The URL can be used to link to this page

Home My WebLink AboutTract Map 33124 Hydrology (February 3, 2006~ - - - - - - - - - - ------- TRACT N0. 33124 (WOLF CREEK PA-10) HYDROLOGY ~2 HYD RAU LI CS • REPORT Prepared date: May 23, 2005 Revised date: February 3, 2006 u PNEPARED BY: M O R 5 E 17320 Redhill Ave. . Suite 350 D O K I C H Irvine, CA 92614 1 Voice: 949-251-8821 S C H U L 7 Z FAX: 949-251 ~0516 PLANNERS ENGINEERS SURVEYORS ~ TRACT 33124 ~ Hydrology & Hydraulics Report • Proiect Location • Appendices Appendix A: Rational Method Hydrology Calculations 1. Q~oo Calculations 2. Q~o Calculations - Appendix B: Street Capacity Investigations 1. Section A-A Appendix C: Catch Bain Size Calculations 1. CB Index Map 2. CB Summary Appendix D: 100 Year Hydraulic Calculations 1. Storm Drain Index Map ~ 2. Lines "A", "A-1" & "A-1-1" 3. Laterals "DA-1", & "DA-2" Appendix E: Reference Chart 1. Hydrologic Soils Group Map z. Standard Intensity-Duration Curves Data (Plate No. D-4.1, sheet 4 of 6) • Pocket Map Exhibits 1. Plate 1- Proposed Hydrology Map ~ 2 . ~ u M O R S E 177]0 Redhill Are. . Svilo J50 oOKICH bvina,CA9I61d ~tOF ESS ~ p Voica: 949~R51 887I 1 N Q ~O O w C ~Q~ 5 c H U L i Z FA%: 949-I51-0516 ~ \ ~ ~ , ~~' 7 S SURV EYORS ~ Q ~ '~ O PLAN NE RS E NGI N EER ~ iP ~ No. 42181 ,~~., d Exp.3-31-2006 ~ *J' * !~ CIVIL ~ ~ 9TF ~ CAL~E TRACT NO. 33124 [File: C:\WSpgt\ 33124\TR33124 doc] JN 621-02 2/2/06 Date 3 .~ ~,~M% WOLF CREEK' SPECIFIC PLAN ~/ " PECHANGA INDIAN ~ RESERVATION ~ ARBOR DEL SIERRA R~" VICINITY MAP NOT TO SCALE o`~~`~ `'~ A endix A-1 pp RATIONAL METHOD CALCUlATIONS 100 - YEAR STO R M wo~fF IH]OR~dhNIAr~. . s~m oso oo[icw I.ri..,uvxe~~ ~ Vein:9dV-]51-883t s[XULi2 iA%: 91V-]51-OSI! PLANNERS FNGINFERS SURVETORS ~ Date: 02/02/06 File name: R33124.100 Paqe 1 ..a.+w..:.::.:::.:::.x:.xx:x.++.+....::xx.:xxxxxx.xw+.r.:w...+..++a:.::.:::. RATIONAL METHOD HYDROLOGY COMPOTEA PROGRFM BASED ON AIVERSIDE COUNTY FLOOD CONTROL & WATER CONSEP.VATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: O1/O1/99 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhi7l Avenue, Suite 35G Irvine, CA 92614 (949) 251-8821 w.......+.+.+++......xxxxa DESCRIPTION OF STUbY ~'+.+w++a.+....~xxxx..x..... * TRACT 33124 * * DEVELOPED HYDROLOGY + • Q100 FREQUENCY + •+t~+aw:xixxxxxxxrrrirr~+~W~~wxxxxrwr,~~+it~~:trt.xx~xxxRxr~rw+~i~~r~t~:::x FILE NAME: C:\AES99\HYDROSFT\RATSCX\33124\33124.100 TIME/DATE OF STUDY: 10:36 02/02/2006 IISER SPECIFIED NYDROLOGY AND HYDRAULIC MODEL INFORMATION: " ' '__'__'"" IISER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF C~RADZENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = O.B80 100-YEAR STORM 10-MINUTE INTENSITY(ZNCH/HOUR) = 3.460 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUA) = 1.300 SLOPE OF 10-YEAR INTENSITY--URATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-OURATION CURVE = 0.5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.300 SLOPE OF INTENSITY DURATION CURVE = 0.5496 RCFC&WCD fiYDROLOGY MANUAL "C"-VALUES USEO FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENC6 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 HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 18 0 13 0 0 020/0 020/0 020 0 50 2.00 0 0313 0 125 0.0150 GLOBAL STAEET FLOW-DEPTF[ CONSTRAINTS: 1. RelatiVe FlOw-Depth = 0.50 FEET as (Maximum Allowable Stieet Flow Depth) -(TOp-of-CUrb) 2. (Oepth)*(VeloCity) COnstraint = 6.0 (FT*FT/S) ^SZZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.• :::.:::::wx:....:.r.~.x.w.xww+~r:a:::.xr,r,wr,wiax~.aW+~++tW~u+«r:.::::::::wRxxR FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< _____________'______________""____"_"_'_'___________-_____ ASSUMED INITIAL SUHAREA UNIFORM DEVELOPMENT IS CONDOMINIOM TC = K'[(LENGTH*'3)~(ELEVATION CHANGE)]~*.2 INITIAL SUBAREA FLOW-LENGTH = 730.00 UPSTREAM ELEVATION = 83.20 DOWNSTREAM ELEVATION = 76.00 ~ Date: 02/02/06 File name: R33124.100 page 2 ELEVATION DIFFERENCE = 7.20 TC = 0.359*[( 730.00"*3)/( 7.20)]'•.2 = 12.643 100 YEAR RAINFALL INTENSZTY(INCH/NOUR) = 3.059 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8196 SOIL CLASSIFICATION IS "8" SUBAREA RUNOFF(CFS) = 5.52 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 5.52 - ~~ 5 .t~++r~~:..xx.xa.......++>.+«~xxrx.x.....t.++.......+..txexx.......a...a+... FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ' """_ _' »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< _'_"'_________________'_________________"'_'___"'______________'_"___"_ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TTME OF CONCENTRATION(MIN.) = 12.64 RAINFALL INTENSITY(INCF{/HR) = 3.06 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.52 4#Wii41J#lfttfiift~t;fR1Y#IfM1Y#4~iifb£t1Rf1RtIAVlRRLIY##WF#Wi#fiftf}FfFR1RAR FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 " "__________________________" »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< _____________________'_____'______________________"_"'_"_'~______________ ASSUMED INITIAL SUBAREA UNIFORM DEVEIAPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]~•.2 INZTIAL SUBAREA FIAW-LENGTH = 592.00 UPSTAEAM ELEVATION = B1.10 DOWNSTREAM ELEVATION = 76.00 ELEVATION DIFFERENCE = 5.10 TC = 0.303~[( 592.00•*3)/( 5.10)]~".2 = 10.080 100 YEAA RAINFALL INTENSITY(INCH/HOQR) = 3.465 COMMERCIAL DEVEIAPMENT RUNOFF COEFFICIENT = .8791 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFP(CFS) = 1.52 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.52 «.....a.w•...+.+......+......,...a...++....+...a+.+...x:.,..:.......aw+....w.. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 465 ONDEVELOPED WAT&ASHED RUNOFF COEFFICIENT = .6911 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 83 TOTAL AREA(ACRES) = 2.70 TOTAL RUNOFF(CFS) = 5.35 ~~~ TC(MIN) = 10.08 •'AI/RRf1:~£fALR1~.lf*1f1'k#ii#iiiYi4li#iit4}RIiIRltf#*t!}flfiiFllf111iiif#44#iYYY FLOW PROCESS FROM NODE 12.00 TO NODE 72.00 IS CODE = 1 "' ' __"________________________________'"'"""_'_ >»»DESIGNATE INDEPENOENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALIIES««< TOTAL NqMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.08 RAINFALL INTENSITY(INCkI/HR) = 3.46 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.35 ** CONFLUENCE DATA ~* STAEAM RUNOFF TC INTENSITY AREA J ~, Date: 02/02/06 File name: R33124.100 Page 3 NUMBER (CFS) (MIN.) UNCH/HOUR) (ACAE) 1 5.52 12.64 3.059 2.20 2 5.35 10.08 3.465 2.10 xRx.+k+.Rrwxwwx~+R++ra~+~txr~+R~~WpRNING~'~x~~.~+~t+w++rw~wxrRwRxx:~~t+~+• IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY AESULT IN THE MAXIMUM VALUE OF PEAK FLOW. xw.:r:~~rxxxxx++++wi~R:...rr+r+*r+arrr~~a~x.t+~+a~~rx~rRxrxx+:.:t.+~Wt~Rrw RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FIAW RATE TABLE " STREAM RONOFF Tc ZNTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.75 10.08 3.465 2 10.24 12.64 3.059 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FIAW RATE(CFS) = 10.24 TC~MIN.) = 12.64 TOTAL AREA(ACRES) = 4.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 730.00 FEET. .+.a......++.......xx.+......x..+..:..+.w.a.....:.:...:+.•...a........:..... FLOW PROCE55 FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ___'__'__________'____________'"__' " »>»WMPUTE PIPE-FIAW TRAVEL TIME THRU SUBAREA«<c< »»>USING COMP[TTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ______'_'_"__________""'____'____'___________'__'_'_"'____________'_'___ ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 67.32 FLOW LENGTH(FEET) = 125.00 MANNING'S N= 0.013 DEPTH OF FLOW IN 18.0 INCH PZPE IS 10.9 INCHES PIPE-FLOW V&LOCITY(FEET/SEC.) = 9.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.24 PIPE TRAVEL TIME(MIN.) = 0.23 TC(MIN.) = 12.87 LONGEST FLOWPATN PROM NODE 10.00 TO NODE 13.00 = 855.00 FE6T. f1Fth#i4f1Rf/iv!!fii'Y1114R£1t##iYkifffllfifRtfiY+iif1f4R1RRVl4t#Y4i4ii1f+RRftiFFf FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSZS««< ____'_"_________________'___'___________'_'_'__________"___' ASSUMED INITIAL SUSAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH~x3)/IELEVATZON CHANGE)j*+.2 INITIAL SUBAREA FLOW-LENGTH = 623.00 UPSTREAM ELEVATION = 81.60 DOWNSTREAM ELEVATION = 77.79 ELEVATION DIFFERENCE = 3.81 TC = 0.359*[( 623.00*~3)/( 3.81)]**.2 = 13.057 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.005 CONDOMINIUM DEVELOPMENT RUNOFF WEFFICIENT = .8186 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.46 TOTAG AREA(ACRES) = 1.00 TOTAL RUNOFF(CF$) = 2.46 RRt4Yi1l1lfl4RfFtlfifRliMk4iYff111IiR1:t1li4tiY4RiI1Ft}it#YFiikif111Rf1~fit4fi FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 __' __'___________' »»>AODITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 005 CONDOMINIUM DEVELOPMENT AONOFF COEFFICIENT = .8186 SOIL CLASSIFICATION IS "B" ~ V Date: 02/02/06 File name: R33124.100 Page 9 SUBAREA AREA(ACRES) = 1.00 SUBAREA RONOFF(CFS) = 46 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 4.92 ~# 1 TC(MIN) = 13.06 ..++.........+.+........xxx::....xx.:..+a..a.a....i...:............+a+a•+.a+ FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31 '"_"_"'______" "'_"'______________'_"'___'___________'______"'_'"______ »»>COMPUTE PIPE-FIAW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATE~ PIPESIZE (NON-PRESSURE FLOW) ««< _______________________________"_'_____-_______________'___________________ ELEVATION DATA: UPSTREAM(FEET) = 74.29 DOWNSTR&AM(FEET) = 69.62 FIAW LENGTH(FEET) = 233.00 MANNING'S N= 0.013 ESTIMATED PIPE DIAMETER(INCH) ZNCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VEIACITY(FEET/SEC.) = 7.42 ESTIMATED PIPE DIAMETE[t(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FIAW(CFS) = 4.92 PIPE TRAVEL TSME(MIN.) = 0.52 Tc(MIN.) = 13.58 IANGEST FLOWPATN FROM NODE 20.00 TO NODE 22.00 = 856.00 FEET. rtrr+iaa~~~.+w~+~~rry~+t~R:::r,Rr.~Rw..:~t*~aaar+~r+~i+aRr::.,~.rx.:.:...,~.:a. FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ___________"______________"________'"__'_____________"'_'__'_""""'"___" »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ____________"_____"_'___'__"_____"_""_"'_'________________""_'__"' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.58 RAINFALL INTENSITY(INCH/HR) = 2.94 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.92 ...::.:..+...+...:.,..+.+..a......+.....x......:...+..+.w.x.......x..:.:xx.:: FLOW PROCESS FROM NODE 40.00 TO NODE 22.00 IS CODE = 21 ___________"_____________"' " "___' »»>RATIONAL METHOD INITIAL SUBAREA ANALYSISc«« ASSUMED INITIAL SUH7aREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K•[(LENGTH`•3~/(ELEVATION CHANGE)]*•.2 INITIAL SUBAREA FIAW-LENGTH = 852.00 UPSTREAM ELEVATION = 81.90 DOWNSTREAM ELEVATION = 76.88 ELEVATION OIFFERENCE = 5.02 TC = 0.359'[( 852.00~*3)/1 5.02)]•*.2 = 14.909 300 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.794 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8141 SOIL CLASSSFICATION IS "B" SUBAREA RUNOFF(CFS) = 6.60 TOTAL AREA(ACRES) = 2.90 TOTAL RONOFF(CFS) = 6.60 - ~~' 3 1RfifftlRiYflffff1R1f1R1tf#Y1Yfi4~fi4i'kiififfi}RffRt}4Yt###i41#4Y11tii1#Irf+f FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 »»>DESIGNAT6 IND6PENDENT STREAM FOft CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUEScaa« _"____________'__'___""____________'_"_'_'____________________" TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.91 RAINFALL INTENSITY(INCH/HR) = 2.79 TOTAL STftEAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.60 •' CONFLUENCE DATA •' STREAM RUNOFF TC INTENSITY AREA ~ Date: 02/02/06 File name: R33124.100 Page 5 NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.92 13.58 2.991 2.00 $ 6.60 14.91 2.794 2.90 :+w+.t+H.R:tir+:s+W~x~ax:r.k.Rxr.WARNING:r+rxxt+~wx:t+Rw::.t~.wR++:~+wxR.a IN THZS COMPOTEA PROGRAM, THE CONFLUENCE VALUE USE~ IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAR FLOW. i4iFFYWfAtf#*ItY+ifrhlf#4if1TFf~+##ilfRiifxF#FYiiR*lllftf#iYfFf4ti41ftx*44 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *+ PEAK FLOW RATE TABLE *• STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.93 13.58 2.991 2 11.27 74.91 2.794 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.27 Tc(MIN.) = 19.91 TOTAL AREA(ACRES) = 4.90 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 856.00 FEET. Ril1tF1+#1tTtiiMfLt#Y1#itllfelfiiiYlilfffRli~11{#iiklRi#iifllRf###'Fi'fflf!#### FLOW PROCESS FROM NODE 22.00 TO NODE 31.00 IS CODE = 31 ____'_____________________"'____"' »>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER-ESTIMATED PZPESZZE (NON-PRESSURE FLOW) ««< __"____"______'______-_'_"'_______________"'____'_'______'__'______'__" ELEVATION DATA: UPSTREAM(FEET) = 69.62 OOWNSTREAM(FEET) = 69.01 FLOW LENGTH(FEET) = 15.00 MANNING'S N= 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMHER OF PIPES = 1 PIPE-PLOW(CFS) = 11.27 PIPE TRAVEL TIME(MIN.) = 0.02 TC(MIN.) = 14.93 IANGEST FLOWPATH FROM NODE 20.00 TO NODE 31.00 = 971.00 FEET. ~~w:t:~wRr.taar+a~:.tt.:+~c~~Rrrn.xxw.:~tr~xr++wai~t+:~rt+arx~r+.~+++t~r~a~a FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 ZS CODE = 1 >»»DESIGNATE INDEPENDENT STREAM FOR CONFLOENCE««< __-_____"______'_'_""______________"__~" TOTAL NUMBEA OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.93 RAINFALL INTENSITY(INCH/HR) = 2.79 TOTAL STREAM AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.27 R£flYkitat#k#iifRh#fki~ii4l#'.l4itfi#YY#1#I!####411Ri4kiiltfetil*#i~4fRftvlRfMk*Y FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 ________'__________'__'__'________ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -'___-"______"_________"_____________________'__ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH•*3)/(ELEVATION CHANGE)]•*.2 INITIAL SUHAREA FLOW-LENGTH = 915.00 UPSTREAM ELEVATION = 84.00 DOWNSTREAM ELEVATION = 76.88 ELEVATION DIFFERENCE = 7.12 TC = 0.359'[( 915.00*`3)/( 7.12)]**.2 = 14.511 100 YEAR RAINFALL INTENSITYIINCH/HOUR) = 2.836 `0 Date: 02/02/06 File name: R33124.100 0 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8150 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = q.39 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 4.39 .:....:x....x..:x....xx:+.~..~.....xw.+.....:x...+x.......+.:.+:xw+:...+.xx. FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 81 _'__'______'__'_'___"______'_____ "___'____"_____'____"'_'___" ___'_______ >»»ADDITSON OF SUBAREA TO MAINLINE PEAK FLOW««c 100 YEAR RAINFALL INTENSITY(INCH/HOUA) = 2.836 UNDEVELOPED WATERSRED RUNOFF COEFFICIENT = .6572 SOIL CLASSIFICATION IS "e" SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 54 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 7.93 n2 1} 'L TC(MIN) = 19.51 w -~r iiflk#Y#Y#f4ilRf#}£f14#4RAf#itkY*tiRlfFilifi#ff4flaRfi~~;1#ftRi#lfRiitf~1i14• FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«aa< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< '__________'____"____-__-_____'___"______'_____'____'___'____'____'__ TOTAL NUMBER OF STREAMS = 2 ~ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OP CONCENTRATION(MIN.) = 14.51 RAINFALL INTENSITY(INCH/HR) = 2.84 TOTAL STREAM AREA(ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.93 '* CONFLUENCE DATA ~'• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.27 14.93 2.792 4.90 ~ '/.93 14.51 2.836 3.80 a~.:..a~ai*.,Rr..rR~~..+R::nw+xxx~WARNING+~•:x~»i~~~~++*a~+~.w~+~.wr+~xxr• IN THIS COMPUTER PROGRAM, THE CONFLUENCE VAL(IE USED IS BASED ON THE RCFC&WCD FORMULA OF PLpTE D-1 AS ~EFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OP PEAK FLOW. ....+......+.w.w:..........::.....:x.........+..+........:.:.+:.x......... RAINFALL INTENSITY AND TIME OF CONCENTR4TION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE a• STREAM RUNOFF TC INTENSITY NUMHER (CFS) (MIN.) QNCH/HOUR) 1 18.89 14.51 2.836 2 19.08 14.93 2.792 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE~CFS) = 19.OB Tc(MIN.) = 19.93 TOTAL AREA(ACRES) = 8.70 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 31.00 = 915.00 FEET. •:.:r~~~+t~xr~.w~ri~r*Rx~~+:~ti.R~~Miw~.~«+~:.~xrxr.xR~a~t.Rxi~:xx+*+:r+~r:R.x FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 70 '_'____"_'_"'___'_'____'__"____"'___'_______"'___"_________'___"'__'__ »>»MAIN-STREAM MEMORY WPIED ONTO MEMORY BANK ~ 1 c«« +xx:~r~stt.r~t::~i++.r~~eaRr~i.wRyyw..,.x+~xxxrr~+~:rwWat:rrW::.~ia:w~w.:.rr,. FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 7 ___________'_________'_____'___'_______'___'"'___________'_________'____"__ »»>USER SPECZFIED HYDROLOGY INFORMATION AT NODE«<« ~\ Date: 02/02/06 File name: R33124.100 Page ~ _______'____'_'_'____-_>__'__________'____________'_______________'_'______' USEA-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 15.00 RAIN INTENSITY(INCH/HOIIR) = 2.78 TOTAL AREA(ACRES) = 2.50 TOTAL RUNOFF(CFS) = 7.10 .:.:...........+w.:..w:.w...:::w:...xw...+...:::.w+....::xx..+.::....aa..... FLOW PROCESS FROM NO~E 31.00 TO NODE 31.00 IS CODE = 11 '"' " ________" "'_______'__________" "_______'______'_' »»>CONFLUENCE MEMORY BANR $ 1 WITR THE MAIN-STREAM MEMORY««< ~* MAIN STREAM WNFLUENCE DATA *' STREAM RUNOFF TC INTENSITY AREA NUMHER (CFS) (MIN.) (INCH/HOllR) (ACRE) 1 7.10 15.00 2.785 2.50 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 31.00 = 915.00 FEET. *' MEMORY BANK }{ 1 CONFLUENCE DATA *' STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.08 14.93 2.']92 8.70 LONGEST FLOWPATH FROM NOOE 30.00 TO NODE 31.00 = 915.00 FEET. ~:~:.r,~....,irW«w+:.:r,:.wx.~a::..,xWARNING'::..:xria.::.xw~x+rt.x~~r+~a+.:rw IN THIS COMPOTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMUW OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. 4tffA~R1:/~~.l1ff~liittR'AR11Rf1W4ifR1RFf/r~.li44Y#tf~RVl11f#x#fRRIF1tY4RVl1f4i4141tf ** PEAK FGOW RATE TABLE '• STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 26.15 14.93 2.792 2 26.13 15.00 2.785 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.15 Tc(MIN.) = 14.53 TOTAL AREA(ACRES) = 11.20 •w~.~~ri+sr+.~~i~i:t~waw+i~x~i~~~M~~~r~~+at~i~t«+f.~~~x~.r~~a++R~~r~w++~ir~~r• FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 12 " ' ""_______'_______"_ »»>CLEAR MEMORY BANK # 1 ««< r.xRr~~r~~r~r+r*t*+~~arr~rr++~~r~~r~t++~+~«:»~t~i.~:+.~:rriatwRr~R~Wt~xRxx~~ FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CO~E = 31 ________" '"_'_____"'_'_'__'______'_'_""__ »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAAEA<a«< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PAESSORE FLOW)<c«< ELEVATION DATA UPSTREAM(FEET) = 69 O1 DOWNSTREAM(FEET) = 68 69 FLOW LENGTH(FEET) = 31.00 MANNING'S N= 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.66 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NOMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.15 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.99 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 946.00 FEET. ________'_"_________"_'_'____________'_'________"'__'_____"_________'___ END OF STUDY SOMMARY: TOTAL AREA(ACRES) = 11.20 TC(MIN.) = 14.99 PEAK FIAW RATE(CFS) = 26.15 ___________________________________"_____________"_________-___________'_ END OF RATIONAL METHOD ANALYSIS ~Z Appendix A-2 RATIONAL METHOD CALCULATIONS 10 - YEAR STORM •O~SF 1>]fORedAIIIMe. . S~iM1 J50 ooaicx bvina,CR9]61< ~ Vei~c 9<9~t31~BB31 ScHU~TZ f.UL 9I9~t51~0516 PLANNERS ENGINEERS SURVEYORS `~ Date: 02/02/06 File name: R33124.010 .....+ ..................+...:.:........+.:>.:...:..:.....+.+«+.+.....+.:..:. F2ATIONAL METHOD HYDROLOGY COMPOTER PAOGRAM BASED ON RZVERSZDE COUNTY FIAOD CONTROL & WATER CONSERVATION DISTRZCT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.SA Release Date: O1/O1/99 License ID 1269 Analysis prepared by: MOS CONSULTING 17320 Redhill Avenue, Suite 35U Irvine, CA 92614 (949) 251-8821 •x:r,x~~x++w+~~~awrWw++~t+• DESCRIPTION OF STUDY ++kaa~~~~r,x~xwx~w~~~+R~~~• ` TRACT 33129 . * DEVELOPED HY~ROLOGY * * Q10 FREQUENCY + ::t:::xrxxrxxwxxrxx.rwxxwRxrx.a~wa~~wta~~arixrR~~Rr~R~R+~+~~:t+~+~+~tt:xxxx.»r• FILE NAME: C:\AES99\FiYDROSFT\RATSCX\33124\33124.010 TIME/DATE OF STUDY: 11:45 02/02/2006 "' __'__"____________"'__'______________________' USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: _'_____________________________ _ ________ _ __'_'______'_'______'_'______'_____ USER SPECIFIED STORM EVENT(YEAR) = 10.00 ________ SPECIFZED MINIMUM PIPE SIZE(ZNCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FAICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.360 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.880 100-YEAR STOAM 10-MINOTE INTENSITY(INCH/HOUA) = 3.980 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5495536 COMPOTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.889 SLOPE OF INTENSITY DURATION CURVE = 0.5506 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENC& COMHINATIONS FOR DOWNSTREAM ANAL YSES *USER-DEFINED STAEET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFIAW MODEL• HALF- CAOWN TO STREET-CROSSFALL: CURH 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 18 0 13.0 0 020/0 020/0 020 0 50 2.00 0 0313 0 125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. RelatiVe PloW-~epth = 0.50 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 C~REATER TF[AN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.~ Page 1 «+.....+....:..«+.:..::::.a....:x+..+.x..«....+.a+...:+...a:.:..::wx..x.++.. FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 21 "' "___'___ »»>RATZONAL METHOD INITIAL SUBAREA ANALYSIS««< ________________'_____'_'_____________________"_""'________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]•*.2 INITIAL SUBAR&A FLOW-LENGTH = 730.00 UPSTREAM ELEVATION = 83.20 DOWNSTREAM ELEVATION = 76.00 1~ Date: 02/02/06 File name: R33124.010 Paqe 2 ELEVATION DIFFERENCE = 7.20 TC = 0.359~[( 730.00~'3)/( 7.20)]*^.2 = 12.543 10 YEAR [2AINFALL INTENSZTY(INCH/HOUR) = 2.095 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7950 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.66 TOTAL AREA(ACRES) = 2.20 TOTAL RUNOFF(CFS) = 3.66 .~..:xr,w.W+a.Rr~ari~+:~~+*aaarR~~~r,rr~i~a+a~::~~r+~i.xr~wr~r+W+~t~t:xwxwwiW• FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ____________'"'_'_____________'__"__'"__'_______________'_"'________________ »»oDESIGNATE ZNDEPENDENT STREAM FOR CONFLUENCE««< _'_'_______________________'_'____________'__"___"'___'________________'_' TOTAL NUMBER OF STREAMS = 2 CONPLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.64 RAINFALL INTENSITY(INCH/HA) = 2.09 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW E2ATE(CFS) AT CONFLUENCE = 3.66 :r..:Rr~«~~~r~~raw++~+~+~~~r~.,Rr~xrxxnrr~~~+twrs++rt::x.n~r~~~~rwr*t~:,.:.ta• FLOW PROCESS FAOM NODE 11.00 TO NODE 12.00 IS CODE = 21 " "______""_____________"_____' »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< _______'_""'___'_______________________'______'_'__________"'_______'____ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COhA7ERCIAL TC = K+[(LENGTH*~3)/(ELEVATION CHANGE))+~.2 INITIAL SUBAREA FLOW-LENGTH = 592.00 UPSTREAM ELEVATION = 81.10 DOWNSTREAM ELEVATION = 76.00 ELEVATION DIFFERENCE = 5.30 TC = 0.303*[( 592.00"'3)/( 5.10)]*^.2 = 10.080 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.373 COMMERCIAL DEVELOPMENT RUNOFF COEPFICIENT = .8724 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.04 +..+::......xx.......x......+.:..:::x.xxx.......x.w....«.:...:xw.....a...+.. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< _-______"'__'_"'________________________________'___________'_"__________ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.373 UNDEVELOPED WATEASHE~ RUNOFF COEFFICIENT = .6294 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.60 SUBAAEA RONOFF(CFS) = 2.37 TOTAL AREA(ACRES) = 2.10 TOTAL RUNOFF(CFS) = 3.41 TC(MIN) = 10.08 .::.x........x ...............+«..+««~.~.x+w......x+.a..x.x«..+.+«.+xRxx...... FLOW PROCESS FROM NO~E 12.00 TO NODE 12.00 IS CODE = 1 " ' _____""'___________'____________" "" »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< __"'_________________________"'_'___"_'____'_'_"______________'_'_______ TOTAL NUMHER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENOENT STREAM 2 ARE: TIME OF WNCENTRATION(MIN.) = 10.08 RAINFALL INTENSITY(INCH/HR) = 2.37 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.41 *` WNFLUENCE DATA •+ STREAM RUNOFF Tc INTENSITY AREA ~~ Date: 02/02/06 File name: R33124.010 NOMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.66 12.69 2.095 2.20 2 3.41 10.08 2.373 2.10 .w....:xxx....w.+.+...a..w•+..•+wWARNING•:...:....•.....•....:...:..x.x... IN THIS COMPUTER 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. ftiRil4ttf~Y~#}1tiMRltflfflllfllfAlliWft4Y#Y#44t{fR#1£fxxfl11f1i4Yi4f4tf#t RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. *• PEAK FLOW RATE TABLE •* STAEAM RUNOFP TC INTENSITY N[1MBER (CFS) (MIN.) (INCH/HOUR) 1 6.33 10.08 2.373 2 6.67 12.64 2.095 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLIAWS: PEAR FLOW RATE~CFS) = 6.67 Tc(MIN.) = 12.64 TOTAL AREA(ACRES) = 4.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 730.00 FEET. Rf+yr~.~r»~...~c~a»~~~ix~+i+i~iia+*~i~~~~x~:.»i~awt~raariaa+~~~~rwR~«r~~ FLOW PROCESS PROM NOOE 12.00 TO NODE 13.00 IS CODE = 31 ' _ " ""_" " ""'________________'_ »>»COMPUTE PIPS-FIAW TRAVEL TIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESI2E (NON-PRESSURE FLOW) ««< __'_"___________"______"'_____'__"____________"'______"_'____________' ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 67.32 FIAW LENGTH(FEET) = 125.00 MANNING'S N= 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.4 INCHES PIPE-FIAW VELOCITY(FEET/SEC.) = 8.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FIAW(CFS) = 6.67 PZPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 12.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 1?.00 = 855.00 FEET. ktF1t;111f1f11f1f1fffliiffifYif111it#ktfifelitiitff11f1f11ff~fi#Rt#4ff1f1if1fi FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 _ "' _ "' "' » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ____"__ _~__'_'___________'_____'_"""_"__________________"_'___"_' ASSUMED INITIAL SUBAREA UNIFORM DEVEIAPMENT IS CONDOMINIUM TC = K'[(LENGTH**3)/(ELEVATION CHANG6)]*'.2 INITIAL SUBAREA FIAW-LENGTH = 623.00 UPSTRENI ELEVATION = 81.60 DOWNSTREAM ELEVATION = 77.79 ELEVATION DIFFERENCE = 3.81 TC = 0.359•[( 623.00•`3)/( 3.81)]**.2 = 13.057 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.058 CONDOMINIUM DEVEIAPMENT RUNOFF COEFFICZENT = .7937 SOIL CLASSIFICATION IS "B" SUBAREA RONOFF(CFS) = 1.63 TOTAL AREA(ACAES) = 1.00 TOTAL RUNOFF(CFS) = 1.63 41#t'Yi1fI11f11f~RR111~1I1f1i41YtiY1tFi4OR#f##Yi#41lf~~#1:Ilf~R14~Y#4Y1ft4#14iFF FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = B1 __'""________________""'"__"'"_"____'__'__"__________________""""" »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<c< _______________________'______""_______'_'____________________"_"_______ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.058 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7937 3 ~~ Date: 02/02/06 File name: R33129.010 Page 9 SOIL CLASSIFICATION IS "B" SUBAREA AREA~ACAES) = 1.00 SUBAREA RUNOFF(CFSj = 1.63 TOTAL AREA(ACRES) = 2.00 TOTAL RUNOFF(CFS) = 3.27 TC(MIN) = 13.06 :xxa~~rxwxr~rrRxx~rwr~~~.wrx«~~++*tt:wxxrRa~xwrw~~~~w+tttt~~xx~xRxr»rW+++~ FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS COD6 = 31 »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<c< »»>USSNG COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ____________'_______"_______'___-'__________________"__"_________________ ELEVATION DATA: UPSTREAM(FEET) 74.29 DOWNSTREAM(FEET) 69.62 FLOW LENGTH~FEET) = 233.00 MANNING'S N= 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OP FLOW IN 18.0 INCH PIPE ZS 5.8 ZNCHES PIPE-FLOW VELOCITY(FEET~SEC.) = 6.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FIAW(CFS) = 3.27 PIPE TRAVEL TIME(MIN.) = 0.59 TC(MIN.) = 13.64 LONGEST FLOWPATN FROM NODE 20.00 TO NODE 22.00 = 856.00 FEET. +..++.+.+..+....++..:....s.+«:«~x~~•xw....+.++w.a.....~.xxw........+.+....x. FIAW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 »»>DESZGNATE IN~EPENDENT STREAM FOR CONFLUENCEa<a« _'_______"___"___"______________'___"___"_____________'_'_'______ TOTAL NllMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.64 RAINFALL INTENSZTY(INCH/HR) = 2.01 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLllENCE = 3.27 xxrwxr.xwRxrxxrx+rw~xrRxRraxrRxrw:~rar~r++~+++ta+aa+i~t~*t~~~raRRrRwxxwr~~rta FLOW PROCESS FROM NODE 40.00 TO NODE 22.00 IS CODE = 21 " ________'_"__'___________________"__ >»»RATIONAL METHOD INITIAL SUHAREA ANALYSIS««< _'_'___"______'___"""'___________________________"_____'_"_ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]~*.2 INITIAL SUBAREA FLOW-LENGTH = 852.00 llPSTREAM ELEVATION = 81.90 DOWNSTREAM ELEVATION = 76.88 ELEVATION DIFFERENCE = 5.02 TC = 0.359*[( 852.00**3)/( 5.02)]*•.2 = 14.909 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.973 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .']885 SOIL CLASSIFICATION IS "B" SIIBAREA RUNOFF(CFS) = 4.37 TOTAL AREA(ACRES) = 2.90 TOTAL RUNOFF(CFS) = 4.37 x...:.wx..x..xw.:.w........x.....x.,...•+...++....a..::a.:....:....wx....w..+ FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 "______"'_'_____'___________'_______'________________________"______ "_" »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<«« »>»AND COMPUTE VARIOUS CONFLUENCED STAEAM VALUES««< ________________"_"_"_"____'__"'_____________________________________'_ "'__'_'______'__"'_________________ TOTAL NIIMBER OF STREAMS = 2 CONFLU6NCE VALUES USED FOR IN~EPENDENT STREAM 2 ARE: TZME OF CONCENTRATION(MIN.) = 14.91 RAINFALL INTENSITY(INCH/AR) = 1.91 TOTAL STREAM AREA(ACRES) = 2.90 PEAK FLOW RATE(CFS) AT CONFLllENCE = 4.37 *R CONFLUENCE DATA "* ~~ Date: 02/02/06 File name: R33124.010 Page 5 STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACAE) 1 3.27 13.64 2.009 2.00 2 4.37 14.91 1.913 2.90 •+x~t~t~+w~~~rr~xxxxxrR++ari+~~w+WARNINGawr+aRx~+~+.t+iW++~a+~+~RrxRw~xx~x IN TRIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS HASED ON THE RCFC&WCO FORMULA OF PLATE O-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY AESULT IN THE MAXIMUM VALUE OF PEAK FLOW. a~:.a*~+aiar~RrR:~:~tx:ta~r~rww+~wxRxRx~~R.r~.:~+ta.t+i~RxrR:w.rRRwxx:x:.: RAINFALL INTENSITY AN~ TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. «• pEAK FLOW RATE TABLE *~ STREAM RUNOFF TC INTENSZTY NUMHER (CFS) (MIN.) (INCH/HOUR) 1 7.27 13.64 2.009 2 7.49 14.91 1.913 COMPUTED WNFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.49 Tc(MIN.) = 19.91 TOTAL AREA~ACRES) = 4.90 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 856.00 FEET. rw.xw.++.wx.x.....•:a.:.+a...a...».....x.a....~.:...:...x.x.xx..wxx.x...:..x FLOW PROCESS FROM NODE 22.00 TO NODE 31.00 IS CODE = 31 __________'""___________' "' »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< _______________ '_'__'______'_'_'_>_______"'_____'_'_"__'_________"__'____ ELEVATION DATA: UPSTREAMIFEET) = 69.62 DOWNSTREAM(FEET) = 69.01 FLOW LENGTH(FEET) = 15.00 MANNING'S N= 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTF{ OF FLOW IN 18.0 INCH PIPE IS 7.5 INCF{ES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.75 ESTIMATEO PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW~CFS) = 7.49 PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 14.93 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 31.00 = 871.00 FEET. ..+a.+a...:..+.+........xw+••+~x...+.•++.a..a.+a.....+..++.•.+.+a...+.+.+... FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< __'_"'__________"'_'__________________________________________"_'_"'___' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOA INpEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.93 RAZNFALL INTENSITY(INCH/HR) = 1.91 TOTAL STREAM AREA(ACRES) = 4.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.49 4fiRtt41#/:1f1R£t~i#kYi#ilfRtf#1ifRtitflfflf#ltiilvlfvlTftti#44##M#ifiYfiflAR1• FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21 _________'_________'___________'___________________________'___"'___________ »»>RATIONAL METHOD INITIAL SUSAAEA ANALYSIS««< _'____'___________'___________________'_'______________"_"_'______________ ASSUMEO INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K+[(LENGTH'•3)/(ELEVATION CHANGE)]•'.2 INITIAL SUBAREA FLOW-LENGTH = 915.00 UPSTREAM ELEVATION = 84.00 DOWNSTREAM ELEVATION = 76.88 ELEVATION DIFFERENCE = 7.12 TC = 0.359*[( 915.00**3)/( 7.12)]R*.2 = 19.511 ,~ Date: 02/02/06 File name: R33124.070 Page 6 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.942 CONDOMINIUM DEVELOPMENT RUNOPF COEFFICIENT = .7896 SOIL CLASSIFICATION ZS "B" SUBAREA RUNOFF(CFS) = 2.91 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOPF(CFS) = 2.91 R#4ifixlkYhlAlft4I11Rxhtfi#W#fltiflf*4YYYlfxtiiMlllRRli4iY##FlxlxflftF#Yi##i FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = el ___"_______________'"________" _' »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««c _-____-_____-___________'_________"'____'________'______________"______ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.942 UNDEVELOPED WATERSNED RUNOFF COEFFICIENT = .5846 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.90 SUBAREA RONOFF(CFS) = 2-16 TOTAL AREA(ACRES) = 3.80 TOTAL RUNOFF(CFS) = 5.07 TC(MIN) = 14.51 ..x.e.x..a+.a..x++•.*..+.+xx..+......+wxx+++a..~+..++....xx+x+.+.++.++++a...: FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 1 '_____'_______" ____________'"' >»»DESIGNATE INDEPENDENT STREAM FOR CONPLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< -____'_______-__"________'_"____________'________'_" TOTAL NUMBER OF STREN7S = 2 CONFLOENC6 VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.51 RAZNFALL INTENSITY(INCH/HR) = 1.94 TOTAL STREAM AREA~ACRES) = 3.80 PEAK FLOW RATE(CPS) AT CONFLUENCE = 5.07 •+ CONFLUENCE DATA '* STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.99 14.93 1.911 4.90 2 5.07 14.51 1.942 3.80 w..+......R..e.......w.x..++.a....WARNING...+...~.~x .....................x. IN THIS COMPUTfiR PROGRAM, TAE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN TFiE MAXIMUM VALUE OF PEAK FLOW. ..«+...xxx+a.a..w.w....:..«...........xx.++...xw.++a+.aa.......w...x...+++ RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STAEAMS. +~ PEAR FLOW RATE TABLE ** STR6AM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.34 14.51 1.942 2 12.48 14.93 1.911 COMPOTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FIAW RATE(CFS) = 12.48 TC(MIN.) = 14.93 TOTAL AREA(ACRES) = 8.70 LONGEST FLOWPATH FROM NODE 30.00 TO NOD6 37.00 = 915.00 FEET. «..a..:....++x.x+.:.::a.+..w..:..:...++.......+«+.....xw.xxxxw:.~+.++..++.a. FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 10 »»>MAIN-STREAM MEMOAY COPIED ONTO MEMORY BANK q 1 ««< t~,.:.~~ira~r~::..waw~~a~r+r++++i~irsiaaR:::~~*~r~xR~r~.~t+t~tw+W+rvr~r~~rr~xr FIAW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 7 \ ` Date: 02/02/06 File name: R33124.010 Page ~ »»>USER SPECIFIED NYOROLOGY INFORMATION AT NODE««< ____'______"_____""__'______<_'____'_________'____"_____'____"____-__ USER-SPECIFIED VALUES AAE AS FOLLOWS: TC(MIN) = 15.00 RAIN INTENSITY(INCH/HOUR) = 1.91 TOTAL AREA(ACRES) = 2.50 TOTAL RONOFF(CFS) = 4.70 ~~iWaa+~~+aar.:w~rtt*.xx~a.~xrw+i:xxwittxrrv~re~~.r~~++:a«a+a:~.t*:xw+~t:xxx FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 11 '___" '___________'____" "_______'____'_____"____" >»»CONFLUENCE MfiMORY BANK # 1 WITH THE MAIN-STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA •• STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACR6) 1 4.70 15.00 1.907 2.50 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 31.00 = 915.00 FEET. •• MEMORY BANK }J 1 CONFLUENCE DATA •* STREAM RONOFF TC INTENSITY AREA NOMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.48 14.93 1.911 8.70 LONGEST FLOWPATH FROM NODE 30.00 TO NODE ?1.00 = 915.00 FEET. w..+...:....xa......::...........WARNING..+~a..+...a+a...txx...r.x....~... IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC4WCD FORMULA OF PLATE ~4 AS DEFAULT VALUE. THIS FOAMULA WILL NOT NECESSAAILY RESULT IN THE MAXIMOM VALUE CF PEAK FLOW. ...wxw.....x....•xr.......+...:...+...+...+......a+..........:x....+...+aa ** PEAK FLOW RATS TABLE •~ STREAM RIRIOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.16 14.93 1.911 2 17.15 15.00 1.907 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLIAWS: PEAK FLOW RATE(CFS) = 17.16 Tc(MIN.) = 14.93 TOTAL AREA(ACRES) = 11.20 ++~.R~R~R+i~w~awti~aR~»aw~~~r.xnx»>t:na~t+t:xxxr:~i~.~~a+~+~.wa+~.~W~::xrw• FLOW PROCESS FROM NODE 31.00 TO NODE 31.00 IS CODE = 12 "____~_____'______'_______"'___"'______'____"____'_"__ »>»CLEAR MEMORY BANK 1 ««< r,:xxr~~~~v~xr~+4taR~~rr~:«+t:t~«+a.~+~+~~axiir~~+~R;r~www~~xxxi~~kt+i~r~ax+• FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 25 CODE = 31 "'_____"_______"'_____"_____"_"____'______"___' »>»COMPOTE PIPE-FLOW TRAVEL TIME THRU SUBAREAaa<a< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PR6SSURE FLOW) ««< ____"_'___________-"___' (____'__'____'-________"___'_-_______"_____"'_ ELEVATION DATA: UPSTREAM FEET) 69.01 DOWNSTREAM(FEET) = 68.69 FLOW LENGTH(FEET) = 31.00 MANNING'S N= 0.013 DEPTH OF FIqW IN 29.0 INCH PIPE IS 15.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.86 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FIAW(CFS) = 17 16 PIPE TRAVBL TIME(MIN.) = 0.07 TC(MIN.) = 15.00 LONGEST FLOWPATN FROM NODE 30.00 TO NO~E 32.00 = 946.00 FEET. ________'_____"'_:__"___"'______'_______"'_____'______'______________ END OF STUDY SUMMARY: TOTAL AREA(pCRES) = 11.20 TC(MIN.) = 15.00 PEAK FLOW RATE(CFS) = 17.16 ______"'____"__'____'___-"_-___'_'~___'_'_"_____'______"__'_____'_"___ ' ^ ~J/ Appendix B STREET CAPACITY INVESTIGATIONS .o.s~ inaoa.dnma... . s.~~. ~sa DOKICX Imne,CRV]611 ~ Voi~e:Y<V-]SI~6Bl1 SCMVLI2 {p%: 919~331-0516 PLANNFRS ENGINEERS SURVEYORS N STREET CAPACITY CALCULATION TYPICAL STREET SECTION SECTION A-A ~ R/W 28' 28' 10' , 18' 18' . 10' 2% ~ i 99 6 FS ~~~~ °°~W, `°~°° °°~°°, ~ °°~W SCALE: 1"=10' * 100 YEAR FREOUENCY STORM SHALL BE CONTAINED WITHIN STREEf RIGHT-OF-WAY 2% r STREEf FLOW ~~~ CB # ~2~ 100-YEAR STORM ~3~ FULL ST. CAPACIiY ~4~ HALF ST. CAPACITY ~5~ COMPARISON STREET "D" 2 7.90 cfs 50.00 cfs 25.00 cfs [3] <[5], OK STREET "D" 3 6.60 cfs 50.00 cfs 25.00 cfs [3] <[5], OK STREET "A" 4 5.40 cfs 50.00 cfs 25.00 cfs [3] <[5], OK STREET "A" 5 5.50 cfs 50.00 cfs 25.00 cfs [3] <[5j, OK * 10 YEAR FREQUENCY STORM SHALL BE CONTAINED BELOW THE TOPS OF CURBS STREEf FLOW ~~~ CB # ~2) 10-YEAR STORM ~3~ FULL ST. CAPACITY ~4~ HALF ST. ~5~ CAPACITY COMPARISON STREET "D" 2 5.10 cfs 18.00 cfs 9.00 cfs. [3] < [5], OK STREET "D" 3 4.40 cfs 18.00 cfs 9.00 cfs [3] < [5], OK STREET "A" 4 3.40 cfs 18.00 cfs 9.00 cfs [3] < [5], OK STREET "A" 5 3.70 cfs 18.00 cfs 9.00 cfs [3] < [5], OK ~~ ~ ~ ,.o.,. ~..~,.~... ~ ~~ ooxicx e.ti.,uauu ~ VN~: N0.fSli~f1 ~tMYl1Z iM: 9M]SI-0!If ' PI~NNilS INBIN~~l6 SU0.ViYONS 1:\62102\HYDRO\ST-CAP.dwq 5/16/( ~ ____________________________________________________________________________ ~ ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** . CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS --------------______________________________________________________ (c) Copyright 1983-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: O1/O1/99 License ID 1269 Analyais prepared by: MDS CONSULTING 17320 Redhill Avenue, Suite 350 irvine, Ca 92614 (949) 251-8821 ~x~~~+rr~~xx~.~~~~~~x~+~~~ DESCRIPTION OF STUDY *x~~..~x~+~+++~w~~++~w~x~e ' TRACT 33124 * * STREET CAPACITY - 56 FOOT R/W TO R/W * * Q100 HYDROLOGY, WITA MINIMUM 5=0.0050 * ww~•++.,r..:r•~w~~~~w•,tr.,t+~x....++~,t..•x••x..~~~«.«,r~~++~~•...x.x..+....... TIME/DATE OF STUDY: 09:02 OS/06/2005 - ------------------ - - * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1: NODE NUMBER "X" COORDINATE "Y" COORDINATE i ~ o.oo ~o.zo z ~o.oo ~o.oo 3 10.13 9.50 4 12.10 9.63 5 12.13 9.66 6 28.00~ 9.98 SUBCHANNEL SLOPE(FEET/FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 ............................................................................ SUBCHANNEL FLOW(CFS) = 25.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = B.36 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 3.098 SUBCHANNEL FROUDE NUMBER = 0.999 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 28.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.30 ~ ~ -------------------- - ----------------'---------------- ---' ------- - ------ * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2: NODE NUMBSR "X" COORDINATE "Y" COORDINATE 1 28.00 9.98 2 43.87 9.66 3 43.90 9.63 4 45.87 9.50 5 46.00 10.00 ~ 6 . 56.00 SUBCHANN&L SLOPfi(FEET/FEET) = 0.005000 10.20 , SUBCHANNEL MANNING~ FRICTION FACTOR = 0. 015000 . ................................................... SUBCHANNEL FLOW(CFS) = 25.9 ........................ SUBCHANNEL FLOW AREA(SQUARE FEET) = 8 .36 ~ SUBCHANNEL FLOW VELOCITY(FEET/SEC~.) = 3.098 SUBCHANNEL FROUDE NUMBER = 0.999 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 28.00 SUBCAANNEL HYDRAULIC DEPTH(FEET) = 0.30 - ------------- - --------------- - --------- ------ - ---- - ------------------ ---------------------- '-'----- - -------- ------- - -------- - --- TOTAL IRREGULAR CHIINNEL FLOW(CFS) WANTED = 50.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 51. ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 10.20 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. ~i ~: 2°~ • ____________________________________________________________________________ ~ •• R&SULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ____________________________________________________________________________ (c) Copyright 1983-99 Advanced Engineering Software (aes) - Ver. 8.0 Release Date: O1/O1/99 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhill Avenue, Suite 350 Irvine, Ca 92614 (949) 251-8821~ ~<a+rr.~e+wewrr,re:rxx+~~++~w~• DESCRIPTION OF STUDY e~~~~~rrrrw+~~x~~~~~+~a+~w,r~ * TRACT 31324 * * STREET CAPACITY, 36 FOOT TC TO TC • * Q10 HYDROLOGY, WITH MINIMUM S=0.0050 * ..tfr•f..••.r•..+..~.<..:r•x.•e.•.+.•x:~.~.+•fr.+.+~:t•.+.~+..+•.++x•~~~~.:t:t•.t+rt TIME/DATE OF STUDY: 09:06 OS/06/2005 ----------- - --- - ---- ----------------------'---- - --'-- * HNTERED INFORMATION FOR SUBCHANNEL NUMBER --- - ------- - ------ 1: NODE NUMBER "X" COORDINATE "Y" COORDINATE ., 1 0.00 10. 20 2 10.00 10. 00 3 10.13 9. 50 4 12.10 9. 63 5 12.13 9. 66 6 28.00 9. 98 SUBCHANNEL SLOPE(FEET/FEET) = 0. 005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 . ............................................ SUBCHANNEL FLOW(CFS) = 9.1 ............. ................... SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.76 SUBCHANNEL FLOW VELOCITY(FEET/SEC.) = 2.428 SUBCHANNEL FROUDE NUMBER = 0.937 SUBCHANNEL FLOW TOP-WIDTH(FEET) = 18.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.21 _ -------------------------------- --------- - -------------------------- -- - - * ENTERED INFORMATION FOR SUHCHANNEL NUMBER 2: NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 28.00 9.98~ 2 43.87 9.66 3 43.90 9.63 4 45.87 9.50 5 46.00 10.00 6 . 56.00 10.20 ~ SUBCHANNEL SLOPE(FEET/FEET) = 0.005000 SUBCHANNEL MANNINGB FRICTION FACTOR = 0.015000 . ................................................. SUBCHANNEL FLOW(CFS) = 9.1 .......................... SUBCHANNEL FLOW AREA(SQUARE FEET) = ~ 3.76 ~ SUBCAANNEL FLOW VELOCITY(FEET/SEC~.) = 2.428 SUBCHANNEL FROUDE NUMBER = 0.937 - SUBCHANNEL FLOW TOP-WIDTH(FEET) = 18.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.21 ---------'------------------------------------------'-----'---"----- --- - ------- --------------------------------------- ---- ----- --- TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED 18.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 18. ESTIMATED IRREGULAR CAANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 10.00 NOTE: WATER SURFACE IS HELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. . . !~~ I A endix C pp CATCH BASIN SIZE CALCULATIONS •oos[ IA]oM.dMllp... . Suih 150 0 O I( I C N Irnny C193A1~ ~ Yoi~e:9~9~331~8031 SCXVLIi iPY.: 919~I51-0SIL VLANNERS ENGINFFRS SURVE10R5 ti~ ~ a Z ~ ~ N = T W M U ~ M " Q ~ ~ y~d W Q Z p Z W ~ O~ ( ) "' ~ Q ~ ~ ~ p~ oo U Q ~ ~ ~ V Q U , ~ ~i ' g ~~fl I ~ ,;, (~ ~ ~ r-- -~~,1~ t I ~ ' I II ^ //~ ~ ~ ~' ~~~~~~ ~ ~ ! ~ -- 1--- II I i I- „-_...._.__( r ~\ . + + 3 !i l S~~ ~ ... ~ ~ I ~°. / \ \ \ .. .:~'.J' \.._.. ~ .1--~ ~~ ~3,~ I __ i~ ~ ~ ~ ~ ~~~ _ i!~ ~ ~ ~ ~,~~ ~--_ ~ s~ _~~~ II ~ ~ i i , ___ _ m~~ - ~ I.. ~ . ^.~-•- ~ ~ i ' , / i _ ~s a _ - -- - ~ - ~ ; , _ _,_ ~~9- -- _. ~~~ ~~ ~ ~ ~ ~ ~ ^ j ~ g ~~ ~ ~ ~r ) __ ~~~~ - - ~~~ ~,~ ~~ ~ ~ ~ ~ ffi ~ ~ ~ _- ~ c _ r- ti~.,--- II j~ ~ ~ ~ ~ ~ j' , ~ ~ ~ ~ ~ ~~ ~ m ~- `~ ~~ U~ ~ ~ ~ ~ ~ a ~ w ~ ~ ~ ~f~ ~ ~ ~ i 1 ( ~ t ~ .~ Q -_. y ~ '.'_... ~ i se ' ~ ~ , f ~ ~ _'..."_._ "_. .._._- ~ ~ IQ I ~ y ~ n .~~ .. _____ j~~ "."., 1 t '_'_- i ~ ~ I `'R I I ~ ~ J ~ ~ ; K N . .. I . .~ ... J S ~ ~ -_._. _ _ _ ~. `,y m W I.~ iwF-.~ 1~ -~o~ - ~ )~$ p-_`.~ \__.._ / ~~ I2 ~ a I c°~.~ 3~^^ I~ L ._.y1 ~~ fl.,.. I~j sx ~___'. j~ q I+I p.` __.__._.__.. ~ __ - , ~ _ - ~ ~ , _- i ~ ~~-- ~]~ __ _ ~ avoe ~vExau~w . li; , ,~ ` tl ~ --1 ~_ ,-~ 4 ~ _ ,_ ; ~ __ " i ~ I ~ ~. _ r,. -- - -- - ~.. ^; ~ -- -_ ~ ~ v .~ts _ ~ !~ i _ _ o - ' i v~ ~,_-i .. ~ ~_ , v~ ~- aa i f ~ ~~I ' I I I m3 ~S c3 I~ I~ ~~ I~ ~_ j'__-_ ~~ r I~ T_. I_ ° g~. I= II I la i I~1 ~I..__ `q 1 ~ ~"~ ~~ ._... ~_.... ~ ~~'~I ~ p a _~ '~._ _.__~~ I ~I s ~ ~ ~ I~~ ~ ~ .. ~ .l '_ ~ - -- ~ I ~ ~ ~ ~ ~ ~ ~ _ ; -----~-- a °~ I U ~~ ~ ~ ~ ~ I ~._p'~. ..._.I ~ ~ L ~ ~ ,~~ ~ ~ ~ ~ ~' 1 ~~ ~i 1 d -=~-- , _. o~J i gI~ s~ F __, c- ~ ~ ~ I R ~ ~ ~ ~t ~a . , -_ w~~ ~ ~ L_~ _ ~~~ ~~~~ ' ~__~~ ~~~ 1 ~ _ _.. 4 LOTgq I S ~ ~ ~ , ~ q ~___ - ~ _- __ - ~ _.. -~~ia _ ~ ~ ~I I ~ I ~ I ~~~ ~' ~ ' I I ~ II~ ~ i ~ ~~ ~~ '~ I ~~~ _ ~ ~, N I II gl i I r~ ~ ~"~~ ~_ ~~~ 1 ~ ~~I , i m ~ I - T -- --- ~ v - ~ II -(- f _:_ __i ~, ~N ~~I g~~ I ~ I i~a ~ ~ j a ~ ___ ~R__ ~ III „ '~~ ~~ ;, _ ti I d U i ~ ~fi II h ~ i i ~ ~ __1__ ~ ~~ ~ m 3 , ) ¢ _ ~ ~~ ~rna~ \<. ~ -~ , --. ..4 T. .. ~' ~ ~~',~ ~-- _ ~ T 3 L~y~g ~~ j~n ~' ~'~-. ti ,~I ~~ ~ ~ ~ ~ ~ ~~~ ~~( 1 ~ ~-! ~ ~/' ~~~ ~ ~~`~ ~ I~-1~ I$..q~ ~ 'I I ~¢c~ ~ ...__-__--._ ~ ~ a _ _ -, illi ~ F~~ ~_~ -'~ 1' ~ I+~A,' i~ z~ If I ~ o I ~`~~~ ~~I d J^ o~ ~I~ , ,. ~ ~ ~ l_ ~ . J I!I I ~~N^~N' I I~'N ~.I I ___._ _ ___~.____ .. ..__._~.3I ~ ~.Im 3 ~II~ . .._. _ / i',~ ~ ~- T ~ ' ~ " _ ._ __~_ .. . 4 __ .. ~~. .. F a~c or~ rioRni _,~_ ~ ;~, _1 ~ woiF ca~c oPoVe souni j =- _ _ _ a :< - -- .~ _. , - _ - ~ -° - - - _u - - - r :_ _ _.r t, - ---~,~;i ~~--- r - - ~ _ _ _ ~ ~ ~ Z = ~ i ~ I ~ I FU7URE CDMMERLAIL ~ W~ J N I I U~ Z~ ~~ Jn ~ II I I ^~ ~ W ~ W ? X ~ 1 W 2 ~ TRACT NO. 33124 - CATCH BASIN SUMMARY (SEE CALCULATION NEXT PAGES) u `~ CB # CB DESIGN STREET STREET CURB TOTAL REMARKS TYPE "Q~oo' SLOPE DEPTH OPENING INTERCEPTED OF TYPE "Q" = TOTAL FLOW .~~~ (cfs) (ft) (ft) (cfs) 1 2 [3] 4 5 1 SUMP 4.9 POND 0.83 7 4.9 @ TO TC STREET ELEV. "E" 2 FB 7.9 POND 0.48 21 7.9 @ TO TC STREET ELEV. "D" 3 FB 6.6 POND 0.45 21 6.6 @ TO TC STREET ELEV. "D" 4 FB 5.4 POND 0.38 21 5.4 @ TO TC STREET ELEV. "A" 5 FB 5.5 POND 0.38 21 5.5 @ TO TC STREET ELEV. "A" [FILE: C:\WSPG1\33t24\CB33124] JN 621-02 February 3, 2006 zq ~ ***********fr**************l"k*****tFd%***:t*:~k**#fT'*************:F*:F****f~Rf#kkir HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: O1/O1/99 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251-8821 ~, -- - -------------------' ---------------------- - --- - -'-------------------- TIME/DATE OF STUDY: 10:49 5/ 6/2005 •xxxx,r+xw,rxxx+x~++~~w~~w~w DESCRYPTION OF STUDY ************************** * TRACT 33124 * * CB #1 @ STREET "E" * * Q100 = 4.9 CFS ~ * ..•es.~.t+x..•w•:rexxw...fr..+wfr~~.:tx•••~w~fr••~+~fr~~•frwf.+~•~~~.•xx..•x~fr••..~fr ••x~e.+<:,t:r~wexx~ef,r~+*+~~fr+fr~~w+,r,tx~++,rf+~,tx~+«~~tr~+fr~+~w~xfr~,t.r,r~ar~~ir~:~~~ » »SUMP TYPE BASIN INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Hureau of Public Roada nomograph plots for flowby basina and sump basins. BASIN INFLOW(CFS) = 4.90 BASIN OPENING(FEET) = 0.70 DEPTH OF WATER(FEET) = 0.83 »»CALCULATED ESTIMATED SUMP HASIN WIDTH(FEET) = 2.26 ~ 1 US~ W= 7~~ -roT~l~ T~IT~i' GC~ON OCCU/L~ ~° • *wfYh***f*4f***k***Rw*************w*/~*w%w*~%#*/**M****#******************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: O1/O1/99 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251-8821 -----'----------- - --------------- ------------------ - -- ------------ ---- TIME/DATE OF STUDY: 10:56 5/ 6/2005 •+~,r~~~~~~~~+xx~~~~~x,rx+xs DESCRIPTION OF STUDY *w~~~~.wx:~w+xw~+~+w.ex,rr.~~x * TRACT 33124 * * CB #2 O STREET "D" * * Q100 = 7.9 CFS * ••.•,r.•+x:r«.+••.•x•+.r.>ew~+~<•,r~:x~.x,~a~~~~+~.~~~++++~r+rr+.w~:~....+•••.. */r!F*#****#***************Cf'R*R!*****fF********R1r**ir:!*:!R*kR*!*!Yt*#R*********** »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « • Curb Inlet Capacities are approximated based on the Hureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.90 GUTTER FLOWDEPTH(FEET) = 0.48 S~E NEXT l~f1G~ BASIN LOCAL DEPRESSION(FEE 0.33 FLOWBY BASIN WIDTH(FEET) = 17.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 17.0 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 7.9 ------------------------------------------------------------------------- -------------'------------------------------------------------------------- 1 ~ USE [,~/= 21 ~ ToTfkL TN~E~C~G?ON OCC~QS . ~ • +~~x~*~~~*~~+~~~~++w~~++~e~«~r~~~~x~~~~~~~~~~~~~~~++*++~~w~~x~w~~~~~~~~+~+x HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/O1/99 License ID 1269 ianalysis prepared by: MDS CONSULTING 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251-8821 ------------------------------------------- - -----'--------- - --- - - ------- TIME/DATE OF STUDY: 10:54 5/ 6/2005 ************************** DESCRIPTION OF STUDY ****xxxx+~+~~~*++*x+~x+~.< * TRACT 33124 ~ * DEPTH OF FLOW ~ CB #2 ON STREET "D" ` * Q100 = 7.9 CFS ~ *RR'R*Y~R**l:k4***tk***f****'k*~.F******Y~~FRk*Rk#******Rkf****A*********R*****k** *1~**********1**R*******!*******1(*Yt***********~!**f***************fF*****RYt**** » »STREETFLOW MODEL INPUT INFORMATION<c« _'__'___'__""'_'__'_'__'________"_'__""_"__"____"'__'_______'___"'_ CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 7.90 • AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMfiTRICAL STREET HALF-WIDTH(FEET) = 18.00 .~ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECSMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 - CONSTANT SYMMETRICAL CURB H&IGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTA(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FfiET) = 0.12500 ~ FLOW ASSUMED TO FILL STREET ON ONE SIDE~ AND THEN SPLITS ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTA(FEET) = 0.48 FULL HAI.F-STREET FLOW(CFS) FULL HALF-STREET VELOCITY(F SPLIT DEPTH(FEET) = 0.16 SPLIT FLOW(CFS) = 0.25 STREET FLOW MODEL RESULTS: FLOOD WIDTH(FEET) = 18.00 = 7.65 3ET/SEC.) = 2.26 SPLIT FLOOD WIDTH(FEET) = 2.25 SPLIT VELOCITY(FEET/SEC.) = 1.28 ------------------------------ STREET FLOW DEPTH(FEET) = 0.48 ~ HALFSTREET FLOOD WIDTH(FEET 18.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.26 PRODUCT OF DEPTA&VELOCITY = 1.08 1 . `~ • .~..~~«~x......,..~,.....,..~......,,.,,....*,~.,....~~~.~.«.~,~.,..<.x.~«..~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/O1/99 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251-8621 . --------------'-------------'-'--------------'---------------------- TIME/DATE OF STUDY: 10:58 5/ 6/2005 ••x~:r~++x••,r.+.~~~+r*+x:r~+~+ DESCRIPTION OF STUDY ~**+'~***:•,rw~x~+.+~+++~,r. e * TRACT 33124 * CB #3 ~ STREET "D" ~ : * Q100 = 6.6 CFS :r~xww«~.«.x.+~.a~.~«.e~+~..~~«:~.+~•w...+:+.x.~+~xxx~~~~xx+..,r.x~~.xx+~~~.:r ~~~~tr~ww~+:t+~+~«x:x~fr+:tx~w~+x~+~~we~w~rxf.~x~.~frfr:t~+tw~+~~,r~++,t~,t~+~,r,r+fr~~.t,t+.~v. »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « --- - ----------------------------_------------------------------------------ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.60 GUTTER FLOWDEPTH(FEET) = 0.45- ,SEFi N~xT P/I'C7Fi BASIN LOCAL DEPRESSION(FEE 0.33 FLOWBY BASIN WIDTH(FEET) = 15.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.2 » »CALCULATED ESTIP7ATED INTERCEPTION(CFS) = 6.6 ~ 1 U56 G/= Z~~ ~ 70i~L rNT~KC&P7~oN OCGrJRS ~ 3~ • */**k***********~#**f**R*****************w**w**w**w*********#*************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: O1/O1/99 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251-8821 ---------------------------------------------------------------------- TIME/DATE OF STUDY: 10:57 5/ 6/2005 +~~a,rvrx~::rfr+~+,t,t~+w~<rx+,ew DESCRIPTION OF STUDY *:x+xe~xrxwf:~~wx:te~~~,rw~+• r * TRACT 33124 * DEPTH OF FLOW m CB #3 ON STREET "D" ~ ~ * Q100 = 6.6 CFS w~:t+x+f++x.f:t~x+~~*~+•~•:t.~+~•.~>+~x•e~~:t~f:•a~:t~+~t+:t+.,t«~•.~«x.e•~++f:x.:• +k*****k%****+***k#**R'k+****frlr**k*k********k#'**~.F*****:F*****f***'k***k*~!#'****# ~ » »STREETFLOW MODEL INPUT INFORMATION« « ""'_'___'___'____'___"_'____'-_ "'_"'_'_"____"__"___'_'__'__'____'__ CONSTANT STREET GRADE(FEET/FEET) = 0.005000 • CONSTANT STREET FLOW(CFS) = 6.60 AVERAGE STREETFLOW FRICTION FACTOR.(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FP.sET) = 18.00 ~- DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FE&T) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ONS SIDE, AND THEN SPLITS __________________---------------------------- STREET FLOW MODEL RESULTS: --------------------------- - --- - ---- ------ - --------- - ---------------- STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET = 16.50 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.30 , _ PRODUCT OF DEPTH&VELOCITY = 1.03 1 • 7~ ~ **R***********R*******f~***~***M****fi********!w********************k*****+** ~ HYDRAULIC ELEMENTS - I PROGRAM PACICAGE (C) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: O1/O1/99 License ID 1269 Analyais prepa'red by: MDS CONSULTING 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251-8821 ------------------------------------------------------------------- TIME/DATE OF STUDY: 11: 4 5/ 6/2005 •+~~~,t*et~+~++~xww~~++++~~ DESCRIPTION OF STUDY ~**~*~TM:+~~xe~<~rw+~++~w+++ ~ * TRACT 33124 • • CB #4 ~ STREET "A" • * Q100 = 5.4 CFS ~x.r...~+.~fr•.ew+~.+.......fr~..frx.+~~•~+x,t~•+.f.•.<w..xw<f••e~~..x~:x...•• efRxxxrt+IrRtrww:F~+rir+r~ef:t.t~x+e.t~~w*x+wewRxx~ir~kxxws~+xwfr:ta~ir~~**~~*+*,r~+~~+*w:ta »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « --------------------------------_----------------------------------- ~ Curb Inlet Capacities are approximated based on the Bureau of , Public Roads nomograph plots for flowby basins and aump basins. STREETFLOW(CFS) = 5.40 P/ GUTTER FLOWD&PTH(FEET) = 0.38 - S~ NEX~ P~I~G BASIN LOCAL DEPRESSION(FEE 0.33 FLOWBY BASIN WIDTH(FEET) = 14.89 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 14.9 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.4 1 ~s~ w= 21 ~, ~7~L ~2Cf.J'TION occv,~S . ~ ~ ~ ***k*M*****w*f********f*************x***k********************Y************** -~ HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: O1/O1/99 License ID 1269 Analyais prepared by: MDS CONSULTING 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 2~51-8821 ----------------------------- - -------------------- - ---- - ---------- ----- TIME/DATE OF STUDY: 11: 2 5/ 6/2005 •:t~xx+~w~+~.x++xx.+~e<+~x+ DESCRTPTION OF STUDY +********'~****z~rxt~~~x:t~x,r * TRACT 33124 * DEPTH OF FLOW ~ CB #4 ON STREET "A" * Q100 = 5.4 CFS *tfifr'k'kk***}******~*+FI('k***##'#*f**R#'*******:trt***~A**~F*****Ir***ft4*****+******* ****f}'*************R**********************!*******************'k*****f******* » »STREETFLOW MODBL INPUT INFORMATION« « -------'------ - -------------------- --------------------- - ----- - --------- CONSTANT STREET GRADE(FEET/FEET) = 0.012000 CONSTANT STREET FLOW(CFS) = 5.40 ~ AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYhIMETRICAL STREET HALF-WIDTH(FEET) = 18.00 ~~ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAI, CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEETJ = 2.00 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYNA7ETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET ON ON$ SIDE, AND THEN SPLITS _______________________________------------------------' STRfiET FLOW MODEL RESULTS: ----------------- - ---------- - ------------- -------------- STREET FLOW DEPTH(FEET) = 0.38 HALFSTRSET FLOOD WIDTH(FE&T = 13.25 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.84 PRODUCT OF DEPTH&VELOCITY = 1.08 ~ ~ • ****#****#ww*!****w****Yw****w************~******Yfik**!f****f*****k********* HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-99 Advanced Engineering Software (aes) Ver. S.0 Release Date: O1/O1/99 License ID 1269 Analysis prepared by: MDS CONSUI,TING 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 (949) 251-6821 -----------------------------------'-------------------------------- TIME/DATE OF STUDY: 11: 7 5/ 6/2005 «.w~++~+++~xx~~~~~a,r~.x+~x DESCRIPTION OF STUDY r+~+~.+,r+e++~x:e~~x~+r+~*x~ ~ * TRACT 33124 • * CH #5 ~ STREET "A" • * Q100 = 5.5 CFS ~x...~~•....~~.e.tt~~x.e.:t.~e~~~+~.t~~x.~.w•~ew.t~•:te~.•~..w«•.~+~..r~xx•:r:e **Yt***fRR'.f4Rk*'k*****#'**************:~R'k*******Yt**************************f/#Yt »»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « ---- - ----------------- - ---------- --------- - ' - ------------------------- • Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plota for flowby baeins and sump basins. STREETFLOW(CFS) = 5.50 G nr~ GUTTER FLOWDEPTH(FEfiT) = 0.38 SFiE /vI~XI Pn~E BASIN LOCAL DEPRESSION(FEE = 0.33 FLOWBY BASIN WIDTA(FEET) = 15.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 15.2 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 5.5 1 US~ W= 21 ~~ 7~ ~~ 1N~(zC~P~oN OCGIKS . ~ 31 A endix D pp 100 YEAR HYDRAULIC CALCULATIONS WATER SURFACE PROFILE CALCULATIONS woliF 1)J]ONadAillRre. . Svih ]50 oocicH FNna,CA9261~ ~ Vai~e:VJV~351~BB]1 s< h u~ i z ipX: 9aV-251-0316 PLANNFRS ENGINEERS SURVEYORS , 3~ ~ ~ a Q ¢ W M U o ~ Q ~ M ~ n y~d ~ ~ Z W I- ~ti ¢ ~ ~ 0 m V 0 = ~ ~- ~ V ~ U I~ - Q U ~, 1 ~~ ~ ~~~ ' ~ ' g Iiif ! ~ ~ ~, ~ ~ , C ~t ' , I~ ~ I ~ ~ 1~' ~ ~ f L, i , m i~ 1+~ ~ ----iiil ~ ' I I s i~ ~ -~ ~ ~ ~ i i , ~ ~ „__ ~` '+~~ ` ~ ~ ~=_ ~ . ,~ ~~ ! C .~ ~ ~ ~` ~ ~1'' ' ' ~~. -- II~ I I I ! ; ,, ,~\ ~ ; 1 .o~;~~ ( _ _~_F_ ~ ~ ~~ Q __~~~ ~ h~, _. ;_.._ _ - _ ` ~,~ j ~ ~ , _,. , , ~,L~3yys ~ ~ m ~ \\ ~ - -~- % 0. lh' ~ ~lil~ ~~~~ ~ ~ ~~~ P• ~ ~ ~ ~ ~~ I ^ L~ - -_ ,__. .1-~' ~ ~~~ ~ ~ i - ' ' .. "" .__ ~~. ~r ~ i - ~~R R~ ~ r ~ ~ ~ ~ ~ ~ ffi ~ ~ ~ o ~ a ~ N ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ _ . ~~~ ( ! ~ " ~ ~ 1 _~ ~ _ _.. ,..._.._.II ~ ¢ I ~' ~ 1 ~ ~ ffi ~ ~ tiu.,~ II ~ I ~ ' ~ ~ ~ I ~ ~~ ~ ~ ~ ~ ~ ~ q ~ ~ __ ~ ~ ~ ~ Q ~ ~' I o_.- ; ~ _ a ~ ..__ ~ A ~ ~ ~, ( , , - - __ ____ ~ I ~ ~ ~ ~I ~ ~~ L ~ I I ~ ~ ~ R V ~ ~ . I 1 I ~ F N tq . __._~ "'-- I m a~ ~~'~~~ I ~ ~ mN~~ ~~~ ___ ~~~ -___ ~t . ~ ~+1 •'r ~ ~ --~ ._ ~ ~ I __ o J I J L ~ \ __. / ~I~ ~~ w a ~- c~ 3 g _£- 2 ' ~ I ~ ~° j a _' ? ~ .__ ~ S __.R ~~ ~ A ~ -..-- ~--.._. _ liG- ~ I 6 ~ ~`_ i ~~` :=~s~a _ ~ _-~ b ~ ~ ~ ~ ~ ~ _ ~~ ,. v - ~ ... wod a,v~n,r~ua ~ .~"~,~<< - '.~'s _ 1 - ~ ~ -; l " ~ __ _ ~ -=- __.- - ~ _. _.--3- ¢ ~,~ , I`i I ~ ~3 ~ ~R la ihr~jl ' f4~`~~ ~~? ~~ jr~~~ j_ .__ ~~_ ~ 3 Q a I i .~ , I!2 ~ i I il ~ --- W ~ ~ ¢ ~ I I ' I _'___ ~ II ~ .. _ I _~ i ~ ~ I I I ~ I p ~ ~ c o I~ I ~ ~ Ir ~ i~ ~ ~ ~~~ ~ ~1--~~ if I ~'~- f~ -_ _ I ,._.__ ~ ~ ~ ~ ~ _ ~ ~ . ~~ o'ao= lil~ i g~ ~I~ I~ ~~ ~'~ I~~ ~h~4 a ~ ;~~~I~~, I~ ~~ I~ -- ~- W~ ~ ~ ~ _ X W I i _ _ i _-il' ~ ~I, -_ ~,.._~ _..__I ~ V!~- 1_ --- `' ~wa i _.. \ ~ ~ _ i ~ ~~1 I ~ I - - - ~. _- z~ ~ ~m~, I~_, _~ l__.__ II y~ ~ S i ~, \ ~I(I gi ~ ~ ~g. I. lI~- ~~~I I~...-_~.:J ~~_._--Ii~ pl~ -_.--.N~ V ~ ~ I I~ ry ..__. ,. f~=: 1 -,-i o I r a ~,~ lil ~~ ~ t--~ a---- I- I.-1 ~ ~ ~~ ~i ~I I ( ~ ~ ~ ~ ,~ ~I~ ~II a ~m^~ ~ ~ P~ i jll _--4 ; _--- I 1 --- ~ ~1 , - ~~ ~1 ~ ~~ ~rna~ ~ dh ~ ~ _c~~3 l,. ~I -_ ¢4_- ~4 ~~ ~ I _~_ °` ',3 ~ ~_~`~~.~~~ ~ ~ m j - ,. -i - ~-, ~h~ ~ ~i I ; ~~ ffi ~ ~ ~~ ~ ~ - " i r'_=~j ~~~ ~ • ~t=r - ' a ~ ,'~( _ _ _.--- ~;~ ~ ~ ~ ~ ~ . . ~_. ~ I' ' ~ ~ I ~ a I' ~ U I ( ~Q ~ § ~;~ _. i_' ~ , ~~ I AI W~ Q - y Z• l ~~ ~il ( ~ I ~" ~ ~ ~ Lie, ~ ~---~~~~~ ° ~ ~ ~ s"~ ~ ~ ~ ~ I !~ i~ n ~N m il U 3 .,. ._,° _ " _.-'- ` ."_ ' .._ __,_". II ~ Q Z U Z ~ W ~ J N Z o J M • x x x x .i o m ry ° ° o o ~ ~ ~ ~ N y ~ ~ w x F o F o a o F o F o 4 v, w m a o ao o ao ao ~ p D. a 4 ~U' o Uo am ~o C o a a ~ d _ a ~ a m a o a e ` m o w o w o N ' ' ~ ~ ~ Uz o (z 1 ~ H • pz . ~ z . ° ~L Ra a a q r~ n ~ % O W O V~ N N o p~ o ~ O ~^J O q ~ H• o H• o F• a m M o H~ o ~ ~ ~ ~ b ~ ~ ~ o N ~ H ' 'i N • t+l 1(1 v ~1 N ~ W n a m h W b V1 O ~j p ~ ~ m 3 H z '~ ~ H n F - d' N rl p H r~ }~ O ~ H N M ~ "~ F 'i N m .i x d H G W .i G ~ V mi mi m ~ a m z r . zo . zo . i zo . -1 zo M zo ~ 'j~F ~j > Q o ~ ~ H H E O O O O O !{ N r'ri $ „^ ~ ~' F N F a a 4 ry a N oU w i m a ~ ~ N ri N .r ~ rv W K N .i q ~ n ^ '~ a' a ~ ~ U ~ " N N U N N N '~^ H a N ~ F ~ 5 i w ~ + ~ ~~ ~ ~ W F F F F F t+ F ~+ .i a u o u o U o u a u v V a U F ~ {p W m W n q n fq rv W(V W N ~ ~ WN ~ % Vl Vl W M N ~ ~ Ul ¢ • • M (Y 'J N O p p~ Z . ~ W Fm Fa F.~i f F~n • Fm i F'1 N m 3 H a o •• a C.b IKT W'rl W'O~ 6'O 0.' W W o U V t+ w pG • Dr W• > r ht . ~m W. >m W >a W ~o. ~ ~ a ~ a N z o z e z b 1p M E „ W ~ ~ ~ ~ a H O H O H O O H O H O 3 X F O~ O O O .i in o u~ M G .i .i M .i .i .-1 O 1~ i ( W v ~ N m .1 N r e V N U N e V Y 4 O • m Y O M N • III H w .. ,Q ,{ ~t , .`L !{ • 2 • z • z • z • 'T' Q a r~! c n m ^ W ~C m Pi O P N O O m H ri O m M O N M p O~n H C O~ N ~ ' a F o F o F o F o F o F o 14 + F N a~ a~ a., a~ a.+ .c.. ~ U p 51 F F F F F E F ~ a W z a W Vl N N % N % F ~ F ~ W F a d ~.l q o ~ W ~ ~ F F a~ F O F F F F Q U Q U Q U~ U~ U Q W V1 ~ ~ N N r1. U1 V1 0. N /C V1 4~ N W o i r t~\ W\ 41\ \ W\ W\ O H ul p 04 7 K P P fK P PG D 5 a m w m 4 4 4 4 4 4 H M H i W N N N Ul 41 `o p e N n N H H H H FI ~ ~ N ~`1 T p O~ ~i N rl w u~ ~o p N H zr 'L ~Fi m ~ ~ .i F ~ ~' ~ ~ •7i 7i .T Z Z 't \ W l. ri N nl rl .1 . i . i N O1 N ° ~ ~ ~ ~ • .. .. qo z z^ zq ~ ~ ~ ~ ~ ~ H .'C 4 O O O p F1 ~ ~L R ~ ~ O U V V U U V Z ~ 5 ryy y W W ~ y~ F A\ . .+ a o 0 0 0 0 0 0 a y o 0 0 0 0 0 0 p~ p • o 0 0 0 o a o ~ a ~ c~ x « w H o 0 0 0 0 0 0 z # a + u ^ « o 0 0 0 0 0 0 0 0 0 0 0 0 a C+ o 0 0 0 0 0 0 0 0 0 0 0 0 + N N x 1 0 o O o O O O O o 0 0 0 0 ~ # H V O O O O O O O ~ O x o 0 0 0 0 0 0 o W x r o y • 0 0 0 0 o a ~j M W {O R a « w « r o 0 0 0 0 o m W \ Y N 1(1 1I1 O O O ei F 4 $ O M • ry N fV N N N h x^ « « y x. > o F « W o W w .i o M o a~ w« n m ~n m 61 0 ^ ^ r .i .1 ~o ~o ~C ~ m ~ .i .I o 0 z : 3 N o r z. ~.] O /S ~ N Yl N O O O Y1 H U Ti • T T C O O O 01 F « h t~ t~ o 0 o a ~ F~ ~ •i .i .i .i .i .i o w' G + a u . m . . E K x o 0 0 0 0 0 0 a w D • o 0 0 0 0 0 0 ' z p, Rl • ~ t+ P a ' o 0 0 0 0 0 0 F vl M ti N • H • N ~.7 • N N o~ m N m V~ O O M11 • ] • • b ~O b O (V {~ O y~ 0 N O O nl CI 1(1 1I1 ~ fY N ~J ~l ~ W' M W • . . h . . . . N . O . N . O . N . f l . fu o G m a H m 61 x ^ '~4' • • t~l n O m n O m n O V~ r O V~ n O Y r p n . N O W L' • O O O O O O O U' y .l .-1 M .i .1 ei .i O u~ M vl o z . W W O W M ry O N O IV O~ 0 O~ m T m N U H .C ' F O l 0. ~• L P ~ 0 W [O T P O~ ri T ri N O ry • f ~ F C O p O p b O N O N O O '~ ~ o O O o o O o O O O O O ~ , N U m • • a ~ s . a a % « F F o w U a « a p p .i .i .i o ~ ~ ~ t~ nl t~l VI N N T 61 G1 H H ~ U ei ~ N V1 $ $ M t~1 '~ F N vl 1(1 N N N O H W b Z/ r a a v~ N ~ a F~ • W• ~j T Pl • m ~ ~j O~ (~ ~.l W 'j1 [l V1 1 M N fV N . T . q q 01 2~o Z~n 3',L :C w k • ~o ~o ~o n n n r H O H O O O 'Ti / O M N N 1V N ei 5 H 0.' O•• ~ q o U V n ~ y k N Y) M~ o N x • ~ ' O T o ea z a ~~~ R _ b ~ M C H W F O N H O O ~ H O H p C'jl R • O ry O pJ h O I 1+1 ~+1 (~ ~+1 O N N N U ' F•i {~ O E~ R U ryi m ~j W i N ~v a .i .~i .~i r~ . G y' Vl S N F a . ~I G~C m rl Y f~l 1~1 1'1 ~( \ T T C C a i ^ P w u n W 3 w • n t~ ~ ~ n n n n Q m p « o 0 0 ~ o 0 0 0 ~ ° ~ '' " '' '' '' '' '' a z R o ~, a uq a w « ~ a o ~ o o w o F in a o : '° ° m 7 m o ° a a S ~ , ~ o ~ N O \ .i 'i i n h q ry' % N N W' M H d W M a.~J N~J ~~ r~ Q W Y If1 N I(1 ~ u1 VI O T ~, O R Ul ~C Y o. z « o ' M l F • O~ [V ~ o~ m .i ' 1(1 1t1 O~ ~'1 N ~i rl M M L ~ W N iL 61 • • ~O 1 1 O O~ . ~ll 01 ~ 1 • O~ O~ . h 1V O . O~ 01 O Y l~ Ol W ~ a O Y h N h ~I W q m IV 01 e'I 01 W 01 N•% W N• ~D O b O b O ~p O ~O O ~O ~.1 V a o a H M O • O • O • O • O ~ O z O 'i o .a o .a o .i o .a o .a q .i z a z k ~ ~ « a t [ W Z•• • a m o a a K .i .a rt in t~ [. Z t~ [y [~ M W .'~ V N h O M M F O N VI O VI W ~(1 J I F M FI N O M ~; • • • • ni W £ u~ £ ^ Z F a f p o P M M .a N m F N a m YI a 01 .a T ~o a P ~o ~ w M W 3 w 4 m* o i 0 i o i U ' o - 0 0 ~.] ' 0 W W O ~ M W .] Y • . . J. . I .i .i 0. 3 .i z • a « ° \~ ~ x x x x o o o o N o m N g z 5 a a a ~ ~ E E £ O O ht 2 ~Z E o No w o Fo Eo O - a o a o o w o a o ` o o ao OO o o w a a ~ ~ ~ m a ~ « m w o w o m o w o w o a o a o o a o a o ~jl ( ~ • ~ • M • ~ . ( ~ . y ~ z ~ a g ~ g a 4 4 m Q ~C n m o m o a o m o m o {+~ po po i o po bo H C~ O H G O F O M q O H (] O b k k ~ k d N M • ~ ~ m n fi ui .] • F • f° a N n we m o 0 .i .i 3 t+ m 0 O !~ z o N p F m p m H a r z ~ o « ti N a F N n z a N d M .i ~ ~Fi O 7i O 'L O yi O ~Fi O Rl O O 7i K H ~ W ~ O o H O ~ FN o 0 0 0 0 ~ q ~ 4 ~ ui ti W w .i w .] O o rf ] n F w ~n a ~ M ~ i ~ w a N ,~ ~ m .. + H v~ U .~ uf ,~ m u ~ [~ ~ w o U m o Z ~ ° a '~ a a w a c~ H r~ ~ , . « « « ~ a N F D .2 tl F F F F F N H H d Fl U T U P U d~ U aD U aD U m W ~~ C! W N .i .1 .i F ~ 3 N N N N N /C 'J'i O ~ C W E o y •• • s • • w w p: z u a Vl RI 'L {~ p U a 01 W~ O 0.' 1V Pi ~O M' N h' O . H H fv i~ o Z W H W m m W . a ~ m ~ p~ . m ~ W . o ~ N O b b ~O b 40 h ~ 'i C(i Q~i r'i ~ p H H M H H H F kl m O O O p M ~ ~ ~ ~ ~ ~L H ~ w u~ov~ e 3 m w a N m n r n a N m ~ ~O ri N N U ~ Iq ei U # y~ # tV # O • 1~ Y P • Ifl N ~ ~ H ~ a m q ~C W O<v ON Om Oa O~o Oa iC ^ P'i 1~1 N W' 1-I O H O H 'i N N M ry H T O C P F o F o F o F o F o F o ' m F N ~C .i 4.i 4.a .C .i R.i R.~ 0. U [4 W F F F F F F F H y' H ~ Vl N N N N N Z O w W a a W F • F F M fl F o ~ 3 ~ F > S F F O F F F R ~ Q U Q ~ Q U Q V Q U Q W N q y z °w „ ~ o ~ ~ ~ o ,o rca rcn 5a ao ao O H $ [Y K 0.~ K ~L ~l'i ~C M H M ~ ¢ a ri N rvt H H H H M M ry~ F N V~ V~ C~ ~i N m C N ~O O u rJi ~Jr X N \ pp fd W N [-~ m ~ a a 'L 7i .7i 'Z ~l. 'l. ~ W'l. ri N n ~-1 N 01 % ~ ~ ~ ~ ~ ~1 ~ .. .. 9 m ~ ~ F~ ~a o 0 o a ~ ~ ~ ~ ~ ' ~ a ~ o F u u a u u c~ u a ~ a x a ~ a w a w a m a m w a m ~ ( ~ ,1 p; o 0 0 0 0 0 0 0 y' p • O O O O O O 0 O O W • z o 0 0 0 0 0 0 0 rt a « ~ ~ o a a H ~ o 0 0 0 0 0 0 0 H a x a o a « u + 0 o p • o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 a a+ o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R + N N • . . . . . . . . . . . . . . . O O O o 0 0 0 0 0 o O O O O o > # {fl O Z # r] O H L O O O O O O O O [J \ O t O O O O O O O O 'J~ O II W 'L Y . . . . . . . . ? y • O O O O O O O ri ~ n ~ H m Y N O ~.l • b O W • H • O O O O O O O M q O % \ Y O O O - N VI N V1 T a F ~L w a S N N N ri .i .i .i ~O '~' Q • • ~; x « D o q F r nl o a a r M o 0 0 0 ~.] . g W: O N N O O W O p Q w W [~ n l~ z « m ~• o 0 0 0 0 r : a o z. z + o ~ + e e e a a a a in ir x + o 0 o m m m m m F M F } N N N 01 01 01 01 "I a H a . • • • • • • • • 9 w W .~ .1 .a o 0 0 0 0 x n + a u « w r « F a o C w w • o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 « ra x a « • . . . F+ p a r o 0 0 0 0 0 0 0 F rn trl • N N • N M % tl # ri m N l~ ~O ~O N T 1~1 1 O O ~] ~ CI ~ • ] # 1 1~1 ~1 e{ O 1~1 ~1 1~1 O (~ ~1 N O 01 e'I O O VI 1~ O O V N O N b 1~1 m ' ~FiO LYtV D rl u M1' 61 W • 1 . . 1 . . 1 . . p . . . . . . . . o W O d H W 0. d (~ Z q 'S' Y • p 1~ O C h O V~ 1~ O p~ l~ O p 1~ O p h O T h Y h ~ I(1 O W 0. • O O O O O O O O a .a a c~ r .i .i .i .a .i ti .a .i O~nam .a • o z .c " ~ s w o m .a ~n .a in .~ .a r m m m ~ m n o ~ U M a ' F ~ ] >• ' • o a ~ o m ~ o rv .-~ a .i w .1 v .I o N /L F 6. ~S .i ~ W W p • N . V 'v N . V N N . ry m N . T n ry . q m ry . T n N . O . 7 r~ ~ > x m+ o 0 0 0 0 0 0 0 0 0 0 0 0 0 w p m m a o 0 0 0 0 0 m ul U i + . a ~ . « « rc a n ~ F V F M F O w u .i i o 0 o ~ a a a e n aD W ri U [0 U e x N F m W M M r{ U rl tl 61 • • ~o . ~o . n . ~. . {. . ~. . ~. . o . fll N N 2 $ M / '~i • n n m w1 n w~ m o xz ao.+ . ~w pzo « F o F o F o O~ 4 N G~ • a.a a~ atiwr dFm • w > 0 0 o0 U' .1 3 o p i w • n ri m ~u ~n ~o ~o v 2 n r n k ~'4 m « .i .i .i ~u ~o ~o ~n ~o H O N O M O O O .'4 U d • „1 r-1 rl i .i .i .-1 x H 0.' O • ~ O u W a ~ l~ i 5 VI h Itl h N iS N M'J O W"' G i i I ~ z ~ Z 1 ~ ~ # r ia t ia wi- iao w . « o r .+ ~ o m m ~n m H p ~ F o Fi p?~ • m m ~ ~ m m m o m ~ ~ U~~ t~ F~ 4 U N~~ > i ~ ~ ~ ~ ~ m a m F N F N O 3 fll C m O C N W i M ~ ~ i i ~ m a ro W M ~- S W • T ~ v ~ a t~ ~ ~ V t~ C t~ C n c r T r ~ ~ a p d = 'C ~ O F « ~ o .l 0 i 0 i o i 0 i 0 i 0 i 0 i a a . x.c o m z u a w « . . . . . e . `~ ~ a~ ~ u : a a a a ~ q 3 o n ~ ~ o a m m ~ ~ a q m O F a a F W E Z x o ] F r • m + c~ tl m ro ~o ~o rv ~o ~o m o r~ ~C % 0 ~ 41 tll C 4 N . d d ! . . . . . \ . . . n . h . ~ ~ ~ N N W ~ M T P T P K rvh D % D " 1~ Q IL • ~ ~ N ~ 4 ~C ~S 7 • O+ z . N % % V i O F M N nl 'i 01 01 O N N 10 {~ N O O O H N H 'J~ U LL' ~ • T d~ O N N N b m ~p r1 O ~i 'i eV W (V 41 • • 'I ~ O • m • 0 • O • O l~ m T W ~ rl O• 0 N C~ N O~ N O~ ri O~ N O N O M O %• N W N• b O b O ~O O ~O O V O h O 1~ U 1~ Pi O M' H Y O • O • O • O ~ O • O • O '{ O ri O ei O ei O .1 O .i O r-1 O f{ y' r~{ ~ i w z Z Z ~~ * [~ M.'Zi " a l~ O 1~ O 1~ 4' V~ 0 ry [~ N W h 2 h [. N W 2 F 6G .'4 O # E s T . 0 . ry . c0 . O . F ~n h rl P V N N 1(1 • W N W ~ W M V1 M W N N YI A1 O N V [~ V~ m m b ~ R z F a i o o .i .i F rv rv .i m p a w a a w k w a u .C H m« ~. o N 0 ti o N u z o ,. 0 ti 0 .. 0 ~ ~a 0 ~ m w w o. t+ m a. ~ 3 z+a . 5 ~ • N o N W ~ 4 m a „ m N n N ~ ~ h N a c! i~ x H F N M M a N z 0 N (V F H 'N z N C W .i ^ N a w a a o o ~ ~ ~ o .1 a o ~ ~ o V W ~ a a N O W N U W F W o y; m ~ 3 n W N 11i ~ ~ 3 F F o u iou i ~] C'J £ p ri N IV N µ~ 9 C a H '~' O G F • p o 41 H a~ ~ W o O H x a W ~o ~ p O N T C~ T o V N \ m a F ~ ~ \ 6t .'(i ri N m N T N • .. .. p~+ ~ Q F U U U U U U O z U a a o~ ri 0 C o o o N ~ ~ ~ O z Ho Fo Ha n o a o a o ~ ~ ~ o ~ o ~ o m ~ ~ ~ ~ o w o m o ~ ~ ~ ~ U U y ~ g g ~ 4 R ti 4 p o ~ o p o H • Q O a M • q O a H • Q O a m o N O a • a • m a m o n m o m .a k 3 • N .i n ro m o a ° o o o ° ~ z z z z a~ , x a H w O c~ F o 0 0 0 N r I V1 ~ m a a / p T 1I1 U N •i 'i m U V m vi i ~ ~ H V' a c9 a w ~ « . • « • r /C H 'S ~] U m U 0 U 0 U m U'i V N IG F i fq W.i W.i W.i W.i 41 G1 A ~] .. M N Vl M fp 41 ~ ~ f } ~ 2 ~ W F N F N F m F a F a F m o a ae a~ a., a~ aN aN u .. w w w w w ~ ~ ~ ~j ~j ~j O N O ~O h h 'j~ t~ 'j~ h ~i h '{ Q e q' H O H O H O H O H O FI O s a ,i .i .i .a .i .i a ?~ ~ m in ~n .a o 0 0 ~ Iq .~ ~ • m ~ n • a ro r m n z z z Z z z Q 4 W O N p m O m O e O e O~o ~'1 W W H O N P M 1~ M rl N M N H T ~ a Eo F~ F~-1 FN W Frv Frv F U1 a .i r~ .i Q ei a M U 4 M rC M 'J~ p' ~ N VI % N 4 N ~2 N fC fW H W r~ 9 H w a ~ ~ a u r~ 3 04 ~L 4 4 m 4 tC4 ~a a o a a ~ o x m x a i ~ ~ W 3 N ~ W ~ ~ ~ ~ N ~ ~ ~ ~ N D W~ iJ G"~l' 0.' P r'l 41 '~J m ~, o~ R ~ a a ~a ~a M N ry N N N vl l/1 N ei N t~ M H FI H H H ° ° ri IV t~f V~ N V z z 'l. ~ ~ ~ H H H .Ti 2 7i $ 'j~ ,'L a a a z z z ~ ~ ~ ~ ~ ~ H H H ^ Q Q ~ ~ ~ ~ ~ ~ ~ ~ ~ a5 . ,~ a a x o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 p~ > r { o 0 0 0 0 0 0 0 0 0 0 4 * W Y (9 w' x a o w « o 0 0 0 0 0 0 0 0 0 0 p x H x a + u + p « o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ,.~ u; • o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 + N N • . . . . . . . . . . . . . . . . . . . . . 0 0 o O o 0 0 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 Y O O O O O O O O O O O Y W $ ~ . . . . . . . . . . . • o 0 0 0 0 0 0 0 0 0 0 > ~ A W t i ~ a « w . « o 0 0 0 0 0 0 0 0 0 0 V1 \ N VI Y1 N l(1 IA N N ul N N N 4 ~ ~ g H .i .i .1 .1 .1 .1 'i .i . .~ .i 5 O # N ~Ti • F * ~ O i o o q o o O o 0 0 Qj i 01 01 01 01 O~ 01 Q 01 [~ M N I(1 V1 YI N Ill N N N ~ ~ • • O O O • O O O • O O O ~ H • z. z « o . .i .i .i .~ .1 .i .a ti .a .~ .i M U 'J~' • N 1(1 1!1 111 1(1 N N 1!1 N Ill IA F H F • ~ m m m m m m m m m m > ~ Q « o 0 0 0 0 0 0 0 0 0 0 R1 a u . w r F I5 « • o 0 0 0 o a o 0 0 0 0 ~ z p a ~ o 0 0 0 0 0 0 0 0 0 0 t *1 kl N '~ r~ t O O O 0 O O O O O O O ~ F N W • H % • H % ~.] • • T 0 N t~ O m Y~ N O~ c0 O 'jl • • O~ N '1 ~O T rl O~ ei M 'i ei ri N O N IV h m ~'1 N [V ~ a • 1~1 nl l~ O h O C O m O W O OI O m T N 'i rl nl o a m w w « . . . . . . . . . . . . . . . . . . . . d i+ w a w .i w 2 O x + m r o 0 r o a r o v r o 0 n 0 0 n o a n o m r a r o in r o ~n ~ • in O ti Pl K 4 • o 0 0 0 0 0 0 0 0 0 0 C .i 0.' iS U' • .i .a .i .1 .i .i .i M .i .-I .i ° o ` z w « W W O lV W• O~ ~D N b T N T N ri T N tV N l~ VI ~V N oJ O~ 'i ~ U H ei ~C E m .] ~ r~ Y 4 + fi .i l~ .~ 'i .i 1~ .y 'V .i VI .i ei .i ri o m .i ~O m d' .~i rl .i ~ll .i T m l~ .y N m O .i M r m m 0 ~o F ~4 IPj m M 67 ~ • ~'1 • N • N • N • r'I • N ~ N • • l~ • V • p: l / r7 'y~ W i O O O O O O O O O O O O O O O O 'i O ei O Ul 'J '] T N+ O O o O O O o O O W N U N t • • • W .i i a a ~ + C1 W U m s r t~ n n .i uf o u m e~ ~ N h l~ h l~ O~ O fV ~'1 N O~ H ~!'. U A pl i $ H U' '~ i ry N N N N ~'1 „1 nl F ~O b ~ ' ~ ~ zy : r ~ N ~ W [G F i Iq ~ q m m m m m m m m m m m ~ U N « a a S : p ~ a a a a w a a m 2 z O O d f~ N U Z ~ V H m .t o w H 'i O Ul • m ~ ~ . za ~ . O trt .a • o m n m a m in o m o m ir w N ~ • m a n n n n ~o in o m m F W cv a0 .i > • N in ~n ~n ~n ~o ~o ~n .i a ~o 4 V r-1 m W ~ . . • • • • • . . . • .y m p 4 a r a a a a e~ a a a a o a ~ w a n W 3 w • ~` ~ r n r r r r t~ n r a ~K p {Y 'E a O E ~i c r w o .i 0 .1 o .1 a .i o .i 0 .i 0 .i 0 .i 0 .i 0 .i 0 .i o m a u a w « ~ o q wz « ~ ~ y H 3 ~ o m m o 0 o m ~n m o m q kl O E W.l ,'C O w ~o m a o v m M vi o n in 41 E 7. F nl • b O VI N n lV N M V ~O ~o IW K H fY 4~ • • • • • • • • • • • • f C 3 a Q « 'M N ~'I e'I ~'I .f .~i M O o O E ~ 5 ~ P O r p N • o « z . u x o F • <`+ N N e m e~ m m c~ v m a ui v m m w .i a m 'j~ U C. 'i • ~D O ~(1 O~ „I O 'i O rl O 1'1 O p O T Y O m O O~ W N Ri F • O • P • O • O • O • O • O • • O • O • W nl O • A N N ~i ~'1 N nl N I~1 1V n N I~1 N ~'1 A1 N nl rv M N• N W %• b O 1~ O h O h O h O 1~ O h O h d h O [~ O h 1' O P~i H • O • O • O • O • O • O • O • O O • O • O p 5~ ~ ri o ei o .1 O ~-1 O ei O .i o r-1 O M ~ "1 O ri o ri K a o : M'j. ' Y N O ~tf V ei T O O T O W p m N O U O N VI N h M W $ O~ V' NI O T m 0 O 0 1~ N 01 M 'i ~O a ~O 1~ ~'1 1~ O N N Q y OH F ` ~• Fl • N O ~4 ? T q O~ 1V 0 1~ N O m L~ 1~ m nl 'i O~ N T O~ N V N D 0.' N O~ N 'i N ri 0 'i N ~ 41 $ W 4 W • o .i .i M M .i .1 .i ri o: ri N N U ° F " ~ s '' M .+ .1 .i .+ .-~ .i .1 ~ .~i .i .i z; a : ~ • N W O O O O O O O O a ~ o 0 0 0 0 0 0 0 ~ i o 0 0 0 0 0 0 0 a ~ ~ c~ a . a o w + o 0 0 o c o 0 0 a z~ . w . « o i o 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 . N N • . . . . . . . . . . . . . . . O ~ o O O O O O O O o o O o o O o i • 1 O O O O O O O O \ O • O O O O O O O O w z • v w o 0 0 0 0 0 o n ~ Q pl H • • Y M O O O O O O O O \ • N 1(1 1I1 I(1 1() N u1 O (~ H Y .-I ri ri 'i ri ri ei T x a . x: F • o n• o 0 0 0 0 0 m M• m m m m m m YI (j • N N Yl N N N • O $• O O O O O O (k Y ~ Y z. ~ " a • .i .i .-1 M ei .i .-I a0 V'y' M Yf ul N N vl Yl V1 T H F • m m 0 0 a0 0 m N F a « H W • O O O O O O O O a a . u . « « K « o 0 0 0 0 0 0 0 > " o 0 0 0 0 0 0 0 z a W ~ , t+ 5 a . o 0 0 0 0 0 0 0 H f~ 41 • al • H • A • m m o m v m m m h • N C~ ~'1 N ~G N h M W O c0 O m Yf O pl t1 • rl O V~ O V~ O T O aX O M O T b a am w. O H .. a w .i W 5~ 'y' • • I(1 n O N r O N n O N r O VI ~ O N n O ~(1 n N n • in O .i CG w o 0 0 0 0 0 0 0 .i 0.' 0.' V' ~ .i .i .i .i f1 r1 .i .i v~am ~ o z a « UI W W O N kl M T O~ ~'1 N ei rl N N r1 ry T ry m T l~ U H e1 o '~ • rl l~ b (O '1 b b O~ ry b UI 1~1 C~ O r'I /y' F rl ~] 0.~ /E M V UI N ri N O~ V~ 0 C T rl ri rl O 1~1 (V 0.~ 1~1 b1 W • • ~{ • O . 0 • r • ~p • b ~ ~ .i W a i > pC w« o .~ o .i o 0 0 0 0 0 0 0 0 0 o p b a m r o 0 0 0 0 0 • m V N • . . . .~ r 1X m r W 1~1 M e~1 N p {~ N 1~ 1~1 ri E / ~] • 1~1 O (~ V~ N O~ 1~ YI S N O > ~ a ~o ~u in ~n ~n a a o ~~LN • ~ H 3 « F / ~ (] . Y T 01 Q O~ N 01 O~ O~ ~1 U M T N • V~ T T T Y a a O zz a . ~ u°i « n o . O N ~ .-I ~ e ~ Y ei M Y ~1 O~ ei rl V ~-I N a N * r r m .i ~e o a in rv w.i •~ + ~ m m o o .i .i ~n ~ " a a a : a a o ~ ~ ~ ~; ~ a m w g w . n r r r r r r r ~ t6 . « o 0 0 0 0 0 0 0 O F ~L •i .i .i .i .i .i .-I .~i ?. ~ 4' 0.' H S • C M O h l~ l~ ri ry ~ E W r~ rTi o • 1~ O rl 1!1 (O rl N b ~] ,O h C h f~ m m t~l H W~y Y F W • o 0 0 0 0 0 0 .i a a w : 0 0 + Ul • 'L + T O F t O T {~ N N d~ N p (~ C O~ V~ 01 01 O C) W' 'i # ri O ei O ry O ry O N O N O N 1V O W G] i • o • o • o • o • o • o • • IV 41 ~ Fl O• d' N T N C~ N T N C~ N T (V T W T o V1 W N• l~ O h O h O h O 1~ O 1~ O 1~ V 1~ • CG H • O • O • O • O • O • O • O O O O Y '1 O ei O ei O M O ri O rl O ri ei ~ Y • N~~ Y q O Q N T V O rl rl T N Y1 O O 1I1 W 'J~ • VI h N C~ n t~ ~ll O Ill ~O ei M m 61 m • hl O ~P Y ~(f V1 H ffl Y ~O rl O N N fi P rl N O b O ~O 10 • F R ~] • W U r~ ~Y m IV m N m fV ri N m N m N rl ~ n N U F ~ + M .i .~ .i .i .i .i .i m .] 3 a w "~f { ~ . ~ ~ .~ o N ~ a a a N m N n N e N n N T o r z H F N n H .l N z O N ry F H N z H Iv 61 M Q ~ W O p 6 0 in ~ o • .+ a o N H q o U W N W .] H W ° a a N ~ ~ F ~ t +~ kl u i ~ ~ ~ a w N a F W e o 0 0 /L F F o N O N 3 f~7 G 8 00 rl N N i G K m o ~x o ~ q o Ra wm ~ w o ~ ° z o . M O ~~ 1V p N O 0 N ~ m m F .1 U O .ammo ~•• wz .,r~, ~(1 ~ll % ~ 4h+ U UUUU O F 1+1 °z w ~ a i .i R M x 0 N ~ W ~ ° a z mo 0 ~ c~ o n ~ a + W o > Z .1 o ta ~ • 'L o a II ~ w N O r] p o m M • G O N 0. 3 m ~ ~ ~ o ~ ~ • a a w o W o ^ r x y O N N z y .Y H z 0 H F a ~ W F w • z ~ F H N H N ~] r~ .-I O .i O r~ W z O ~ 'j. ^ H W d N O • F o O hi W tr. ~' o~ n b ~ . +a a m Q b V n v~ pq yq W W O F n . l a.i Q S iC ~ U F r5 .i W U -I u~ . µ~ o m m p U m o rn W V / ir i w a Fl Cl fl W • • Y • la {C (V ,h x O F F E F O N U .i H i4 ~J U m U oJ U'1 U ri .'G N F ~ ~ w ~ ~ ~~ fl S Vl % VI 41 ~ S H / ~ ~ ZZ ~pt o.+ x U W ~ Fm Fe F~o FeO~ ~tN W ~ N ~ ~ ~ F 3 i~ o U ~ H w W ~m W >~ M >m W f00 ~m p . 7 Si D/ O N O b z z e e a z z N e{ (] pG H O M O H O H O O O .'G V F c G .i ei M •i Z U F ,'G N T 'i~ 'i W ~n VI VI Yf N 0.' O M N W ~ V ^ ~D • ~+1 ~'1 1~1 H~ O V I `~ p Q 0 ON Om Om 00.'~.i ^ ~~E • n CG FI O H.i M'1 VI M'i O W (~ ~ N F.i C F•i C W F.i U R p~ F •1 M S' iC F W ~n 'n .i N 00 [+ a ~ N ~ N zq N ~ ~ Q ~~ h' ~C W ~] L5 fu a q n W F ~ a ~ ~ ~ 3 F x F ~ a u~ F H .1 [ F o a ~ o w ~w~ ~a x a i o c~ N u ~.] C N % N K ' H N ~ N ~ ~ 3 r µ mo W ~a ~ ~ ~ a io a a [ . y ~ m m m m .C 4 4 4 P H H H o« z % N ul N U+ O '1 ry ~'1 H M H M 'J. U N ri N ~'1 V~ N 'R .Zi 'J. % aoz x ~ ~ ° ° ° a £ ° . i z z z o z a a a w H ~ [ ~ ~ [-~ $ '(. ~ N ~ H M £ 3: C14'L p 4 ^ ~t ~ ~ m m 3 W m N Z a I\/ a o 0 0 ~ a • o 0 0 ~ > . o 0 0 Q « • a « o Rl r o 0 0 7~H • a s 4 o 0 0 0 0 a a x N N k Y O O O O O M • Y O O O ~ O R O O I(1 mz m « o o a 4 [1 m N M « o o a \ • Yl N O CI M Y A vl m ~Ti ^ # x x. F • a + o W ~ a Q • O~ $ • Y O • O Y z. ; ~ Ip b I(1 U S V O~ O~ I(1 ti F • m m m F 0. • H W • O O O 0.' Cl • U r s • a t o 0 0 W Y O O O "~J i.] Y O O O U1 pl # • Y ; Y1 V m 'y~ M N M ~O O U' f1 O O O N aw a+ w x * ~ o .+ .+ x ~ n r t~ ~ W ' o 0 0 G w .i .V .I ~ W Y Itl 1~1 111 1~1 p e ~ o a 4 4 ~ ti W M N > x m+ o 0 0 0 V1 Y O • • Y M • 1p b YI f1 • O O V~ i . ~ Y ~'1 M O Y • • • • O V Y V # Itl N 1I1 a + « . . « « . ~ O ri N • 0 N O h •C O~ N N • • a • o o .i S W • t~ [~ t~ w o 0 0 ~ .i .a .i • ~T. O Y O b p W ~ ? 1~1 b « W • N N N C1 [V • O r • + F i m o ~o ~o > ~ N ul Rl 61 • N ~ a o. m o m w m Vl N V ~O O V V b M O • O 'J~ O ^ ri O .i n .i F i Y n ~ 1!1 .'L N p • m W n F ~ o ~ m ~ ~ + W + .i . i . i M .~ ~] .1 .i m ~ 3 . ] w ~ ~ ~ u ~ N O ~ m m ~ .. ~~ ww 0 F ~ a N w 4 a o~ N m N n N e N N N a ~ r z M F N m H a r z O H N F H }1 z H 6 w .: C1 „ a W o 6 p O .~i ~ a o u~ H q ~ U K a N H l4 °a a a N w W M E a N q m ~ 3 N w .+ a F trl ~oooo 3 x w ~o in o ui U' ~ ~o .i N N H V'i L1 H 'j~' O a q o ~ 3 O ~ o °z a ~pi W ~w ~ NPaa U uo .+mao m z .+ r ~+ y ~~ e~e~ m °z V 4 a o~ ti O w ., x 0 N ~ U ° ~ z [. o a a o U ~ C~ o [1 Z p a ~ w o p z a o t+ 5 p 4 II ~ m o a p o W H • p O N ~ 3 N ~j m O o ~ G] y~ WO Wo L1 r JI N ~ ~ ~ g 3 ~+ z 0 N F a ~ a m F w . z > 5 H M N M a ~ ry U' ei O 61 o z xO w~ o r z i . • O y O o W W W p N ~ ~ `" ~ . i a a °o a z n m p NI N M1. W O • U .~ ~ W 4 R N U F '1 j .a ui ] m K . m [. m p P U i a .7 ~ ~ Z C1 ~ ~ ~ F ~ E s F « F O -1 W V . ~ .+ a a um u m u.+ u.~zm E+ m .F] 3 ~ m~ m~ umi m 2~ 3 N i ~ z ~ ~ W N 6 ] ,'4 U W Fm F a Fa Fe~t~> r~ 0.' O r] 0.' T 0.' m 0.' m m W H K 0.' F N o V w a ~pao ~pm ~>o~ pt po~m[~ ^Na3 o m O 2~o Z~n Z~o 5~o3Z Sm .. ~ ~ ° ~ ° ~ ° ° ~ ° o~ ~ ~ w ~ . i . . . a z a 0 ~ w a N rv w c ~o ~o ~o m 4 m • O • N N N H~ N a 0.~ z z Z z ] 2 ~I e~ m O O !{+~. O N O 'I O N O 'I . . .4 y' ~ ~ ~ U 4~ p~ R~ F rv~ ry F 4 rA 4 4 W 0.' U 6aG F K m m m ~ N [. 3 O1 W W Q a ~ D W a n y; c F W 0 [y~ p 3 4 R m4 x 2 o~na Ua • m ~ n ~ n ~ ~i a z o a o c~ o . i W 3 F m m 3 v P ~ ~ ~ 5 a' P D ~] i ~, N N N ~C a a a ~+ 'a 'a N u i z m m m m p •i N ~'1 M H H H .Y. U {C N ° ° ~ N m V~ N z z 5 N C O C ° ° ° ° ~ z z z z ~ z a a a ~ ~ ~ °z °z z ~ ~ ~ N q ~ ~ ~ 3 u a ~ ~ a 0 ~ z x x z. a ~ a o 0 0 0 0 0 0 0 0 0 o rv . a + o 0 0 0 0 0 0 0 0 0 0 D] r ~ ~ o 0 0 0 0 0 0 0 0 0 0 w m a c~ o w « o 0 0 0 0 0 0 0 0 0 o a 2 H ~ p W • M O O O O O o O O O O O O O O O O O O O O O O .] a• o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N N • . . . . . . . . . . . . . . . . . . . . . . R O O O O O O O O O O O O O O O O O O O O O O • • O O O O O O O O O O O \ Q ~ O O O O O O O O O O O w z . ~ • o 0 0 0 0 0 0 0 0 0 0 0 R Iq H Y Y Y O O O O O O O O O O O \ • I(1 I(1 N N N Yl N Ill VI 1(1 1(1 F 4 • U~ N • ri ei '1 'i ri ri ri v'I r1 r'I r'I x ra . . x« E r a t o 0 0 0 0 0 0 0 0 0 CI Y T 01 T N O~ O~ T T N O~ ^• T p T V~ d~ T W T P W • ~~ O O O O O O O O O O 1 O x z. ~ ` a a a a a a a a m w m m u S x o 0 0 0 0 0 0 0 0 0 0 H F k a~ O~ O~ O~ C~ N O~ N N T O~ [. a « F+ w • o 0 0 0 0 0 0 0 0 0 0 0.' q r U • • x i o 0 0 0 0 0 0 0 0 0 0 W ~ ~ o 0 0 0 0 0 0 0 0 0 o n Z v w ° o 0 0 0 0 0 0 0 0 o H i « F N M H i O N m N V~ 0 h O b b f~l ~] '~1 ~ • t~l ~ll W ei oJ O O~ O O~ O b [~ N m ry O~ ri O '1 ri O (~ r~ Y O O O O O O O O O O O ei O ei O e{ O (V O N O W K fG W ~ . . . . . . . . . . . . . . . . . . . . . a W {4' • ri O ri o ri o ri o ri o '1 M O rl O 'i O ri O 'i o H 2 q + n r n t~ t~ r n r n t~ n a W W Ix • o 0 0 0 0 0 0 0 0 0 o ^ in O • O i ri .i ri r1 .'I r-I ri .'1 r'I rl ~"1 ri Oi N f v~ LL N ~C ~ W• O (V O T N 'i ry 1~ O h O 0 O ei 0 p 'i fV N 'D N 0 M O (~ '~a • N ri N (~1 ~O m m m O N (V r~{ ~+1 V~ e{ h oJ .-I YI Y1 O U M d' a a M~i • r'1 l~ 'I I(1 M O~ v'I b N Q fV W N h ~O b 01 ~O 1!1 1(1 f~l Ili f'~ N W P1 R . N . N . N . IV . N . . 1!1 . ~'1 . r~ . O . T [v ei '.~ 'r4' fy R O O O O O O O O O O O O fi O r{ O ei O ei O O p: rl % M O O O O O O O O O O m + . . . . . . . N / a « • ri M b N O~ h V 'i T b 4t W r-I ~] • ri ri rv p N 1~ ry O~ N N O~ W • . . . . . . . . . ,C U m > « n m r~ m m m n ~o ~o ~o u~ ~ ~ ~ i ac~ • ozc~ • H 1 t F ul • 1t1 ~(1 I(1 N 1I1 N N N Itl VI VI t . ~ ~ / M VI Ill N V1 Y) VI Y1 N I(1 1(1 1(1 N •• o . z u « a o • N u z o w w o u1 ~- M ~ ~ Y s Y O N 1~1 O T W q q N V l~ • 0 n N 'i O~ O~ N t~f N O~ N W'N N • m N O~ N 0 t0 ~'1 M N VI ~O (V 0J N ~ ~ .i a r o 0 0 0 0 0 0 0 0 0 o m q q g m r r r r n n n r r n r n a m w o 0 0 0 0 0 0 0 0 0 0 µ' O c ~ .i .i .i .i .~i M .i .-1 .i .i .i F iC ~ s u a • « ~ ~ $ o 0 0 o n vi u .i ~. a r~ aa~ k O a o o v m .1 vi ~n m .i m n F LL F r~ • p N i'1 (V N M V ~O 1~ 1~ l~ z W f4 M W • N ri r1 'i ri fi O O O O O F q h. • ~ -1 0 k ] N * z F « m ~ m r v h m r m n m m P ~n t~ .i n ~n r m t~ O Pi ~ k p O~ V~ 01 VI 01 V 01 V 01 b b {~ q 0 01 m 01 0 Q U M # • Q • q • q r q • Q . P. . O~ • q . q • q ~ r] 'f fd O} VI • W V ? O Q V T O O~ ~O T O O~ ~C V~ O Q ~O T O q V W O~ b C O N b P T V O~ ~ T Of T P1 . M ; O • O • O • O ~ O • O O ~ O O • ~p O O • o O O • t0 O O VI • IX e{ O r{ O e{ O '1 O e4 O 'i ~ ri O '1 O e~l O ei O ei O O t 'y' • : a n o ~ .i a in m m a rv U n o H a ~o o ~o m a .i • z o o .i n m o 0 o rv m ir "~ .a w .-~ ~n m a v .i u~ W o N ~ . • . . . N . . ' . . Y1 . '1 . ~ . O . ~ a ~1 ~ . . ~ . . . . . . . m • F a Fl ; u, N O ., e{ N ., N 1 ~ N ti ri IV .. e O N ti O N .. . ~. fC P~ O ry .i r{ { N .i ri pl N .i O O~ 1V .a O O .a O U1 ~L W m ~ a« ~ . , • a 5~ . C o 0 0 0 0 a • o 0 0 0 0 w « ' « ° ° ° ° ° a . x . o w . o 0 0 0 0 Z H • w • • • o 0 0 0 0 0 0 0 0 a a r o 0 0 0 0 0 0 0 0 N N • a o o O O O O O O O # Y i O O O O O \ O • O O O O O wz fl~ Y O O O O ry q a 01 H # • r • o 0 0 o m \ • 1I1 Ill N I(1 ~O V H # '1 ~i ri rl ~O xa + . m. F • a • o 0 0 Gl i Q Q Q O • P v a • Y • O o 0 0. • O • z« i ' V x ' « o 0 0 o rv H F a m m m .~1 F 0. ~ H W M O O O O O 6'0 • V • • • a o 0 0 0 0 w~ ~ o 0 0 0 0 a . . . . . . N~ ' O O O O O ~ • ~ m .~ m w~ m ei O N O N O N rl N O N O N O fV T a~ ~« w x + .+ o .i o .i o .i .~ x~ r n r r n n . m • o 0 0 0 0 v , .. ti ~ ti „ ~ r n o o m .a m o (] + o o ~o a .i m r o r~ /fi ~li • N fV V~ N N ~'1 t'1 O W • 0 l~ N S w• o 0 0 0 0 0 0 0 N M O O O Y . . . V Y • ei N N d~ m fl Y 1~ a~ .i Q .'1 W • '~ • ~(1 N ~II V~ O t • Y • YI VI VI VI VI R • N 1l1 II1 VI 111 Q { • • Y ~ • i • N ei N Y~ m 1 M ~o O N .i + r r m m a N • • 1 i o O o O M 3 W • r n ~ r r • o 0 0 0 0 • .i .i .-1 M M • M 'J~' O Y O m b O l~ F l • w m w m c a m « pl • o 0 0 0 .i CI R. • O • r ~ F • ri n n F a n a a C~ • N 01 01 Of 01 01 N 01 a • O• 01 01 T T P C N 01 O 01 N 01 W h V O t0 O 10 O b U ~D H : O O • O • O O e1 O ei O ei O 'i ri • ? 1(1 1(1 O 'i 'i N V 10 'Ti M ~D rl O ry ry O N W N ~ $ . . . . . . . . N ` m O O ri O rl O .i ri • F a ~] s m. m .. n ti m ~ m ~ r] m ti M a : ~ 3 + ~ A endix E pp REFERENCES xo~s~ mzoe.dti~nav.. . SAb J50 DONICN kvine,ClYTAi~ ~ Vd~a:9~0~151~8831 S C M V N Z LR%: 9AV-251-0516 PLANNFRS ENGINEERS SURVEYORS ~3 „•..,~ `~ ' LEGEND ' HYDROLOGIC SOILS GROUP MAP - SOU.S OROUP BOUNDARY FOR A SOILS ptOUP DE316NATION R C F C 8~ W C D ~ PECHANGA ~c HYDROLOGY 1~/IANUAL 0 FEET 5000 . . PI ATF C-1 RI LL ~ O ~ W ~ V I ~ Z ~ r ~ N Z W 1-- Z ~ J ~ Z Q ~ K~m.O r~ ti• P n d P P ti.r~0 Mr N n N P~. P N m~ 9~.r.P N r N O~ O P• T O t r~ N O 0 O~~ M N N~ O O P P O w O~ N N I~ f ~ N N ti ti O e O O a ~ • ~ ~ ~ • ~ ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ r ~ • • ~ ~ ~ • • • ~ • U O W • 2 w T ~ n~~ N N N N N N N N N N ~ ~ ~~ r~ ^~ ^~~ ~~ ~~ ~ ~~ti W O T 7 P W O • J W K •.-~~PO pPNNP •UNrh •ONmf'1 ~~On100 NeN.ym NNOO~O J K O< ~OfNOP m1~I~ON N~~~1'1 OINN.~:~ OoOP PPOmA I~I.n~pO t LL ~+ W • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ • > > NNNN..~ .-r.~.n.y.. .+.~.n.y.~ .y.y.n.~.y .y.nr.w • ~ ~ ~ • • ~ ~ ~ • p YI W 2 4 ¢ O N O K ~+ W J W F• Yf~O1~mP O~NO1• N.OI~mP ON~~Cm ON~~Om ONOYIO NONON N LL t'~ .~w.+.~.r .~.~rrr NNNNN All~ll~Al1'1 •~NNO N1~AOO K2 ~ r~ o i Q OO~ON~+ NmMON m~NNN ~'I~ONOP PONNP NPO00 I~I~Or+Nr+ t Of hOY1.+0 MNOmM M~II~1N~ OmI~~O• 1~11'IN~+O OOMO~Y N~Ii'IOI V ~ W • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • 2 T L~OYIY1~ •V~1'1I~1 1'11'11'11'1V1 1'1NNNN NNNNN N.-1.~.~.~ .~.~.~.r.w W O N J 0 O O Y1 Z W 6 1'IOmN.+ AII~~1'1~ r1Y10.-1~I1 PTONL P~P~O 1~b.+Yle N.+OYIN R Oi NOiNO m.pN~1~ N~ooP mrn~OY~ •~rir1Al N~+~DO PPm00 Q 1~ .+ W • ~ ~ ~ • ~ ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • ~ ) ~~'1~'11111'1 NNNNN NNNN~+ ~+~+~+~~ ~~~~~ ^^^~~+ . Y N W a z n J O Yl O G ~+ W J 6 ~F II~~OhOP O~y1~10 N~C1~mP ON~JO ON~OO ~Y10M0 IlIONON N a J ...-~ .~ .+ .r ...+.+.+ N N N N N 1~1 wl e~l 1'11'1 •~ N N~O J M n a0 m C ~ w O Z G~OP~+PO OoOOO ONNP~'1 OmoNO o~PN~+ MP.~tllo YI.+h~.r Y O< ~I~YINr P(p.pYl~ •I~IN~+~+ oPPm1~ P~CYINIf' ~1'IOINN ~+~Oo U O W 2.yT •Vlrlr11~1 NNNNN NNNNN N~~+~+~+ ~~~~~+ ~+~~~i+ i+.~~+ ~ S a ~ W Q h1~1~Ph ~OI~RNQ ONOiN PN~CNr MOJPI~+ mN010 h.INPh • ¢ o~ 1-Yf1~1~o PaDhrO ~OYIM~If I'IPINN~+ ~OOO PPmmO I~hh~0~0 O . 1~ .~ W • • • ~ • • ~ ~ ~ • • . . . • V Y NNNNN .r.~.~~.~ .~.~.nrnr r.y.r.r.~ ..n..~.~.~.~ q C O W Z 2 - p ~ N O W J ~1~ N~OhmP ~.-~^II• Y1O1~~~ ONI'00 ON~~CO ONONO I(IONOM VI f J . .r .y.~ r~.n.n N N N N N 1'1 ~'I1~11~11'1 ~1 ~ tlf N~D ~G A 1~ q 0 ~J r o~ 3 ti~~P mOY1~+P PPONYI O~OYf~00 O~mNh NNf ~IPY1~h Y O~ ~+ONPd ~I~I~n00 N~pONf 1~1N~00 O'01~h0 ~OI(1• A1 Ntir+~O < f U = W • ~ ~ ~ • • ~ ~ • • ~ ~ ~ • • ~ ~ ~ • ~ J~'^ 2 Y Y~~~I~IT q1~IPl01N NNNMN NNNN.r r.w.wr.~ .r.wr .n.-~.-..n 'JS W O ua ~ ~ 1J O O N i4 W C y~N~-~MO J~11'IIN PN~O~+~O ~A1~OP• P~o1-1'1 ~AIw m a.+ONn `~+ tr es ~Nm.Oy~ ~ wOP mOMr~O .pM~I~IAI NNN.+~+ Op m mO1~hh J LL ~ W . . ~ . . • • ~ ~ ~ • • ~ ~ ~ • • ~ ~ . • • ~ • • < - Y 1'11'INNN N ~NNti .+Hy.+.+ .r.r.+.+.+ .+.+.+.~.+ .+.+ Y ~~ W io z n F S O N O W U W J w2 MF Y~~OP6P O N~• N<1~mP ON~~Om CN1~00 OY10 O NONeM V1 Cf <J ~r y.~.n.+.+ NNNNN PI~InP1I1 •~N ~O ~01-r0m ~a ~~ _. o~ K ~OhNPm 01fIN00 ON~I~~ ~~Il11`O 1'l1~Nh1'1 PONNO N~+O1~10 . > O{ •e1~~ry r+Pb1`~O N~VINN OPmO I~OiNN •~P1NN Oo U O W • ~ ~ ~ • • ~ ~ ~ • ~ ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • - Z .-~T •~Plqwl AINNNN NNNNN NN.~~+.+ .+.-~ .+.+.~~w ~r~r.~.-~~ W e ~ ~ O Y~ < W 6 •On.+O ~p1~0.-~• OAIm10 OP~O• OORON •P~eN I~IOmNI~I • O ~ OW ONI7NO PmPh~O NYI~~• I~INN~~+ ~eooP POOmh I~w~ONL .n • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • • ~ ~ ~ • J T NNNNN .~~r.~.~ ^r~~.w w.-~.~.ww .nw~+.+ ^ a 2 6 O N O i ~+ W J ff M1~Ll~mP O.-~N1~1~ N~rOP ONI~Om ONfOO eNOY10 NOY10N N ' t~J .n.r.r.+.~ .+ .r.~~r NNNNN 171~11'11'III •~JIYIO OI~hDO K Z J w O i ~ RCFC a WCD 1 rJYDRO~ ~J6Y 1~/JANlJAL STANDARD INTENSITY - DURATION CURVES DATA ~ PLATE D-4.1 (4 of 61