l0 'y .-I N.y r-1 .-1 .-I N.i N N N rl N N N N N N N N N N N N N N 000000000000000000000000000 ~-1 'i rl N N N'1 'i rl N N r-1 'i rl N N N'i rl N N N N N N N N r a E U a x ~ 0 w E O a a w m E O z N ~ ~ a E . 0 M 'J F aw~s > >Cr,x]E 2 .~~1 W 200 arC ~S ~Zr]ZU~E EE W t '+2~]Z S W UStil~n tUr~ W 0 W U~ O H Z w ~~il.]aO~Uf,21~a EUNEN~/Ifil W ~ fLti[45t~(ilU' a.rnF wc~a>o am m~zaawz~aao v~HU$5 W Ua13~-+ ~OIIIIIIIIIIIIIIIIQ Eta'J~+U32 W,%fA N~ 0 Z rl N ~ 0 ~ ~ ~ ~ ~ ~~ L 1 1 1 i ~ Line-G ~ Hydraulic Calculation Report ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 5~ ' ' , , 1~ III ' i ~ ' , , ~ ' ' ' ' i ' . ' ~ ~ ~ O'^ v W Z J O ~ M x z x z ti O M N 2 O Z O z O z O . ~ ~ £ ~ E N W Z Z Fo Eo Fa Fo ~ ~ wo ao w~ ao ~ N a a z° z° z~ z° a a a ~ 4 a m Wo wo ~o ~o ao a~ ao ao ~ ~o QP Qo Qo r N O N O ~ O y O } p O p O D O D O q O ~ O ~ O ~ O ~ a r w~ w y a • .a tu r W ~ mo m 3~ 3 Z ~ F UI Cf H a N o - N N H ~+ * Z fI ~ ~ w .,. o M M ~, ~, a~ z zo zo zo zo ~ ~ ~ a 2 w Z E o 0 0 0 ~a z°a F ~ ~,x ~o m w a a o V H fu u~ .] in Ca ' a ., o a .. a a N N q' 'J u~ U H U U ~ K O ~ W £ W ~ W a a w a ~ z w E * + + ~ * d N F E ~' W ~ E F E E E E i-i .1 .] U.i U~+ U.y U.+ U N U G] E W 41 W W G] til 4] U Z tti UI ~n u1 u1 N u~ ~ ~ F i O O ~ + W' (~ 1^ W N W * E m F m « E N * E t~ * E O E b RG H a W !n F1 IL 40 Pi I~ 6~i m (G 0 ~'i M Pi ~n 0'~ 3 N > N M f.] . f~ ' W' ~l . W• W r.. a ~n ~ > m > m > m > n > ~o > cG O rG ~+ O Z m Z m Z~ 2~ Z o 2 (+~ N a a .Ti Fl U~ R~r H O H O H O H O N ri M F m o 0 0. a z o. ~+ ~ ~+ -~ 3 5 W ~ N W m q E W ~ m cn O O U' ry ti U m r] U N M O) k m ~ O M C ~+ ~ 1 o U' D .C ~ Z• 2• 2• Z~ 2• 2 W ri ~ o H ~ W O v O~+ O m O o O m O x ~ a n a z a o .-~ ~v .. c H m vi ti L'~ p O D Eo EO FO Eo FO Y. F a N u ~ U N FH~ E~ F~ E~ E~ OE W C r~ ^ W C W U~ N N N m 3~ ti S W [G i~ [a W .] ~ w o Q E+ m a ~ ' . w., s a oa a a a a ma ~ 3 W ~ 2 0 5 O S ~ S 0 [.£1 ~ W tn w(n rC Ul fC m fC N FC VI N N oa ~, ~, w, w, W, ~., ru ~ i i m^ ao xo xo xo mo .Z d N ln (n I'. fC W' /Y~ ~C Q'. H H M ' N N N Ul UI N W r4 N (`t H M H H N M O 9 N a~ o O O O N N M v ~n ~o o U F Z 2 Z o rv F Z Z Z O O O O O O .i ~n U O ~+ rv f+ ~-+ F+ Z Z 2 Z 2 Z ~•• m z a a a m.~ N C~ (f (~ y 2 Z 2 Z Z ^ fil i-zi ti i-zi E £ ~ £ £ £ ru w a o 0 0 0~ -ru w r~ ru w w c.~ so o^ a' a a a a a a .a .a oF "" ~" s r s w w m m w w ~ 4~ 0 W ~ ~ ~ ~ it ~ , , ' ~ , O ~ ~ LI.~ Z J O ~ ~ M ' ~ , ' ' , , ' .-+ a o 0 0 0 0 0 0 0 0 0 a + o 0 0 0 0 0 0 0 0 0 al n D • O O O O O O O O O o Q ~ c~ a a o m * o 0 0 0 0 0 0 0 0 0 a y ., . m * U o + o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a r4+ o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . } N N Y T O O O O O O O O O O O O O O O O O O O ~i • y x H • . o 0 0 0 0 0 0 0 0 0 ~O r o 0 0 0 0 0 0 0 0 0 II W 2 s N M O O O O O O O O O O > 0.~ ^ + W 0~ i i a c~ `+ + o 0 0 0 0 0 0 0 0 0 w ~ o 0 0 0 0 0 0 0 0 0 F EC * 3 U' I-1 F N N N N N N N N N N ~T ^ # x ~ T• o ^ F * o x m+ ~. o 0 0 0 0 0 3 w+ N ~o m m m ri m 0 0 ^« m m m ri m m ri m ¢ + ~* o 0 0 0 0 0 0 ' o z .i o • z* z a o a . P ~o ~o .o m ~ P P ~o ~o N U 2 P C P C C P E t+E + m m m m m m m m m m rL F 0+ • > M W + O O O O o O O o o O W t5 q .] U W • + F Pi * o O O O O o o O O O a c~ ru > o 0 0 0 0 0 0 0 0 0 W 2 W W x . . . . . . . . . > t+ o a + o 0 0 0 0 0 0 0 0 0 Z F ~n W • M UI + H + rn a + m ~ vi o ~o r~ r ~o c c~ .] r ~ • r .i m rv ,-~ .a ri ,-~ m ~v r r ~n cv in m ~n cn rt W c~ a * ~ o ~n o r o ~ o r m m ri m m m ~n ~n w o a a w m « . . . . . . . . . . . . . . . . . d N W x+ r o r o r o r o ~ •+ ti m r, v o ~n o ~o ~ a~. z o . ~, ~, ~, m ~, o a o 0 0 ~n o w a + o 0 0 0 0 .-~ .. .+ .+ .-+ a ., a c~ « ~ .. ~ ti .. ~ ., ., .. .. o ~n a « Z W til fil . m ~n m ~n m in m u~ m c c (V .~ ,y ~o o r ~n a' V 0 >• ~ m r m r m r m r ~ .y .+ c m io cv c r 5 1 .] ct rt * o m o m o o+ o m o o m m ti c~ o m o r~ H f(. 7 T. W n O O O O O O O O O ~D M ~Il N N m P ~O C (n p Vl * O O O O N N .-I .-I y N * . . . . . . . . W W a aa * U' W'J W ~o ~O \o ~O m ~n c N m ti 2 N E U U' r] # N N N N N P ol C lO 1~ ~~ aw w + . . . . . . . . . . Z i3 Z' Ixl ' % N N N N N O~ Ol m 1~ ~D i-2i Lz] F H x N ,y .r .i .-, o c~ > a `r ('1 W H •• k ~ GI (~ O O % N N rl N N r~i N N a 3 2 F W * r r r r r t~ r r r r ~ O O N d k 2 E > ~-Ni O Vl 0.' 0.' Vl h cH7 FCN t r~2.~] $QN m O fil O i 2 o m ~o .i r m ~n ~n r o H c~ m~G E. x o o m in ui v ~o ~ ~n ,y E f~ G] m .] .> « ~o ~o io ~o io t~ ~n in m m ECUti oUD U~ W H F F~ ^ O H!n ~ r1 k 1~ {~ 1~ l~ 1~ VI l~ O N p W m.] 2 3 4] a+ m m rn m m m m o 0 w(4 2 5 0 + o 0 0 0 0 0 0 0 .. .-~ ~Fi ~J RC F U • ti rl rl rl N N ~-I N N N O~n~ Uµ' * 1~ W I C~ w¢~ 3 + O m ~O ri rl l~l m O N P C] W H x[G S O + .y t~ .+ m ~n c m ~o ~ m G] E E.] * m m m ~ N r~ m m rvf r~ a~co ww w 3 O W + m m ri (n N o 0 0 0 0 E tn O G. • ~'a ° « o. * U x w E + m ~ r~ rv rv o ~ .+ .+ ~ .~ rv ~ m ,y o .-+ r Z a> x ~o .-i r m m ~n m v c v v rv v .i o in a v f~ N • W W + ~n ~n c ~o ~o ~n ~ ~ W > a O* n o ri o m o m m ~n ~n m ~ m m m o m .-i U] •• 'J. G1 Vl • O1 O O1 O 01 O O1 N O1 d 01 N O1 N 01 N O N O a o W N f o • o ~ o . o ~ o E o ~ o ~ o • • Ox z a * .+ o .i o .a o .+ o y .-+ o .+ o o .y o .y a c~ . W Z• * ~n rv~ m o m N o ~o ~o tJ ~ ~n a~ r ~o o ~ m ~n N~ 2 x N r m m m o m n m m ~o m vi ~o m ~n FZ W O £~ ~? H LG N M G] k O' 1~ N l0 m 'y O ~(1 N 'J ~(1 ~O .-1 ~O OJ P (~t (~1 l0 ~ fC ~a E a k O M N (V rl C C 0.~ C N In lD l0 u1 3 W rt W x o 0 0 0 ~ 0 7. o 0 0 0 0 U E ~ .-i .-i ~ ti Of H N .1 k .'N z. a m ti ~ 0 N ~ Q~ c~ ~ / \ , ' , o o n a w o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m 0 o > a o 0 0 0 0 0 0 0 Q + tu c~ a . o a o m x o 0 0 0 0 0 0 0 0 , a z ~ ~ a + 0 0 0 + o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a a+ o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N Nx O O O 4 O O O O O O O O O O O O O O O O O M k ' O O O O O O O O O O O ~O % O O O O O O O O O f.l Z k ' ' ' o m o 0 0 0 0 0 0 0 0 r1 ^ + W N • a , O x o o O o O O O O O O \ i~ O O O O O O O O O E F( i~ ry U~ N # N N N N N N N N N x ^ + « s. ' O o F* d o 0 o O O O o 0 1`l M G1 x M ('1 1`l 1"1 (~1 (`l 1+1 M l1 1`l ~ 4 M M 11 I~I M ("l ('1 (`l F O O ~~ O O O O O O O O a Or 2 a « , ~p rL s ~ m m m o m m ~ ~ c U S * a a m m a c m f+ F x m m m m m m m m m E o~ + o .+m o 0 0 0 0 0 0 0 0 r~ ^ ~ U * ' ~ O 0.' ~ O o O O O O O O o O U' G] ',~ F O O O O O O O O O O Z a W n o N o a ~ o 0 0 0 0 0 0 0 0 E [n G] x ~ N , W ~O '] m ~ N OI rI m m r ~ ~ ~(I c~ ~ m ~o m P o m m v Z r (`t m ~(1 io N G1 a >. U' rl a~ « ~ m m ~'I ~n O c ~-1 m o N O f"1 O . 4' O P . O ~fI . O . N . o ~o o i-a W• . S• ~o o r o r o r o c~ o r o r o ~ o c~ ~ o W W Z 0 * o 0 0 0 0 0 0 0 0 fi N ~ W[L # N N N N N ri N N rl O N N p~' C~ * N fi 'i ri N N N N 'i , ~n a M ~n ~ .~ w ra m: o u~ r o ~n P c o ~ o c~ ~ .+ a o ~ m M m o m in ~o m m m rv io r m m U m rC ~ a.S >* R• c~ ~ m m c~ .i m m m ~n o '. ~ r r v r rv m o o m m io O N Iu W W h 1~ 1"1 N N N C m V' f"1 N 6i 7~i W• m O ('I Ol N N f N ~ N N N N P rl N rl 'J VI i~ ri O O O O O O O (n k Q # , Ol G1 'J • 1~ ~ f N N r1 /1 N M Ol F U U' ~] % N N N N ~O O C O~ P ~ '/a E(a] -'J i~ vt C M ("1 N N ti O O rl [a] ".J~ N N ri N N rl N N fl E x rl ~ ` .. z a ~ ~ .. ., .. ~ .. .. ., ~ ~ r .~ F t + r r r r r r ~ r r m a ~ ~N C N ' * rC Z ~ ~n O i 2 i+ m ~n ri r ,~ o N ,~ ~ rv c9 m rS E+ H c io o r o m r~ ui o ~O (a] 0 i-] ~ 7 N f~ N ~(1 ~l ~ P ~ m i-i O U~ N W x N 0 O M U1 rl A (~1 l~l P P P ul N I(1 ~ll o n a z 3 m ~ o 0 0 0 0 0 0 0 0 ' rl Z `J O * N N .i N ,Y .i rl K E fC U ~' ,r .i 'i N N N '4 N N N U [4 • ^ W + ~ i ~ i~ tA 3 .-~ ~n m c o ~o r~ o m 01 F 2 R: S O N N f'1 If1 f~ m O N ('1 (~f • F i-] h C C a P C' m IA vl N w , O O W + O O O O O O O O O ~ F N O + Q .-i r~ .i w E x c ,y c .+ ~o .-~ cv .-~ ~ v o .+ ' m .y m .+ ,~ rv c C> m m r~ r o v v r v m v .r o rv~ ~o ~o W W ~o io m P m ~ ~o ~o ~o m N m W .'7 rl # O+ N W Cl OJ M 0 m C m a' m P m ul m ~(1 ' N O . N ~ W ~+ O N O N O N ~ N O N O N O N O N O ~ O N O # .y O ti O N O .-i O N O '1 O r-1 O 'i O fi • C # 11 m 1`l • fi l0 I~ h C lp O 1~ 1~ G' O N ~-1 l~1 , l0 'Y 'Y W Z # 1~1 I~ O T 1I1 N m O m OI m J l0 f~ Ct ~O Ol • 4~ O £ x , N 01 N y M W R fl ri 11 ri C N N r-I ~O O 1~ O 0 O 01 O O1 io y F .] * r r r r~ r ~ r r r o Gl rt W~ o 0 0 0 0 0 0 0 0 rl U F k N N N N 'i ~-1 r1 H m a• a * ' ~ ~ 0 M N ~ ^~ I..L ~ i~ 1~ , ' ' ' ' ~ , ~ O ~ , W Z J O ~ ~ M ' 1 1 ' ' ' ' , 0 o ro a o 0 0 0 0 0 0 0 0 o a o 0 0 0 0 0 0 0 m + 0 0 > r o 0 0 0 0 0 0 0 ' m a : ~ a r 0 o a o m « o 0 0 0 0 0 0 0 a z ~. * w « r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ,.~ a w o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . N N ~ O~ O O O O h O O O O O O O O O O O O O O O O • ~ O O • * O O O O O O O O O O \ O O O O O O O O O f~ 2 + 0 o m o 0 0 0 0 0 0 0 R ^ : w ~; + 0 0 0 0 0 0 0 0 0 0 0 0 ~ o 0 0 0 0 0 0 0 N N U~ H N N N N N N N N T~~ # + .T. • E+ O O O W• O O O O O O O O t~1 t`t (~1 GI • 11 ~'1 l'1 I~1 M ~'1 t`l ('1 (n l~l l`l 0 # (~1 1"1 1"1 f`l 1`~ M ('I (+1 * O O O £+ O O O O O O O' p [/. + O* Z + •] # m ~9 2 lo m ~o to ~o P ~o m P O' U Z' * C C P P C' P P m m H E + m m m m rn m rn m E d O O H G] • O O O O O O O O a o + V + ~ w 0 o r4 0 0 0 0 0 0 0 0 0 o c9 tu > . o 0 0 0 0 0 0 0 Z a fil 0 o i-a D a a o 0 0 0 0 0 0 0 E c] f~ + y * M o ~n .] x m ~n n m ri v> ~ m N ~ N ~ .i >+ • * r .+ m .+ m '. m o 0 0 0 0 0 0 0 0 O vl O N O G] U' Fl N O N O Vl O vl O ~O O ~O O ~O O t0 O N C W L. r o r o r o W Z• l~ o r o t~ o r o t~ o r o r o l~ o 0 o a w y^ x o 0 0 0 0 0 0 0 ., ., ~, o ~a a « ~ ., .~ ., ~ .. .. ., ti ti N~i U~ * r-I N fi N N rl ~--1 ~y ~n a * 0 M .-I ~p ry G' fu W W# 1~ .4 O P l0 v~ N M ~O O~ ~O ~ N 6J O~ O P (7 In 01 1`l U O J£ ~O ('1 1Il l~ 4' Ol ill d' lD Ol Ql V' P W f~ ul .i f~l rl W a a c~ k N t0 N O N O1 N N C 1~ l~ f~ N ~O h iO ~ N m W W fil k . a ~ .i . m . ~o • v . cV . .y . m 1'1 N f"1 'i N (L , S W I fi N N N N N O N O N O O N O O O O O '.7 !/1 • O O O O O O O O . . . U] # . . . . . . . . a a « rl P W D H r) ,y .+ r~ r ,y m r 01 E U U' til O ~O N m P N I~ V a m w + ~ m 3~ W > « m m m r r r io ~o fil Z ~ H ~-/ r F] # N N 'L p~' * N N fy N 'y O O •i •~ •~ ~ ~ F W + t~ ~ ~ ~ ~ r ~ t~ UI CY * w <n > ri Wi N FC N x mac~ ~ xz m m O i y ti x .-~ ~n r r r m N m .-~ t~ U' m rC H x 'i m c c t~ .i m in O .i W O~ i-] '~ 1+1 P N ~D 1~ m p~ Ol f+ o U ~ ~n G1 ~ m ~0 O o F: U) . r-0 m ~o ~o m ~e ~o \O ~o 0 o m A 2 3 w « o 0 0 0 0 0 0 0 ti ti 2 D O + .-i .+ .y .y .i ,y .~ .a K F fL U # 'i N N r4 ~-I N ~ rl N vl U a Q O [u r ' ~o ~ cG b~ GI 3 * ~o r m .y v rn v .i in t~ E T C .T. O * rn .i rl ~O m O 1~ ~O v~ itl F i-] x ~tl ~ ~o ~o ~o l~ t~ l~ U W (u x O o O W ~ o 0 0 o O o 0 0 v] ^ fu rn O n rt + N l0 N O 'i ~d F F ~-1 N N N N N Ol N ifl N N N l0 N O N C d' V lO P [t~' ') x f~ T m Q pl P Ol G' O C G' N C N P lO l0 ~D (+] G1 # lD ~O l0 ~O l0 l0 ~O ~O m ~n m ~n m fu ,> .l O+ in m in w ui m in m io m ~a m ~n m ~o w N O N O N• N G] lA I O N O N O N O N O N O N O N O N ri • N ~ RI # r4 • N • M • N • !1 • N • 'i O ri O N O # rl O ri O .-I O O N O .-1 O 'i O .y O a . + r m ~n .y • • io ~o rv ,y ri ~ o o r .y ri N ~n m c W 2 x m M r M o rv m rv ~n ~v ~ m ,y p •W O £~ O O O O O N H W Y .-1 O .i O N O ry O N O N O N O M O m m z F a« m m m m m m m m 0 o ta Q w a o 0 0. o 0 0 0 0 ,y U E ~ « ,H .y ,H .-i .i N 1-I N F1 • a . ~ ~ ~ ~ ~ a) CB d ~\ r ~ 'O^ V W Z J O ~ M 0 0 o v a o 0 0 0 0 o a o 0 0 61 k O O O , O O O Q M W U~ Pi # O O O ~ Z N % p O O a ~ . 0 0 0 0 0 0 « o 0 0 0 0 0 0 0 0 0 0 ,.~ a. o 0 0 0 0 N N Y O O O O O O # O O O O O + k O O O O O O O O O \Q 4 O O O W Z O O O N # O O O ~ ~ 61 N k # O O O # O O O O O O \ + O O O E Q ~ N N N U M h N N N z o + . x. F* 0 0 o w= o 0 r~ m ri 41 x r~ m ri M m ~. m m x O O O ~ k O O O~ Z« .a x ~ ~ ~ a' a' U x n a v c m m m Fi E m O~ m F !L ~ 0 0 o H W o 0 0 0.' 0 ~ U • n 0 0 o y' k o 0 0 0 0 o c9 W> o 0 0 0 0 o i-zi p N * o 0 0 H UI W F N * M O .i .y ~-l * N ~ N N O N O N O N N O N O N ~O O ~D O ~O O W U' F1 ~D O ~O O ~O a a r.i u. ,`~ r o r o r o ra w x+ r o r o r 0 0 o a c. z c~ • o 0 0 .+ ., ~ ~, o w a . ~ ., ., fl N N N p~' IJ * N N N ~n w o x ,-~ .a r in m m G~ W W. v r~ ri rv ~o O~ W M 1'1 W N U ^ 'J + v' N O O ~ N N ~ N C' ~O 'i rl R( f( 1~ C m P 1"1 m . r . tO W ril [u + . in . ~n O O O O O O W' 7 y W# O O O O O O O O 'J VI • O O . . ~ k . . ~ /2 r] a a : o r ro .+ W o « in o ~n c~ c9 .i m ~o F U(~ .a ~ m .i m G] ~o in ~n 3£ til > x u~ vi a W Z fil2 x EN E r Fl a « 2 C ~+ ti 2 f4 .+ .-+ ~ O O O O ~ F G. r r r E, w ~ r r r ~n w ~n a : > .N, z in Q a~'. rs >. + rac~ xac~ + az m r~ O 1 Z~ * m m ~o m~ F .-I [~ N V' W fC E • ~O O m r] 0 o N G] RI r] •> # ry N N O U O H O U.'~ N W O H N I~ 1~ !~ O O N N • Fl 1~ 1~ 1~ l`~ Fl Z 0 0 o ri.]2 3G] a o o ~O •+ 2 D O • .+ .y .~ F a V .a .-1 .~f ~G E rC U • .--i .i .y U (G N U c4 n 2 O Iv otz ~ aNm m r ~ i >. m 3 m o ~o F x a m .+ a E x IY S O + m .y v r m m F.] m m U d fu • O O O O G] ~ o o O ~n . ~ W N O H [( k M N ~O N m N vl E M Ol N O r-1 O ~ ~o ~ io ~ io W W ~ ~ ~o m ~ ~ ~n m to m ~ m Iu >~l O* ~ m ~o w io O N O N O N Z fil T# O N O N O rl N • m N N N 'i rl O rl O rl O '-I O 'i O fi W' ik k ~O 01 N 1~ N O~ •• k l0 (~I Ol rl O O N O 1"1 O(xl 'Zi k M O M O • W ~ $,' f ('1 O l'1 O (+i O U] M [il • (h O f"I O l'1 m ~ m z F a« m m m O O O [z] Q [~l F O O . O U F ~ r .+ .+ t. n a + a . a a fil W 3 3 5 2 U U ~ . . . . . . ~ . . . . vl ~O m T'4 N e ~(t I~ m O.i N('1m~h W 010.1 NCifl C i(1 ~O 1~ m Ol O N(1 C Vl ~O OpO000.i.irl.iN'4 O O O O O O O O O O O O NrINNNNNNrlrlrlrl ti ~~ ~ ~ ~ ~ (O d `~' .a a ax x a x a a aa . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . w ~ ~ w w F ~ O'^ V W Z J O ~ M ~ ~ 5 U x x x 3 ¢x H U U W x U 3 H 5 5 5 U U 3 5 H 3 U ~ 3 S U H 3 U N 3 N 5 ~ 3 H ti U U H H . . . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . l'1 C t0 1~ 01 O N~ N~O m 01 O N P'I ~(1 ~D m 01 '1 N c ~O t~ ¢) O N ~'1 v~O h 01 O N O1 ~(1 l0 P O~ O N P1 P~O m Ol .1 N P ul t~ W ~ f~ 0 01 O N 1`t ~(1 ~ h m O N(~1 C h l0 m Ol O N N M ~() ~ 1~ N 01 O'i M d' N~O 1~ m Ol N M Y1 ~9 1~ Ol O r4 N 11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . P m Ol O N Pl P N~O P m 41 .4 N 11 G' ifI l0 h W al N N O'1 C N~O 1~ m O~ N N 1"1 o Vl t0 I~ m O~ cl N M o vl ~O l~ m O N N M V r1 r-I N N N N N N N N N N 1`t I7 (1 M M t`} ~`1 f'1 11 C C C ci' a' O V v' P ~(1 ul ~ll N ul N~(I ~Il ~~O ~~O ~D ~D t0 t0 ~ t~ I~ t~ t~ e~ O O O O O O O O O O O O O O O O O O O O O O O O O O O O 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 'Y N rl f4 rl rl rl '-I N~-1 N N N'-I fi 'i 'i r-1 ry r-I r-1 N N ry ~1 rl '-I '-I N N~-1 ei rl N'i 'i rl rl 'i rl 'i ri N N'-I 'i !-I 'i 'i rl 'i ti ~ ~ ~ a~ a~ ~ ~ ~~ r ~ O'^ V W Z J 0.^ _I M aaaxaaaa 0 n . . . . . . . . ~ • o ~ w~wwx a w w x m ~ x ~ x ~ o x ~ 5 U - 5 U U 3 m U 3 m x V 3 ~n 3 ~ • o U N r+ 3 N ti U ~ N U N 3 N H m 3 N M • o .a t+ .y c N • o 0 0 o . N N M ~ ~ . ~ 0 r 0 m . rn 0 ti m w . m 0 ~ ~ .a ~ • m 0 ~ r1 ' o ... ..... .y o.i m ~o i- m o ~rmmo.+rvc ~ ~O 1~ m O .-1 N ('1 rr~rmmmm 00000000 ei ~-i ~-1 ei N ~-1 '-I ~-I N a E+ U 4 ~ ^ ~ F E O a w ~ m E O Z N ~ m £ Z E ~ o t. h X E F af~HFC 1 W X u~iaruoo"a . O [a.]2i-ziu' GlOVi E F L]Qa i-z+2r~filZ > W 4U0 vIC20 a°a~a°az~°i 4] ~ N O U' U W Z O a~as~r~'u~`~m a>HFHws°az NvQii-ZiU~ Yf+z]Um3~ W y F FOIIIIIIIIIIIIIIIIH pc~'JF+U3xmX m?~~n 2.i N ti 4- ~ ti a~ rn co ~ ~ 1 ' ' ' ' ' Catchbasin Inlet ~ Hydraulic Calculation Report ~ ~ ~ ~ ~ ~ ~~ ~ ~ ~ ~ ~ ~~ , t ' ' ' ' ' ' ' ' ' ' 1 , ' ' ' ' ' Catchbasin Sizes: Tract 30088 Stormdrain System, Harveston Node CB # Inlet Size (ftl Capacitv (cfs) Q100 (cfsl 322 7 11.5 8.4 324 7 11.5 5.9 ' 310 7 11.5 7.1 350Hydro.xls 10/9/2001 ~ RBF Consultants, Inc. Appendix E: Storm Drain Improvement Plans ~~ , , ' , , , , ' ' ' ' ' 1 ' ' ' ' ' ' The improvement pians are attached separately.