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HomeMy WebLinkAboutFinalDrainageStudy(Oct.1988) I I I I I I I I I I I I I I I I I I I Name Date R -,-_n of CI,M ENGINEERING ASSOCIATES Chod,ed ~y CI;on' / l JobD..,,;pHonr~N.::.T 2.}z.~ SAN BERNARDINO & VISTA CALI N A S 7"", Y F7 ;VAL Dd;!UNI96l: Si/;IPy' - rt7M- (;ZAeT M, ~~Z7.--0 /214-'V.::://p ~ L' F tI "-P'<h 4 ~ CAt. . I;?' v~ c-n.,. s ,I Pc; C4"'JUry p;z.e tPANd pi; It- 0, J( t?~V~t.~pA6""/I z:ze6r LI4/tt.e p".z,i;f''''- t:>/Z-, vt I ~~ r~ C",- ~'l.~3eo "IDlIE ~f - . ,~ , V.l ~ ", I @mRW~ ;{l NuV u :" l~l"rl ." RIVERSIDE COUNTY ROAD & SURVEY DEPARTMENT \ ~e; ;',.1- f7 -u- ~ I I I I I I I I I I I I I I I I I I I Nome Do.. ~tM~ (, ASSOCIATES Ch"'.... by I Z~-z.--z.O ~ Client Job Dose';.';" 7i2A e..""" b> &-1>'1/ ()AI M tJ i'5j/2'2. - 2. ~ I ~ I VIIIZ& ,lOt!! C O/J.IU,'1 ) SAN BUNA INO & VISTA CAl.I ~ 1J-.::.t5"t. A- 'I NIA PM /!J CI4I../ F. ~ N.... Ct, 1ft ENGINEERING ASSOCIATES C........ b.' Job Description , SAN BUNARDINO & VISTA CAl.I NIA I I I I I I I I I I I I I I I I I I I I Yo" IPA,- ( ZJ 'Z 'ZO -1.7~AhvA6er S7"v~" ;CI3-16zr/VIiT : Oe-r~,;-e'" t:::'N- S~t!' A,vP ~pp_s/Te T7Z/,5t/r.A/2Y r~PIV'S ;'fA.;p '$"r#'~ 19;4-,11;;11/ r::;,el'-/1i~. .' . 6a~r6l2d.J_' !4J/IJ'IU/,t;" UV.vr-l r=~.~ u,--I?U'- #yt:?/24t~(:oV M~NVAL. t<//,r"v A',(?#,,;fJA/~&r.o 'If. (;s " ;::'/U A/f21t/T.. t.e6PVP @ ~ - , -, ,--_.....-- - - ~A,/6' A/I/t::"/k A./G $'0 PrVIf,2.C - ~r/O/V'A(... A/f~/~eo~ ~:. C {'A . <:? -;. "I:S - r-, /214/11;',9,-,- -::;:--r-4I'NSlrV , ,4" /I;u:-'I /A/ Ac., . &)'=I:-Slr~ ~n.e14 IIAIIP . OIV'- SI7E A4.t::'A "A.;f""p SI-I t;"t!'T' NQ ~ 1- A TTlfc.."'~o. MR~ /{/vMlifl&.- J'<4,PF e'-/r~,I4r;'- tt't:,vC.t:>N r~A,,#~ ;/e;IA/T' ~~<;I,v I3cvA,J~"l4.'" Sv/~ - 1f(/2.1f64 ~tlV#"~4-Y r~tA./ .0 11Zl:"~"", t?AI :? I I I I I I I I I I I I I I I I I I I A-tJ-. C M NOmef(Il2.1'- DO'e ,{lc,r,y IW'fi_~'7-'6-3 I.hoo, ENGINEERING ASSOCIATES Cho,ked by Cllon' _ _ " UIX ,-/,6V l Job Do."ip'lon r~,."r '2- 1,,1-0 Or'-~ /^I/Qf:r~ SAN BERNARDINO & VISTA CAlI~NIA l~tJ~t: c;.>\::: C.Cu,", r....""r.. >-rr? <$; rt? S,t? 7i.-vtp of G.o;JCt:/CIrru.1/tJP C/IIIILJ '- //e.lft?"-'I1-r/:'r1- t)C'~7'" C/llltCr L. NL (:'r" Co ..mlJ~'- C--.t?/> ,IIV~-r ,Ar SA6 C//AaT t:J?"F 51 Tt: f/~rIM~Tt= l?cJ/~(.p ;RAAeA./1' >VA/IAA~-4'1 S-h'~p-T AF~_?,rt ;ld..~14 "IV'?/OP 5re;4.M ,(//Z-A,I#~ t:,." A-J yo /I 0/>1:/ ~/T {t::.5 ,Z'ov~1Z 51{~er Loc.f4 It ON AAA P o",r'-fN~ ;4_.P L.~(!:IWVO '7i4At.-e' or= u~t:'#fS 'J:",Tt'N"5,TY c"'"v~ PIITI'J , f2VN4 t: (" /_~ #",""lfe.L& r "'1f6/1./lII(//$ ell ",/;-/l- ,eIlN~r- F ver;=: (;",II"",~ PA n~ ?r~~ CI4,PII~/7'1 CI/11I2.T /43 104 It? <- S rplf-AA - .?~ I":' '-~ - J./5L f?A.INr()VI -DA,I - PM Fi Lf::- - H6L P/Z/A.lTOVI ;:?;I-"'~,v L I'f rtnfl,.;/t- S Co 1 17 -'pJU /'tt.-t:: 1 - il6'-- f'/l..IAlr",;r c -II tv !/<:- flI/-I -C/tlc,H t;;1f i/IV 5'7114-4-1.t)4.IWv ~"Nb- /$ ;2~T/tf).lVA'- MS-71/"t:> PArA ,.-o/2..,!,vTtlvr"S ~/O 4'100 101 I c; IIlO~( A-I A-"2. A-~ 1/ -4- ,I/-s ,11-6{7 I ~-8 A-'- A-II " ,II.. Ir /I-/~ /1-/7 1-1S- /1- Ie; ,<) .. u:> 14-Z., IJ-Z2.- 13- / - /3-1- B - 5 - ~-1 ~ -/~--/S-18 /j -II) /3-/7. - 8-/~ ,IS -II ~-I+ 15-// !?-/I 0,.;L-'-( C; -/' -?a C-/~ t>.-. I I I I I I I I I I I I I I I , I I I iRCFcaWCD HYDROLOGY j\;JANUAL ~ HYDROLOGIC SOILS GROUP MAP FOR BACHELOR MTN. -5 LEGEND - SOILS GROUP IOU_IIY I A SOILS flllOUP DESIGNAnON o - - - - - f'EET 5000 PLATE C-1.53 I I I I I I I I I I I I II I I I I I I I a: ::) o :I: a: LLI a.. en LLI :I: U z I ~ ~ - en z LLI ~ Z ...J ...J f z :a a: ~ W J J . . .. .. . w .. . ~ .. '" .w .. -~ w " .. w . . .. .. _w ~ ..--. ......IN.. .... . "'","',..N ....... ....... .... . "'......IN_ --...... . .. .w -~ :::~; .... . ....If'I. .~...... .11I.,.... .... . ........... 1-..."'. ......... . . . . . ...---- a_flit"". ----- ;C==I~ .... . ...,..,.. .......,..,.. ......... .... . NNAlfllj_ a_.."'. ----... ..... ...... .... . "'''''......'''' ,....IN. ........ .... . ----- ._N~. ----- ..11\__ .... ..... .... . ......,..,..'" ....... ,....-.. .;,:,;,.:..= ......,.... ----- ~r=:: .... . .......... ......-. ........... .... . ----- .-...... ----- RCFC . WCD HYDROLOGY MANUAl.. 5.. -w ~~ ." H .. ! . .. .. .. 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STANDARD INTENSITY - DURATION CURVES DATA ~LATE D-4.1 (4 of 6) ~ I I I I I I I I I I I I I I I I I I I A-g AC!SI. DDUlYIClUI c:ovu. ,Lud Uae (1) ..~ Velue a.ftge-Percent Por Average c-.4i tione-Percent (2 ..tural or A.9Z'ieultun o - 10 0 liDgle really "'identlal, (3) 40,000 S. P. (1 &en) Lou 20,000 S. P. (~Acre) LoU 10 - 25 20 30 - 45 40 '7,200 - 10,000 S. P. Lou 45 - 55 , 50 : 1l11tiple P.aily "aidential, c-- '-l"i~ 45 - 70 65 ~ftU 65 - 90 80 lIlIbile ac- Pult 60 - 85 75 ! I , 80 -100 90 c-rcial, Downtown Ialau.-a or Induatrial IIot..: 1. LAnd uae Mould be baaed on ultiaate dewloc-ent of the veterahed. Lang range _atar plana for the CQlftty and incorporeted cities lIhould be revi_ed to wure rea.onable land uae a..~tiona. I . 2. .." .4ed valuea are baaed an average c:onditiona which _y not QIlly to a particular .tucty area. 'ftIe percentage iJlparviou. -y vary CJ%'eatly ewn OIl ~ _.arable aized lota due to differencea in dwelling a1l:e, ~U, etc. Lan~cape practicu Mould allo 1M ,_idered .. it l. C QIl in _ era.. to ..... o~tal grav- elll lIDI5erlain by illpervioua pl..tic _Udab in place of lawns and ahrum. A field inve.tigation of a .tucty area ahauld always be _de, ana a nvi_ of aerial l'hotoa, tlhere available _y ...lat in estimat- ing the percenta98 of iBtpervious cover in developed area.. 3. P= typical bone ranch 8\Jbdlriaions iacreaae iaperviou. area 5 per- C8Ilt over the value. nc ended in the table above. RCFc:a WCD HYDROLOGY MANUAL IMPERVIOUS COVER FOR <6 DEVEUOPED AREAS PLATE D-5.6 I I I I I I I II I I I I I I I I I :~ ,. 1 ~ ... .. . w :. ~ ~ ~ I OJ ~ .. . ~ . .. .. . .. .. .. . . ~ ~ . ..~:....--~~.....~.... . ~~~~~~............... . . e;. . . . . . . . . . . . . . . . . . . . ~.~.~...._N~~...~.... . ~~~~~~~~............. 1ft ..................... . . .. :=:~:~:~:::;=::==~::: . e.................... :i ,. II ,~ ,~ ,. :! ,.. ,.. '.. ,. ,.. ,~ ,., ,~ ,.. ,.. : I!: ,., .. .. ! . .. i: ~.. ,.. .'" .... le ~.. ,OJ ,.. . . .. ~ :. ... .. . .. . Z .. ~ ~ .. . I OJ ~ .. . i .: .. .. .. Z . ~ - ..._~~Ift.~...-~~..~... ..~~~~~~~~~.......... .................... . :~:::==:~::::;=:::::: .................... . N~~Ift....N~..~..N~..~.. ..l....~~~~~~~........ . e.. . . . . .. . . . . . . . . . . . . ~.,_N..~..N..~..N~Ift~.. ",1f'1.. c......................... .................... . _~Ift...._~Ift...._~....N.... fltlflrltlllftlltl........................ .. .................... . . . ~ NIft'....N...-...-~...~... ..,........................... ................... .. . 'co . :i , ~ , ~ ,. 't '.. .. Ii .. ~ ., ~ .. .. 5 I i ~~ Ii ~l' .. . ._.~.~..~..N~._..".~O N~'~~....~~~...~~~.... .................... . . . ..I.~.N~_..~...~~N._.. ...--~~~~...~~..~~... .................... . .................... . .~.~.~.~.~.~.~.~.~.~. ,__NN~~..~~..~~..... . . .. "''''I.~.... _~ Npt.", .....~.... ~~,~~~~~.............. .................... . . N~I.~.~....-N~.......~... . ~~,~~~~~~~............ 1ft ..................... . .._N~..,..~...N~......~... . .~~~~~~~~~~.......... . ..........10.........10 ~.'.._""..,.,.~.. _N pt......... ...~~~~~~~~~c.c...... .10.................. . ..,.,....N~..~.._N~.,.C~.. .....~~~~~~~.c..c.... .....10......10........10 .N~......._N..,.,~.._~..~.. .......~~~~~~........ .................... . .~.-~....-~.......-~....~.. ~.....,.......~~~~~....... .................... . :;:==:~:s::~::~:=:::: ..................... . ~ :~:::~==:~:::=t::==:= - ...................... ~ ..N..N.,.,.Ntn.-..-.~..~. . 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IO..... =.=~:~::~:=:~t;=:~=:: .................... . ==;=:=::::::r=:=:~=:: . . . . . . . . . . . . . . . . . . . . . ~ :::;:=I:~==:=::::=I:: - ..................... .. ....._.~.~..~w._~.-.~. . ..ft................w..~~.... ..................... ~ <r. ~ :::=~=t~.:=:~=::::;=: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..::=c=~:=:.~:~el==I: - RUNOFF COEFFICIENT CURVE DATA 0.. PLATE 0-5.7 (7 of 121 I I I I I I I I I I I I I I I I I . .. . I ~ ... i : . I .. .. .. . i .: .. .. .. . . " " . . . -~~~...~............. ..................... . . . . . . . . . . . . . . . . . . . . . .. . i " " . . o .. WI .. . .. " .. " .. .. l!i .. .. .. I . WI :> o ".. ... ... .... t:' "I. . c . . :> I ... WI r w " . . . ;~===::::cc=:==:::::: .................... . .. . . .. i " " . I .. .. j .. .. . " . . . ~:: I:;::::: am:: :;;::: ~: . . . . . . . . . . . . . . . . . . . . . I .. .. ~ .. 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" .. .. l!i .. I .. .. " WI . .. .. .. ! .: I . .. i ".. Ii "I: A-Ii . ; ~.....1fI1f1...~~~....~..0 ..................... . . . . .. . . . . . . . . . . . . . . . . . . .. ::::::=:::::==::::::: . . . . . . . . . . . . . . . . . . . . . .. . . ;:===::::~~::~=:::::: .................... . ... _fIlIN" P'.." ""...~..~... ~..............c...c. .................... . :::::;;=~=:r'=:~I:=:: .................... . .~~....__fIlI~..IfI....... ~~~~~~............c.~ ................... .. ~........~. .._~fIlI~."".....O ~~~~~~~~.............. .................... . .._N~.IfI.~...~~.""....O .~~ ~~ ~~ ~~ ~~........... .................... . . . " _~..~.._~..~.._~....O ......~~~~~~~........ .................... . .. . .._~IfI~.N....ft""~._~~.. ................~~~~..... . . . . . . . . . . . . . . . . . . . . . . . ...~.fIlI~_..""...~~~._.. ... __NN~".. ........~... .................... . .................... . OIflO"".1fI0"".IfI.~.""."".""O""O __fwfwP'l~..IfIIfI...~....O . ...........""""..............00 . ..................... . ..................... . ~~N~~..~..~..~~~.....oo . .................e.... ~ ..................... . . . ..___fIlI~....~""..~~....O ......e..........e... .................... . .. . .. ....____~..""~.~..c...o ~~...c..c.....c...... .................... . . . .. ~~....___P'l~.~~.~~.~..O ~.~~~............c.c. .................... . .. . .. ~..~....__fIlI".~IfI.....0 ~~~~~~~.........c.... .................... . . .. __".~.~...__P'l..~.~c.O ~~~~~~~~~......c...c. . . . . . . . . . . . . . . . . . . . . . ~...NP'l.~.~..__~.~~C.O ...~~~~~~.~.......... .................... . . . " =;=::;::~=~t:~;=:==:: .................... . .. . ...-~...".~._...-~~.. ..._.._~.....~~.~..... . . . . . . . . . . . . . . . . . . . . . . . ..."._~_..IfI...A~N.-.. ...----"".......~~... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ........................ ----"~......~.....: RUNOFF COEFFICIENT CURVE DATA ,0 PLATE D-5.1 (9 of 12) I I I I I I I I I I I I I I I I I I I I ~ ~~~....~~~~.......... . ............e........ ~ ..................... ... .. . r ~ ~ ~ ": . .. .. .. . i .: .. .. .. . . ~ ~ a ~ ..~~~~~..~~~e.c....oo i ~ ~~.~~~~~~~~~~~~~~~~~~~ ... .. . .. . % .. ~ ~ .. . o .. .. .. . ~ . ~ .. .. .. .. . . ~ ~ .. u . Ii i ~ ~ .. .. ., .. .. .. " .. " u ~ .. ... .. ., u .. .. II " " .. ~ ~.. ... ... ..... H ~.. . .. . . C> r .. .. 11 ~ " "' t .. .. ~ .. 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(TOTAL FLOW IN STREET) RCFIC a WCD HYDROLOGY MANUAL RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT VELOCITY DISCHARGE CURVES COUNTY STANDARD No. 104 40' ROADWAY 6- a S- CURBS i _ 1--.. Jell..J. 1-- :; ---.--- -.. - & ..... 0......_ , .. - \'?:J PLATE 0-7.5 I I I I I I I I I I I I I I I I I I I fr"11 60' R W 36 7' II' II' i 2.00/0 i 2,0% 114..... ft ,,:>0/0 '14-'" ft. L . - - . - !!:II -rr " 0.015 TYPICAL SECTION 10 .. to to '0 . . 7 10 en 1 1 D: T I.L; . . . ~ . r - 0 1 0 .J UJ > . . o . 2 1 0,' OJI O,T OA 0.1 . I .. I . . 10 . 10alO 401010 10100 100 11>0 0,' ~ .tOO 100 IDO eoo 1000 DISCHARGE - C.F. S. (TOTAL FLOW IN STREET) RCFca WCD RIVERSIDE COUNTY FLOOD CONTROL A_D WATER CONSERVATION DISTRtCT VELOCITY DISCHARGE CURVES COUNTY STANDARD No. 105 36' ROADWAY 6- a 8- CURBS _~~~ 1-- -~ . .......-.. ..- \bt.. HYDROLOGY MANUAL 1'- . --..-- ~" PL~E 0-7.6 I ~ I I I I I il I I ;, :1 " :; II I I I IBO 168 156 144 132 120 lOB 96 B4 72 ,," ,w :X :U ,Z , 60 z 10,000 8,000 EXAMPLE 6,000 D-42 hu:b.. ().$ he') 5,000 O-120eh 4,000 2' HW 0 t..t 3,000 (') t.$ a.a 2,000 Ct) t.1 7.' 13) t,t 7.7 '0 in hit 1,000 800 :e 54 /' // / ."y ,,~ // /' g/ CHART 2 (I) (2) (3) 6 11- Ie; (j HEADWATER DEPTH FOR !.I.. HEADWATER SCALES 2B3 CONCRETE PIPE CULVERTS ~ .u.f.U..PU.LIC...Os....... REVISEDMAV1964 WITH INLET CONTROL ~ ,r..." ,c" J~?:.J~\::~::,:~~:ft€::fr1i:~~:f:~ :~~t~::::'.~:~:~~,7l?:~e~r;.~;~:~~~::~i}?0~~'~!J~~~~~~jf~~f!,tt~~. 600 500 400 300 Ul &L U Z 200 't- , a: .., > ..J ::> ,U ,&L o '0:: ..... t- ,.., ::IE ... .0 4B /,w 100 /' ~ 80 /"" ... ---42 X 60 u Ul 50 HW 0 [) SCALE ENTRANCE 40 TYPE 36 30 II) SquOt. ,dOl .lth 33 hud.oll 20 It I Groon end .ith '30 tlndwoll 131 Croon ,nd 27 proJ,ctill9 10 24 8 6 To... sui. (21 or (31 project 21 5 "o,bo~t.IIJ t. nol. 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C,I1 flit ENGINEERING ASSOCIATES Ch",ked by 1<- I, Job Dosedp,;on SAN BERNARDINO & VISTA CALIF IA 7/(),tJI/I '-H~ -1)'<1 -\"lclO f)f7,P;/V 4~4.IO tF ~&' If ~I Date Client P, -4 +- o' 5,v0'-1 t " 3 q Self '- c- l'^~ l'Z.f1D f ""--- 7- " J '':~I I ":' ~ t i I ~~ 1"'~-#l..1 '. I ,.... ~ It q f)' ~~ <JJ7 '\ f'-' c: \SYt1F'H::: **************************************************************************** I I I I I I I I I I I I I I I I I I I PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE IReference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) *******************************".******************************************** ," ," ,".".' ';..':..':.,';,.';" ..,......,. ............, " ~. <"<<<< <<< .' .................. ..... . .- ." .' ." ~ .' ..... . IC) Copyrisht 1982.1986 Advanced Ensineerins Software [AESJ Especially prepared for: CM ENGINEERING ASSOCIATES ", ", ". ;" ~" .;. <<< " "':" ......... ......... " " " '. '. " ~ '. " ......... ...... .. ......... "'. ". <>". ". ", ....... . .>.>.>.>)".>.>':: ," ," .' ............. ...... .,' ,.' ,.' ,."/ ***~******DEscRlp.rION OF RESULTS******************************************** . TRACT 23220 STORM DRAIN LINE A QI00 . * FILE 1187163 * . vJ.O. 11-87-16"'3 . **************************************************************************** **************************************************************************~* NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DES IroN ;'1.'\NU?,l_S. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 833.78 FLOWLINE ELEVATION = 55.21 PIPE DIAMETERIINCHl = 36.00 PIF~ FLOWICFS) = 67.14 ASSUMED DOWNSTREAM CONTROL HGL = 58.210 ----------------.-------------.--.---------.--------------------------------------- ----------------------------------------------------.------------------------ [.lODE 8:33.78 : Hi3L= 58. 210>;EGL:::: 59.611>;FLOWLINE= 55.210> ....... . ....... . . ...... ... .. . ,",'." ,".' ," ," ," ...... . ...... . .,',' ,",',',' .:" <. <. -:; ":. ...... . "', ":. ":- >.>.> ". ", ....... . ",",",",',",", '. ....... . ...... . ~~~:.~??;.???~~.>})///} Advanced Engineering Software [AESJ SERIAL No. 100793 VER. 2.3C RELEASE DATE: 2/21/86 <: ". "'< ... ..... .............. .......... . ..... . ..... . ..... . .(.;"'.;..........<<.:. ....~......~~..~~.~<<<>>>)>>>>>>>))//~ ....... ............. ~~~ ???????;?~;~/? ============================================================================ PRESSURE FLOW PROCESS FROM NODE 833.78 TO NODE UPSTREAM NODE 840.57 ELEVATION = 55.28 840.57 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOW = 75.00 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 6.79 FEET MANNINGS N = .01300 SF=IQiK)..2 = II 75.001il 666.983)).*2 = .0126442 HF=L*SF = I 6.791*1 .01264421 = .086 NODE 840.57: HGL= 57.949>;EGL= ( 59.697>;FLOWLINE= < "/,;~ 55.280> PRESSURE FLOW ASSUMPTION LOST PRESSURE HEAD USING NODE 840.57: Hi3L= USED TO ADJUST SOFF I T CONTF:OL = 58.280>;EGL= HGL AND EGL ....:.....:' 60.028>;FLOWLINE= 55.280> I I I I I I I I I 1 I I 1 1 I I I I I =======================================================================j1;~ PRESSURE FLOW PROCESS FROM NODE 840.57 TO NODE UPSTREAM NODE 900.00 ELEVATION = 67.00 900.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD': PIPE FLOW = 67.14 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 59.43 FEET MANNINGS N = .01300 SF=IQ/K)**2 = (( 67.14'/( 666.983')**2 = .0101329 HF=L*SF = ( 59.43)*1 .0101329) = .602 NODE 900.00: HGL= (59.229>;EGL= 60.630>;FLOWLINE= 67~OOO> PRESSUF,E FLOW LOST PRESSURE NODE 900.00 ASSU~1F'T I ON HEAD USING HGl,= ( USED TO ADJUST SOFFIT CONTROL 70.000>;EGL= ( HGl, AND EGL = 10.77 71.401>;FLOWLINE= , 67.000> =======~===================================================================== PRESSURE FLOW PROCESS FROM NODE 900.00 TO NODE 1000.00 IS CODE = 1 UPSTREAM NODE 1000.00 ELEVATION = 67.50 CALCULATE PRESSURE FLOW FRICTION LOSSESlLACFCD): PIPE FLOW = 67.14 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH - 100.00 FEET MANNINGS N = .01300 SF~(QjK)**2 - (( 67.14)/( 666.983))**2 = .Ol(l1329 HF=L*SF = ( 100.00)*( .(101329) = 1.013 NODE 10mJ.00: HGL= 71.013>;EGL= ( 72.414>;FLOWLINE= 67.500> ------------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1000.00 TO NODE UPSTREAM NODE 1(00.00 ELEVATION = 68.mJ 1000.00 IS CODE = 'C' ~, CALCULATE PRESSURE FLOW MANHOLE LOSSESlLACFCDI: PIF~ FLOW = 67.14 CFS PIPE DIAMETER = 36.00 INCHES PRESSURE FLOW AREA = 7.069 SQUARE FEET FLOW VELOCITY = 9.50 FEEl PER SECOND VELOCITY HEAD - 1.401 HMN = .05*(VELOCI1-Y HEAD) = .05*( 1.4(1) - .070 NODE lmJO.OO: HGL= 71.083);EGL=, 72. 484>;FLOWLINE= 6[,.000> ------------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1000.mJ TO NODE 1000.00 IS CODE = 4 UF~TREAM NODE 1000.00 ELEVATION = 68.00 CALCULATE PRESSURE FLOW SUDDEN PIPE ENLARGEMENT LOSSESlLACRDI: PIPE FLOW = 46.26 CFS DOWNSTREAM PIPE DIAMETER = 36.mJ INCHES UPSTREAM PIPE DIAMETER = 30.00 INCHES UPSTREAM PRESSURE FLOW VELOCITY = 9.42 FEET/SEC. DOWNSTREAM PRESSURE FLOW VELOCITY = 6.54 FEET/SEC. SUDDEN PIPE-FLOW ENLARGEMENT LOSSES = I(Vl-V21**2)/64.4 = (( 9.424- 6.544)**2/64.4 = .129 NODE 1(00.00: HGL= ( 71.234>;EGL= ( 72.613>;FLOWLINE= ( 68.000> ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1000.00 TO NODE 1028.91 IS CODE = 3/ __ ~~~~~:~~_~~~:__~~~~~:~_ ____:::~~~~~~_:____=~ ~=~___________ ___ _ _ __ ,.. .__ _'P.___ CALCULATE PRESSURE FLOW PIPE-BEND LOSSES lOCEMA) : PIPE FLOW = 46.26 CFS PIPE DIAMETER = 30.00 INCHES CENTRAL ANGLE = 37.000 DEGREES PIPE LENGTH = 28.97 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 4.909 SQUARE FEET I I I I I I I I I I I I I I I I I I I VELOCITY HEAD = HB=I<8'" (VELOCITY PIPE CONVEYANCE fO'R I CT I ON LOSSES r-JODE 1028. 91 : 1.379 BEND COEFFICIENTIKBI = .1603 HEAD) = .160)*1 1.379) = .221 FACTOR = 410.171 FRICTION SLOPEISF) = = L*SF = I 28.97)*< .0127198) = .::'68 HGL= < 71.823>;EGL= < 73.203>;FLOWLINE= ry/ .01271'18 71.73U> F'RESSURE FLOW LOST PRESSUF:E NODE 1028.91 ASSUMPTION HEAD USING : HGL= USED TO ADJUST SOFF IT CONTROL 74.2:3,0);EGL= < "7 i. 7:=;0> HGL AND EGL = 2.41 75.609>;FLOWLINE= ------------------------------------------------------------------------------- ---------------------------------------------------------------------------- PF:ESSURE FLOW PROCESS FROM NODE 1028.97 TO NODE UPSTREAM NODE 1123.79 ELEVATION = 83.95 1123.79 IS CODE = ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE-BEND LOSSESIOCEMA): PIPE FLOW = 46.26 CFS PIPE DIAMETER = 30.00 INCHES CENTRAL ANGLE = 37.000 DEGREES P~PE LENGTH = 94.82 FEET MANNINGS N = .01300 PRESSUF:E FLOVJ AF:EA = 4.909 SQUAF:E FEET FLOW VELOCITY = 9.42 FEET PER SECOND VELOCITY HEAD = 1.379 BEND COEFFICIENTIKB) = .1603 HB=KB*(VELOCITY HEAD) = ( .160)*( 1.379) = .221 PIPE CONVEYANCE FAC1'OR - 410.171 FRICTION SLOPEISFI - .0127198 FRICTION LOSSES = L*SF = I 94.82)*( .(127198) = 1.206 NOD[~ 1123.79 ~ HGl_= 75. 657); EGt_= 77.(136)";FLOWLINE= < 83.950> ------------------------------------------------------------------------------- PRESSURE FLOW ASSUMPTION LOST PRESSURE HEAD USING NODE 1123.79, HOL= USED TO ADJUST HGL AND EBL SOFFIT CONTROL - 10.79 86.450>:EGL= 87.829);FLOWLINE= t3~';. 950> ----------------------------------------------------------------------------.--- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1123.79 TO NODE UPSTREAM NODE 1123.79 ELEVArION = 83.95 1123.79 IS CODe = " "' CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 46.26 CFS PIPE DIAMETER - PRESSURE FLOW AREA = 4.909 SQUARE FEET FLOW VELOCI1Y = 9.42 FEET PER SECOND VELOCITY HEAD - 1.379 HMN = .05*IVELOCITY HEAD) = .05*( 1.379) - NODE 1123.79: HGL= 86.519);EGL= < 30.00 INCHES .069 87. 898); FLOWLINE= 83.950> ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1123.79 TO NODE 1194.34 IS CODE = 1 UPSTREAM NODE 1194.34 ELEVATION = 84.30 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 46.26 CFS PIPE DIAMETER = 30.00 INCHES PIPE LENGTH = 70.55 FEET MANNINGS N = .01300 SF=(Q/K)**2 = I( 46.26)/1 410.171))**2 = .0127198 HF=L*SF = ( 70.55)*( .(127198) = .897 NODE 1194.34: HGL= < 87.416>;EGL= < 88. 795>;FLOl-JLINE= 84.300> ------------------------------------------------------------------------------ ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1194.34 TO NODE 1237.74 IS CODE = 3 UPSTREAM NODE 1237.74 ELEVATION = 83.52 ~ CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 46.26 CFS PIPE DIAMETER = 30.00 INCHES CENTRAL ANGLE = 25.000 DEGREES PLPE LENGTH = 43.40 FEET MANNINGS N .01300 I I 1 I I I I I II I I I I I 1 I I 1 I r~co~u~c rLLIW Hr~LH = ~.7V~ ~WUHh~ ~C~l 8-$ FI_OW VELOCITY = VE,LlJCITY HEAD = j'!B=I<:B*. (VELOC I TY PIF'E COI'NEYP,NCE F'F: I CTI ON LOSSES NODE 12~:7.74: FEET PER SECOND BEND COEFFICIENTIKBI = .1318 .132)*( 1.3791 = .182 410.171 FRICTION SLOPEISF) = ( 43. 40) * ( . 0127198) = . 55:: 88. 150>;EGL= 89.529~;FLOWLINE= < 9.42 1.379 HEAD) = ( FACTOR = = L*SF = HGL= .01271Q8 8::::;.520> ===============~================================:============================ PRESSURE FLOW PROCESS FROM NODE 1237.74 TO NODE UPSTREAM NODE 1237.74 ELEVATION = 84.52 1237.74 IS CODE = ~, "' CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 46.26 CFS PIPE DIAMETER - PRESSURE FLOW AREA = 4.909 SQUARE FEET FLOW VELOCITY = 9.42 FEET PER SECOND VELOCITY HEAD = 1.379 HMN = .05*IVELOCITY HEAD) = .05*1 1.379) = NODE 1237.74: HGL= 88.219>;EGL= 30.00 INCHES .069 89.598>;FLOWLINE= . 84. 5::-:~O> ------.-----.----------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1237.74 TO NODE 1302.23 IS CODE = 1 UPSTREAM NODE 1302.23 ELEVATION = 89.19 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOW = 46.26 CFS PIPE DIAMETER - 30.00 INCHES PIPE LENGlH - 64.49 FEEl MANNINGS N = .01300 SF-=(Q/rU+':-~<~ -- (( 46.26)/( 410.171))~'*2::;: .012719U HF=L~'SF ::;: ( 64.49)*( .(127198)::;: .820 NODE 13(12.23: HGL= 89.039>;EGL= 90.41S:>;FLDWLINE= ::;::'7.1S'O> PRESSURE FLOW ASSUMPTION LOSl PRESSURE HEAD USING NODE 1302.23: HGL= USED TO ADJL8T HGL AND EGL GOFFIl CONTROL - 2.65 91.690>;EGL= 93.069>;FLOWLINE= 89.190> -------.-------------.---.--------.-----------------------------.---------.----------------- -------.--------------------------------------------------------------------- F~ESSURE FLOW PROCESS FROM NODE 1302.23 TO NODE UPSTREAM NODE 1345.60 ELEVATION = 92.32 1345.60 IS CODE = ..;.. CALCULATE PRESSURE FLOW PIPE-BEND LOSSESIOCEMA): PIPE FLOW = 46.26 CFS PIPE DIAMETER - 30.00 INCHES CENTRAL ANGLE = 25.~)O DEGREES PIPE LENGTH = 43.37 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 4.909 SQUARE FEET FLOW VELOCITY = 9.42 FEET PER SECOND VELOCITY HEAD = 1.379 BEND COEFFICIENTIKBI = .1318 HB=KB*(VELOCITY HEAD) = 1 .1321*1 1.379) = .182 PIPE CONVEYANCE FACTOR = 410.171 FRICTION SLOPEISFI = .0127198 FRICTION LOSSES = L*SF = ( 43.37)*< .0127198) = .552 NODE 1345.60: HGL= < 92.423>;EGL= < 93.802>;FLDWLINE= < 92.320> ---------------------------------------------------------------------------- PRESSURE FLOW LOST PRESSURE NODE 1345.60 ASSUMF'T I ON HEAD USING : HGL= < USED TO ADJUST HGL AND EGL SOFFIT CONTROL = 2.40 94.820>;EGL= 96. 199>;FLOWLINE= ~ 92.320> 1/'\ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- F'RES!:,UF:E FLOloJ F'F:OCESS FROM NODE 1 ~:45. 60 TO NODE UPSTREAM NODE 1345.60 ELEVATION = 92.32 ~ "' 1345.60 IS CODE = CALCULATE PRESSURE FLOW MANHOLE LOSSESILACFCDI: PIPE FLOW = 46.26 CFS PIPE DIAMETER = 30.00 INCHES F'F!F<:;<;IIRF FI m,J ,AREA = 4.909 SQUARE FEET VELOCITY HEAD = 1.379 HMN = .05*IVELOCITY HEAD) = .05*1 1.379) = NODE 1345.60: HGL= 94.889);EGL= < . 15-7 I I I I I I I I I I I I I I I I I I I .069 96.268);FLOWLINE= 92.320> ------------------------------------------------------------------------------ ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1345.60 TO NODE UPSTREAM NODE 1779.70 ELEVATION = 94.49 1779.70 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOW = 46.26 CFS PIPE DIAMETER - 30.rnJ INCHES PIPE LENGTH = 434.10 FEET MANNINGS N = .01300 SF=IQ/KI**2 = II 46.26)/1 410.171))**2 = .0127198 HF=L*SF = I 434.10)*< .0127198) = 5.522 NODE 1779.70: HGL= < 100.411);EGL= < 101.790);FLOWLINE=. 94.490) ---------------------------.-------------------------------------------------- ---------------------------------------------------------------------------- END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM ~ I I I I I I I I I I I I I I I I I 1 I No... eM' . t- i . E~INEERING ASSOCIATES Cho,ked by I~ Job Dose.;p'..n -rlZl4cr /7,11 Z, of V SAN BERNARDINO & VISTA CALIFORNIA INI..e1' <ONr"/2tJ.1.. CBJ! q'fJO: (if.) S;C6d' Gfrfl, Z I-II't>I/P,: (). S-z.. Hw: (J.S'2.(z,):: I,ttr 1-=t:CU;1I " ~ 14.S7-o.)"-I.(lr ""6 -:: n....,~ h..I~ v,~ ~.~' r..}'" ~- /2'iO \~ \l " ~ 0/. dl ~., ,;"t...,,~ ~!I.'~ 'Y" 0... .'1 .1 ~.(O Hb.... ftAJ'" 71.~f+ /. '4-c. 7Z.'f'I oIL < "74 01 b - 1~1o - 'Z"StZO P"'-";N'A&,(; 'SrvOY IAiLt:!! 6.uTWll.- cr~"l Qloc.l: 1(.0 C-f=S Tfl.'/ Z4" f2..1c...p . FI'-/P~/tJ Oe{JTH, H w I~J.'Z. : "~~b Hw= L.1. (Z.6) ': 1.,~ 7~1 M'I-';: fL -:. 74 .';7- o.~- fb - "2..+ ~ 1('~ ~A" lI.,o )I ft- Mlfy 7~>/ '.(1Ai~?/.11+'l4~1>~1 h'.... . I oIL <:: 14- "e. ~/; -to ~I DeS'{z,#. L~~'- I /.Il/6:i S,,~ CDNPqi(l.4-1 01'''' : 1'1. & c.r"> .M Il)f Pc 1-' 0 I$~FDfl.E' S PII../. t>lJ~ ~'7r.'r--74.'t;/~".78' :.N .Fo."i) Q.....ot>< BEfi,...&" S'P'LUve1L- H / A ::. 6.78/ P. 5, f.'" . '. tp IL -:. /.6 c.!5/fT ,{l..'/ L-= [D'//,' ::: /6e.r-s U 51:" /0' I/J I'~' 'r vl-S 51"L1-cv cHed~- GIO p-, 'Ie.. f2-T Qlo-./1..&o. (..l~ . L--:. (0' ,,', <M.= 1,"24.-./-I/FI.} (-1/11 -. [. '? - H~ /, ,(os) = b. tr' MAv POAJO:. 7 ~'. 't'i - 1+. g7:: .t', "1.: ;).11, '1 (7.6;-1 - c/le-.::.K- /liteM..; '- f!= 1),62 A = "S.. I-I/~: j, -z. f- " ;'> ~/i-: /.z. GF'sj Ff L:/'Z.C,/,.-z.= 1t:'.'7S' '~7%PIFF It) 'Le-;v(;T~ o~ tAni6-1 -: '\ q N .... ~"<l .. () , ... ....'" .... 't \I \) "":t ; p. .l" J).;-SI6.u C r?:J:J- z.. 1. ..~ IAlL I#f = '5"Mp (oNP'fIO-.l "GF C;; ICC -:: '1.'3> G F'; V SE q ,"} -t- ~. ~ f>P.LL 0.':&")';' n, I G"'.S AJI ?o/oJo -:: 7S'.7 - 74. 87 ~ t),8~ I 1 -f':-.J() LIF,.;61H (,f:"IF CH~^,r) 1..../;: (J.ts ). '" t/.S' ; .H/IJ -= I.,{," .'. 4',h. = /.(;'c("s / PT . "':L. :.f,;'V/,'6 '" ~z.. f./S~.jgl C/./e.::.'L O,l) ca.. Tc.. LT. t:J1f 8Y INSP(:;~ Cf?I:l:,I) 'YJ 1 I 1 I I I I I I I I I I I I I I I I 8-11.--- ****************~**********************************************************~ PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE IReference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) *********************************************************~.****************** ...... . ...... . . ," ,".'." ," ...... . ...... . ".",". '. '.' .;.~. .. . .."/// .. . ....... ICI Copyright 1982,1986 Advanced Engineering Software [AESJ Especially prepared for: CM ENGINEERING ASSOCIATES ". .~ .:' " .( .::- .;" ~" " ::: " .:" <. " ';" ,,' ... " " ,,' .. ,,' " > " .. ", ", .... .... .... .. ':: ", > .. ":. "; .,:' :> :> " ", " >- " .:. .:. " " " " " ", " ", , " " " ,,' " " ,,' ,,' / ,,' " ... .... **********DESCRIPTION OF RESULTS******************************************** * TRACT 23220 STORM DRAIN LINE B 0100 * * FILE 1187168 * * t.J.O. 11-87-,\6-:, * **~,************************************************************************* ~*************************************************************************** NOTE, STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DE:::; I (3N MANUeL,::. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = l()C)~(iO FLOWLINE ELEVA'fION - 68.00 PIPE DIAMETERIINCH) = 30.00 PIPE FLOWICFSI = 28.40 ASSUMED DOWNSTREAM CONTROL. HGL = 71.240 -------.----------------------.----.-..-----------.-.------------.-----.--------------------- ------------------------------------------------------------------------------ NCJDE 100, ()O ~ Hl.3L:;:;: 71. 24U>; E(3L~::: 71.760>;FLDWLINE= 68.000> // ......:.... . Advanced Engineering Softwat~e CAESJ SERIAL No. 100793 VER. 2.3C RELEASE DATE: 2/21/86 ~~.~///~.~~~<~~~~~/ '.', .;'':: <<<<" ;.::- ,.:;. .;',.> .....;. ......... .:..... ...... . . ,",',' ," ," ---------------------------------------------------------------------------- -------.--------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 100.00 TO NODE UPSTREAM NODE 100.50 ELEVATION = 68.00 100.50 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCDI: PIPE FLOW = 28.40 CFS PIPE DIAMETEF: = 30.00 INCHES PIPE LENGTH - .50 FEET MANNINGS N = .01300 SF=IQ/K)**2 = II 28.401jl 410.171)1**2 = .0047941 HF=L*SF = I .501*( .00479411 = .002 NODE .\00.50: HGL= 71.242>;EGL= 71.762>;FLOWLINE= ~\ 68.000:> ------------------------------------------------------------------------------ ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 100.50 UPSTREAM NODE 143.81 ELEVATION - TO NODE 68.22 143.81 IS CODE = ". II II I I I I I I I I I I I I I I I I I CALCULATE PRESSURE FLOW PIPE-BEND LOSSESlOCEMAl: PIPE FLOW 28.40 CFS PIPE DIAME1ER - 30.00 INCHES CENTRAL ANGLE = 55.000 DEGREES PI~~ LENGTH = 43.31 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 4.909 SQUARE FEET FLOW VELOCITY - 5.79 FEET PER SECOND VELOCITY HEAD - .520 BEND COEFFICIENTIKBl - .1954 HB=KB*';VELOCITY HEAD) =.; .1951.,( .5201 = .102 PIPE CONVEYANCE FACTOR = 410.171 FRICTION SLOPElSF) = FRICTION LOSSES = L*SF - 43.31)*( .0047941) = .208 NODE 143.81, HGL= ( 71.552>;EGL= ( 72.071>;FLOWLINE= ( /'>-1:> .0047'''41 68.220> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 143.81 TO NODE UPSTREAM NODE 188.01 ELEVATION = 68.44 188.01 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSES';LACFCD): PIPE FLOW = 28.40 CFS PIPE DIAMETER = 30.00 INCHES pr~: LENGTH = 44.20 FEET MANNINGS N = .01300 SF=IQ/K)**2 - (( 28.40)/( 410.171))**2 = .0047941 HF=L*SF =.; 44.20'*< .0047941' = .212 NODE 188.01: HGL= 71.764>;EGL= 72.283>;FLOWLINE= 68.440> -------------------------------------------------------------------.----------.---- ------------------------------------------------------------.----------------- PRESSURE FLOW PROCESS FROM NODE 188.01 TO NODE UPSTREAM NODE 188.01 ELEVATION = 68.44 188.01 IS CODE = 2 CALCULATE PRESSURE FLOW MANHOLE LOSSESILACFCDI: PIPE FLOW = 28.40 CFS PIPE DIAMETER = 30.00 INCHES F'RESSURE FLOW AREA = 4.909 SQUARE FEET FLOW VELOCITY - 5.79 FEET PER SECOND VELOCITY HEAD = .52(1 HMN = .05*(VELOCITY HEAD) = .05*( .520) - .(126 NODE 188.01: HGL= 71.789>;EGL= 72.309>;FLOWLINE= 6E~. 440> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 188.01 TO NODE UPSTREAM NODE 340.98 ELEVATION = 69.18 340.98 IS CODE = 3 CALCULATE PRESSURE FLOW PIPE-BEND LOSSESIOCEMA): PIPE FLOW = 28.40 CFS PIPE DIAMETER - 30.00 INCHES CENTRAL ANGLE = 33.000 DEGREES PIF~ LENGTH = 152.97 FEET MANNINGS N = .01300 PF;ESSURE FLOW AREI~ = 4.909 SQUARE FEET FLOW VELOCITY = 5.79 FEET PER SECOND VELOCITY HEAD = .520 BEND COEFFICIENTlKBl = .1514 HB=KB*<VELOCITY HEAD) = < .151)*1 .520) = .079 PIPE CONVEYANCE FACTOR = 410.171 FRICTION SLOPElSF) = .0047941 FRICTION LOSSES = L*SF = ( 152.971*< .0047941) = ./~~ NODE 340.98: HGL= ( 72.602>;EGL= ( 73. 121>;FLOWLINE= ( 69.180> ===================:===========~============================================= PF:ESSUF~E FLOW F'ROCESS FRm1 t"ODE 340. 98 TO NODE UPSTREAM NODE 343.48 ELEVATION = 69.20 343.48 IS CODE = C.' ~ CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA il .0 3.00 .049 .000 .000 2 29.3 30.00 4.909 5.969 ~ 13.1 24.0(l 3.142 4.170 45.0(10 4 16.0 24.00 3.142 5.093 60.00() HV ,?1/ .O()() .553 I I I I I I I I I I I I I I I I I I I LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY; (Q2*V2-Ql*Vl*COSIDELTA1)-Q3*V3*COS (DELTA3)- Q4*V4*COS(DELTA4))/IIAl+A2)*16.1) 15- /~ Ulo'sn,:EAM NANNI NGS N; . 01300 DOWNSTREAN NANNINGS N - .01300 UPSTREAM FRICTION SLOPE; .00000 DOWNSTREAM FRICTION SLOPE; .00510 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00255 JUNCTION LENGTH (FEET) = 4.00 FRICTION LOSS = .010 ENTRANCE LOSSES = .111 JUNCTION LOSSES = DY+HVI-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.197+ . ()()..,-- .553+( .010)+( .111) = .764 NODE 343.48: HGL= (73.886>;EGL= 73.886>;FLOWLINE= ( 69.200> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 343.48 TO NODE UPSTREAM NODE 370.24 ELEVATION = 69.70 370.24 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 16.00 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 26.76 FEET MANNINGS N = .01300 SF=(Q/~()**2 - (( 16.(lO)/( 226.224))**2 = .0050022 HF=!._~~SF ~ ( 26.76)*( .0050(22) == .134 NODE 370.24: HGL= 73.617>;EGL= 74.019>;FLOWLINE= ( 69.700> -------------------.-----------------------------------------.--.--.------------------ ----------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 370.24 TO NODE UPS"fREAM NODE 370.24 ELEVATION = 71.17 370.24 IS CODE = 8 CALCULATE PRESSURE FLOW CATCH BASIN ENTRANCE LOSSESILACFCD): PIPE FL.OW(CFS) = 16.(10 PIPE DIAMETER(INCH) - 24.(1(1 PRESSURE FLOW VELOCITY HEAD = .403 CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*< .4(3) = .081 NODE 370.24: HGL= 74.100>;EGL= {74.100>;FLOWLINE= 71.170> ---------.-----------------------------------------------------_._------------------ ----------------------------------------------.----.-------------------------- END OP PRESSURE FLOW HYDRAULICS PIPE SYSTEM '7'" I I I I I I I I I I I I I I I I I I I I CM ENGINEERING ASSOCIATES 225 E. Airport Drive San Bernardino, California 92412 Telephone (714) 884-8804 B / Ir; . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . .. . Inside Diameter ( 36.00 in.) . . . . . . . . . ^^^^^^^^^^^^^^^^^^^^^ ~ I I I I . (29.73 ( 2.477 I I _ _ _ _ v_ Water . . . . . . . . Circular Channel Section Flowrate .................. Velocity.... .............. Diameter of Pipe........... Depth of Flow.............. Depth of Flow.............. Critical Depth ............ Depth/Diameter (DId) ..... Slope of Pipe ............. X-Sectional Area .......... Wetted Perimeter .......... AR ^ ( 2 I 3 ) .................. Mannings ' n' .............. Min. Fric. Slope, 36 in. Pipe Flowing Full....... 67.140 10.754 36.000 29.726 2.477 2.620 0.826 1.000 6.243 6.841 5.873 0.013 l.lH3 in. ) ft. ) CFS fps inches inches feet feet % sq. ft. feet ~ 1 c i M EHlJIlE!.M<<i _S5O"'A1'eS , _'0--'_'.' U411 . ___1,I1II1....~CII't""llH- I at........ 0".........-0. CIllO!. i , D~scRIPTION: 711- Z'} 2}'p $n,o-NI 'OI24t ~M I_'NL~ 'A' , 1."~ ~S>f...().~'7 I I I I I I I I I I I' I I I I I I I I ':rl~ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CM ENGINEERING ASSOCIATES 225 E. Airport Drive San Bernardino, California 92412 Telephone (714) 884-8804 Inside Diameter (36.00in.) . . . . . * . ^^^^^^^^^^^^^^^^^^^^^ ^ . I I I I * (11.65 ( 0.971 I I _ _ _ _ v_ in. ) ft. ) Water * . . . * * . . . Circular Channel Section Flowrate .................. Velocity................. . Diameter of Pipe........... Depth of Flow..... ......... Depth of Flow.............. Critical Depth ............ Depth/Diameter (Old) ..... Slope of Pipe ............. X-Sectional Area ....... ... Wetted Perimeter .......... AR^(2/3} .................. Mannings 'n' .............. Min. Fric. Slope, 36 in. Pipe Flowing Full....... 67.140 CFS 33.890 fps 36.000 inches 11. 653 inches 0.971 feet 2.614 feet 0.324 19.720 % 1.981 sq. ft. 3.631 feet ,- 1.323 '?P 0.013 , 1.013%1 ~t: PIt ~ ASSOCIATES .. ..0'" SOl' . .... .....l".lee...eo. Of ('.IIK II8l _.......,.........~ c-... S"iD I I I I I I I I I I I I I I I I I I I (31~ CM ENGINEERING ASSOCIATES 225 E. Airport Drive San Bernardino, California 92412 Telephone (714) 884-8804 Inside Diameter ( 30.00 in.) . . . . . . . . Water - ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ . . . . . . . . . . Circular Channel Section Flowrate .................. Velocity................. . Diameter of Pipe........... Depth of Flow.............. Depth of Flow.............. Critical Depth ............ Depth/Diameter (D/d) ..... Slope of Pipe ............. X-Sectional Area .......... Wetted Perimeter .......... AR^(2/3) .................. !lannings 'n' .............. !lin. Fric. Slope, 30 in. Pipe Flowing Full....... 46.300 21.498 30.000 13 . 555 1.130 2.248 0.452 7.240 2.154 3. 686 1.505 0.013 1.274 I I I I 13.56 in.) 1.130ft,) I I v CFS fps inches inches feet feet \ sq. ft. feet ?f' Ctl M ENCIIlEeM<<l A8SO"'ITE$ _.Ofl>>'" . IMtI: .....~*..... 011",).'_ _...,...1 or._................ I II I I I I I I I I I I I I I I, I I I 511 . .. . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . CM ENGINEERING ASSOCIATES 225 E. Airport Drive San Bernardino, California 92412 Telephone (714) 884-8804 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . Inside Diameter ( 30.00 in. l . . . . . . . ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ ^ . . Water . . . . . . . . . Clrcular Channel Section F lowrate .................. Velocity................ .. Diameter of Pipe. .......... Depth of Flow.............. Dept.h of Flow.............. Critical Depth ............ Depth/Diameter (D/d) .. ... Slope of Pipe ............. X-Sectional Area.......... Wetted Perimeter.......... AR ^ ( 2/ 3) .................. Mannings 'n' .............. Min. FrLe. Slope, 30 in. Pipe Flowing Full....,.. 46 . 300 26.554 30.000 11.558 0.963 2.247 0.385 12.880 1.744 3.348 1.129 0.013 1.274 ;: I I I I 11.56 in.1 0.963ft.l I I v CFS fps inches inches feet feet \ sq. ft. fee t ?J "\ ,'" 0,'___...,.,' 'elM \, ~ -=:;~~~s;:~ , .... AkfOItClr-._----. CIItor* I I I I I I I I I I I I I I I I I I I C-j **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT IRCFC&WCDI 1978 HYDROLOGY MANUAL lc) Copyright 1982-88 Advanced Engineering Software laesl Ver. 4.0A Release Date: 7/20/88 Serial # 2678 Analysis prepared by: CM ENGINEERING ASSOCIATES 225 E. AIRPORT DR. SAN BERNARDINO, CA. 92408 (714) 884-8804 FILE NAME: 1187163.DAT TIME/DATE OF STUDY: 6: 5 11 1 1 1 980 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENTIYEARI = 10.00 SPECIFIED MINIMUM PIPE SIZEIINCH) = 18.00 SPECIFIED PERCENT OF GRADIENTSIDECIMAL) TO USE FOR FRICTION SLOPE = .95 10-YEAR STORM 10-MINUTE INTENSITY I INCH/HOURI = 2.360 10-YEAR STORM bO-MINUTE INTENSITYIINCH/HOUR) = .880 100-YEAR STORM 10-MINUTE INTENSITYlINCH/HOUR) = 3.480 100-YEAR STORM bO-MINUTE INTENSITYIINCH/HOURI = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 l-HOUR INTENSITYIINCH/HOUR) = .8888 SLOPE OF INTENSITY DURATION CURVE = .5506 F:CFC8dNCD HYDROLOGY ~1ANUAL "C" -VALUES USED **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 2 1 . 11 IS CODE = )))))RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----------------------.------------------------------------------------------ ------_._-------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILYll-ACRE LOTS) TC = K*[ILENGTH**3)/lELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1150.00 UPSTREAM ELEVATION = 1395.00 DOWNSTREAM ELEVATION = 1360.00 ELEVATION DIFFERENCE = 35.00 TC = .469*[1 1150.00**3)/1 35.00)]**.2 = 10.00 YEAR RAINFALL INTENSITY I INCH/HOUR) = *USER SPECIFIEDlSUBAREA): SINGLE-FAMILYll-ACRE LOT) RUNOFF COEFFICIENT = .7500 SUBAREA RUNOFFICFS) = 11.53 TOTAL AREAIACRESI = 8.30 15.815 1.852 ~ TOTAL RUNOFFICFS) = 11.53 **************************************************************************** FLOW PROCESS FROM NODE 1. 12 IS CODE = 1. 11 TO NODE 5 )))))COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< )))))TRAVELTIME THRU SUBAREA<<<<< =~~====:===================================================================== I I . I I I I I I I I I I I I I I I I I I DOWNSTREAM NODE ELEVATION = 1292.00 EHI'lANNEL LE~GTH THRU SUBAREIC\ l FEET) = 1250. 00 H NNt..L BA;:)E(FEET);;;; 12.00 "Zit FACTOF:;;;; 5.000 MANNINGS FACTOR = .030 MAXIMUM DEPTHlFEETI = 3.00 CHANNEL FLOW THRU SUBAREAlCFSI = 11.53 FLOItJ VEL DC I TY l FEET / SEC I = 3. 95 FLOW DEPTH l FEET) = TRAVEL TIMElMIN.1 = 5.28 TClMIN.) = 21.09 t-L ~-, ..0::."::" **************************************************************************** FLOW PROCESS FROM NODE 1.11 TO NODE 1.12 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAl< FLOW<<<<< =================================================;;;;========================== 10.00 YEAR RAINFALL INTENSITYlINCH/HOURI = 1.581 *USER SPECIFIEDlSUBAREAI: CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8200 SUBAREA AREAIACRESI = 15.20 SUBAREA RUNOFFlCFSI = 19.70 TOTAL AREAlACRESI = 23.50 TOTAL RUNOFFlCFSI = 31.23 TClMIN) = 21.09 **************************************************************************** FLmJ PROCESS FROM NODE 1. 12 TO NODE 1779.70 I S CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ??>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMINUTES) = 21.09 RAINFALL INTENSITY IINCH./HOUR) = 1.58 TOTAL STREAM AREA (ACRES) = 23.50 TOTAL STREAM RUNOFFICFS) AT CONFLUENCE = 31.23 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUr'lBER lCFS) (MIN. I lINCH/HOUR) 1 31.2::; 1.581 21.09 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULAlRCFC&WCD) USED FOR 1 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 31.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOl~S: RUNOFFICFS) = 31.23 TIMElMINUTES) = 21.091 TOTAL AREAlACRESI = 23.50 **************************************************************************** FLOW PROCESS FROM NODE 1779.70 TO NODE 1345.60 IS CODE = 4 >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ============================================================================ PIPEFLO.J VELOCITY lFEET ISEC. I UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTHIFEETI = 434.10 GIVEN PIPE DIAMETERlINCH) = PIPEFLOW THRU SUBAREAICFS) = TRAVEL TIMElMIN.) = 1.14 ::;;; 6.4 94.49 92.32 MANNINGS N = .013 30.00 NUMBER OF PIPES = 31.23 TC(MIN.) = 22.23 '00-. 1 ***~************************************************************************ ,. I I I I I I I I I I I I I I I I I I I '. '-......~~ ,-,~,_""",-"-,,-,, I ''''-111.''............_ ...._. '.............V ,..., .'.......o.f'-..~._.,.' , ......- ......-....ra.r_ , - ------------- ---------------- ------ -----------------------------'--- -- -- -.(;. --;, )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )))))USING USER-SPECIFIED PIPESIZE((((( ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.1 INCHES PIPEFLOW VELOCITYIFEET/SEC.1 = 19.0 UPSTREAM NODE ELEVATION = 92.32 DOWNSTREAM NODE ELEVATION = 84.52 FLOWLENGTHIFEETI = 107.86 MANNINGS N = .013 GIVEN PIPE DIAMETERlINCHI = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREAlCFSI = 31.23 TRAVEL TIMElMIN.1 = .09 TClMIN.1 = 22.32 **************************************************************************** FLO.J PROCESS FROM NODE 1237.74 TO NODE 1123.79 IS CODE = 4 ---------------------------------------------------------------------------- ))>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((((( )>>>>USING USER-SPECIFIED PIPESIZE((((( ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PIPEFLOW VELOCITYIFEET/SEC.I UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTHIFEETl = 113.35 GIVEN PIPE DIAMETERIINCH) = PIPEFLOW THRU SUBAREAlCFS) = TRAVEL TIMEIMIN.) = .30 = 6.4 84.52 83.95 MANNINGS N = .013 30.00 NUMBER OF PIPES = 31.23 TCIMIN.I = 22.62 1 **************************************************************************** FLOW PROCESS FROM NODE 1123.79 TO NODE 1000.00 IS CODE = 4 ----------------------------------------------------------------------------- )>)>)COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA((" >)>))USING USER-SPECIFIED PIPESIZE(('" ------------------------------------------------------------------------------ ----------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 9.5 INCHES PIPEFLOW VELOCITYIFEET/SEC.1 = 23.4 UPSTREAM NODE ELEVATION = 83.95 DOWNSTREAM NODE ELEVATION = 68.00 FLOl'JLENGTH I FEET l = 123.79 MANN I NGS N = . (> 13 GIVEN PIPE DIAMETERIINCHI = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREAICFSl = 31.23 TRAVEL TIMEIMIN.1 = .09 TCIMIN.1 = 22.71 **************************************************************************** FUOW PROCESS FROM NODE 2.10 TO NODE 2.11 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY 11/4 ACREI TC = K*[ILENGTH**31/IELEVATION CHANGEI]**.2 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1365.00 DOWNSTREAM ELEVATION = 1338.00 ELEVATION DIFFERENCE = 27.00 TC = .393*[1 150.00**31/1 27.001]**.2 = 4.105 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. '10.00 YEAR RAINFALL INTENSITY I INCH/HOURI = 3.491 SOIL CLASSIFICATION IS "D" SINGLE-FAMILYI1/4 ACRE LOTI RUNOFF COEFFICIENT = .8492 SUBAREA RUNOFFICFSI = .50 TOTAL AREAIACRESI = .17 TOTAL RUNOFFlCFSI = bo.O .50 I I I I I I I I I ~I I I I I I I I I I *****************************~~-;~*******************************~~~**~***1r** FLOW PROCESS FROM NODE 2.11 TO NODE 2.12 IS CODE = 6 ------------------------ ---------------------------------------------------- )>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAt1 ELEVATI ON = STREET LENGTHIFEETI = STREET HALFWIDTHIFEET) 1338.00 320.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGTHIINCHESI = 6. 1322.00 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 12.00 INTERIOR STREET CROSSFALLIDECIMAL) = .015 OUTSIDE STREET CROSSFALL lDECIMAL> = .050 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOWICFS) = .63 STREETFLOW MODEL RESULTS: STREET FLOWDEPTHIFEET) = .16 HALF STREET FLOODWIDTHIFEETI = 1.63 AVERAGE FLOW VELOCITYIFEET/SEC.I = 4.14 PRODUCT OF DEPTH&VELOCITY = .67 STREETFLOW TRAVELTIMEIMINI = 1.29 TCIMIN) = 6.29 10.00 YEAR RAINFALL INTENSITYIINCH/HOUR) = 3.077 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7857 SUBAREA AREAIACRES) = .10 SUBAREA RUNOFFlCFSI = .24 SUMMED AREAIACRES) = .27 TOTAL RUNOFFICFS) = .75 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEETI = .18 HALFSTREET FLOODWIDTHIFEETI = 1.90 FLOW VELOCITYIFEET/SEC.) = 4.27 DEPTH*VELOCITY = .75 **********************************************~.***************************** FLOW PROCESS FROM NODE 2.12 TO NODE 2.13 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((<<< ---------------------------------------------------------------------------- ------_._-------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTHCFEETI = STREET HALFWIDTHIFEETI 1322.00 180.00 = 22.00 DOWNSTREAM ELEVATION = CURB HEIGTHIINCHES) = 6. 1321.00 DISTANCE FROM CROW~ TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALLIDECIMALI = .015 OUTSIDE STREET CROSSFALLIDECIMALI = .050 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOWICFS) = .84 STREETFLOW MODEL RESULTS: STREET FLOWDEPTHIFEETI = .28 HALFSTREET FLOODWIDTHIFEETI = 4.02 AVERAGE FLOW VELOCITYIFEET/SEC.1 = 1.72 PRODUCT OF DEPTH&VELOCITY = .48 STREETFLOW TRAVELTIMEIMIN) = 1.75 TCIMIN) = 8.03 10.00 YEAR RAINFALL INTENSITYIINCH/HOURI = 2.689 SOIL CLASSIFICATION IS "B" SINGLE-FAMILYC1/4 ACRE LOTI RUNOFF COEFFICIENT = .7738 SUBAREA AREAIACRES) = .09 SUBAREA RUNOFFICFSI = .19 SUMMED AREAIACRESI = .36 TOTAL RUNOFFICFSI = .93 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEET) = .30 HALFSTREET FLOODWIDTHIFEET) = 4.29' FLOW VELOCITYCFEET/SEC.) = 1.71 DEPTH*VELOCITY = .51 ~ I I I I I I I I I I I I I I I I I I I I I *******;~*******~********************************************************~**~- FLOW PROCESS FROM NODE 2.13 TO NODE 2.14 IS CODE - 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<< ============================================================================ UPSTREAM ELEVATION - STREET LENGTHIFEET) - STREET HALFWIDTHIFEET) 1321.00 760.00 :;::; 20.00 DOWNSTREAM ELEVATION - CURB HEIGTHIINCHES) - 6. 1274.90 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK - 11.00 INTERIOR STREET CROSSFALLIDECIMAL) - .015 OUTSIDE STREET CROSSFALLIDECIMAL) - .050 SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF - 1 **TRAVELTIME COMPUTED USING MEAN FLOWICFS) - STREETFLOW MODEL RESULTS: STREET FLOWDEPTHIFEET) - .26 HALFSTREET FLOODWIDTHIFEET) - 3.49 AVERAGE FLOW VELOCITYIFEET/SEC.) - PRODUCT OF DEPTH&VELOCITY - 1.36 STREETFLOW TRAVELTIMEIMIN) - 2.38 TCIMIN)- 2.07 c: ..,....... oJ. ._~..::. 10.42 10.0) YEAR RAINFALL INTENSITYIINCH/HOUR) - 2.331 SOIL. CL.ASSIFICATION IS "B" SINGLE-FAMILYI1/4 ACRE LOT) RUNOFF COEFFICIENT - .7605 SUBAREA AREAIACRES) - 1.28 SUBAREA RUNOFFICFS) - 2.27 SUMMED AREAlACRES) - 1.64 TOTAL RUNOFFICFS) - 3.20 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEET) - .29 HALFSTREET FLOODWIDTHIFEET) - 4.20 FLOW VELOCITYlFEET/SEC.) - 6.11 DEPTH*VELOCITY - 1.78 *********~************************~.***************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 2.14 IS CODE - 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMINUTES) - 10.42 RAINFALL INTENSITY IINCH./HOUR) - 2.33 TOTAL STREAM AREA lACRES) - 1.64 TOTAL STREAM RUNOFFICFS) AT CONFLUENCE - 3.20 **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE ~ "'- 2.14 IS CODE - -.--------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY 11/4 ACRE) TC - KH ILENGTH**3) I IELEVATION CHANGE) H*. 2 INITIAL SUBAREA FLOW-LENGTH - 560.00 UPSTREAM ELEVATION - 1295.00 DOWNSTREAM ELEVATION - 1274.90 ELEVATION DIFFERENCE - 20.10 TC = .393*[( 560.00**3)/( 2(1.10)]**.2 = 9.599 10.00 YEAR RAINFALL INTENSITYIINCH/HOUR) - 2.438 SO.IL CLASSIFICATION IS "B" SINGLE-FAMILYI1/4 ACRE LOT) RUNOFF COEFFICIENT - .7647 SUBAREA RUNOFFICFS) - 2.95 TOTAL AREAIACRES) - 1.58 TOTAL RUNOFFICFS) - t>..,1/ 2.95 I I I I I I I I I I I I I I I I .. I I I I I ~ ~ ;~~~J ~ ~.~~~~~~-";~~~~~~~;~~~~~;~'7-~~~-^'r~~~~ ~~~~~;:7;1t:7;~~~;~~:T.1t:T.71t:T.T.T.T.*6T.;l** --->>>>>oESIGNATE-INDEPENDENT-sTREAM-FoR-coNFLuENcE<<<<<--------------------- )))))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<( ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMINUTESI = 9.60 RAINFALL INTENSITY IINCH./HOURI = 2.44 TOTAL STREAM AREA (ACRES) = 1.58 TOTAL STREAM RUNOFFICFS) AT CONFLUENCE = 2.95 CONFLUENCE INFORMATION: STREAI'1 RUNOFF TIME INTENSITY NUMBER ICFS) IMIN. I IINCH/HOURI ---------------------------------------------------------------------------- 1 ~ 20 10. 42 2. 331 ''';'. 2 2. 95 9. 60 2. 438 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULAIRCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 6.02 5.90 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFICFSI = 6.02 TIMEIMINUTES) = 10.416 TOTAL AREA(ACRES) = 3.22 **************************************************************************** FLOW PROCESS FROM NODE 3.10 TO NODE 3. 11 IS CODE = 2 ---------------------------------------------------------------------------- >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY 11/4 ACRE) TC = K*[(LENGTH**3)/IELEVATION CHANGEIJ**.2 INITIAL SUBAREA FLOW-LENGTH = 160.00 UPSTREAM ELEVATION = 1342.00 DOWNSTREAM ELEVATION = 1318.00 ELEVATION DIFFERENCE = 24.00 TC = .393*[( 160.00**3)/( 24.00IJ**.2 = 4.369 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10.00 YEAR RAINFALL INTENSITYIINCH/HOUR) = 3.491 SOIL CLASSIFICATION IS "D" SINGLE-FAMILYI1/4 ACRE LOTI RUNOFF COEFFICIENT = .8492 SUBAREA RUNOFFICFS) = .36 TOTAL AREAIACRESI = 1~ TOTAL RUNOFFICFS) = .36 **************************************************************************** FLOVJ PROCESS FROM NODE 3.11 TO NODE 3.12 IS CODE = 6 >>>>>COMF'UTE STREETFLOW TRAVELTIME THRU SUBAREA((((( ============================================================================ UPSTREAM ELEVATION = STREET LENGTHIFEET) = STREET HALFWIDTHIFEETI 1338.00 315.00 ;::: 22.00 DOWNSTREAM ELEVATION = CURB HEIGTHIINCHESI = 6. 1322.00 A.1J DISTANCE FROt1 CROWN TO CROSSFALL GRADE BREAK = 12.00 INTERIOR STREET CROSSFALLIDECIMALI = .015 OUTSIDE STREET CROSSFALLIDECIMALI = .050 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOWICFSI = .65 SlREETFLOW MODEL RESULTS: I I. I I I I I I I I I . I . I I I I I HALFSTREET FLOODWIDTHIFEET) = 1.63 AVERAGE FLOW VELOCITYIFEET/SEC.) = 4.28 PRODUCT OF DEPTH&VELOCITY = .70 STREETFLOW TRAVELTIMEIMIN) = 1.23 TCIMIN) = 6.23 c-7 10.00 YEAR RAINFALL INTENSITY I INCH/HOUR) = 3.094 SOIL CLASSIFICATION IS "B" SINGLE-FAMILYI1/4 ACRE LOT) RUNOFF COEFFICIENT = .7862 SUBAREA AREAIACRES) = .24 SUBAREA RUNOFFICFS) = .58 SUMMED AREAIACRES) = .36 TOTAL RUNOFFICFS) = .94 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEET) = .20 HALFSTREET FLOODWIDTHIFEET) = 2.43 FLOW VELOCITYIFEET/SEC.) = 4.05 DEPTH*VELOCITY = 8? **************************************************************************** FLOW PROCESS FROM NODE 3.13 IS CODE = 6 3.12 TO NODE >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTHIFEET) = STREET HALFWIDTHIFEET) DOWNSTREAM ELEVATION = CURB HEIGTHIINCHES) = 6. 1296.50 1322..00 465.00 :::; 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 11.00 INTERIOR STREET CROSSFALLIDECIMAL) = .015 OUTSIDE STREET CROSSFALLCDECIMAL) = .050 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOWICFS) = 1.72 STREETFLOW MODEL RESULTS: STREET FLOWDEPTHIFEET) = .24 HALFSTREET FLOODWIDTHIFEET) = 3.26 AVERAGE FLOW VELOCITYIFEET/SEC.) = 4.93 PRODUCT OF DEPTH&VELOCITY = 1.20 STREETFLOW TRAVELTIMEIMIN) = 1.57 TCIMIN) = 7.80 10.00 YEAR RAINFALL INTENSITYIINCH/HOUR) = 2.733 SOIL CLASSIFICATION IS "B" SINGLE-FAMILYI1/4 ACRE LOT) RUNOFF COEFFICIENT = .7753 SUBAREA AREAIACRES) = .74 SUBAREA RUNOFFICFS) = 1.57 SUMMED AREAIACRES) = 1.10 TOTAL RUNOFFICFS) = 2.51 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEET) = .28 HALFSTREET FLOODWIDTHCFEET) = 3.96 FLOW VELOCITYIFEET/SEC.) = 5.26 DEPTH*VELOCITY = 1.47 ****:************************************************************************ FLOW PROCESS FROM NODE 3.13 TO NODE 1 3.13 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TI ME OF CONCENTRATION I MINUTES) = 7.80 RAINFALL INTENSITY IINCH./HOUR) = 2.73 TOTAL STREAM AREA (ACRES) = 1.10 TOTAL STREAM RUNOFFICFS) AT CONFLUENCE = 2.51 *' **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.11 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ;~=======;==========================================;======================= I I I I I I I I I I I I :1 I I I I I I r .....__....... ......... ......-r-T--=ro=--="\.;10nr">;...n--UI\I'!' r-- Ur\l I t--r/ DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = kH ILENGTH**3) 1 (ELEVATION CHANGE) H*. 2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1313.00 DOWNSTREAM ELEVATION = 1298.00 ELEVATION DIFFERENCE = 15.00 TC = .393*[( 600.00**3)/( 15.001J**.2 = 10.608 10.00 YEAR RAINFALL INTENSITYIINCH/HOURl = 2.307 SOIL CLASSIFICATION IS "B" SlNGLE-FAMILYI1/4 ACRE LOTI RUNOFF COEFFICIENT = .7595 SUBAREA RUNOFFCCFS) - 2.68 TOTAL AREA(ACRES) = 1.53 TOTAL RUNOFFICFS) = 2.68 **************************************************************************** FLOW PROCESS FROM NODE 4.11 TO NODE 3.13 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- -------.--------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMINUTESl = 10.61 RAINFALL INTENSITY (INCH./HOUR) = 2.31 TOTAL STREAM AREA (ACRESl = 1.53 TOTAL STREAM RUNOFFICFS) AT CONFLUENCE = 2.68 *******.********************************************************************* FLOW PROCESS FROM NODE 5.10 TO NODE 5.11 IS CODE = 2 }})))RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- -------.--------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC - k*[ILENGTH**3)/IELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 650.00 UPSTREAM ELEVATION = 1313.00 DOWNSTREAM ELEVATION = 1295.00 ELEVATION DIFFERENCE = 18.00 TC - .393*[1 650.00**31/1 18.00)]**.2 = 10.731 10.00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.293 SOIL CLASSIFICATION IS "B" SINGLE-FAMILYll/4 ACRE LOT) RUNOFF COEFFICIENT = .7589 SUBAREA RUNOFF (CFS) = 3.95 TOTAL AREAlACRESl = 2.27 TOTAL RUNOFF (CFS) = 3.95 **************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 3.13 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONIMINUTESl = 10.73 RAINFALL INTENSITY IINCH./HOUR) = 2.29 TOTAL STREAM AREA (ACRESl = 2.27 TOTAL STREAM RUNOFFlCFSl AT CONFLUENCE = 3.95 / t>...? CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) ---------------------------------------------------.------------------------- J 2. 51 7. 80 2. 733 ., 2. 68 10. 61 ., 30;: ~ ~. .3 ~ 95 10. 73 ., 293 "':'. ~. I . I I I I I I I I I I I I I I I I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULAlRCFC&WCDI USED FOR 3 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 7.35 8.70 8.72 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFCCFS) ~ 8.72 TIMECMINUTES) = 10.731 TOTAL AREAlACRES) = 4.90 {-1 **************************************************************************** FLffiW PROCES$ FROM NODE 3.13 TO NODE 2.12 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< -----------------------------------------------------------------------~----- ----------------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTHlFEET) = STREET HALFWIDTHIFEET) 1296.50 380.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTHIINCHES) = 6. 1274.90 DISTANCE FROM ~ROWN TO CROSSFALL GRADE BREAK = 11.00 INTERIOR STREET CROSSFALLlDECIMAL) = .015 OUTSIDE STREET CROSSFALLIDECIMAL) = .050 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOWlCFS) = 9.50 STREETFLOW MODEL RESULTS: STREETFLOWDEPTHIFEET) = .43 HALFSTREET FLOODWIDTHlFEETI = 7.01 AVERAGE FLOW VELOCITYIFEET/SEC.) = 7.24 PRODUCT OF DEPTH&VELOCITY = 3.12 STREETFLOW TRAVELTIMElMINI = .88 TCIMIN) = 11.61 10.00 YEAR RAINFALL INTENSITYIINCH/HOUR) = 2.196 SOIL CLASSIFICATION IS "B" SINGLE-FAMILYII/4 ACRE LOTI RUNOFF COEFFICIENT = .7547 SUBAREA AREAlACRES) = .94 SUBAREA RUNOFFICFS) = 1.56 SUMMED AREAlACRES) = 5.84 TOTAL RUNOFFlCFSI = 10.28 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEET) = .44 HALF STREET FLOODWIDTHIFEET) = 7.24 FLOW VELOCITYIFEET/SEC.) = 7.36 DEPTH*VELOCITY = 3.26 *i~************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMINUTES) = 11.61 RAINFALL INTENSITY (INCH./HOUR) = 2.20 TOTAL STREAM AREA lACRES) = 5.84 TOTAL STREAM RUNOFFlCFS) AT CONFLUENCE = 10.28 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 5.12 IS CODE = 2 ---------------------------------------------------------------------------- ==:::::~~~~~~~:=~~~~~~=~~~~~~:=:~~~~~~=~~~:~=~::::::====================~== ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY 11/4 ACRE) TC = K*[ILENGTH**3)/lELEVATION CHANGE))**.2 INITIAL SUBAREA FLOW-LENGTH = 440.00 UPSTREAM ELEVATION = 1293.00 DOWNSTREAM ELEVATION = 1274.90 I I I I I I I I I I I I I I I I I I ,I ,-,-"-y-r-,, ..........." ........., I-'-".....,"I~'- - ...~. .I.'M' c-/o TC = .393*[( 440.00**31/1 18.10IJ**.2 = 8.482 sol2'22A~~'~I~~t~~~L~SI~~~NSITYIINCH/HOURI = 2.610 SINGLE-FAMILYI1/4 ACRE LOTI RUNOFF COEFFICIENT = .7711 SUBAREA RUNOFFICFS) = 3.20 TOTAL AREAIACRESI = 1.59 TOTAL RUNOFFICFS) = 3.20 **************************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 1 ------------------------------------ ---------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<( >))>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES((<(< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMINUTES) = 8.48 RAINFALL INTENSITY IINCH./HOURI = 2.61 TOTAL STREAM AREA IACRES) = 1.59 TOTAL STREAM RUNOFFICFS) AT CONFLUENCE = 3.20 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. 1 (INCH/HOUR) ----------------------------------------------------------------------------- 1 10.28 11. 61 8.48 2.196 2.610 n '" 3.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULAIRCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 12.97 10.71 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFF (CFS) = 12.97 TIME(MINUTES) = 11.606 TOTAL AREAIACRES) = 7.43 *********************************************************************~.****** FLOW PROCESS FROM NODE 5.12 TO NODE 370.24 IS CODE = 1 >>)>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((< >>))>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES(<<(< ============================================================================ CONFLUENCE VALUES USED FOR INDEF'ENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMINUTES) = 11.61 RAINFALL INTENSITY lINCH./HOURI = 2.20 TOTAL STREAM AREA lACRES) = 7.43 TOTAL STREAM RUNOFFlCFSI AT CONFLUENCE = 12.97 CONFLUENCE INFORMATION: STREAI"l RUNOFF TIME INTENSITY NUMBER lCFS) IMIN.) (INCH/HOUR) 1 2.196 12.97 11.61 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FOR~lUI_A lRCFC&WCDI USED FOR 1 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 12.97 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFlCFSI = 12.97 TIMElMINUTES) = 11.606 TOTAL AREAIACRES) = 7.43 f).,A... ***************~.************************************************************ FLOW PROCESS FROM NODE 370.24 TO NODE 343.48 IS CODE = 4 I I I I I I I I I I I I I I I I I I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<(<<( >>>>>USING USER-SPECIFIED PIPESIZE((((( (-II ============================================================================ DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.9 INCHES PIPEFLOW VELOCITYIFEET/SEC.) = 14.3 UPSTREAM NODE ELEVATION = 71.37 DOWNSTREAM NODE ELEVATION = 69.70 FLOWLENGTHIFEET) = 26.76 MANNINGS N = .013 GIVEN PIPE DIAMETERIINCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREAICFS) = 12.97 TRAVEL TIMEIMIN.) = .03 TCIMIN.) = 11.64 **************************************************************************** FLOW PROCESS FROM NODE 343.48 IS CODE = 1 343.48 TO NODE >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<(((( ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMINUTES) = 11.64 RAINFALL INTENSITY IINCH./HOUR) = 2.19 TOTAL STREAM AREA IACRES) = 7.43 TOTAL STREAM RUNOFFICFS) AT CONFLUENCE = 12.97 ************~.*************************************************************** FLOW PROCESS FROM NODE 343.48 IS CODE = 7 2.14 TO NODE >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE((((< ---------------------------------------------.-------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCIMINl = 10.42 RAIN INTENSITY(INCH/HOUR) = 2.33 TOTAL AREAIACRES) = 3.22 TOTAL RUNOFF (CFS) = 6.02 **************************************************************************** FLOW PROCESS FROM NODE 343.48 TO NODE 343.48 IS CODE = 1 ----------------------------------------------------------~------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES(<<(( ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMINUTES) = 10.42 RAINFALL INTENSITY (INCH./HDUR) = 2.~~ TOTAL STREAM AREA IACRES) = 3.22 TOTAL STREAM RUNOFFICFS) AT CONFLUENCE = 6.02 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ICFS) (MIN.) IINCH/HOUR) 1 2.193 2.330 12.97 6.02 11.64 10.42 2 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULAIRCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 18.63 17.63 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFICFS) = 18.63 TIMEIMINUTES) = 11.637 TOTAL AREAIACRES) = 10.65 ~ **************************************************************************** FLOW PROCESS FROM NODE 100.00 IS CODE = 4 343.48 TO NODE I I I 'I I I I I I I I I I I I I I I I > > >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<< < (" /'];- >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ============================================================================= DEPTH OF FLOW IN 30.0 INCH PIPE IS 17.9 INCHES PIPEFLOW VELOCITYIFEET/SEC.l = 6.1 UPSTREAM NODE ELEVATION = 69.20 DOWNSTREAM NODE ELEVATION = 68.00 FLOWLENGTHIFEETI = 243.48 MANNINGS N = .013 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLDW THRU SUBAREACCFS) = 18.63 TRAVEL TIME(MIN.) = .66 TC(MIN.) = 12.30 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 1000.00 IS CODE = 1 ----------------------------------------------------------------------------- >>.>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTES) = 12.30 RAINFALL INTENSITY IINCH./HOURl = 2.13 TOTAL STREAM AREA IACRESl = 10.65 TOTAL STREAM RUNOFFICFS) AT CONFLUENCE = 18.63 **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCIMINI = 22.71 RAIN INTENSITY(INCH/HOURI = 1.52 TOTAL AREAIACRESI = 23.50 TOTAL RUNOFFICFSI = 31.25 **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MINUTES) = 22.71 RAINFALL INTENSITY (INCH./HOUR) = 1.52 TOTAL STREAM AREA (ACRES) = 23.50 TOTAL STREAM RUNOFF(CFS) AT CONFLUENCE = 31.25 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ICFSl (MIN.) IINCH/HOUR) ---------------------------------------------------------------------------- 1 18.63 31.25 2.127 1. 517 ~ '" 12.30 22.71 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA (RCFC~<WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 35.56 44.54 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFICFSI = 44.54 TIME (MINUTESl = 22.710 TOTAL AREAIACRES) = 34.15 '*' **************************************************************************** FLOW F'ROCESS FROM NODE 1000.00 TO NODE 900.00 IS CODE = 4 I I I I I I I I I I I II I I I I I I I I >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< L- - 1'7 ---------------------------------------------------------------------------- -------.--------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.5 INCHES PIPEFLOW VELOCITYIFEET/SEC.1 = 7.4 UPSTREAM NODE ELEVATION = 67.50 DOWNSTREAM NODE ELEVATION = 67.00 FLOWLENGTHIFEETI = 100.00 MANNINGS N = .013 GIVEN PIPE DIAMETERIINCHI = 36.00 NUMBER OF PIF'ES = 1 F'I PEFLOW THRU SUBAREA (CFS I = 44. 54 TRAVEL TIMEIMIN.) = .22 TCIMIN.) = 22.93 **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 833.78 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.8 INCHES PTPEFLOW VELOCITYIFEET/SEC.) = 28.6 UPSTREAM NODE ELEVATION = 67.00 DOWNSTREAM NODE ELEVATION = 55.21 FLOWLENGTHIFEETI = 66.22 MANNINGS N = .013 GIVEN PIPE DIAMETERIINCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA (CFS) - 44.54 TRAVEL TIMEIMIN.) = .04 TCIMIN.) = 22.97 **************************************************************************** FLOW PROCESS FROM NODE 833.78 TO NODE 833.78 IS CODE = 1 ---------------------------------------------------------------------------- ~)))>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< , , >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- -------------~--------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMINUTESI = 22.97 RAINFALL INTENSITY IINCH./HOUR) = 1.51 TOTAL STREAM AREA (ACRES) = 34.15 TOTAL STREA~1 RUNOFF ICFSI AT CONFLUENCE = 44.54 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) IMIN. I IINCH/HOURI ---------------------------------------------------------------------------- 1 22.97 1.508 44.54 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULAIRCFC&WCDI USED FOR 1 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 44.54 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFICFSI = 44.54 TIMEIMINUTES) = 22.974 TOTAL AREAIACRES) = 34.15 ============================================================================ END OF RATIONAL METHOD ANALYSIS 50 I I I I I I I I I I I I I I I I I I I c- I~ ************************************************************************~*** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL 8, WATER CONSERVATION DISTRICT IRCFC&WCDI 1978 HYDROLOGY MANUAL lc) Copyright 1982-88 Advanced Engineering Software laesl Ver. 4.0A Release Date: 7/20/88 Serial # 2678 Analysis prepared by: CM ENGINEERING ASSOCIATES 225 E. AIRPORT DR. SAN BERNARDINO, CA. 92408 (714) 884-8804 FILE NAME: 118716B.DAT TIMEIDATE OF STUDY: 5:56 11 1/1980 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: USER SPECIFIED STORM EVENTIYEARI = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCHI = 18.00 SPECIFIED PERCENT OF GRADIENTSIDECIMAL) TO USE FOR FRICTION SLOPE = .95 10-YEAR STORM 10-MINUTE INTENSITYIINCH/HOURI = 2.360 10-YEAR STORM bO-MINUTE INTENSITYIINCH/HOUR) = .880 100-YEAR STORM 10-MINUTE INTENSITYIINCH/HOUR) = 3.480 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOURI = 1.300 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = .5505732 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = .5495536 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 I-HOUR INTENSITYIINCH/HOURI = 1.3000 SLOPE OF INTENSITY DURATION CURVE = .5496 RCFC&WCD HYDROLOGY MANUAL "CO-VALUES USED **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1. 11 I S CODE = " - ". '. .."." ." )RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((( ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY(l-ACRE LOTSI TC = K*[(LENGTH**3)/IELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 1150.00 UPSTREAM ELEVATION = 1395.00 DOWNSTREAM ELEVATION = 1360.00 ELEVATION DIFFERENCE = 35.00 TC = .469*[( 1150.00**31/1 35.00)]**.2 = 15.815 100.00 YEAR RAINFALL INTENSITY (INCH/HOURI = 2.705 *USER SPECIFIEDISUBAREA): SINGLE-FAMILY(l-ACRE LOT) RUNOFF COEFFICIENT = .7500 SUBAREA RUNOFF(CFSI = 16.84 TOTAL AF:EA (ACRES) = 8.30 TOTAL RUNOFF (CFS) = 16.84 1" Q *.Jt-**,********* ******** **** ********* **** ** ************* *********** ** * ********* FL.m~ PROCESS FROM NODE 1. 11 TO NODE 5 1. 12 IS CODE = >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< )))))TRAVELTIME THRU SUBAREA((((( ============================================================================ I I I I I I I I I I I I I I I I I . I DOWNSTREAM NODE ELEVATION = 1292.00 E\:\?l.t;!t;!H:, ~~~~W.E~'ii~:U=SUB~~:e(~rEET.~ "=FAtrBg. ~O 5.000 MANNINGS FACTOR = .030 MAXIMUM DEPTHlFEETI = 3.00 CHANNEL FLOW THRU SUBAREAICFSI = 16.84 FLOW VELOCITYIFEET/SECI = 4.68 FLOW DEPTHCFEETI = .27 TRAVEL TIMEIMIN.1 = 4.45 TCCMIN.1 = 20.27 t- Is **************************************************************************** FLOW PROCESS FROM NODE 1.11 TO NODE 1.12 IS CODE = 8 ---------------------------------------------------------------------------- >>>>>ADDITIONOF SUBAREA TO MAINLINE PEAf( FLOW<<<<< ============================================================================ 100.00 YEAR RAINFALL INTENSITY I INCH/HOURI = 2.360 *USER SPECIFIEDISUBAREA): CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .8200 SUBAREA AREA(ACRES) = 15.20 SUBAREA RUNOFF(CFS) TOTAL AREAIACRES) = 23.50 TOTAL RUNOFFICFS) = TCCMINI = 20.27 = 29.42 46.26 *****************************************************************~,*********~ FLOW PROCESS FROM NODE 1.12 TO NODE 1779.70 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< -------.--------------------------------------------------------------------- ----------------------------------------------------------------------------- CONF'LUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMINUTESI = 20.27 RAINFALL INTENSITY CINCH./HOUR) = 2.36 TOTAL STREAM AREA lACRES) = 23.50 TOTAL STREAM RUNOFFICFSI AT CONFLUENCE = 46.26 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBEf~ ICFS) IMIN. I IINCH/HOUR) 1 46.26 2.360 20.27 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULAIRCFC&WCDI USED FOR 1 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 46.26 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFICFS) = 46.26 TIMEIMINUTES) = 20.265 TOTAL AREAIACRESI = 23.50 *******************~.******************************************************** FLmJ PROCESS FROM NODE 1779. 70 TO NODE 1345. 60 I S CODE = 4 -------.--------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ============================================================================ PIPEFLOW VELOCITYIFEET/SEC.) UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTHIFEETI = 434.10 GIVEN PIPE DIAMETERIINCH) = PIPEFLOW THRU SUBAREAICFS) = TRAVEL TIMEIMIN.1 = .77 - 9.4 94.49 92.32 ;1/ ~ MANNINGS N = .013 30.00 NUMBER OF PIPES = 46.26 TC(MIN.1 = 21.03 1 **************************************************************************** I I I I I I I I I I I I I I I I I I I ---------------------------------------------------------------------------- )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ))>))USING USER-SPECIFIED PIPESIZE<<<<< C-{b ==~========================================================================= DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.8 INCHES PIPEFLOW VELOCITYlFEET/SEC.1 = 21.1 UPSTREAM NODE ELEVATION = 92.32 DOWNSTREAM NODE ELEVATION = 84.52 FLOWLENGTHlFEETI = 107.86 MANNINGS N = .013 GIVEN PIPE DIAMETERlINCHI = 30.~) NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREAlCFSI = 46.26 TRAVEL TIMElMIN.1 = .09 TClMIN.1 = 21.12 **************************************************************************** FLOW PROCESS FROM NODE 1237.74 TO NODE 1123.79 IS CODE = 4 ---------------------------------------------------------------------------- )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< )))))USING USER-SPECIFIED PIPESIZE<<<<< ============================================================================ PIPEFLOW VELOCITYIFEET/SEC.1 UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTHCFEETI = 113.35 GIVEN PIPE DIAMETERlINCHI = PIPEFLOW THRU SUBAREAlCFSI = TRAVEL TIMEIMIN.1 = .20 = 9.4 84.52 83.95 MANNINGS N = .013 30.00 NUMBER OF PIPES = 46.26 TCIMIN.1 = 21.32 1 **************************************************************************** FLmoJ F'ROCESS FROM NODE 1123.79 TO NODE 1000.00 IS CODE = 4 ---------------------------------------------------------------------------- )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< )))))USING USER-SPECIFIED PIPESIZE<"" ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 11.7 INCHES PIPEFLOW VELOCITYCFEET/SEC.1 = 26.1 UPSTREAM NODE ELEVATION = 83.95 DOWNSTREAM NODE ELEVATION = 68.00 FLOWLENGTHlFEETI = 123.79 MANNINGS N = .013 GIVHJ PIPE DIAMETER I INCHI = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREAlCFSI = 46.26 TRAVEL TIMElMIN.1 = .08 TCIMIN.1 = 21.40 **************************************************************************** FLJm~ PROCESS FROM NODE 2. 10 TO NODE 2. 11 I S CODE = 2 )>)))RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY 11/4 ACREI TC = K*[ILENGTH**31/1ELEVATION CHANGEI]**.2 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 1365. 00 DOWNSTREAM ELEVATION = 1338.00 ELEVATION DIFFERENCE = 27.~) TC = .393*[1 150.00**31/1 27.001]**.2 = COMPUTED TIME OF CONCENTRATION INCREASED TO 5 100.00 YEAR RAINFALL INTENSITYlINCH/HOURI = SOIL CLASSIFICATION IS "D" SINGLE-FAMILYI1/4 ACRE LOTI RUNOFF COEFFICIENT = .8639 SUBAREA RUNOFFICFSI = .75 TOTAL AREAlACRESI = .17 4.105 MIN. 5.093 t;'t/ TOTAL RUNOFFlCFSI = .75 I I I I I I I I I I I I I I I I I I I ***************.************************************************************* __.~~Q~J~~Q~~~~_~~er:!_~e~~___.__~:..~~_~~_~~~~_____~:~~_~:_~~~~_:___~ ___ _ ___(=~1 >>>>>COMPUTE STREET FLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = STREET LENGTHIFEETI = STREET HALFWIDTHIFEETI 1338.00 320.00 ::::; 22.00 DOWNSTREAM ELEVATION = CURB HEIGTHlINCHESI = 6. 1322.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALLIDECIMALI = .015 OUTSIDE STREET CROSSFALLIDECIMALI = .050 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOWICFSI = .93 STREETFLOW MODEL RESULTS: STREETFLOWDEPTHIFEETI = .20 HALFSTREET FLOODWIDTHIFEET) = 2.43 AVERAGE FLOW VELOCITYIFEET/SEC.) = 4.01 PRODUCT OF DEPTH&VELOCITY = .81 STREETFLOW TRAVELTIMEIMINI = 1.33 TCIMINI = 6.33 100.00 YEAR RAINFALL INTENSITY I INCH/HOUR) = 4.475 SOIL, CLASSIFICATION IS "B" SINGLE-FAMILYI1/4 ACRE LOTI RUNOFF COEFFICIENT = .8146 SUBAREA AREAlACRESI = .10 SUBAREA RUNOFFICFSI = .36 SUMMED AREAlACRESI = .27 TOTAL RUNOFFlCFS) = 1.11 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEETI = .22 HALF STREET FLOODWIDTHIFEETI = 2.70 FLOW VELOCITYIFEET/SEC.1 = 4.18 DEPTH*VELOCITY = .90 ***************~*******************************************~,**************** FLOW PROCESS FROM NODE 2.13 IS CODE = 6 2.12 TO NODE >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< -------------.--------------------------------------------------------------- ------_._-------------------------------------------------------------------- UPSTREAM ELEVATION = 1322.00 STREET LENGTHlFEETI = 180.~) STREET HALFWIDTHIFEETI = 22.00 DOWNSTREAM ELEVATION = 1321.00 CURB HEIGTHlINCHES) = 6. DISTANCE FROM CROWN TO CROSS FALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALLIDECIMALI = .015 OUTSIDE STREET CROSSFALLIDECIMAL) = .050 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOWICFSI = 1.26 STREETFLOW MODEL RESULTS: STREET FLOWDEPTHIFEETI = .32 HALFSTREET FLOODWIDTH(FEETI = 4.82 AVERAGE FLOW VELOCITY(FEET/SEC.1 = 1.89 PRODUCT OF DEPTH&VELOCITY = .61 STREETFLOW TRAVELTIMEIMINI = 1.59 TC(MINI = 7.92 100.00 YEAR RAINFALL INTENSITYIINCH/HOURI = 3.957 SOIL CLASSIFICATION IS "B" SINGLE-FAMILYI1/4 ACRE LOTI RUNOFF COEFFICIENT = .8058 SUBAREA AREAIACRESI = .09 SUBAREA RUNOFFICFSI = .29 SUMMED AREAIACRESI = .36 TOTAL RUNOFFICFS) = 1.40 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEETI = .34 HALFSTREET FLOODWIDTHIFEETI = 5.09 FLOW VELOCITYIFEET/SEC.) = 1.91 DEPTH*VELOCITY = .64 ?~ I I I I I I I I B I I I I I I I I I .1 ******~*~.******************************************************************* FLOW PROCESS FROM NODE 2.13 TO NODE 2.14 IS CODE = 6 6'/~ ________M_____________________________________________----------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA((((( ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- UF'STREAM ELEVAT I ON = STREET LENGTHIFEETI = STREET HALFWIDTHIFEETI 1321.00 760.00 = 20..00 DOWNSTREAM ELEVATION = CURB HEIGTHlINCHES) = 6. 1274.90 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 11.00 INTERIOR STREET CROSSFALLlDECIMALI = .015 OUTSIDE STREET CROSSFALLlDECIMAL) = .050 SF'ECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOWlCFS) = 3.18 STREETFLOW MODEL RESULTS: STREETFLOWDEPTHlFEETI = .29 HALFSTREET FLOODWIDTHlFEETI = 4.20 AVERAGE FLOW VELOCITYlFEET/SEC.1 = 6.06 PRODUCT OF DEPTH&VELOCITY = 1.76 STREETFLOW TRAVELTIMElMINI = 2.09 TClMIN) = 10.01 100.00 YEAR RAINFALL INTENSITYlINCH/HOURI = 3.478 SOIL CLASSIFIC?HION IS "B" SINGLE-FAMILYl1/4 ACRE LOTI RUNOFF COEFFICIENT = .7958 SUBAREA AREAlACRES) = 1.28 SUBAREA RUNOFFlCFS) = SUMMED AREAlACRESl = 1.64 TOTAL RUNOFFlCFS) = END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHlFEET) = .34 HALFSTREET FLOODWIDTHlFEETl = 5.13 FLOW VELOCITYIFEET/SEC.1 = 6.65 DEPTH*VELOCITY = 3.54 4.94 0-; .....,!::.~ "::'.L...J ***************~***~.******************************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 2.14 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE((((( ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONlMINUTES) = 10.01 RAINFALL INTENSITY lINCH./HOURl = 3.48 TOTAL STREAM AREA lACRESl = 1.64 TOTAL STREAM RUNOFFlCFSl AT CONFLUENCE = 4.94 **************************************************************************** FLmJ PROCESS FROM NODE 7.10 TO NODE 2.14 IS CODE = 2 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS(<<<< -----.----------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY 11/4 ACRE) TC = KH lLENGTH**3) I lELEVATION CHANGE) H*. 2 INITIAL SUBAREA FLOW-LENGTH = 560.00 UPSTREAM ELEVATION = 1295.00 DOWNSTREAM ELEVATION = 1274.90 ELEVATION DIFFERENCE = 20.10 TC = .393*[1 560.00**3)/l 20.10)]**.2 = 9.599 100.00 YEAR RAINFALL INTENSITY I INCH/HOURl = 3.559 SO.Il. CLASSIFICATION IS "B" SINGLE-FAMILYl1/4 ACRE LOT) RUNOFF COEFFICIENT = .7977 SUBAREA RUNOFFlCFS) = 4.49 TOTAL AREAlACRESl = 1.58 TOTAL RUNOFFlCFS) = t'~ '? 4.49 I I I I I I I I I I I I I I I I I I .1 FLOW PROCESS FROM NGUE 2.14 IS CODE = [.. -11 2.14 TO NODE 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMINUTESI = 9.60 RAINFALL INTENSITY IINCH./HOURl = 3.56 TOTAL STREAM AREA (ACRESl = 1.58 TOTAL STREAM RUNOFF (CFS) AT CONFLUENCE = 4.49 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFS) (MIN. I (INCH/HOURI 1 4.94 4.49 3.478 3.559 10.01 9.60 2 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULAIRCFC&WCDI USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 9.33 9.23 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFICFSI = 9.33 TIME(MINUTESl = 10.008 TOTAL AREA (ACRES) = 3.22 *~************************************************************************** FLOW PROCESS FROM NODE 3.11 IS CODE = 2 3.10 TO NODE ,.>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY C1/4 ACRE) TC = K*[(LENGTH**3)/IELEVATION CHANGElJ**.2 INITIAL SUBAREA FLOW-LENGTH = 160.00 UPSTREAM ELEVATION = 1342.00 DOWNSTREAM ELEVATION = 1318.00 ELEVATION DIFFERENCE = 24.00 TC" .::'8::'.*[C 160.00**3)/C 24.(0)]**.2 = COMPUTED TIME OF CONCENTRATION INCREASED TO 5 100.00 YEAR RAINFALL INTENSITYCINCH/HOUR) = SOIL CLASSIFICATION IS "D" SINGLE-FAMILYI1/4 ACRE LOT) RUNOFF COEFFICIENT = .8639 SUBAREA RUNOFFcCFS) = .53 TOTAL AREACACRESI = .12 4.369 MIN. 5.093 TOTAL RUNOFF(CFSI = =7 ...J__' **************************************************************************** FLOW PROCESS FROM NODE 3.11 TO NODE 3.12 IS CODE = 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION = 1338.00 STREET LENGTH(FEET) = 315.00 STREET HALFWIDTHCFEETl = 22.00 DOWNSTREAM ELEVATION = 1322.00 CURB HEIGTH(INCHES) = 6. DISTANCE FROM CRO~JN TO CROSSFALL GRADEBREAK = 12.00 INTERIOR STREET CROSSFALLIDECIMAL) = .015 OUTSIDE STREET CROSSFALL(DECIMAL) = .050 ?V> SPECIFIED NUMBER OF HALF STREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOWICFS) = .97 STREETFLOW MODEL RESULTS: I I I I I I I I I I I I I I I I I I I I,. ....,J I "........... ,0-............,0-' . I . " .......... I , t-ZO HALFSTREET FLOODWIDTHIFEETI = 2.43 AVERAGE FLOW VELOCITYIFEET/SEC.I = 4.19 PRODUCT OF DEPTH&VELOCITY = .85 STREETFLOW TRAVELTIMEIMINI = 1.25 TCIMINI = 6.25 100.00 YEAR RAINFALL INTENSITY I INCH/HOURl = 4.505 SOIL CLASSIFICATION IS "B" SINGLE-FAMILY I 1/4 ACRE LOTI RUNOFF COEFFICIENT = . 8151 SUBAREA AREAIACRESI = .24 SUBAREA RUNOFFICFSl = .88 SUMMED AREAIACRESl = .36 TOTAL RUNOFFICFS) = 1.41 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEETI = .23 HALFSTREET FLOODWIDTHIFEETI = 2.96 FLOW VELOCITYIFEET/SEC. l = 4.64 DEPTH*VELOCITY = 1.06 *ir************************************************************************** FLOW PROCESS FROM NODE 3.13 IS CODE = 6 3.12 TO NODE ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- -------.--------------------------------------------------------------------- UPSTREAM ELEVATION = STREET LENGTHIFEETI = STREET HALFWIDTHIFEET) DOWNSTREAM ELEVATION = CURB HEIGTHIINCHESl = 6. 1296.50 1322.00 465.00 ::: 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAf< = 11.00 INTERIOR STREET CROSSFALLIDECIMAL) = .015 OUTSIDE STREET CROSSFALLIDECIMAL) = .050 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOWICFSI = 2.61 STREETFLOW MODEL RESULTS: STREET FLOWDEPTHIFEETl = .28 HALFSTREET FLOODWIDTHIFEETI = 3.96 AVERAGE FLOW VELOCITYIFEET/SEC.l = 5.48 PRODUCT OF DEPTH&VELOCITY = 1.53 STREETFLOW TRAVELTIMEIMINI = 1.41 TCIMINI = 7.67 100.00 YEAR RAINFALL INTENSITYIINCH/HOURI = 4.027 SOIL. CLASSIFICATION IS "B" SINGLE-FAMILYI1/4 ACRE LOTI RUNOFF COEFFICIENT = .8071 SUBAREA AREAIACRESI = .74 SUBAREA RUNOFFICFSI = 2.41 SUMMED AREAIACRESl = 1.10 TOTAL RUNOFFICFSI = 3.81 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHIFEETI = .31 HALF STREET FLOODWIDTHIFEETl = 4.66 FLOW VELOCITY (FEET ISEC. I = 6.07 DEPTH*VELOCITY = 1. 91 **************************************************************************** FLOW PROCESS FROM NODE 3.13 TO NODE 3.13 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MINUTESI = 7.67 RAINFALL INTENSITY (INCH. IHOUR) = 4.03 TOTAL STREAM AREA IACRESl = 1.10 TOTAL STREAM RUNOFFICFSI AT CONFLUENCE = 3.81 -5'\ **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.11 IS CODE = 2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ I I I I I I I I I I I I I I I I I I .1 DEVELOPMENT IS SINGLE FAMILY 11/4 ACREI TC = K*[(LENGTH**31/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 1313.00 DOWNSTREAM ELEVATION = 1298.00 ELEVATION DIFFERENCE = 15.00 TC = .393*[( 600.00**31/( 15.001]**.2 = 10.608 100.00 YEAR RAINFALL INTENSITY (INCH/HOURI = 3.369 SOIL. CLASSIFICATION IS "B" SINGLE-FAMILYII/4 ACRE LOTI RUNOFF COEFFICIENT = .7933 SUBAREA RUNOFFlCFSI = 4.09 TOTAL AREAlACRESl = 1.53 TOTAL RUNOFFlCFSI = &~21 4.09 *******************~.******************************************************** FLOW PROCESS FROM NODE 4.11 TO NODE 3.13 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =~========================================================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMINUTES) = 10.61 RAINFALL INTENSITY lINCH./HOUR) = 3.37 TOTAL STREAM AREA lACRES) = 1.53 TOTAL STREAM RUNOFFCCFSI AT CONFLUENCE = 4.09 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.11 IS CODE = ~ '" >RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- -------.--------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY 11/4 ACRE) TC = K*[ILENGTH**31/CELEVATION CHANGEI]**.2 INITIAL SUBAREA FLOW-LENGTH = 650.00 UPSTREAM ELEVATION = 1313.00 DOWNSTREAM ELEVATION = 1295.00 ELEVATION DIFFERENCE = 18.00 TC = .393*[( 650.00**31/1 18.rn))]**.2 = 10.731 100.00 YEAR RAINFALL INTENSITYlINCH/HOUR) = 3.348 SOIL. CLASSIFICATION IS "B" SINGLE-FAMILYlI/4 ACRE LOTI RUNOFF COEFFICIENT = .7927 SUBAREA RUNOFFCCFS) = 6.02 TOTru_ AREAlACRES) = 2.27 TOTAL RUNOFFCCFSI = 6.02 **************************************************************************** FLOW PROCESS FROM NODE 5.11 TO NODE 3.13 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< =====;====================================================================== CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATIONlMINUTESI = 10.73 RAINFALL INTENSITY lINCH./HOUR) = 3.35 TOTAL STREAM AREA (ACRESI = 2.27 TOTAL STREAM RUNOFFlCFSI AT CONFLUENCE = 6.02 "10 ? CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER (CFSI (MIN.) (INCH/HOURI ---------------------------------------------------------------------------- 1 3.81 7.67 4.027 2 4.09 10.61 3.369 6.02 10. 73 3.348 I I I I I I I I I I I' I I I I I I I I I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULAIRCFC&WCDI USED FOR 3 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 11.07 13.23 13.26 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFCCFS) = 13.26 TIME(MINUTES) = 10.731 TOTAL AREAIACRESI = 4.90 (, - Lv **************************************************************************** FLOW PROCESS FROM NODE 3.13 TO NODE 2.12 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< ============================================================================ UPSTREAM ELEVATION = STREET LENGTHIFEETI = STREET HALFWIDTHIFEETI 1296.50 380.00 = 20.00 DOWNSTREAM ELEVATION = CURB HEIGTHIINCHESI = 6. 1274.90 DISTANCE FROM CROWN TO CROSSFALL GRADE BREAK = 11.00 INTERIOR STREET CROSSFALLIDECIMAL) = .015 OUTSIDE STREET CROSSFALLIDECIMAL) = .050 SF:ECIFIED NUr'lBER DF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOWICFSI = 14.45 STREETFLOW MODEL RESULTS: STREET FLOWDEPTHCFEETI = .49 HALF STREET FLOODWIDTHIFEETI = 8.18 AVERAGE FLOW VELOCITYIFEET/SEC.1 - 8.23 PRODUCT OF DEPTH&VELOCITY = 4.03 STREETFLOW TRAVELTIMEIMIN) = .77 TCIMIN) = 11.50 1~).00 YEAR RAINFALL INTENSITYIINCH/HOUR) = 3.223 SDII_ CLASSIFICATION IS "8" SINGLE-FAMILYCI/4 ACRE LOTI RUNOFF COEFFICIENT = .7896 SUBAREA AREACACRES) = .94 SUBAREA RUNOFFICFSI = 2.39 SUMMED AREAIACRESI = 5.84 TOTAL RUNOFFICFS) = 15.65 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTHCFEET) = .50 HALFSTREET FLOODWIDTHIFEETI = 8.41 FLOW VELOCITYIFEET/SEC.) = 8.44 DEPTH*VELOCITY = 4.24 ***************.************************************************************* FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<( ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMINUTES) = 11.50 RAINFALL INTENSITY IINCH./HOUR) = 3.22 TOTAL STREAM AREA IACRES) = 5.84 TOTAL STREAM RUNOFFICFSI AT CONFLUENCE = 15.65 **************************************************************************** FLOW PROCESS FROM NODE 6. 10 TO NODE 5. 12 I S CODE = 2 L:~ ----------------------------------------------------------------------~--- >)>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<((< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/IELEVATION CHANGEI]**.2 INITIAL SUBAREA FLOW-LENGTH = 440.00 UPSTREAM ELEVATION = 1293.00 DOItJNSTF:EfiM ELEVATION = 1274.90 r-, 'r-, '.-. w,...,- ._.<, ..... T ,_,__._.....,,_ '.__ II I I I '. I I I I I I I I I I I I I I TC = .393*[C 440.00**31/( 18.10IJ**.2 = 8.482 100.00 YEAR RAINFALL INTENSITYIINCH/HOURI = 3.810 SOIL CLASSIFICATICtN IS "B" SINGLE-FAMILYI1/4 ACRE LOTI RUNOFF COEFFICIENT = .8029 SUBAREA RUNOFFICFSI = 4.86 TOTAL AREAIACRES) = 1.59 TOTAL RUNOFFICFSI = c - 1,', 4.86 *******.~******************************************************************** FLOW PROCESS FROM NODE 5.12 TO NODE 5.12 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONCMINUTESI = 8.48 RAINFALL INTENSITY IINCH./HOURI = 3.81 TOTAL STREAM AREA IACRESI = 1.59 TOTAL STREAM RUNOFFICFSI AT CONFLUENCE = 4.86 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NU~1BEFi CCFSI (MIN. I I INCH/HOURI 1 15.b5 4.86 11.50 8.48 "':'" "'"\.-.7 ''':'. "::'''::'''-~ -, .c 3.810 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULAlRCFC&WCDI USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 19.76 16.41 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFCCFSI = 19.76 TIMElMINUTESI - 11.501 TOTAL AREAlACRESI = 7.43 **~***********~************************************************************* FLOW F'ROCESS FROM NODE 5.12 TO NODE :::;70.24 IS CODE = 1 ..)>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ===========================================================~================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMINUTESI = 11.50 RAINFALL INTENSITY IINCH./HOURI = 3.22 TOTAL STREAM AREA lACRES) = 7.43 TOTAL STREAM RUNOFFICFS) AT CONFLUENCE = 19.76 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ICFSI (MIN. I IINCH/HOURI ---------------------------------------------------------------------------- ,1 19.76 11.50 ~ '?,.,":!' ..... ":-":"0_' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORt1ULA (RCFC8,vJCD) USED FOF: 1 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 19.76 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFICFS) = 19.76 TIMEIMINUTESI - 11.501 TOTAL AREAlACRESI = 7.43 cp **************************************************************************** FLDW PROCESS FROM NODE 370.24 TO NODE 343.48 IS CODE = 4 I I I I I I I I I I I I I I I I I I II ..........................UI-I,WIC- r-~r-L-I L...UY'I ""'''''VL...L...l~I.'L.. In"u ,JWL.lMr'~""--';:-'"';"';-'.;--'.. &-2J, )))))USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- PIPEFLOW VELOCITYIFEET/SEC.1 UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTHIFEETI = 100.00 GIVEN PIPE DIAMETERIINCHI = PIPEFLOW THRU SUBAREAICFSl = TRAVEL TIMEIMIN.1 = .18 ::: 9.5 67.50 67.00 MANNINGS N = .013 36.~) NUMBER OF PIPES = 67.14 TCIMIN.l = 21.58 1 *******.~******************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 833.78 IS CODE = 4 -------.--------------------------------------------------------------------- >>>>)COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >))>)USING USER-SPECIFIED PIPESIZE<<<<< ---------------------------------------------------------------------------- -------,--------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.1 INCHES PIPEFLOW VELOCITYIFEET/SEC.l = 32.1 UPSTREAM NODE ELEVATION = 67.00 DOWNSTREAM NODE ELEVATION = 55.21 FLOWLENGTHCFEETI = 66.22 MANNINGS N = .013 GIVEN PIPE DIAMETERIINCHI = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREAICFSl = 67.14 TRAVEL TIMECMIN.1 = .03 TCCMIN.l = 21.61 *.~************************************************************************** FLOW PROCESS FROM NODE 833.78 TO NODE 833.78 IS CODE = 1 ---------------------------------------------------------------------------- >))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ..)))AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ----.-----------.--------------------------------------------------------------- -.--------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR I NDEPENDE:NT STREA~l 1 ARE:: TIME OF CONCENTRATIONCMINUTESI = 21.61 RAINFALL INTENSITY IINCH./HOURl = 2.28 TOTAL STREAM AREA CACRESl = 34.15 TOTAL STREAM RUNOFFCCFSI AT CONFLUENCE = 67.14 CONFLUENCE INFORMATION: STREAM RUNOFF TIME NUMBER (CFSI CMIN.1 INTENSITY CINCH/HOURl ---------------------------------------------------------------------------- .1 67.14 2.279 21.61 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULA IRCFC~,WCDI USED FOR 1 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 67.14 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFICFSI = 67.14 TIMEIMINUTESI = 21.610 TOTAL AREAIACRESl = 34.15 ============================================================================ END OF RATIONAL METHOD ANALYSIS (g\ II I ! I I I I I I I I I I I I I I I I I I ~?>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< t>W ............ ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.9 INCHES PIPEFLOW VELOCITYIFEET/SEC.l = 16.1 UPSTREAM NODE ELEVATION = 71.37 DOWNSTREAM NODE ELEVATION = 69.70 FLOWLENGTHIFEETl = 26.76 MANNINGS N = .013 GIVEN PIPE DIAMETERIINCHl = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREAICFSl = 19.76 TRAVEL TIMEIMIN.l = .03 TCIMIN.l = 11.53 **************************************************************************** FLOW PROCESS FROM NODE 343.48 TO NODE 343.48 IS CODE = 1 -------.--------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMINUTESl = 11.53 RAINFALL INTENSITY IINCH./HOURl = 3.22 TOTAL STREAM AREA IACRESl = 7.43 TOTAL STREAM RUNOFFICFSl AT CONFLUENCE = 19.76 *****~********************************************************************** FLOW PROCESS FROM NODE 2.14 TO NODE 343.48 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================ USEP-SPECIFIED VALUES ARE AS FOLLOWS: TCIMIN) = 10.01 RAIN INTENSITYIINCH/HOUR) = 3.48 TOT!\L AREA(ACRESl = 3.22 TOTAL RUNOFFICFSl = 9.33 **************.************************************************************** FLmJ PROCESS FF:OM NODE 343.48 TO NODE 343.48 IS CODE = 1 ----------------------------------------------------------------------------- >>>>>DESIGN!\TE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMINUTESl = 10.01 RAINFALL INTENSITY IINCH./HOURl = 3.48 TOTAL STREAM AREA IACRESl = 3.22 TOTAL STREAM RUNOFFICFS) AT CONFLUENCE = 9.33 CONFLUENCE INFORMATION: STREAM RUNOFF TIME INTENSITY NUMBER ICFSl IMIN. l IINCH/HOURl ---------------------------------------------------------------------------- 1 2 19.76 9.33 11.53 10.01 3.218 3.478 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULAIRCFC&WCDl USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 28.40 26.49 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFICFSl = 28.40 TIMEIMINUTESl = 11.529 TOTAL AREAIACRESl = 10.65 c;!/ **************************************************************************** FUOW PROCESS FROM NODE 343.48 TO NODE 100.00 IS CODE = 4 I I I I I I I I I I I I I I I I I I II -- ----'- -:;.~~------------ - ---- --- ----------------------'-'-----~--- - ------------------ )))))COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< )))))USING USER-SPECIFIED PIPESIZE<<<<< t.-tC; ============================================================================ PIPEFLOW VELOCITYIFEET/SEC.l UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEETl = 243.48 GIVEN PIPE DIAMETER(INCHl = PIPEFLOW THRU SUBAREA (CFSl = TRAVEL TIME(MIN.l = .70 = 5.8 69.20 68.00 MANNINGS N = .013 30.00 NUMBER OF PIPES = 28.40 TCIMIN.l = 12.23 1 **************************************************************************** FLmJ PROCESS FROM NODE 100.00 TO NODE 1000.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATIONIMINUTES) = 12.23 RAINFALL INTENSITY IINCH./HOUR) = 3.12 TOTAL STREAM AREA IACRES) = 10.65 TOTAL STREAM RUNOFFICFS) AT CONFLUENCE = 28.40 ***~.************************************************************************ FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 7 )))))USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ----------------.------------------------------------------------------------ ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TCIMINl = 21.40 RAIN INTENSITYIINCH/HOURl = 2.29 TOTAL AREAIACRESl = 23.50 TOTAL RUNOFFICFSl = 46.26 **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 1 )))))DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<... >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------.------------------------------------------------- ---------------------------------------------------------------------------- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATIONIMINUTESI = 21.40 RAINFALL INTENSITY IINCH./HOUR) = 2.29 TOTAL STREAM AREA IACRESl = 23.50 TOTAL STREAM RUNOFFICFSI AT CONFLUENCE = 46.26 CONFLUENCE INFORMATION: STREAM RUNOFF TIME NUMBER ICFS) IMIN.) I NTENS !TY ( INCH/HOURl 1 28.40 46.26 3.116 2.291 12.23 ~ .. 21.40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO FORMULAIRCFC&WCD) USED FOR 2 STREAMS. VARIOUS CONFLUENCED RUNOFF VALUES ARE AS FOLLOWS: 54.83 67.14 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: RUNOFFICFSl = 67.14 TIMEIMINUTESl = 21.400 TOTAL AREACACRESl = 34.15 CQ~ ****;************************************************************************ FLOW PROCESS FRDr1 NODE 1000. 00 TO NODE 900. 00 I S CODE = 4