Loading...
HomeMy WebLinkAboutTract 15908 Sierra Lakes Pkwy T . . .. , AikrES .. . sIERRAL LA , , . ,,. ,A. 4 ■ , . , C:-...:',,."'":. A . ,,„ • `.- , , . '.7 ( Drainage in age , nL•., ..„9 ,. .. ., ... , . .. .. ,...,.. TRACT „,,,,,,„....._.,..„„„,,,;.....„,...,...„,•,;.,,,_,,•„,„:„:.4t,...;,..,„,„:„..5;;AKEs..,;:, .,.. .,, WAY ,• ' .. • , ri , -1-.,r,1: r ?,„::3:•,41,,'1 , ,,,,L,,, ,,,; ,,,,,1 ,:,...,,..,„.,•;•-,,:..-.!.....4.,,,r);.,:..;,,,,.:,„•:......LN-_:-,•,,,,„..,.....,.r.„-:••,,,,,,:„.,-,.,..,..:,,,,,,,.-,-.,,,c.,:.,;•.--,,,„„.,::::,,,,...,..i7..,,:::„.,......,.,,,,: N tb„.i, ,,,',5'.,',....4.,,,,,.,,,,,..!;.,,,,,,,,,::,::.,5:4'.,..,..2.,-...:;,.::'.',,,,;,...,1,_py,..:„.,:;7:;..,,,,,,,,,,-..,...,,,r,.,-,,,_,..,.,,,..L,...,:,;;;:i.,7,::',,....:.:„::-.,,.:.,,,,,....:.;,,!:„.;,,..:,...,,,,...,,,,,,,i,,,....,..„:,,,,L...,„.,..,,,,...-„.;.,,,..,/,...'-, „.,„,,D ,,. ; I ,,,.', .:,,:,,,'„;,',1,':,,,;',',,::',:-,',2',,r ;,;,. '. '','. '.'i ',.,, ,-.',,,1:::'• ,,,.;rr :',:',',,:',',''''''',, '' . ""'” ':: ,. --,,,, , 4 ' ,. ,„ ,,, ,,„,..4:,. v--.,?,'„;-,-,j.;,aiVI'°1,1-:&,'i'4,,,..-.:4-4, ';'",`. .'''';.;';:0-,;'-'.q,",','.',,:.,;,-...1';.'`e,_4.','::';''t •:4'4:;•=r.■',.',,,C,1-'L-,',.-44:,',,'',' P ' ' , ' ''''?!:', 4 . ,4,..,,..t.:,..,..3:,,vIrl';,, `..1-,14, 4 - 't 4 ',.,- s-4,,,:1,,',1",„:,''‘,,i-r, 4,,,,,:-F,4.':'-P44';'44,,:':',.44'','4,!,, f24,g.--.1,1;.:-..,-..-4''.1•• '';','" '. ,',4' ' ., --- ' '. i . , - ' •••.•_', ::: ,: '.. -''. ',...:,-' i-I'''.4,1,:',!..--;:l'..",,,;4,41,44■142 '1,,'4-; . ,44- '''''''' : - ."',1i,`(''.? , '.e :. 7,-EITU.! $ ,,.'„ 4 .,, ',•41'-ri„,..:,. _. --, ., , ... ;,!:,-,,:- ,,,,,;,„...,,,.,;,-,'•,,,,:,,,,,,2.--,-.:',,,?:.,:;;,,, .„,,,,‘,.,,,14,,,',.;,i,;",._ , ',Ik::."1!7ev,4.i.44',Aoi,txdtf:k,,6,,t'R,',Mrf,t;';51:,'A'',''";'*f,C,:ko'tOk*,%-,aq:31:'kt'A'=0;AiiB,;&''O'Y::ig.kf;"6c,'J'M',z.4:'aFW::'g9:',: 1 illii9iN,I,', „,,,i,,,,4"‘"."""iv.`..r4/4`Ale5,,'404 ;4, ,,t,l, ,,,,,,,.,‘ ,-",-,Lit: ■,,+? '1' „,,, , i.- 4V,-,:,,,,,.6,41,,,Vr,, ,,p,427,M,',,,,,r1,',■,4,,f4MA14",*t ,IN,,,,,,„.,,,-4),,44,*0.,„,,,,,),-.q.";,., ,, ■ ' , ' ,," " . . % "., : ,"' =,"4",,?>;,,,,',;-&,,,.'17",,f,-,'"",,,,,e,t,`,,,jr,..,4"*",,,X ef 0 i' • ' ,V,,,Ttlitel. ,-,4,,,,i.:■-'1;‘, ...,t-1,3■;-,41,,!..!,„,',0-94ft,"14,4,0'0`,11.4■;./1",;i1131,Aq9Mik,,,,b441,0A-WY.Aa,,,z,:,,,,•• , ' ' ,..2 t:' , , ,,, '"r','. ,-":" "'" , ,',',,'„'", ,-):,,,:f.'"'",,Zkinj;:eriZ,Nt,-,:tmle,r,!"'"rr,,e4:;,;,1 ,,,07,-,... , g , ,4 :yr -,(4; - . ....." '" ,,/,',. , ,'",,,,, ..: .,./Pi,,,er..4 ,,,,!,,,'' -.V ;"4p,,,„,,,AIANA. - 'x ,,. .. , 11,/1 ..'. '4144 ,g",17„.',,,•41,-.',6P1,,, ,..'",,:1,,,--, - ,,,,;,,,,??,,,:,,,,,,.;,;,,,,,-,,,,,,,,,,,,gr,,,,,7k,";;,:4i"'=f-“,,k1,,i.",'"'"047,1:i., ,,,11,'"A',3'74•4:"'. .' ' Y; 'ir '; & ',' , ' t oe. 4 , r .,„ 4 -;°3.".; ife'-i,+:,,A4;',, PV,ttithALl-N•fiT4bt:ift,N4S+440-'41-NdleVil,7tiret,,,i/p-Alqq:J9SOrtli4,, ''''''''''''''''''''''''''''''":' ' 'Th;.;?';'"''',V4''''''g''',Ng''"A''f''','1:- Ak"",,r4•141'''' A. 0.4). '" '" - '-'1110'4'1-4,)01*/44"5:1'.,..W0,::,,,, ' ''',i,,PS:44,41,:"INV",.,..-1`," ''Ciii4''q'Til`-'01,5""£'it'prbrXA,^1,AV4P:Il,j,e,#,- 6r:/':'!'gt,1,;,;"ii,,,;:";•fe:',,",...^c,:".j'',,•",-t.'";0ti:6,V,'?,,',4",,.,44V-4'1‘" "'''"fr4q.,+''..„',,,A.,41' `,,,,,Z,,t.,,,,::',4,'," ii.'4",.."',.b16,P.4ft,' ,,,,I,;;'v,,tAtdliolf:Aioh,.7.,,,,,it'115fi,,t,.,:,z%07,6,11,f1-fr,,,ttie,s:,,,,,',•14;,- Aop,A57,04VA %,'T4s,t,/b,,?-gie-,,,,Vevtg-v..-40.,,,,,,i;,,,,k1k:, N * r `1, , ,t...„.41 N.Yil %. -' erof X 010&1-4vIto sltekg ,.., &.bv,,,g, ...01,-,,V • 'il•sqg24.21,c,auglits.4-_,,a, ' .:i: •,,I.,;":14,1-7,,Sig ,''''Sp.,,,,,,,3141.1.*-..,,,P3,•,,,f,,,,I.,..018i,"4,-,',:reex.',,zocal:41,jolic:;4,&14,..,4,, , f.1717:t ;""46'rgilt7tYTO, ':.116441',14"43isti :Atit_'W.Lff■ . L ' ' '''''''''4W'A4.* ' '14.'-'4'''''''3041Vii ;. -0,A. , - • . - ,,,,-,0 - -, - g4hi,..', ,,Aito. :4,44,51.4-fflitlilithitiqj:,111),,: :',;'4.44'7611.41.11'4.411.4);1,ortrt.::14,-,1(,k'14$1:(:"1.;INT44,1401,,;' :0;p: oyg Lif 4 ti,.., : vomp-A0AgitAveloP, if "::' 4/114 '1411Acilillit'4.Lkit‘tp 11;1143,1).ipipi*tilgpret.e. ,,,fite-rics w 4Li an . : - :::: ,, T4valtkds,..AL :4 4.1-, 0,?,=1-4i0,;.404.03.4:4010%!`!;1.`:', Ft1:4';',,q,-,ItIOSAligi`ZZ '"' ' " ,0i,A11,. 11-4/114q,1P4 74/140,A=P'40,1414 4 1--'-','3"4,,PAt'''''e41 .Ait4Nb..j014ta!;4.14TATOilri,:4,,I.AtrAp,f ' ''''''''',4;411,..,,oi, '`IsitimatttP10-0_,,,qtpxkl,F,1,4■,,,Y.4.;',4gt,'.1.- ... / ,,,,Itark:;gii,?.3.',Wt.;14.4:_fl'i:k1;i:;',1.'''',:i.'15WT.t,ORC'F-71`ft*:', '''..=`7511,;*Tiil.,1144■Tit7.i.0,!,,Tf.''W 'ig,,:4,1.4e:SA:Yt:.:6.',,, 4--,;::,-,..;:r.,,q:..-,,„,,,; .::'.,,,,, i■;■,-,,„11.:4'". '-'1"'''''-5.:',VVM%'-- ,::',':',:.,f4e:;.4.,;,,,C'',14,;,..-''','''''''''''f'.''';'•?,=,';I:',L,,:,`-*: , , ;,1-f.4tt:4i,.; . -, 4,'`;..,,,i.711-14.-,.,4;:r„,li„,ty■",-4-;:+:.,„,-.4.;',V.i,r-,4,.''...,.''Z'PT'''...;,14',,:r'''', -,,.....,, -. ,..._.-., .,„....... ........... .... ,.., .,.....,...,., ,... „, -0, ' , 4.1a .''' -::ilfiliOVP,f,-.t,; •. , ." r ' " =',, -.._ . . _ .. .... ..,. _...,..,,.., . — ..... ,,, , . '''''t/4410:-::" ''. ::f■iktk-teN,, ,, „„. , ,:1:!,:::7,',?-it,1$4,_.#0e,,,,,04;"40'.004, ' .; 1 4 7 ;•' :' . 1. _ :L 'e: : 5i , - - . i , yr ,, , : 4g.2`11,44Plit4 2-.;''''' '''' '..'.., :'.R.RF*;--4f,' 14 II , - ' E :- . ''. - : ' " • ' :' ;t% 4:h liiland: ' --f •:' , . - ' L.-, 4 ._ — c Tue .01 the ' i , - ' '..- . ,- .-...- ..J '..it-0.4..' - •.'rr - ' -.- - . ' • . 1„.„. pr. A clate 0 ii Ma .. , , , ,,:x.. dr,,,iv ...it.,1-1_ dole -- ..- , - ' ... ,. . ,..„ .. Su et S t 107 ' - ..... ..,....,,,„ ., .., . .. .... Church .10601 h Stru-,..' CA 9173 . .- . . -ilioliga-, , -4 - 1 't;t24 , ; - 7:•;'-- - -.- - itaricho -k./uca .. . ' . - , , .• . .. ' -;,.,. .... „ ' •' '- .'. -:' '''- - .'''' --'---.--..'-' , - -,. , • 94 8-1311 (009) : . - - - - F.,..47ix„94,plik,,,,y._.4.„.„..„,..i„.....-ii,..:..,.. ...,„-...-„:,...::,,,,,,,_.,.,,.....,..„..........„.......„...„.........„..„....:........,,,,_ , ..,,.. ..,,.• ., , . , i'.,- ,,, -;-4.-0-::,-.... -.. --L,--4.-s.;.---.,-,..-. ., , . , . . :- , . TABLE OF CONTENTS SECTION 1 HYDROLOGY CALCULATIONS a. DISCUSSION 1 ADDENDUM TO DISCUSSION lA b. SIERRA LAKES HYDROLOGY MAPS 2-3 c. 100 YEAR HYDROLOGY CALCULATIONS 4 -30 SECTION 2 HYDRAULIC CALCULATIONS a. TETTEMER AND ASSOCIATES LINE "S" AND LINE "R" PLAN 31 -33 b. TETTEMER AND ASSOCIATES WSPG CALCULATIONS FOR LINE "S" (REFERNECE ONLY) 34 c. LINE "A" 35-42A LATERAL A -1 43-44 LATERAL A -2 45-46 A,B,C LATERAL A -3 48-49 A LATERAL A -4 50 -51 LATERAL A -5 52 -53 LATERAL A -6 53A,B LATERAL A -7 53C,D d. LINE "B" 54 -59 LATERAL B - 60 -61 LATERAL B -2 62 -63 e. LINE "C" 64 -68 A f. LINE "D" 69 -73 LATERAL D -1 74-75 LATERAL D -2 76-77 LATERAL D -3 78-79 LATERAL D-4 80 -81 SECTION 2 - CONTINUE HYDRAULIC CALCULATIONS LATERAL D-5 82 -83 LATERAL D -6 84 -85 g. LINE "E" 86 -87 h. LINE "F" 88 -89 i. CARRYING CAPACITY OF TETTEMER'S LINE "R" 90 j. CATCH BASIN DESIGN LATERAL A -1 91 -93 LATERAL A -2 C.B. IN SERIES 94 -96 A,B LATERAL A -3 97 -99 LATERAL A -6 100 -102 LATERAL B -1 103 -108 LATERAL B -2 109 -111 CATCH BASINS IN SERIES 112 -121 LATERAL D-1 122 -124 LATERAL D-2 125 -127 LATERAL D -3 128 -130 • LATERAL D-4 131 -133 LATERAL D-5 134 -136 LATERAL D -6 137 -139 k. ORIFICE CALCULATION FOR LINE "C" 140 1. MODIFIED PARKWAY DRAIN 141 in. SIERRA LAKES PKWY. STREET CAPACITY FOR 60 CFS OVERFLOW FROM INFIL I'RATION BASIN NO. 142 -145 SECTION 2 - CONTINUE HYDRAULIC CALCULATIONS n. BASIN NO. I OVERFLOW AT SIERRA LAKES PKWY. AND AUGUSTA AVE. WITH FLOW AVAILABLE ON NORTH SIDE OF SIERRA LAKES PKWY. 146 -165 1. DRY DRIVING LANE ON SIERRA LAKES PKWY. WITHOUT INFILTRATION BASINS OVERFLOW 166 -169 SECTION 3 REFERENCE SECTION TETTEMER AND ASSOCIATES FLOOD ROUTING UNIT HYDROGRAPHS 15 PAGES TETTEMER AND ASSOCIATES RESULTS OF FLOOD ROUTING STUDIES OVERFLOW FOR INFILTRATION BASIN NO. 6. (LINE "C" - 381 CFS) 5 PAGES REFENRENCE PLAN LINE "C" - CONCEPTURAL 1 SHEET Q10 HYDRAULIC CALCULATION V.S. T.C. ELEVATIONS 10 PAGES HYDROLOGY FOR Q10 28 PAGES T ',..;=,,,...:,'?,•1 SECTION 1 HYDROLOGY CALCULATIONS - , - ',,,,,,, • 414: ''''';2•7 . : , : : ::;.,•:-.' , '.;1141A,t , "..0 , f: ' , ;',',', ; 'ir.,it•, , ,D.Fa .' , :;''' ,.,„ ,'• '47',..0,C•') , :,=is tit • .;:':' ,-, .',; . ',,,,.,,, - • :, , , . - t,'' :' . ' , ''':, ii'l' ''.' ., , : , , , , ,, 4.- - ,f,t.:1;, , ,,, , iT,..f . .I4•Lx,V,,,,7,.?.•:,..... ',.- , , .,.,.,-.,-,'-`:--,-.•,,,, .?4,:'.•., ,,,4,,• 1•.•.' ., -„, . „ - ' ,,, '' , ;::' ,; .'•::';'-; : iii•APrA''''-'''' .. •' .• I ' " . ' ',,,,'..01i;',,;,,,,,,, ., , , • . ' , , :....,,''f,, li. •,.-: , ' .• •'''•:- ',•„:„;•:;:•;,:::ck?iil,..i: ;0:4" •••••••'• : ' • '.!••:.• .-• Y:-.,.:••,!.•.;'',A''.•••^••••• •• , . , . -,• ' •. ' :- ••••:•• ••1,: - ':30,4`..:' , •••,•:•'•':, ,'; •• . ; ''. ..,• ••, ., ": "••• ,:;:,,, 1*;•.::ii.'-'X'••,::.'••. • •.,. • : , . . ' : 1. ' ', ,' •:::'.is -••.'..., ,•: , . „ . . , . . • „ . , . . • . „ . . . . . , , . , - : •. :,, ..,',..:.• • ',., '' • : • ' • , .. „ • : ; ,'• .1 , -, : . ... ,....;,'''' r' ';,,',%'.'6 ,44.0,4r4 . . • - • - ' - • - -:' ','''''4>.:At,j4f..i. ..;-., . ,'. , : .',- .. , ,'.., - . , :, 1 -,' . -- ..:: ' , I : .c •”, : '' :, • ..-' ,- -- ',' - : :',': . -• -', '',,,• .. 1 - . • '',:-, :"- ..,- : ,;; ..' , ;,.., ',,:-'-,[ . ',; :.; ::: ..::,::: .- ; ': r, • : ''. ;.. ;,.:::--, : - -,_;, ...,,„. ::‘:; -.:'. ‘-' : ,,f-i-, - , ..:,: ,--, ',,',.:,' ::. .; : '-',' :,, • ,,, 1 ' • : `-,:;-:::;, 'R.:'-, - '';'f','",".`: -, " '..., '''.;‘,',' 1 '-'-' --,:? ';:-.- ,.."..-,- -',' - ,-;g: : ', ",. -; -,,. , ' ,'-'',.,','',., -.,- - :. ,'.,-,:.''. ; ,:', ' , ',, '-‘,,„:1,-; , ,',.„ -;,,,,,,,,,,,..,:.:';;, ,,',,-: ,,,-,; '„: .,',..„:, ;.::!, '; .. :: ', , „. ;:: ..: ,..,,,,,,:.,,,, ;,, • ; : " :0 :;,;,,,,-;; ,..,,, : ...... •;,:, ; ,-. :::::: .,,.:„,,, . ;,,., ,,,-,-::::;',' •,''.,,;:,,-.., :,,, -'....:,'T ,:. ' , -:.''..''' ',,: : ' ''-:. 7: : , ' : 1 ' ,5 , . :- , , :: . 1: ' '}' 1 , '' :.}...',;;':`'''' `'.: ' ''.::.':.'''... ‘;''''.." -.AC ••,'-?Vr?? :•,; '-.I:I''' , s.,- 4 feri,; - :`,..4.•;1"... , .::::• , •••• , -.,' • ,, .:. ;, ,':'.. ,,,, ---, '..•.- ,,:'„., ' "-:-.,:':-...,-..,:[,, -,`,..:, ,,,. ::'; '. ;',-' .-.': :-. : .-::,';' , ;::,,, .•:;;,:'..., ,'-,, .,' • .',.'' .::::..,;',:. -- ;,1 -- . , .: ":', , d ,, i;',*?..:;:::::' , ',;' 1 ', ,';:::•:, , - '," ' - • : ' ,- :-. '-' - F % • .:. :' • " ' -:-!'",.':"','::. -,' ' :','''''..,. , :,-.;::::-:-.:' ',., ''' " : '.; -=.' "::. ,:''' , .,' ' : "- - 1 , ';' `..,,':::?".,-/:',.•.':-• ' -; l':: , . • ' 4 ,,,,-, .,T::::!..:: -' ",.• , ■' - `: ,,4 ' -, ;; , ...' -: .: -, , 1 .:: , : - .' , 'Zi t, " , ,YAS,A`1 , It., I'' ' ':- ,g'j, ;',' ..'.':.', , '.."--,":•::',::: ::',' ' ':.: ' - .'• '; :, : .`'.,, ..j., •.:, 1 „`',•;••,.,., "?',.:;; -",,, • .:.:•:•''',„•',',•-, '''-,':.,• """••'-.::: ' • :',,', ,'::.: • 'Tz"' ',•:•::.:'::;•"•:-- -• ••.'.'-" ): 1, : •.` •• •'-, -,:'•: I •'•'• •• ••• ••-'••=• • •., •::: • '';'. -, :,:',.•••:- ',-.••,- --., • „(•:".; ,,-,•••."' ,i, ;-:':, 2, :„.•••••••••:,, t •:••„,',,:', .„,•. •'• :••''' - .. ,, j .• ;‘ ,•: - ..- , • ; •,,,.. .- :::::,,' •,,. ••"'•-•;'-;:..,..••,•• '',•'. .,,_,:• , ,,. , :,•: - .',.••,.•'f ,, .::::,,,,,:•• `:c. . ,•;•:::;,•-•-",'-.,,, .t : 5'5 :5 .•:',,, 5 •:',, :5 ..•. ,' • : , :. '' ''. ' ' - ' '''''''' ' ''. ''' ' ''• :'' ' ""''' '''- : '''''-'' '''''-';'' '''':'- ' '- ''',.-'',''..-", •-": ' '.: 7.' ""- ''.. -,':::- '.:','..": :'' ',.•;!.;t*.,:',•:.•.',#•,,•.,•, 44,,,,4t,; . , , • , •• . , ' ; •'. = •..;'1 '•.-• ;•.',' '•;'-• '-': .:, '-.- '•;•:; fr •," ::' ,:" = " k''' t '.''- ','-",,!,',,,' ,',', ' .'4t, ,... ::'''.. ', ': - .,1''.'' ''.;.';'',,,' '').'.'''.-,.;'-'4'.■;".ir't.'''..',$';',. '':',...0..ty,..f4,4,i',1;,,,fX,,.g.;,,,,,...,,','-.,;..j.'. ,..,- '.. ' ;" ''...• ', ' 't '''.. '' - ' ''.'.'.;','' '''': :::''';'''''.'`"- ''''',''' '...,'''''' .' . '''''. t ., '- "'' ' .. , " ', . ,''''''?'''''',:* ''''''''•''," -s4' ''';'. " ''''.'''''' t '''''',, ..''''' . ' -',;-''.',"! ' t'' -' ' ' '''''''''' ' .4' '' .; : '. .''' ', )`, , ,`'' , :'..':',1'1'.1 1 !". " .: ". "'it'S . 0 '1 64 .' ',4§..,: ', ' ", ...1;', " ; :, ''', - . ,, f,,„ , :., ,, ,,, ,,,;,,,-:„,,,, :, , ,.. :,., ,i ,., .;,' '.,"....,;;-!.."...,-', :t", t ;`-'' ',.:.,':',','"',,,!,-'''';',,;,,, ',..,',6' :.:4•1":•;,••:•,•,'„,'• •::••• • : ' -".',...., '.:,,,,,,,, •,`,::: '.•-.:• :!.::, -•-•, '',,,, ,,.„,.;,-,,,,,•; • ;.,;?,,,•:,',:•••.,•,..;•:,::•,,. :;":",c4, ,•:,-::::, , .,,,,.-,:,::: - •:.•' . ..„-;•,,;:t,.., , ,,, , s,Tt , ,,:::,,..•!,,,.. - :;j: '•:' ';: .-:••::::::-•••."'" • ' : -::".. ';:, - 3: :„ "•:•,.:',..-; •'..: : ,,,•: - •.'.'•:;`,:,' , ''r 3'..',..:• '•:•-•',.:•••••: , ,.. - -.^„•;,,'":',1;.;,„: (:,:y,i'••,":.'•• „, • •;•'-'-'."•;',... '"•••','.. V 'i-,...4 • • • ::, , -,,,,,,,::••;:-„-:,,,•„:„ i , ,,„, ,, , , , , ,,I ::„-, ' : ' ..• 1: '••T,:•:::•,12,,":•,,,, ,'!„., ,,,,,,..,;:-,:"....,.',',:,,,,,,,::::: ,,,.:. s' :',..,,:,-„,. :•,,, , ,, , ... , ,, ,, , , : . 5-:,..,: , ,.,-.,,.;,:,,--, , ...,, , ..,....,.,,,,-..,. , :;;,:: , ,, ,, ,, , iqr , '' :•.- j I ,• ; '''g'''-'''•,- ',?,' : ,;•':,'-'•:::;,-;•'''' • i r . ,- ,•:':•`,,' ,,,':':i'!•''', ..- ', i,,,',',, :::-4';',;:,;':;'i4 - 2:-: '...''',1t4.,'V•14 ,,.q - 441:1;•' s ia,'i : 4Ns:-. 44, ••.• . q%'•(:' , ' •: : --,....!,:f--: ..,•,,0 `, ,, :•",- ; , , ,, _ i , , ..., ,,...., ,,,,n ,.,..., , , n •,, ',,',-,;-1,4;`,:!9,-,'',7',g'; "'.. - - - .'•;‘ , ": : ::';'.`;'-'`:. - '-''.. 1 ,•,,i , ' , .;1:' , ...;: ,- . - " , "'',!. , f - ',A7 '.':-.':ir ,41.44"..1 .' :'• 5 '' ' ', ' -, "'.''' 5:-; =,:.-",:' ,":",...',,,,"':''''.'''...',..". `,,:::.,". :: ':':"=.; .,:5,';.. ,.-„ 2,,, „ -::•:.1A., '''Ii .. ., , . ' ADDENDUM TO DISCUSSION: The purpose of the "Modified Parkway Drain' shown on sheet 2 of 10 of the Project Drawings is to discharge street flow into Wetland No. 8 that originate in the failure mode of Infiltration Basin No. 1 and Infiltration Basin No. 7 being conveyed in Sierra Lakes Pkwy. in the amounts of 110 cfs and 60 cfs, respectively. The balance of the overflows of the two basins shall be placed into the storm drain in Sierra Lakes Pkwy. in the amounts of 26 cfs and 160 cfs, respectively. The minimum water surface elevation must be 1532.65 for all basins to function to maximum capacity, as required by Tettemer and Associates, Ltd. The purpose of the "Modified Curb Opening C.B." is to discharge fail mode runoff from all on -site basins into Line "C" 381 cfs via Wetland No. 8. Hydraulic calculations (wsng, pages 64 -68A) for Line "C" indicates a water surface elevation of 1535.47 is necessary to accept 381 cfs in Line "C ". We have enclosed in this Drainage Report in "Reference Section" Tettemer and Associates flood routing unit hydrographs for Infiltration Basin No. 1 (136 cfs) shown on their page 13 and Infiltration Basin No. 7 (220 cfs) shown on page 20. We have also enclosed Tettemer and Associates drainage report identifying the overflow of 381 cfs from Infiltration Basin No. 6 via Wetland No. 8 shown on their page 14. OM r MN ************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) mom (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 WM Analysis prepared by: MADOLE & ASSOCIATES, INC., OF THE INLAND EMPIRE 10601 CHURCH ST. SUITE 107 MO RANCHO CUCAMONGA, CA 91730 (909) 948 -1311 FAX 948 -8464 mm * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA HYDROLOGY STUDY WI * FROM CITRUS AVENUE TO EAST BOUNDARY OF P.A.20 * INCLUDING STORM DRAINS ALONG CITRUS AVE. AND AUGUSTA AVE. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** mos FILE NAME: CAR.DAT OM TIME /DATE OF STUDY: 9:21 9/ 7/2000 mom USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: MO -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 mom SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 O M *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) = .6000 mm USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5200 O M *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* ,,,., *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING MO WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) - 1 30.0 15.0 .020/ .020/ .020 .67 1.50 .03125 .1670 .01500 2 22.0 11.0 .020/ .020/ .020 .67 1.50 .03125 .1670 .01500 MN . GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .67 FEET +m as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) d e *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* mm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < °s' »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« MO INITIAL SUBAREA FLOW - LENGTH(FEET) = 1200.00 ELEVATION DATA: UPSTREAM(FEET) = 1584.50 DOWNSTREAM(FEET) = 1559.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.327 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.590 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) MO RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 12.26 .98 .50 32 14.33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 mm SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 34.23 d M TOTAL AREA(ACRES) = 12.26 PEAK FLOW RATE(CFS) = 34.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** eew FLOW PROCESS FROM NODE 603.00 TO NODE 200.00 IS CODE = 41 • » PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ,.. ELEVATION DATA: UPSTREAM(FEET) = 1554.00 DOWNSTREAM(FEET) = 1549.29 Irll NI la al "I FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.0 INCHES MO PIPE -FLOW VELOCITY(FEET /SEC.) = 12.84 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = - 34.23 ow PIPE TRAVEL TIME(MIN.) = .26 Tc(MIN.) = 14.59 LONGEST FLOWPATH FROM NODE 602.00 TO NODE 200.00 = 1400.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,m FLOW PROCESS FROM NODE 200.00 TO NODE 605.00 IS CODE = 41 • »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<«« gm ELEVATION DATA: UPSTREAM(FEET) = 1549.29 DOWNSTREAM(FEET) = 1548.39 FLOW LENGTH(FEET) = 37.00 MANNING'S N = .013 O N DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.00 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 om PIPE - FLOW(CFS) = 34.23 PIPE TRAVEL TIME(MIN.) = .05 Tc(MIN.) = 14.63 LONGEST FLOWPATH FROM NODE 602.00 TO NODE 605.00 = 1437.00 FEET. oo ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * *, * * ** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < 4w TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: • TIME OF CONCENTRATION(MIN.) = 14.63 RAINFALL INTENSITY(INCH /HR) = 3.54 AREA - AVERAGED Fm(INCH/HR) = .49 AREA- AVERAGED Fp(INCH/HR) = .98 AREA - AVERAGED Ap = .50 ▪ EFFECTIVE STREAM AREA(ACRES) = 12.26 TOTAL STREAM AREA(ACRES) = 12.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.23 mum ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MO FLOW PROCESS FROM NODE 600.00 TO NODE 604.00 IS CODE = 21 no » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« OM INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1589.60 DOWNSTREAM(FEET) = 1569.30 AIM TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 O W SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.504 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.324 SUBAREA Tc AND LOSS RATE DATA(AMC II): OIPIN DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) O W COMMERCIAL A 1.28 .98 .10 32 10.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 w� SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.87 MO TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 4.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** '^ FLOW PROCESS FROM NODE 604.00 TO NODE 205.00 IS CODE = 61 W O - »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » » >(STANDARD CURB SECTION USED) «« < ws UPSTREAM ELEVATION(FEET) = 1569.30 DOWNSTREAM ELEVATION(FEET) = 1555.10 STREET LENGTH(FEET) = 640.00 CURB HEIGHT(INCHES) = 8.0 MB STREET HALFWIDTH(FEET) = 33.00 +w DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INSIDE STREET CROSSFALL(DECIMAL) = .020 OM OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 OW * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .40 HALFSTREET FLOOD WIDTH(FEET) = 12.11 Om 5 Min OM AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.83 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.54 in STREET FLOW TRAVEL TIME(MIN.) = 2.78 Tc(MIN.) = 13.29 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.756 SUBAREA LOSS RATE DATA(AMC II): am DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .90 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 um SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 2.96 EFFECTIVE AREA(ACRES) = 2.18 AREA - AVERAGED Fm(INCH /HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.18 PEAK FLOW RATE(CFS) = 7.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .41 HALFSTREET FLOOD WIDTH(FEET) = 12.79 FLOW VELOCITY(FEET /SEC.) = 3.93 DEPTH *VELOCITY(FT *FT /SEC.) = 1.63 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 205.00 = 1640.00 FEET. mn ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 605.00 IS CODE = 41 on » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< MO ELEVATION DATA: UPSTREAM(FEET) = 1548.83 DOWNSTREAM(FEET) = 1548.39 FLOW LENGTH(FEET) = 21.00 MANNING'S N = .013 - DEPTH OF FLOW IN 24.0 INCH PIPE IS 7.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.20 WI GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 7.18 PIPE TRAVEL TIME(MIN.) = .04 Tc(MIN.) = 13.33 om LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 1661.00 FEET. di ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 1 wm » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< US » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.33 ON RAINFALL INTENSITY(INCH /HR) = 3.75 AREA - AVERAGED Fm(INCH/HR) = .10 AREA - AVERAGED Fp(INCH /HR) _ .97 s AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 2.18 TOTAL STREAM AREA(ACRES) = 2.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.18 ma ** CONFLUENCE DATA ** N W STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 34.23 14.63 3.544 .98( .49) .50 12.3 602.00 • 2 7.18 13.33 3.749 .97( .10) .10 2.2 600.00 MO RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. s ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER • NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 41.00 14.63 3.544 .98( .43) .44 14.4 602.00 2 40.44 13.33 3.749 .98( .42) .43 13.3 600.00 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.00 Tc(MIN.) = 14.63 EFFECTIVE AREA(ACRES) = 14.44 AREA - AVERAGED Fm(INCH /HR) _ .43 • V'" AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .44 TOTAL AREA(ACRES) = 14.44 MO LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 1661.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,p. FLOW PROCESS FROM NODE 605.00 TO NODE 712.10 IS CODE = 41 ON » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< a ELEVATION DATA: UPSTREAM(FEET) = 1548.39 DOWNSTREAM(FEET) = 1539.05 ✓ elm O M m FLOW LENGTH(FEET) = 410.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 18.1 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 13.22 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 41.00 MIN PIPE TRAVEL TIME(MIN.) = .52 Tc(MIN.) = 15.15 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 712.10 = 2071.00 FEET. IS ********************************************** * * * * * * * * * * * * * * * * * * * * * * * ' 4 * * * * ** „w FLOW PROCESS FROM NODE 712.10 TO NODE 712.10 IS CODE = 1 • »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < TOTAL NUMBER OF STREAMS = 2 mm CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.15 OS RAINFALL INTENSITY(INCH /HR) = 3.47 AREA - AVERAGED Fm(INCH /HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .98 ▪ AREA- AVERAGED Ap = .44 EFFECTIVE STREAM AREA(ACRES) = 14.44 TOTAL STREAM AREA(ACRES) = 14.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 205.00 TO NODE 712.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < • »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« MN INITIAL SUBAREA FLOW - LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1555.10 DOWNSTREAM(FEET) = 1546.47 aim Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.193 MN * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.427 SUBAREA Tc AND LOSS RATE DATA(AMC II): , DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .57 .98 .10 32 7.19 MS SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 2.73 TOTAL AREA(ACRES) = .57 PEAK FLOW RATE(CFS) = 2.73 SW ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 712.00 TO NODE 712.10 IS CODE = 41 »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< SS » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1540.18 DOWNSTREAM(FEET) = 1539.55 FLOW LENGTH(FEET) = 26.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES WS PIPE -FLOW VELOCITY(FEET /SEC.) = 6.74 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 2.73 PIPE TRAVEL TIME(MIN.) = .06 Tc(MIN.) = 7.26 MS LONGEST FLOWPATH FROM NODE 205.00 TO NODE 712.10 = 426.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 712.10 TO NODE 712.10 IS CODE = 1 OS »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «« < ea TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: S S TIME OF CONCENTRATION(MIN.) = 7.26 RAINFALL INTENSITY(INCH /HR) = 5.40 .. AREA - AVERAGED Fm(INCH /HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 SW AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = .57 TOTAL STREAM AREA(ACRES) _ .57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.73 U S ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 41.00 15.15 3.471 .98( .43) .44 14.4 602.00 7 WO all "! 1 40.44 13.85 3.664 .98( .42) .43 13.3 600.00 2 2.73 7.26 5.398 .98( .10) .10 .6 205 00 OS RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO MI CONFLUENCE FORMULA USED FOR 2 STREAMS. O ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE gm 1 42.28 13.85 3.664 .98( .41) .42 13.9 600.00 2 42.74 15.15 3.471 .98( .42) .43 15.0 602.00- OM 3 35.27 7.26 5.398 .98( .40) .41 7.6 205.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 411* PEAK FLOW RATE(CFS) = 42.74 Tc(MIN.) = 15.15 EFFECTIVE AREA(ACRES) = 15.01 AREA - AVERAGED Fm(INCH /HR) = .42 OW AREA-AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .43 TOTAL AREA(ACRES) = 15.01 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 712.10 = 2071.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 712.10 TO NODE 606.10 IS CODE = 31 40 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < ON ELEVATION DATA: UPSTREAM(FEET) = 1539.05 DOWNSTREAM(FEET) = 1531.60 FLOW LENGTH(FEET) = 250.00 MANNING'S N = .013 4411 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.63 OM ESTIMATED PLPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 42.74 MN PIPE TRAVEL TIME(MIN.) = .28 Tc(MIN.) = 15.44 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 606.10 = 2321.00 FEET. O N ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 606.10 TO NODE 606.10 IS CODE = 1 ww »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < MS TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: "` TIME OF CONCENTRATION(MIN.) = 15.44 RAINFALL INTENSITY(INCH /HR) = 3.43 MM AREA - AVERAGED Fm(INCH /HR) = .42 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .43 ew EFFECTIVE STREAM AREA(ACRES) = 15.01 TOTAL STREAM AREA(ACRES) = 15.01 MM PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** .w FLOW PROCESS FROM NODE 700.00 TO NODE 702.00 IS CODE = 21 OM »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« S == _ INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 MO ELEVATION DATA: UPSTREAM(FEET) = 1599.50 DOWNSTREAM(FEET) = 1575.90 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 NM SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.193 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.403 MM SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc ,_ LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.12 .98 .10 32 10.19 is SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.34 ""' TOTAL AREA(ACRES) = 1.12 PEAK FLOW RATE(CFS) = 4.34 FLOW PROCESS FROM NODE 702.00 TO NODE 701.00 IS CODE = 61 s.w »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< »»>(STANDARD CURB SECTION USED) ««< NM UPSTREAM ELEVATION(FEET) = 1576.00 DOWNSTREAM ELEVATION(FEET) = 1540.40 ,... STREET LENGTH(FEET) = 1500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 33.00 Or am UB om DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 - INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 w SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 am STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.78 am STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .40 O N HALFSTREET FLOOD WIDTH(FEET) = 12.28 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.99 PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 1.61 mom STREET FLOW TRAVEL TIME(MIN.) = 6.26 Tc(MIN.) = 16.46 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.303 • SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ,w LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.68 .98 .10 32 mm SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 4.85 4ft EFFECTIVE AREA(ACRES) = 2.80 AREA - AVERAGED Fm(INCH /HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 • TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 8.08 END OF SUBAREA STREET FLOW HYDRAULICS: m DEPTH(FEET) = .42 HALFSTREET FLOOD WIDTH(FEET) = 13.24 FLOW VELOCITY(FEET /SEC.) = 4.16 DEPTH *VELOCITY(FT *FT /SEC.) = 1.76 II LONGEST FLOWPATH FROM NODE 700.00 TO NODE 701.00 = 2500.00 FEET. ********************************************* * * * * * * * * * * * * ** * * * * * * * * * * * * * * * ** m. FLOW PROCESS FROM NODE 701.00 TO NODE 606.10 IS CODE = 41 MO » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <« »»> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ..w ELEVATION DATA: UPSTREAM(FEET) = 1532.00 DOWNSTREAM(FEET) = 1531.60 e m FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.60 ' GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 8.08 MD PIPE TRAVEL TIME(MIN.) = .36 Tc(MIN.) = 16.82 • LONGEST FLOWPATH FROM NODE 700.00 TO NODE 606.10 = 2600.00 FEET. ma **************************************************************************** FLOW PROCESS FROM NODE 606.10 TO NODE 606.10 IS CODE = 1 00 » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < - » COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< OW TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.82 a " RAINFALL INTENSITY(INCH /HR) = 3.26 AREA - AVERAGED Fm(INCH /HR) = .10 OM AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 2.80 mm TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.08 as ** CONFLUENCE DATA ** am STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE IN 1 42.28 14.13 3.619 .98( .41) .42 13.9 600.00 1 42.74 15.44 3.433 .98( .42) .43 15.0 602.00 1 35.27 7.56 5.268 .98( .40) .41 7.6 205.00 mom 2 8.08 16.82 3.260 .98( .10) .10 2.8 700.00 MO RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER OM NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 41.21 7.56 5.268 .98( .36) .37 8.8 205.00 - 2 49.84 14.13 3.619 .98( .37) .37 16.3 600.00 3 50.56 15.44 3.433 .98( .37) .38 17.6 602.00 Om 67 MB ' 4 48.38 16.82 3.260 .98( .37) .38 17.8 700.00 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.56 Tc(MIN.) = 15.44 ma EFFECTIVE AREA(ACRES) = 17.58 AREA - AVERAGED Fm(INCH /HR) _ .37 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .38 40 TOTAL AREA(ACRES) = 17.81 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 606.10 = 2600.00 FEET. ma ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 606.10 TO NODE 606.00 IS CODE = 31 MO »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < a ELEVATION DATA: UPSTREAM(FEET) = 1531.60 DOWNSTREAM(FEET) = 1531.40 40 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 38.9 INCHES w PIPE -FLOW VELOCITY(FEET /SEC.) = 4.64 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 50.56 MM PIPE TRAVEL TIME(MIN.) = .54 Tc(MIN.) = 15.97 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 606.00 = 2750.00 FEET. N M • FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < AM TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.97 RAINFALL INTENSITY(INCH /HR) = 3.36 am AREA - AVERAGED Fm(INCH/HR) _ .37 AREA- AVERAGED Fp(INCH /HR) = .98 MM AREA- AVERAGED Ap = .38 EFFECTIVE STREAM AREA(ACRES) = 17.58 , TOTAL STREAM AREA(ACRES) = 17.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.56 OM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 711.00 TO NODE 710.00 IS CODE = 21 .a. »> »RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< WO »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 240.00 w. ELEVATION DATA: UPSTREAM(FEET) = 1541.00 DOWNSTREAM(FEET) = 1538.20 MO Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.631 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.699 SUBAREA Tc AND LOSS RATE DATA(AMC II): OM DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .29 .98 .10 32 6.63 on SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 • 0 SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = .29 PEAK FLOW RATE(CFS) = 1.46 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 710.00 TO NODE 606.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < • » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< • ELEVATION DATA: UPSTREAM(FEET) = 1532.00 DOWNSTREAM(FEET) = 1531.40 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 • DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.24 MO ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 1.46 PIPE TRAVEL TIME(MIN.) = .10 Tc(MIN.) = 6.73 +� LONGEST FLOWPATH FROM NODE 711.00 TO NODE 606.00 = 270.00 FEET. el ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 1 ... » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< S ,w ill +m » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «« < MM TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: w TIME OF CONCENTRATION(MIN.) = 6.73 RAINFALL INTENSITY(INCH /HR) = 5.65 • AREA - AVERAGED Fm(INCH /HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .10 m' EFFECTIVE STREAM AREA(ACRES) = .29 TOTAL STREAM AREA(ACRES) = .29 O PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.46 ** CONFLUENCE DATA ** gm STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE MM 1 41.21 8.12 5.045 .98( .36) .37 8.8 205.00 1 49.84 14.67 3.539 .98( .37) .37 16.3 600.00 mil 1 50.56 15.97 3.363 .98( .37) .38 17.6 602.00 1 48.38 17.36 3.199 .98( .37) .38 17.8 700.00 • 2 1.46 6.73 5.650 .98( .10) .10 - .3 711.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO mm CONFLUENCE FORMULA USED FOR 2 STREAMS. d i ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE A.. 1 42.51 8.12 5.045 .98( .35) .36 9.1 205.00 2 50.74 14.67 3.539 .98( .36) .37 16.6 600.00 MN 3 51.42 15.97 3.363 .98( .37) .37 17.9 602.00 4 49.20 17.36 3.199 .98( .36) .37 18.1 700.00 „_ 5 39.99 6.73 5.650 .98( .35) .36 7.6 711.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ME PEAK FLOW RATE(CFS) = 51.42 Tc(MIN.) = 15.97 EFFECTIVE AREA(ACRES) = 17.87 AREA - AVERAGED Fm(INCH /HR) = .37 w AREA-AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .37 TOTAL AREA(ACRES) = 18.10 I LONGEST FLOWPATH FROM NODE 700.00 TO NODE 606.00 = 2750.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 'om FLOW PROCESS FROM NODE 606.00 TO NODE 720.00 IS CODE = 41 MI »» > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < mil ELEVATION DATA: UPSTREAM(FEET) = 1531.40 DOWNSTREAM(FEET) = 1531.20 FLOW LENGTH(FEET) = 620.00 MANNING'S N = .013 WI ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 3.23 elm GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 51.42 MO PIPE TRAVEL TIME(MIN.) = 3.20 Tc(MIN.) = 19.17 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 720.00 = 3370.00 FEET. . FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < mm TOTAL NUMBER OF STREAMS = 2 MS CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.17 RAINFALL INTENSITY(INCH /HR) = 3.01 - AREA- AVERAGED Fm(INCH /HR) _ .37 AREA - AVERAGED Fp(INCH /HR) = .98 • AREA- AVERAGED Ap = .37 • EFFECTIVE STREAM AREA(ACRES) = 17.87 TOTAL STREAM AREA(ACRES) = 18.10 am PEAK FLOW RATE(CFS) AT CONFLUENCE = 51.42 - ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 607.00 TO NODE 710.10 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< MM »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _ INITIAL SUBAREA FLOW - LENGTH(FEET) = 1200.00 w. ELEVATION DATA: UPSTREAM(FEET) = 1557.00 DOWNSTREAM(FEET) = 1536.66 ■ 1 // o m ill w Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.990 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.494 SUBAREA Tc AND LOSS RATE DATA(AMC II): mm DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) ms RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 12.10 .98 .50 32 14.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 ▪ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 32.74 OM TOTAL AREA(ACRES) = 12.10 PEAK FLOW RATE(CFS) = 32.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w FLOW PROCESS FROM NODE 710.10 TO NODE 720.00 IS CODE = 31 MO »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< -- ww ELEVATION DATA: UPSTREAM(FEET) = 1532.66 DOWNSTREAM(FEET) = 1531.20 MO FLOW LENGTH(FEET) = 170.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.52 mm ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 32.74 U M PIPE TRAVEL TIME(MIN.) = .33 Tc(MIN.) = 15.32 LONGEST FLOWPATH FROM NODE 607.00 TO NODE 720.00 = 1370.00 FEET. '■° ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 1 MM » INDEPENDENT STREAM FOR CONFLUENCE «« < w. »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « < TOTAL NUMBER OF STREAMS = 2 MM CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.32 .,n RAINFALL INTENSITY(INCH /HR) = 3.45 AREA - AVERAGED Fm(INCH /HR) = .49 MO AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 12.10 """' TOTAL STREAM AREA(ACRES) = 12.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.74 OM ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER w. NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 42.51 11.99 3.994 .98( .35) .36 9.1 205.00 - 1 50.74 17.91 3.140 .98( .36) .37 16.6 600.00 1 51.42 19.17 3.014 .98( .37) .37 17.9 602.00 m. 1 49.20 20.70 2.879 .98( .36) .37 18.1 700.00 1 39.99 10.84 4.244 .98( .35) .36 7.6 711.00 • 2 32.74 15.32 3.448 .98( .49) .50 12.1 607.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO "m CONFLUENCE FORMULA USED FOR 2 STREAMS. MO ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE mm 1 69.37 10.84 4.244 .98( .42) .43 16.2 711.00 2 72.86 11.99 3.994 .97( .42) .43 18.6 205.00 O M 3 80.07 17.91 3.140 .98( .41) .42 28.7 600.00 4 79.36 19.17 3.014 .98( .41) .43 30.0 602.00 As 5 75.64 20.70 2.879 .98( .41) .42 30.2 700.00 6 79.88 15.32 3.448 .98( .42) .43 25.4 607.00 S COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 80.07 Tc(MIN.) = 17.91 mm EFFECTIVE AREA(ACRES) = 28.66 AREA - AVERAGED Fm(INCH /HR) = .41 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .42 MM TOTAL AREA(ACRES) = 30.20 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 720.00 = 3370.00 FEET. mm ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * *..* FLOW PROCESS FROM NODE 720.00 TO NODE 615.00 IS CODE = 31 1111 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< - » COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « 1111 /2 Ms AIM ELEVATION DATA: UPSTREAM(FEET) = 1531.20 DOWNSTREAM(FEET) = 1530.60 FLOW LENGTH(FEET) = 70.00 MANNING'S N = .013 MN DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.65 w ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 80.07 mm PIPE TRAVEL TIME(MIN.) = .11 Tc(MIN.) = 18.02 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 615.00 = 3440.00 FEET. 411. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 615.00 TO NODE 615.00 IS CODE = 10 - di » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< mw ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MB FLOW PROCESS FROM NODE 600.00 TO NODE 800.00 IS CODE = 21 - » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« IN INITIAL SUBAREA FLOW - LENGTH(FEET) = 1150.00 ELEVATION DATA: UPSTREAM(FEET) = 1589.60 DOWNSTREAM(FEET) = 1565.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 OS SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.993 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.208 SUBAREA Tc AND LOSS RATE DATA(AMC II): aEI DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) IS COMMERCIAL A 1.09 .98 .10 32 10.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 4.03 MO TOTAL AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) = 4.03 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +m FLOW PROCESS FROM NODE 800.00 TO NODE 800.00 IS CODE = 16 ON »» >USER SPECIFIED CONSTANT SOURCE FLOW AT NODE««< • USER - SPECIFIED CONSTANT SOURCE FLOW = 4.30(CFS) USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 4.80(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(AC.) = 4.80 ▪ * SUMMED DATA: FLOW(CFS) = 8.33 TOTAL AREA(ACRES) = 5.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w FLOW PROCESS FROM NODE 800.00 TO NODE 810.00 IS CODE = 31 ▪ »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « < ELEVATION DATA: UPSTREAM(FEET) = 1558.50 DOWNSTREAM(FEET) = 1557.10 ON FLOW LENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES ow PIPE -FLOW VELOCITY(FEET /SEC.) = 10.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 • PIPE - FLOW(CFS) = 8.33 PIPE TRAVEL TIME(MIN.) _ .06 Tc(MIN.) = 11.06 * TOTAL SOURCE FLOW(CFS) = 4.30 mop LONGEST FLOWPATH FROM NODE 600.00 TO NODE 810.00 = 1190.00 FEET. • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 810.00 TO NODE 810.00 IS CODE = 1 mo »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < SO TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ' TIME OF CONCENTRATION(MIN.) = 11.06 RAINFALL INTENSITY(INCH /HR) = 4.19 O N AREA - AVERAGED Fm(INCH /HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 .AREA- AVERAGED Ap = .10 owe EFFECTIVE STREAM AREA(ACRES) = 1.09 TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.03 �.. * SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(ACRES) = 4.80 * SUMMED DATA: FLOW(CFS) = 8.33 TOTAL AREA(ACRES) = 5.89 O N MO MO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 622.00 TO NODE 623.00 IS CODE = 21 mm » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1576.00 DOWNSTREAM(FEET) = 1569.00 +w Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 O N SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.613 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.409 moo SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) OS RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 7.37 .98 .50 32 15.61 moo SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 - SUBAREA RUNOFF(CFS) = 19.38 TOTAL AREA(ACRES) = 7.37 PEAK FLOW RATE(CFS) = 19.38 m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 623.00 TO NODE 840.00 IS CODE = 31 YID »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< mm ELEVATION DATA: UPSTREAM(FEET) = 1565.00 DOWNSTREAM(FEET) = 1558.50 MO FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.5 INCHES mm PIPE -FLOW VELOCITY(FEET /SEC.) = 13.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 19.38 PIPE TRAVEL TIME(MIN.) = .18 Tc(MIN.) = 15.80 LONGEST FLOWPATH FROM NODE 622.00 TO NODE 840.00 = 1050.00 FEET. mm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Ulr FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 15.80 w l * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.385 • SUBAREA LOSS RATE DATA(AMC II): ., DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 2.19 .98 .10 32 low RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 10.64 .98 .50 32 aw. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .43 * SUBAREA AREA(ACRES) = 12.83 SUBAREA RUNOFF(CFS) = 34.23 EFFECTIVE AREA(ACRES) = 20.20 AREA - AVERAGED Fp(INCH/HR) = .45 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .46 mm TOTAL AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) = 53.45 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE = 16 .s »» >USER SPECIFIED CONSTANT SOURCE FLOW AT NODE««< • USER - SPECIFIED CONSTANT SOURCE FLOW = 4.30(CFS) = r USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 4.80(ACRES) +_ * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(AC.) = 4.80 * SUMMED DATA: FLOW(CFS) = 57.75 TOTAL AREA(ACRES) = 25.00 a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 840.00 TO NODE 810.00 IS CODE = 31 w. »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < - » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1558.50 DOWNSTREAM(FEET) = 1557.10 - FLOW LENGTH(FEET) = 40.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES MN PIPE -FLOW VELOCITY(FEET /SEC.) = 16.82 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 57.75 PIPE TRAVEL TIME(MIN.) = .04 Tc(MIN.) = 15.84 ... 1g "OP * TOTAL SOURCE FLOW(CFS) = 4.30 LONGEST FLOWPATH FROM NODE 622.00 TO NODE 810.00 = 1090.00 FEET. as ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AIM FLOW PROCESS FROM NODE 810.00 TO NODE 810.00 IS CODE = 1 mo » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< +w TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ▪ TIME OF CONCENTRATION(MIN.) = 15.84 RAINFALL INTENSITY(INCH/HR) = 3.38 AREA - AVERAGED Fiu(INCH /HR) = .45 "" AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .46 W O EFFECTIVE STREAM AREA(ACRES) = 20.20 TOTAL STREAM AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.45 omo W * SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(ACRES) = 4.80 * SUMMED DATA: FLOW(CFS) = 57.75 TOTAL AREA(ACRES) = 25.00 mm ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE W O NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 4.03 11.06 4.193 .98( .10) .10 1.1 600.00 4.3 2 53.45 15.84 3.380 .97( .45) .46 20.2 622.00 4.3 S RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO O N CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ... STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW ow 1 51.69 11.06 4.193 .97( .42) .43 15.2 600.00 4.3 2 56.68 15.84 3.380 .97( .43) .44 21.3 622.00 4.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: O M PEAK FLOW RATE(CFS) = 56.68 Tc(MIN.) = 15.84 EFFECTIVE AREA(ACRES) = 21.29 AREA - AVERAGED Fm(INCH/HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .44 "° TOTAL AREA(ACRES) = 21.29 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 8.60 AREA(AC.) = 9.60 ie * SUMMED DATA: FLOW(CFS) = 65.28 TOTAL AREA(ACRES) = 30.89 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 810.00 = 1190.00 FEET. .... ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 810.00 TO NODE 681.00 IS CODE = 41 • » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< m » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « « < ▪ ELEVATION DATA: UPSTREAM(FEET) = 1557.10 DOWNSTREAM(FEET) = 1544.60 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 ASSUME FULL - FLOWING PIPELINE - PIPE -FLOW VELOCITY(FEET /SEC.) = 13.30 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 * PIPE - FLOW(CFS) = 65.28 PIPE TRAVEL TIME(MIN.) = .63 Tc(MIN.) = 16.46 * TOTAL SOURCE FLOW(CFS) = 8.60 quo LONGEST FLOWPATH FROM NODE 600.00 TO NODE 681.00 = 1690.00 FEET. FLOW PROCESS FROM NODE 681.00 TO NODE 681.00 IS CODE = 1 mom » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< dB = TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: "" TIME OF CONCENTRATION(MIN.) = 16.46 RAINFALL INTENSITY(INCH /HR) = 3.30 • AREA - AVERAGED Fp(INCH/HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .44 EFFECTIVE STREAM AREA(ACRES) = 21.29 TOTAL STREAM AREA(ACRES) = 21.29 O M PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.68 ... * SOURCE FLOW DATA: FLOW(CFS) = 8.60 AREA(ACRES) = 9.60 * SUMMED DATA: FLOW(CFS) = 65.28 TOTAL AREA(ACRES) = 30.89 1111 OM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OM FLOW PROCESS FROM NODE 800.00 TO NODE 670.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ▪ INITIAL SUBAREA FLOW - LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1565.00 DOWNSTREAM(FEET) = 1553.90 aw TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 • SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.820 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.162 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) MO COMMERCIAL A .48 .98 .10 32 7.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 2.19 TOTAL AREA(ACRES) _ .48 PEAK FLOW RATE(CFS) _. 2.19 MO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +w FLOW PROCESS FROM NODE 670.00 TO NODE 670.00 IS CODE = 16 • »» >USER SPECIFIED CONSTANT SOURCE FLOW AT NODE««< USER - SPECIFIED CONSTANT SOURCE FLOW = 4.30(CFS) USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 4.80(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(AC.) = 4.80 MB * SUMMED DATA: FLOW(CFS) = 6.49 TOTAL AREA(ACRES) = 5.28 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 670.00 TO NODE 681.00 IS CODE = 31 MM » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< == _________ __________ ELEVATION DATA: UPSTREAM(FEET) = 1545.90 DOWNSTREAM(FEET) = 1544.60 MM FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 MM PIPE - FLOW(CFS) = 6.49 PIPE TRAVEL TIME(MIN.) = .05 Tc(MIN.) = 7.87 * TOTAL SOURCE FLOW(CFS) = 4.30 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 681.00 = 530.00 FEET. Om ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 681.00 TO NODE 681.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH /HR) = 5.14 O M AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .98 aen AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = .48 TOTAL STREAM AREA(ACRES) = .48 dB PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.19 WWI * SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(ACRES) = 4.80 * SUMMED DATA: FLOW(CFS) = 6.49 TOTAL AREA(ACRES) = 5.2d MM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 840.00 TO NODE 680.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ▪ »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« .INITIAL SUBAREA FLOW - LENGTH(FEET) = 520.00 oA. ELEVATION DATA: UPSTREAM(FEET) = 1565.00 DOWNSTREAM(FEET) = 1553.90 N O TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.006 .. * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.090 SUBAREA Tc AND LOSS RATE DATA(AMC II): Ms 4111. MO OM DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) al COMMERCIAL A .42 .98 .10 32 8.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ .98 ,® SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.89 O M TOTAL AREA(ACRES) = .42 PEAK FLOW RATE(CFS) = 1.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 41a FLOW PROCESS FROM NODE 680.00 TO NODE 680.00 IS CODE = 16 dd » » >USER SPECIFIED CONSTANT SOURCE FLOW AT NODE« « < USER - SPECIFIED CONSTANT SOURCE FLOW = 4.30(CFS) ' USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 4.80(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(AC.) = 4.80 de * SUMMED DATA: FLOW(CFS) = 6.19 TOTAL AREA(ACRES) = 5.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 411111 FLOW PROCESS FROM NODE 680.00 TO NODE 681.00 IS CODE = 31 di » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1545.90 DOWNSTREAM(FEET) = 1544.60 de FLOW LENGTH(FEET) = 20.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES "" PIPE -FLOW VELOCITY(FEET /SEC.) = 12.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 ill ?IPE- FLOW(CFS) = 6.19 PIPE TRAVEL TIME(MIN.) = .03 Tc(MIN.) = 8.03 * TOTAL SOURCE FLOW(CFS) = 4.30 41w LONGEST FLOWPATH FROM NODE 840.00 TO NODE 681.00 = 540.00 FEET. MO ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 681.00 TO NODE 681.00 IS CODE = 1 . "w41 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< N W » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 41^ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.03 NM RAINFALL INTENSITY(INCH /HR) = 5.08 AREA - AVERAGED Fm(INCH/HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 1111, AREA- AVERAGED Ap = .10 • EFFECTIVE STREAM AREA(ACRES) = .42 N W TOTAL STREAM AREA(ACRES) _ .42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.89 oft * SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(ACRES) = 4.80 ,ow * SUMMED DATA: FLOW(CFS) = 6.19 TOTAL AREA(ACRES) = 5.22 ** CONFLUENCE DATA ** "" STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW NW 1 51.69 11.62 4.069 .97( .42) .43 15.2 600.00 4.3 1 56.68 16.46 3.303 .97( .43) .44 21.3 622.00 4.3 2 2.19 7.87 5.143 .98( .10) .10 .5 800.00 4.3 V' 3 1.89 8.03 5.079 .98( .10) .10 .4 840.00 4.3 * RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. a ** PEAK FLOW RATE TABLE ** go STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 49.34 7.87 5.143 .98( .39) .40 11.2 800.00 4.3 "" 2 54.92 11.62 4.069 .97( .40) .41 16.1 600.00 4.3 3 59.29 16.46 3.303 .97( .41) .42 22.2 622.00 4.3 m 4 49.62 8.03 5.079 .97( .39) .40 11.4 840.00 4.3 .COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: WO PEAK FLOW RATE(CFS) = 59.29 Tc(MIN.) = 16.46 EFFECTIVE AREA(ACRES) = 22.19 AREA - AVERAGED Fm(INCH /HR) = .41 UM AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .42 TOTAL AREA(ACRES) = 22.19 NM * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 17.20 AREA(AC.) = 19.20 * SUMMED DATA: FLOW(CFS) = 76.49 TOTAL AREA(ACRES) = 41.39 ■ II mm MID LONGEST FLOWPATH FROM NODE 600.00 TO NODE 681.00 = 1690.00 FEET. SW ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 681.00 TO NODE 860.00 IS CODE = 31 »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< • » »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1544.60 DOWNSTREAM(FEET) = 1531.70 ++* FLOW LENGTH(FEET) = 470.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.4 INCHES • el PIPE -FLOW VELOCITY(FEET /SEC.) = 16.26 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 76.49 mop PIPE TRAVEL TIME(MIN.) = .48 Tc(MIN.) = 16.94 * TOTAL SOURCE FLOW(CFS) = 17.20 O LONGEST FLOWPATH FROM NODE 600.00 TO NODE 860.00 = 2160.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** AIM FLOW PROCESS FROM NODE 860.00 TO NODE 860.00 IS CODE = 1 • » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < AM TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: as TIME OF CONCENTRATION(MIN.) = 16.94 RAINFALL INTENSITY(INCH /HR) = 3.25 AREA - AVERAGED Fm(INCH /HR) = .41 """ AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .42 11Y EFFECTIVE STREAM AREA(ACRES) = 22.19 TOTAL STREAM AREA(ACRES) = 22.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 59.29 * SOURCE FLOW DATA: FLOW(CFS) = 17.20 AREA(ACRES) = 19.20 mw * SUMMED DATA: FLOW(CFS) = 76..49 TOTAL AREA(ACRES) = 41.39 ▪ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 670.00 TO NODE 820.00 IS CODE = 21 11110 » »RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 450.00 1111 ELEVATION DATA: UPSTREAM(FEET) = 1553.90 DOWNSTREAM(FEET) = 1540.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 <,. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.101 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.469 NW SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc - LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .43 .98 .10 32 7.10 , SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 2.08 =m TOTAL AREA(ACRES) _ .43 PEAK FLOW RATE(CFS) = 2.08 ▪ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 820.00 TO NODE 820.00 IS CODE = 16 »»USER SPECIFIED CONSTANT SOURCE FLOW AT NODE« «< USER - SPECIFIED CONSTANT SOURCE FLOW = 4.30(CFS) USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 4.80(ACRES) ▪ * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(AC.) = 4.80 * SUMMED DATA: FLOW(CFS) = 6.38 TOTAL AREA(ACRES) = 5.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 820.00 TO NODE 860.00 IS CODE = 31 » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ▪ »»USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< .ELEVATION DATA: UPSTREAM(FEET) = 1533.50 DOWNSTREAM(FEET) = 1531.70 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 • DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 6.38 am PIPE TRAVEL TIME(MIN.) = .04 Tc(MIN.) = 7.14 * TOTAL SOURCE FLOW(CFS) = 4.30 LONGEST FLOWPATH FROM NODE 670.00 TO NODE 860.00 = 480.00 FEET. ********************************************* ** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 860.00 TO NODE 860.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< "'s TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: MU TIME OF CONCENTRATION(MIN.) = 7.14 RAINFALL INTENSITY(INCH /HR) = 5.45 AREA - AVERAGED Fm(INCH /HR) _ .10 " AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .10 41 EFFECTIVE STREAM AREA(ACRES) = .43 TOTAL STREAM AREA(ACRES) = .43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.08 OS * SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(ACRES) = 4.80 * SUMMED DATA: FLOW(CFS) = 6.38 TOTAL AREA(ACRES) = 5.23 ,. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 680.00 TO NODE 870.00 IS CODE = 21 US » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 500.00 40 ELEVATION DATA: UPSTREAM(FEET) = 1553.90 DOWNSTREAM(FEET) = 1540.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.565 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.266 MO SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .40 .98 .10 32 7.56 i1Mll SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.86 TOTAL AREA(ACRES) = .40 PEAK FLOW RATE(CFS) = 1.86 o ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 870.00 TO NODE 870.00 IS CODE = 16 ... » » >USER SPECIFIED CONSTANT SOURCE FLOW AT NODE««< GM USER- SPECIFIED CONSTANT SOURCE FLOW = 4.30(CFS) USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 4.80(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(AC.) = 4.80 * SUMMED DATA: FLOW(CFS) = 6.16 TOTAL AREA(ACRES) = 5.20 em ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 870.00 TO NODE 860.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< • »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 1533.50 DOWNSTREAM(FEET) = 1531.70 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.74 �a ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 6.16 • PIPE TRAVEL TIME(MIN.) = .04 Tc(MIN.) = 7.61 * TOTAL SOURCE FLOW(CFS) = 4.30 LONGEST FLOWPATH FROM NODE 680.00 TO NODE 860.00 = 530.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** di FLOW PROCESS FROM NODE 860.00 TO NODE 860.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: +M TIME OF CONCENTRATION(MIN.) = 7.61 RAINFALL INTENSITY(INCH /HR) = 5.25 ow mm mw AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = .40 mw TOTAL STREAM AREA(ACRES) = .40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.86 MM * SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(ACRES) = 4.80 * SUMMED DATA: FLOW(CFS) = 6.16 TOTAL AREA(ACRES) = 5.20 mm ** CONFLUENCE DATA.** MM STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW �w 1 49.34 8.36 4.959 .98( .39) .40 11.2 800.00 4.3 1 54.92 12.11 3.970 .97( .40) .41 16.1 600.00 4.3 1 59.29 16.94 3.246 .97( .41) .42 22.2 622.00 4.3 OM 1 49.62 8.53 4.901 .97( .39) .40 11.4 840.00 4.3 2 2.08 7.14 5.450 .98( .10) .10 .4 670.00 4.3 ., 3 1.86 7.61 5.248 .98( .10) .10 .4 680.00 4.3 MM RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE O N NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 50.59 7.14 5.450 .98( .37) .38 10.4 670.00 4.3 2 52.99 8.36 4.959 .98( .37) .38 12.0 800.00 4.3 mom 3 53.22 8.53 4.901 .97( .37) .38 12.2 840.00 4.3 4 57.82 12.11 3.970 .97( .39) .40 16.9 600.00 4.3 MO 5 61.65 16.94 3.246 .97( .40) .41 23.0 622.00 4.3 6 51.57 7.61 5.248 .97( .37) .38 11.0 680.00 4.3 a COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 61.65 Tc(MIN.) = 16.94 MO EFFECTIVE AREA(ACRES) = 23.02 AREA - AVERAGED Fm(INCH /HR) = .40 AREA- AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .41 a TOTAL AREA(ACRES) = 23.02 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 25.80 AREA(AC.) = 28.80 - * SUMMED DATA: FLOW(CFS) = 87.45 TOTAL AREA(ACRES) = 51.82 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 860.00 = 2160.00 FEET. "'s ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 860.00 TO NODE 615.00 IS CODE = 11 MN » »> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY«« < mm ** MAIN STREAM CONFLUENCE DATA ** • MO STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW m+ 1 50.59 7.14 5.450 .98( .37) .38 10.4 670.00 25.8 2 51.57 7.61 5.248 .97( .37) .38 11.0 680.00 25.8 ON 3 52.99 8.36 4.959 .98( .37) .38 12.0 800.00 25.8 4 53.22 8.53 4.901 .97( .37) .38 12.2 840.00 25.8 5 57.82 12.11 3.970 .97( .39) .40 16.9 600.00 25.8 mm 6 61.65 16.94 3.246 .97( .40) .41 23.0 622.00 25.8 - * SOURCE FLOW DATA: FLOW(CFS) = 25.80 AREA(ACRES) = 28.80 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 615.00 = 2160.00 FEET. w ** MEMORY BANK 0 2 CONFLUENCE DATA ** • • STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 69.37 10.95 4.218 .98( .42) .43 16.2 711.00 +m 2 72.86 12.10 3.972 .97( .42) .43 18.6 205.00 3 79.88 15.43 3.433 .98( .42) .43 25.4 607.00 MI 4 80.07 18.02 3.128 .98( .41) .42 28.7 600.00 5 79.36 19.28 3.004 .98( .41) .43 30.0 602.00 6 75.64 20.81 2.869 .98( .41) .42 30.2 700.00 m' LONGEST FLOWPATH FROM NODE .00 TO NODE 615.00 = .00 FEET. MM ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE ... NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 110.53 7.14 5.450 .98( .40) .41 20.9 670.00 25.8 2 112.84 7.61 5.248 .98( .40) .41 22.2 680.00 25.8 MM 3 116.29 8.36 4.959 .98( .40) .41 24.3 800.00 25.8 4 116.95 8.53 4.901 .98( .40) .41 24.8 840.00 25.8 *m 5 130.70 12.11 3.970 .97( .40) .41 35.5 600.00 25.8 6 141.64 16.94 3.246 .97( .41) .42 50.3 622.00 25.8 • MO +w 7 125.70 10.95 4.218 .98( .40) .41 31.6 711.00 .0 8 130.67 12.10 3.972 .97( .40) .41 35.5 205.00 .0 ON 9 140.33 15.43 3.433 .98( .41) .42 46.5 607.00 .0 10 139.16 18.02 3.128 .97( .41) .42 51.7 600.00 .0 11 135.76 19.28 - 3.004 .97( .41) .42 53.0 602.00 .0 12 129.13 20.81 2.869 .98( .41) .42 53.2 700.00 .0 TOTAL AREA(ACRES) = 53.22 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: w PEAK FLOW RATE(CFS) = 141.64 Tc(MIN.) = 16.943 EFFECTIVE AREA(ACRES) = 50.33 AREA - AVERAGED Fm(INCH /HR) = .41 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .42 TOTAL AREA(ACRES) = 53.22 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 25.80 AREA(AC.) = 28.80 * SUMMED DATA: FLOW(CFS) = 167.44 TOTAL AREA(ACRES) = 82.02 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 615.00 = 2160.00 FEET. ********************************************* *** * * * * * * * * * * * * * * *** ** * * * * *** ** FLOW PROCESS FROM NODE 615.00 TO NODE 615.10 IS CODE = 41 wm » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< a.. ELEVATION DATA: UPSTREAM(FEET) = 1530.60 DOWNSTREAM(FEET) = 1530.22 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ASSUME FULL - FLOWING PIPELINE MO PIPE -FLOW VELOCITY(FEET /SEC.) = 7.05 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 A., PIPE- FLOW(CFS) = 167.44 PIPE TRAVEL TIME(MIN.) _ .78 Tc(MIN.) = 17.72 MO * TOTAL SOURCE FLOW(CFS) = 25.80 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 615.10 = 2490.00 FEET. FLOW PROCESS FROM NODE 615.10 TO NODE 617.00 IS CODE = 46 MO » »>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA ««< » »>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) ««< MM ELEVATION DATA: UPSTREAM(FEET) = 1530.22 DOWNSTREAM(FEET) = 1529.90 FLOW LENGTH(FEET) = 320.00 MANNING'S N = .013 GIVEN BOX BASEWIDTH(FEET) = 7.00 GIVEN BOX HEIGHT(FEET) = 4.00 ASSUME FULL - FLOWING BOX BOX -FLOW VELOCITY(FEET /SEC.) = 5.98 BOX- FLOW(CFS) = 167.44 Mit BOX -FLOW TRAVEL TIME(MIN.) = .89 Tc(MIN.) = 18.62 • * TOTAL SOURCE FLOW(CFS) = 25.80 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 617.00 = 2810.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MM FLOW PROCESS FROM NODE 617.00 TO NODE 617.00 IS CODE = 1 a » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 MM CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.62 .s RAINFALL INTENSITY(INCH /HR) = 3.07 AREA - AVERAGED Fm(INCH /HR) = .41 MM AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .42 EFFECTIVE STREAM AREA(ACRES) = 50.33 TOTAL STREAM AREA(ACRES) = 53.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 141.64 MM * SOURCE FLOW DATA: FLOW(CFS) = 25.80 AREA(ACRES) = 28.80 * SUMMED DATA: FLOW(CFS) = 167.44 TOTAL AREA(ACRES) = 82.02 tow * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ON FLOW PROCESS FROM NODE 624.00 TO NODE 12.00 IS CODE = 21 RI„ » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« MM INITIAL SUBAREA FLOW - LENGTH(FEET) = 1100.00 ELEVATION DATA: UPSTREAM(FEET) = 1566.50 DOWNSTREAM(FEET) = 1535.30 S Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 IN SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.060 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.795 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc MO 2/ r LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL MN "5 -7 DWELLINGS /ACRE" A 15.00 .98 .50 32 13.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 MIN SUBAREA RUNOFF(CFS) = 44.65 TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 44.65 OM ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** +.+ FLOW PROCESS FROM NODE 12.00 TO NODE 617.00 IS CODE = 31 MO » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1531.30 DOWNSTREAM(FEET) = 1529.90 FLOW LENGTH(FEET) = 170.00 MANNING'S N = .013 MO DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.97 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 44.65 PIPE TRAVEL TIME(MIN.) = .32 Tc(MIN.) = 13.38 • LONGEST FLOWPATH FROM NODE 624.00 TO NODE 617.00 = 1270.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** SAO FLOW PROCESS FROM NODE 617.00 TO NODE 617.00 IS CODE = 1 OM »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< _ - -_ TOTAL NUMBER OF STREAMS = 2 MO CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.38 RAINFALL INTENSITY(INCH /HR) = 3.74 MR AREA - AVERAGED Fm(INCH /HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 ▪ AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 15.00 TOTAL STREAM AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.65 MI ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE '"A NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 110.53 9.20 4.683 .98( .40) .41 20.9 670.00 25.8 d e 1 112.84 9.63 4.557 .98( .40) .41 22.2 680.00 25.8 1 116.29 10.33 4.368 .98( .40) .41 24.3 800.00 25.8 .1 116.95 10.49 4.328 .98( .40) .41 24.8 840.00 25.8 1 130.70 13.90 3.655 .97( .40) .41 35.5 600.00 25.8 1 141.64 18.62 3.068 .97( .41) .42 50.3 622.00 25.8 MO 1 125.70 12.80 3.841 .98( .40) .41 31.6 711.00 .0 1 130.67 13.89 3.656 .97( .40) .41 35.5 205.00 .0 1 140.33 17.12 3.226 .98( .41) .42 46.5 607.00 .0 1 139.16 19.72 2.964 .97( .41) .42 51.7 600.00 .0 1 135.76 21.01 2.853 .97( .41) .42 53.0 602.00 .0 MN 1 129.13 22.62 2.730 .98( .41) .42 53.2 700.00 .0 2 44.65 13.38 3.741 .98( .49) .50 15.0 624.00 .0 aw RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO MI CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW • 1 150.12 9.20 4.683 .98( .43) .44 31.2 670.00 25.8 2 153.03 9.63 4.557 .98( .43) .44 33.0 680.G0 25.8 3 157.41 10.33 4.368 .98( .43) .44 35.9 800.00 25.8 4 158.28 10.49 4.328 .98( .43) .44 36.6 840.00 25.8 ▪ 5 169.74 12.80 3.841 .98( .43) .44 45.9 711.00 25.8 6 174.16 13.89 3.656 .97( .43) .44 50.5 205.00 25.8 7 174.17 13.90 3.655 .97( .43) .44 50.5 600.00 .0 �* 8 177.92 17.12 3.226 .98( .43) .44 61.5 607.00 .0 9 177.05 18.62 3.068 .97( .43) .44 65.3 622.00 .0 ▪ 10 173.14 19.72 2.964 .97( .43) .44 66.7 600.00 .0 11 168.22 21.01 2.853 .97( .43) .44 68.0 602.00 .0 12 159.90 22.62 2.730 .98( .43) .44 68.2 700.00 .0 13 172.97 13.38 3.741 .98( .43) .44 48.6 624.00 .0 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 177.92 Tc(MIN.) = 17.12 EFFECTIVE AREA(ACRES) = 61.52 AREA - AVERAGED Fm(INCH/HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .44 In MN TOTAL AREA(ACRES) = 68.22 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 25.80 AREA(AC.) = 28.80 ▪ * SUMMED DATA: FLOW(CFS) = 203.72 TOTAL AREA(ACRES) = 97.02 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 617.00 = 2810.00 FEET. rt ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 617.00 TO NODE 880.00 IS CODE = 46 MO » »>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER- SPECIFIED BOX SIZE (EXISTING ELEMENT) ««< NM ELEVATION DATA: UPSTREAM(FEET) = 1529.90 DOWNSTREAM(FEET) = 1529.80 FLOW LENGTH(FEET) = 70.00 MANNING'S N = .013 GIVEN BOX BASEWIDTH(FEET) = 7.00 GIVEN BOX HEIGHT(FEET) = 4.00 """ ASSUME FULL- FLOWING BOX BOX -FLOW VELOCITY(FEET /SEC.) = 7.28 BOX - FLOW(CFS) = 203.72 IN BOX -FLOW TRAVEL TIME(MIN.) = .16 Tc(MIN.) = 17.28 * TOTAL SOURCE FLOW(CFS) = 25.80 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 880.00 = 2880.00 FEET. 0. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OM FLOW PROCESS FROM NODE 880.00 TO NODE 880.00 IS CODE = 10 00 »» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< MS ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 650.00 TO NODE 928.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < MS »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 4., INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1562.50 DOWNSTREAM(FEET) = 1546.20 MW Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.045 ,IM * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.633 SUBAREA Tc AND LOSS RATE DATA(AMC II): am DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL '*" "5 -7 DWELLINGS /ACRE" A 2.75 .98 .50 32 14.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 MO SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 7.78 w TOTAL AREA(ACRES) = 2.75 PEAK FLOW RATE(CFS) = 7.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MO FLOW PROCESS FROM NODE 928.00 TO NODE 940.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< MM ELEVATION DATA: UPSTREAM(FEET) = 1540.00 DOWNSTREAM(FEET) = 1534.50 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 ""' DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.23 / ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 7.78 PIPE TRAVEL TIME(MIN.) = .92 Tc(MIN.) = 14.97 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 940.00 = 1400.00 FEET. O ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 940.00 TO NODE 940.00 IS CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< = MAINLINE Tc(MIN) = 14.97 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.497 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 6 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL . "5 -7 DWELLINGS /ACRE" A 13.98 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 ▪ SUBAREA AREA(ACRES) = 13.98 SUBAREA RUNOFF(CFS) = 37.86 EFFECTIVE AREA(ACRES) = 16.73 AREA - AVERAGED Fp(INCH/HR) = .49 AREA-AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 16.73 PEAK FLOW RATE(CFS) = 45.31 IMO OM ow ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** MI FLOW PROCESS FROM NODE 940.00 TO NODE 961.00 IS CODE = 31 » »>COMPUTE PIPE -FLAW TRAVEL TIME THRU SUBAREA ««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « < ELEVATION DATA: UPSTREAM(FEET) = 1534.50 DOWNSTREAM(FEET) = 1531.27 FLOW LENGTH(FEET) = 71.00 MANNING'S N = .013 mom DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.05 MS ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 45.31 PIPE TRAVEL TIME(MIN.) = .07 Tc(MIN.) = 15.04 mm LONGEST FLOWPATH FROM NODE 650.00 TO NODE 961.00 = 1471.00 FEET. Y/ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 961.00 TO NODE 961.00 IS CODE = 16 -s » »>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE««< MO USER - SPECIFIED CONSTANT SOURCE FLOW = 160.00(CFS) USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 46.00(ACRES) ^ O * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(AC.) = 46.00 * SUMMED DATA: FLOW(CFS) = 205.31 TOTAL AREA(ACRES) = 62.73 as ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 961.00 TO NODE 656.00 IS CODE = 41 mm » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< MM » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< �+. ELEVATION DATA: UPSTREAM(FEET) = 1531.27 DOWNSTREAM(FEET) = 1530.42 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 ASSUME FULL - FLOWING PIPELINE OM PIPE -FLOW VELOCITY(FEET /SEC.) = 8.64 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 mm PIPE - FLOW(CFS) = 205.31 PIPE TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 16.58 MM * TOTAL SOURCE FLOW(CFS) = 160.00 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 656.00 = 2271.00 FEET. FLOW PROCESS FROM NODE 656.00 TO NODE 656.00 IS CODE = 1 MM » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < ..� TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: N W TIME OF CONCENTRATION(MIN.) = 16.58 RAINFALL INTENSITY(INCH /HR) = 3.29 -u AREA - AVERAGED Fm(INCH /HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 41 AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 16.73 TOTAL STREAM AREA(ACRES) = 16.73 4° PEAK FLOW RATE(CFS) AT CONFLUENCE = 45.31 MM * SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(ACRES) = 46.00 * SUMMED DATA: FLOW(CFS) = 205.31 TOTAL AREA(ACRES) = 62.73 mm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 950.00 TO NODE 930.00 IS CODE = 21 MS » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< mmo »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« 4O INITIAL SUBAREA FLOW - LENGTH(FEET) = 800.00' ELEVATION DATA: UPSTREAM(FEET) = 1548.80 DOWNSTREAM(FEET) = 1538.80 mm Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.546 • * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.712 SUBAREA Tc AND LOSS RATE DATA(AMC II): . DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 7.47 .98 .50 32 13.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 == SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 21.68 n .4 WO "I TOTAL AREA(ACRES) = 7.47 PEAK FLOW RATE(CFS) = 21.68 FLOW PROCESS FROM NODE 930.00 TO NODE 656.00 IS CODE = 31 s » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « « < MS ELEVATION DATA: UPSTREAM(FEET) = 1532.00 DOWNSTREAM(FEET) = 1530.40 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES 10 PIPE -FLOW VELOCITY(FEET /SEC.) = 9.81 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 21.68 PIPE TRAVEL TIME(MIN.) = .17 Tc(MIN.) = 13.72 LONGEST FLOWPATH FROM NODE 950.00 TO NODE 656.00 = 900.00 FEET. a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** a FLOW PROCESS FROM NODE 656.00 TO NODE 656.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 41 » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: OD TIME OF CONCENTRATION(MIN.) = 13.72 RAINFALL INTENSITY(INCH /HR) = 3.68 AREA - AVERAGED Fm(INCH /HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 MM EFFECTIVE STREAM AREA(ACRES) = 7.47 TOTAL STREAM AREA(ACRES) = 7.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.68 mm ** CONFLUENCE DATA ** 18 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW mm 1 45.31 16.58 3.288 .98( .49) .50 16.7 650.00 160.0 2 21.68 13.72 3.685 .98( .49) .50 7.5 950.09 .0 Iwo RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. mm ** PEAK FLOW RATE TABLE ** mw STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 64.30 16.58 3.288 .98( .49) .50 24.2 650.00 160.0 "' 2 64.47 13.72 3.685 .97( .49) .50 21.3 950.00 .0 ow COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 64.47 Tc(MIN.) = 13.72 .. EFFECTIVE AREA(ACRES) = 21.31 AREA - AVERAGED Fm(INCH /HR) = .49 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 24.20 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(AC.) = 46.00 * SUMMED DATA: FLOW(CFS) = 224.47 TOTAL AREA(ACRES) = 70.20 '"* LONGEST FLOWPATH FROM NODE 650.00 TO NODE 656.00 = 2271.00 FEET. a ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 656.00 TO NODE 900.00 IS CODE = 46 » »> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< >»»USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « «< ELEVATION DATA: UPSTREAM(FEET) = 1530.40 DOWNSTREAM(FEET) = 1530.00 , FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 GIVEN BOX BASEWIDTH(FEET) = 7.00 GIVEN BOX HEIGHT(FEET) = 4.00 ASSUME FULL - FLOWING BOX BOX -FLOW VELOCITY(FEET /SEC.) = 8.02 BOX - FLOW(CFS) = 224.47 BOX -FLOW TRAVEL TIME(MIN.) = .94 Tc(MIN.) = 14.65 * TOTAL SOURCE FLOW(CFS) = 160.00 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 900.00 = 2721.00 FEET. 11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 900.00 TO NODE 900.00 IS CODE = 1 mm »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < TOTAL NUMBER OF STREAMS = 3 .. CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.65 MO mm NO mm DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN OM COMMERCIAL A .92 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 ,mm SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) _ .92 SUBAREA RUNOFF(CFS) = 1.80 MO EFFECTIVE AREA(ACRES) = 4.19 AREA - AVERAGED Fm(INCH/HR) = .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) 4.19 PEAK FLOW RATE(CFS) = 8.21 mm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 920.00 TO NODE 900.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «<« MN ELEVATION DATA: UPSTREAM(FEET) = 1531.50 DOWNSTREAM(FEET) = 1530.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 mm ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.89 MO ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 8.21 �.. PIPE TRAVEL TIME(MIN.) _ .04 Tc(MIN.) = 30.69 LONGEST FLOWPATH FROM NODE 902.00 TO NODE 900.00 = 2580.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 900.00 TO NODE 900.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< mo _ _ __ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 30.69 RAINFALL INTENSITY(INCH /HR) = 2.27 MO AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .98 .,. AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 4.19 4O TOTAL STREAM AREA(ACRES) = 4.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.21 FLOW PROCESS FROM NODE 901.00 TO NODE 926.00 IS CODE = 21 MO » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW LENGTH(FEET) = 1000.00 MO ELEVATION DATA: UPSTREAM(FEET) = 1558.50 DOWNSTREAM(FEET) = 1538.60 == Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.546 MO * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.314 SUBAREA Tc AND LOSS RATE DATA(AMC II): • DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC '" LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.28 .98 .10 32 10.55 4O SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 AM SUBAREA RUNOFF(CFS) = 4.86 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 4.86 • ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 926.00 TO NODE 910.00 IS CODE = 62 • aw » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< • »» >( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 1538.60 DOWNSTREAM ELEVATION(FEET) = 1536.70 STREET LENGTH(FEET) = 1550.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 40 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 • 4 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 NO SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.86 N mm STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: iii STREET FLOW DEPTH(FEET) _ .62 HALFSTREET FLOOD WIDTH(FEET) = 22.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.29 mm PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = .80 STREET FLOW TRAVEL TIME(MIN.) = 19.99 Tc(MIN.) = 30.53 WM * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.280 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ - SCS SOIL AREA Fp Ap SCS ' LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.99 .98 .10 32 ▪ SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 ,mm SUBAREA AREA(ACRES) = 1.99 SUBAREA RUNOFF(CFS) = 3.91 EFFECTIVE AREA(ACRES) = 3.27 AREA - AVERAGED Fm(INCH /HR) = .10 W O AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.27 PEAK FLOW RATE(CFS) = 6.42 mm END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .61 HALFSTREET FLOOD WIDTH(FEET) = 22.12 WO FLOW VELOCITY(FEET /SEC.) = 1.27 DEPTH *VELOCITY(FT *FT /SEC.) = .78 LONGEST FLOWPATH FROM NODE 901.00 TO NODE 910.00 = 2550.00 FEET. ow ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 910.00 TO NODE 910.00 IS CODE = 81 WO » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 5 = mw MAINLINE Tc(MIN) = 30.53 _ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.280 MW SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ,w. LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.60 .98 .10 32 OW SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 3.14 a '" EFFECTIVE AREA(ACRES) = 4.87 AREA - AVERAGED Fm(INCH /HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 OW TOTAL AREA(ACRES) = 4.87 PEAK FLOW RATE(CFS) = 9.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �.. FLOW PROCESS FROM NODE 910.00 TO NODE 900.00 IS CODE = 31 os » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « « < » »> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<( ... ELEVATION DATA: UPSTREAM(FEET) = 1531.50 DOWNSTREAM(FEET) = 1530.00 MN FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES `°' PIPE -FLOW VELOCITY(FEET /SEC.) = 9.54 . ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Ow PIPE - FLOW(CFS) = 9.56 PIPE TRAVEL TIME(MIN.) _ .10 Tc(MIN.) = 30.64 LONGEST FLOWPATH FROM NODE 901.00 TO NODE 900.00 = 2610.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ow FLOW PROCESS FROM NODE 900.00 TO NODE 900.00 IS CODE = 1 mm »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »> »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ill _ -_ - -_ TOTAL NUMBER OF STREAMS ¢ 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: - TIME OF CONCENTRATION(MIN.) = 30.64 RAINFALL INTENSITY(INCH/HR) = 2.28 m AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .10 mm EFFECTIVE STREAM AREA(ACRES) = 4.87 TOTAL STREAM AREA(ACRES) = 4.87 il PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.56 ar ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE ■ NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 64.30 17.52 3.182 .98( .49) .50 24.2 650.00 160.0 1 64.47 14.65 3.542 .97( .49) .50 21.3 950.00 .0 2 8.21 30.69 2.273 .98( .10) .10 4.2 902.00 .0 3 9.56 30.64 2.275 .98( .10) .10 4.9 901.00 .0 N r M. Or mn RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO MO CONFLUENCE FORMULA USED FOR 3 STREAMS. _ ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE OM NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 77.91 14.65 3.542 .97( .42) .43 25.6 950.00 160.0 2 78.69 17.52 3.182 .98( .42) .43 29.4 650.00 .0 =" 3 60.37 30.69 2.273 .98( .38) .39 33.3 902.00 .0 4 60.46 30.64 2.275 .98( .38) .39 33.3 901.00 • .0 de COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.69 Tc(MIN.) = 17.52 'm EFFECTIVE AREA(ACRES) = 29.38 AREA - AVERAGED Fm(INCH /HR) = .42 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .43 TOTAL AREA(ACRES) = 33.26 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(AC.) = 46.00 ••• * SUMMED DATA: FLOW(CFS) = 238.69 TOTAL AREA(ACRES) = 79.26 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 900.00 = 2721.00 FEET. FLOW PROCESS FROM NODE 900.00 TO NODE 880.00 IS CODE = 46 » » >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< • » » >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1530.00 DOWNSTREAM(FEET) = 1529.80 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 GIVEN BOX BASEWIDTH(FEET) = 7.00 GIVEN BOX HEIGHT(FEET) = 4.00 • ASSUME FULL- FLOWING BOX BOX -FLOW VELOCITY(FEET /SEC.) = 8.52 BOX - FLOW(CFS) = 238.69 BOX -FLOW TRAVEL TIME(MIN.) = .29 Tc(MIN.) = 17.81 * TOTAL SOURCE FLOW(CFS) = 160.00 di LONGEST FLOWPATH FROM NODE 650.00 TO NODE 880.00 = 2871.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 880.00 TO NODE 880.00 IS CODE = 11 YO » »> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN- STREAM MEMORY««< '"" ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE • NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 77.91 14.95 3.500 .97( .42) .43 25.6 950.00 160.0 AM 2 78.69 17.81 3.150 .98( .42) .43 29.4 650.00 160.0 3 60.46 30.95 2.261 .98( .38) .39 33.3 901.00 160.0 MO 4 60.37 31.01 2.259 .98( .38) .39 33.3 902.00 160.0 * SOURCE FLOW DATA: FLOW(CFS) = 760.00 AREA(ACRES) = 46.00 �.. LONGEST FLOWPATH FROM NODE 650.00 TO NODE 880.00 = 2871.00 FEET. MO ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 150.12 9.38 4.627 .98( .43) .44 31.2 670.00 25.8 2 153.03 9.81 4.505 .98( .43) .44 33.0 680.00 25.8 3 157.41 10.51 4.323 .98( .43) .44 35.9 800.00 25.8 4 158.28 10.66 4.285 .98( .43) .44 36.6 840.00 25.8 5 169.74 12.97 3.811 .98( .43) .44 45.9 711.00 25.8 6 172.97 13.54 3.713 .98( .43) .44 48.6 624.00 .0 7 174.16 14.06 3.631 .97( .43) .44 50.5 205.00 25.8 8 174.17 14.06 3.63G .97( .43) .44 50.5 600.00 .0 9 177.92 17.28 3.208 .98( .43) .44 61.5 607.00 .0 w 10 177.05 18.78 3.052 .97( .43) .44 65.3 622.00 .0 11 173.14 19.88 2.949 .97( .43) .44 66.7 600.00 .0 12 168.22 21.18 2.839 .97( .43) .44 68.0 602.00 .0 13 159.90 22.79 2.717 .98( .43) .44 68.2 700.00 .0 • * SOURCE FLOW DATA: FLOW(CFS) = 25.80 AREA(ACRES) = 28.80 LONGEST FLOWPATH FROM NODE .00 TO NODE 880.00 = .00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 253.11 14.95 3.500 .97( .43) .44 79.2 950.00 160.0 2 256.30 17.81 3.150 .98( .43) .44 92.2 650.00 160.0 3 188.55 30.95 2.261 .98( .41) .42 101.5 901.00 160.0 4 188.30 31.01 2.259 .98( .41) .42 101.5 902,00 160.0 5 216.95 9.38 4.627 .98( .42) .44 47.3 670.00 25.8 .w. MS 110,' 6 220.88 9.81 4.505 .98( .42) .44 49.8 680.00 25.8 7 226.85 10.51 4.323 .97( .43) .44 53.9 800.00 25.8 es 8 228.06 10.66 4.285 .97( .43) .44 54.9 840.00 25.8 9 244.16 12.97 3.811 .98( .43) .44 68.2 711.00 25.8 10 248.45 13.54 - 3.713 .97( .43) .44 71.9 624.00 .0 11 250.56 14.06 3.631 .98( .43) .44 74.6 205.00 25.8 12 250.58 14.06 3.630 .97( .43) .44 74.6 600.00 .0 r 13 256.46 17.28 3.208 .98( .43) .44 90.2 607.00 .0 14 254.40 18.78 3.052 .98( .42) .43 95.0 622.00 .0 , 15 248.96 19.88 2.949 .98( .42) .43 96.7 600.00 .0 16 242.23 21.18 2.839 .98( .42) .43 98.4 602.00 .0 MO 17 231.68 22.79 2.717 .98( .42) .43 99.1 700.00 .0 TOTAL AREA(ACRES) = 101.48 w COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 256.46 Tc(MIN.) = 17.277 di EFFECTIVE AREA(ACRES) = 90.20 AREA - AVERAGED Fm(INCH /HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .44 TOTAL AREA(ACRES) = 101.48 AO * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 185.80 AREA(AC.) = 74.80 * SUMMED DATA: FLOW(CFS) = 442.26 TOTAL AREA(ACRES) = 176.28 MO LONGEST FLOWPATH FROM NODE 650.00 TO NODE 880.00 = 2871.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 101.48 TC(MIN.) = 17.28 MO EFFECTIVE AREA(ACRES) = 90.20 AREA - AVERAGED Fm(INCH/HR)= .43 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .44 PEAK FLOW RATE(CFS) = 256.46 == * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 185.80 AREA(AC.) = 74.80 * SUMMED DATA: FLOW(CFS) = 442.26 TOTAL AREA(ACRES) = 176.28 MN ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE "" NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 216.95 9.38 4.627 .98( .42) .44 47.3 670.00 25.8 OM 2 220.88 9.81 4.505 .98( .42) .44 49.8 680.00 25.8 3 226.85 10.51 4.323 .97( .43) .44 53.9 800.00 25.8 4 228.06 10.66 4.285 .97( .43) .44 54.9 840.00 25.8 5 244.16 12.97 3.811 .98( .43) .44 68.2 711.00 25.8 am 6 248.45 13.54 3.713 .97( .43) .44 71.9 624.00 .0 7 250.56 14.06 3.631 .98( .43) .44 74.6 205.00 25.8 8 250.58 14.06 3.630 .97( .43) .44 74.6 600.00 .0 ti., 9 253.11 14.95 3.500 .97( .43) .44 79.2 950.00 160.0 10 256.46 17.28 3.208 .98( .43) .44 90.2 607.00 .0 OM 11 256.30 17.81 3.150 .98( .43) .44 92.2 650.00 160.0 12 254.40 18.78 3.052 .98( .42) .43 95.0 622.00 .0 13 248.96 19.88 2.949 .98( .42) .43 96.7 600.00 .0 14 242.23 21.18 2.839 .98( .42) .43 98.4 602.00 .0 15 231.68 22.79 2.717 .98( .42) .43 99.1 700.00 .0 NW 16 188.55 30.95 2.261 .98( .41) .42 101.5 901.00 160.0 17 188.30 31.01 2.259 .98( .41) .42 101.5 902.00 160.0 END OF RATIONAL METHOD ANALYSIS +sa rr, ■ ■ I .2i/) I r 44 t � � w_ 2 •0',. (� ;t s ` 2 S ECTION t� A, HYDRAULIC CALCULATIONS � p > � - -1.. F Y t • t ■ G • a • _ • - h + z • i - 'i t r { " .� r - f • ' t rz f - r) wt y q . - - s. ° J s "L >- b Z `na ? ' 1 c F, ^. - J J _ a ^ - t r i ` ra` 1 - ,µ t� „{ t - 4 r°ks 3 'a s - wf > ? b.;: y e n 4 ro a I G. o+. 4"- +. - s - r n sue ' ;,; k 1 • ,' ,r h a t t n u{ `1,' - t S, etit 1 °t ? S xr f �S t , t y, �.�_ • s ; r ,� - - '''' r . , s , 5 2 '> - m s -,? ' X »J J r h ,� , 5 t h 6 t o x'' + '' , ; «'F� 1 ,14 4 k, 5 Y i '� • t - M �.� er i -* ,'. R s', - s s-. L .' ,`' < _ w p xt , S t t , ''"f' ; `. . Y `�' y i 1 ,F VT Y t } "^ 1 en ' y{ 55 b L 4 4 4 } y s sqs �" ; a-' s� Fri n k�- z z , 5: ' x � ' , � d ti i ,, r s"'. �, r , • ,r , , p.,,.,i * :,T,w TY, gi Y '4 t t �. - 1 "- , o', C�`f # :c � ', ,, ,, s t D f-�,r •rt 4 t ,4'' - t•.Y 4 :" 2 ";,, 4 ,...'�N. -.. . r� j (t ,, jn F' tl e g t ,` i ' t 'V - - f - 4 2, 's • F P N� 'c ni , `av -l' ` -4. dO_ i c 4 -.' 1 t ? . 1 t, ; U }g., ;,g ?;3:.r >t;ab n ;r:.i *" "mot, y -+" y �`�cN C 'r ?S f ra 43 4 4% `;'%`4" t ti t r 3 - i. .� ,, t ^�°d, t: F.g,.4 ;% ,,.�.. rt... : ` 1Apt t g # � , -r • c , roik tl^^3 r ° T . I-5,0=4:,:',;. r -w i FI ti "k t . ?x r t,} l % -c ' �v a ` i:''''''%'-'''.' ,P 1 +"4 4 ' asp - r , ; ` , , i; . ; •'r j : " w „'��s _t � . ? sr. '� r $ ,S i cF r' '..,V7,:,,,..;.' "y P r . ° ,,i,,'5 r r_ t ?' ? 4 %,i? fi . .451 add t :; r ` 4 r r: 3.g.,, #.; u � ,7 t:, , k i i , i ' -- , ,S : + C - { �` :f 7' ,; ' t4;:tfa,„,,, H 4 t. rt & r � 'RV ;k a r �%:,wb" F 3ti?F�, v ,0 t'i� . S , k�` e, ' c 3 f 4> 1 $ s !. ,, R 8d ,, .. r a ., Jt 94. tE Y ,�� Sti F S � a Y ,. , I t a i k . ° YF ` 5 -e.° # , F` y, a , } t 5-„' t ,� : > ,, ,- S :Y, ` , i d . . - T V `,+� 5 �v A 9 � „ ' "' . . Xti �ys '^ •' ' t . 4 " i' , '... .. n},:: (« ' ' ,,, 'k..z •'f 4c' ^. . . -z . ' �t�.� sj��` a ' �� � d,� } k .:"� f�' . 1 (1.° ;t 4 4' � � ; * � ' �� � r � S � � <x- 3' S i t t a; �'4 �: ', Y y > - c C r: ` � . . o � S ✓, ' k;' ,Aii4 0 y �i 1,0 g , :it. ;, ,,t ' a . � t ?'a s r �, - i� rry l . , 1 ) z ? < 4 e Zy r r u n ` �` t + v M1 2S .l t i �r , t, ' �, `- a� - ,,,*' '4"'f Y., F C -3 y ,,, • g, r4' . t SZ g , , , s; ' p b ` , J c` s . . _ , , _. `> �,.: ;a;``ur� > �" , t' , �.3�'*' .ys caw, „ e y T ; , p ,.� r - .,' `5 `f � ;"v- ` y ? € e�, • `t_ . 'W-” i ,� ' r '� .% '332,' t , x . I . j�F . , , �5 . �;� A .�� , �y'�'�r f i' h ``�� >, y;4k t �F Y +�, �t .. ^�'� ' y �? A S �, �" `'. �� ' �.$�J a {x��`�N >e�-s 3.A 5��.,.C:�i� � ,.'�,` . ' � r e� ' 4� , ' 3 ' . ..�.: -� �0� • , gaaa'�i /4t ,h '.'re N q�4 �" % e .4. 'S .o. *r ; _ L "` ;' '•r #: irc0 ?. x• $ i .' '^ '. �' s ' x dk i. ` ; � _ ;., .u yk,ef o ,, ��" F,,>tiA `�- " - _ , d`.3 ,&,l t� , . t '4 n �_s '" ?. a!' i 'sz fi+ g r, w r + ' s :.k . a • xct a c 5':t<, r . "fi ''44 f 14Af a'✓, rk'f. A ` ` • s; . tfi - >?ww��, � ' t - =' ;',. -u. ,ws,4,., , , 43; a` �, , a.ry. Z �;..,. tc .�' -C'�,. .b 4 41e_ T „.. L¢ B ,iY {5 '4 lst fib iY� � 'xt : f ' ?L's' ,' t " tli e AN� „ c.. i ,Jr,`I A t i i 'a' s , ` '' M e` r ro t, Yx t'a�'"" K' �5 � ,, r 1 t fi g tF � ,.?.�i.°,�C - .` �',; i`,i^ fi i', a ;x Y3�y ; ,G+. r l i r a g ,. d`.' Sr:- .-:,j. 1:Atall■ai,ii.:::,'' 4 1 5. 'Vz '} �� �` ' €JZ�'. ':t;. Z� "��,}'> ��� %3x, `f',�b �,�s �"r �i d' � ��xY';'4 . . 4 � .: , �r'�' , rf' 1; fawj �`i, 4�J��.�r'zi .a :3��� -� � � y I r i q. ,l -4 e a''�i- a Sy 1t�a � F r ,i'"u;3,7y ',n f i , 7 Y ''',.;:',V''..' ai ' ;u-r4, ,"'' D3' . Y ' 'ra" a. r ' hr ,." :r ..n��� ,<°r's;� � `'S�- ? , r3 �j�' =�' ? � i � M Y i t S�� Y 9' >w r , k �.� k 8'' r ode '� �, � � s t'': r �-5 i x ,' . r � 4 , u `#? ' ;.3 Lef f ° �>.t.,.� ; �! �'�,�`��''�' `K .� ' },, �s�v�� � , � �a s. `� "� �.t ,�' '�a'"Y7' ' �. R� s � � ,"3';r �' Ttf r�2 h '' ` S � Y?a s � �'3s fit, �. ' i ' ' . ` + }"� `;-,to'u 01,at.2.'" a , v?.,`, r 04 +0' 4;:: - ' 4„.,.,..,,,g,„1,44.-0 '° , `" >, a ,,, - a �, n+ _ & i :, -,V , , T. , t , �S' '' , , °` � hC, ` s A t t' i ' . ;, %` i «t v ' k, _ ,ps. c IS 4 � , .. ',1- $ .. * , - `}� j `rig • t.M? C -,'t x r �x " k, n#' M i4* s � ' . °y �� ,� ., .' F N -ss,' � a��wsw� • � y. �t i F r • • X3 4 "H C ! 'ti '- r ao--�xF ,fi 3'$ d qq;,:, �§ l , ye` ,,,, » y P iw f ,. LA a � � .K a '� Y � fi . °, . h > x. ' . V. yS.S, t R rz f:. z J ni y f i%04 r,t ` j( ; Y:a t i i . ; � �� 4 .-,, - .4 ,.. v Sr *.W y am „ !P v"t f H d -Y.f J.k r Y v�' ;'1'gi � y ^' v x R ' h , � '] 1W�^ ' � 3 � x... t - >`V i �,. ?i., , t 4 r x,. .� , �Wtl r''"` 7 .�. ,, • _ _ "r _ a. _.. a RA � R � ... _ - _ 1y , S' )ISSIPAT I E • s , „. QTRt�RE __ i t �f� R F E s _ _ y , Y ; : . fF. ._. ... V.. • ..,... -.,. ,.. -. .. . .. r • :..np • •+ • :.rw % -c•w v,*.' t ,n•. r_- �•.Mw.j<• <- �.... •.••.- m•..:;.m..;w. { .., — : •__ . .».......t.- .....n.. „Tt _. .._.,..., ,e..- .. ..._ . .r i :,it;,..,...,.,,• �.+•+'•.w -'..;z ^:, " .” T• � . ' : I r t 3 . � I r , T .i- •! _ !. is - 4 i' • I . - `. « M _� i' .i is _ J Y. rn { .. .. - S F • �' i i . s : = GOLD CURSE: � G' . .j,. - .. . 1 '_ a .. � � ! .. .. � � .. - - .. �� .. . =v _., 1 - � I - - Vii` :: a• i t` I'• i i t . . .14. - , . 1 .. , .,_ t i '' . -. ,1 ... ,., -; i w� , T• s v : - Y _ w- w __ ... .. ,.- . . . • . .. . _ _. ..- ... -, - _ . «. ". _, - -.... rte_.[..._ -.� - f ' is ( y✓ i . « . ,wee"! : i - :...••.- f -.,,;;:,,;:,::.• ..$ ,.. • .n..e. � � u. • .. �yy,• ^'} K<v^ t,•N.a :• � .. ' • - . _ � .._. ... . -. .._.C:..,," _.. .. .. .«..- ...._, .. _ . : , i :;._:..:.:. ' ` y _.:.. 1 . r - : t t ■ , - • s - 1. t , r i. .r. I ,'W .. •.- .•.- J.+.«- w�.wwkn.a.i. w.�va.. .wr .o .vr +„w'nwvWw•r•. vwA<>,n -; »r.w�•l.•` }•• ww..t v.+' cc .. y • -w.. { v i . • ■ . _ . , :Ofd -�•w /i-1 ?' --C BOTTOM �F , � p ,. 8 9 .t , • =f • BAS I fi �, 1lWi Y ; z • • s • i' t .e. , , , V .. I t - , ? . , y ... _ 1. ' { - T . t• v Ili 11111) '. ' : i", ' w C • si 3 i , _ ti •t • t 1 ' � " - ..sill _ y � • . .� u:- _.. • R �CIi! .- . . 1. k . _ 26.3.54 L.F. • ' DTA. 0 ... R p.... C..t_ RCP t :I:A '"CP; ; w . + • 0 4+00 5+00 5+00 . 0 00 +o0 2 +o0 3 +o�,� ; !,, 50 , • ye-R T : /' /� 5' - — — _ - - . 7.• „) ,) 2 +0 0 3 +0 0 4 +0 0 __,_ 5 -T- - - 1 , I J; t Qr. 4 co a' to • :r- .....:Ars --e) --I + PI N= 13.160.18 pero I .sr z ' 11= 13.028.31 • ,c, PI 14= 13.514.86 I-- E= 11.438.82 a. I 3_ E= 11.431.90 4 Eig 40 ER 11,432.38 N N I 1 +00 4+00 3+00 2+00 4•• --..-_. - - - =mg - — - --- - - , _ S03 00' 14 E 50004'39"W ---........„ I eL ( \ L INE "S" - 66" RCP •," - 0.,C` * It: 0. . ... isso P4=13.222.05 :' PI 1■1= 13.474.68 $_. w ,. et. „„„. 4, .p., \ , .L o•- ER 11.477.29\ c3 I q'7cbt: 1 ' iitolil‘P. E= 11,493.77 I it....... =1 1 .4. . 7 pc / s19 W , 1, • . a so4.3 II -- 0+70 .42 ,., -db. . _ 2400 .._..-- - 1 • 6 -___ ____,.. 4 Ea lb. Z N= 13.055.89 ell - W E= 11.470.92 ta 39 =1 . . s 11.1a ES - \ > 5 . i , 01 0 ..4 - = ,, 11 , r, sr, CA •••• • -, ...,- i 4-ii 0 ) 12 DIA. PVC ; -4 IA A . 1 = - . ■ Iii STA. 0. _ A• ( Irv:v ' . . . . . . CC bl ‘ . . WETLAND 8 ••- + 40 0 MI 10 • ' ••• * . 1 • 11 Tkl: WETLAND 8 t • ' c>, pr, .- • . BOT. =1526.00 L. fl,-; .4".... 4.■ '.7 II '440 .1 ..110 k.1 ul a- All 38 ------, 0-/0 BASIN 6 V11141 o• BOT. EL . - - - 1 523.00 <C ii..1 PI N=13,470. ES N= 13,490.31 0 1 ER11.556. 1 6= 11.555.18 - 1 - rryz LIMITS OF li it GRAVEL LAYER PIZ PI Z -A (.4 01 0 0 4,0 a r -.1,4 00 al .b. ....1,9 00 00 0101 00 00 00 PI N=13,5 5.5 < e 1523.00 INV 38 _ , 1/ 4/ i4 --....,..... i/ -.....,...., / /2 : / ... 5 Eli .......,....... ......,, .... ....,...,_ .. _ 12" DIA. PVC --....„..._ - , • WETLAND 9 . • -.._ DRAIN - • ---- _ -.....„... , CLEANDUT ACCESS -..„........ _ ..., -.....„..., tt - ' 36 -, ,, " , -1.;,•--; , ,;z: .., , r.4., - - . ; '''. / I . EE f '•. • 0 0+ 00± £ . • 00+ 3 00+ I. 00 ±0 0 0± 1. 00+0 • • _. _ _. __I . • • , w $ ; SOS -��l �N , . . . : �...�.�:.....,_ _ .. ,. ., _ t _>. . ,.�. .. r , _.. My . .,... x. � 5' ,• a , - d3H • 'C IO „42 . .1 •!G 6 • 11 il a, • • . : . . . . ... . _ . •+, , • . . . . - lit- - ,- . qh,i # — �� - ... _ . . , . . , • t i ■ • .a- •.._'.....,.. - i_ . ._ ., <,. .., -,.- }r....._ ,_, _l -..1-, .r . e ,.,_. _. -.,« .. «.. awn ,,. ,. ••- ,. ... - .•_. S .. -.any► • .� i '� SZ G • t a - �D•L4 . . • t - ,a . i ., ..), . j 1Q9 .y .•sR�.�•s "f.Sa,/eY ' o u t e.. -.- .. ♦ - +. ... ...- . . - ... ,. - ...:.'• .. .•- _ ., .. _. .• ... ---E•--..,:-.- ..._.. w .. . - -- . _ .•_- - - v • > ♦»a{•^• ++.++.wM .Jjw+r si•n.r M,n,., Ka.cHr iv..A•'. wua4�. « •,r..�f5...• -MC, s..Mr..ac ,w, b�I•.1 s • , .+,- • M,.. .s r ,� j wt r #. r N . , - :. - _ . •• - • _ ._. a 1 v .. • ,,....' ,.Sa:,!. .. -. ,.... _ - ,1, -.. - ,. _ .. mow• .. � _ . .. . - - • .- . hrf�ll4 '- ., m.y '• �L.... ,... ... ..t ' .. +K ....,). �. m.� _ � . ,.. , t , .. •a � ' awe. _ i :„ . 7' r, .... ' ' • z 3 i i a , '� -, �. , r Vii' .. .• _ ■ .,. .. .,,I ,•.. f` i :3s o 4100 1 ._ • 70'4 3ssno - Aj • "sl ' ,.• • •� ..,e. ...y.....w..e .- Mj »..._r .. . . y . . . ws am.,n �-a ..- - - . ,, - •f•�: .. 1 t - w.e ., { I , I _ . - - .. - _- ��y(^tj�'��11 ]I .� `jam}[ ] _ ._ `{�•�! _ { /'�{ _ .- _' - F �i i .i I - „ :§ , + _ - � s J. i �i �.J�1 1-yV��.[.i..� �V���1 1�.�� , .. - - A r F0515P JOHN M. TETTEMER ASSOCIATES, WATER SURFACE PROFILE LISTING SIERRA LAKES STORM DRAIN LTD. PAGE 1 LINE A LAKES BASIN 6, RAIN SYSTEM - 9/25/98 , WETLANDS 8 & 9 SWSE= 1532.14 FILE = LINE S.I d INVERT DEPTH W.S. ELEV OF FLOW ELEV VEL VEL ENERGY SUPER CRITICAL HEAD GRD.EL. ELEV DEPTH HGT/ BASE/ ZL ELEM SO DIA ID N0, IE AVBPR sal ********************************************************* NORM D* *rrrrrrrrrrrrr*rrrrrr****** D rrrrrr r Z PIER EPTH ++. 30.71 1524.30 7.840 1532.140 ** * * * * * *rrr * *rr * * * * *rrrrrrr 268.3 11.30 1.982 1534.122 0.00 Jima STR 0.01027 3.000 3.00 .008786 8.00 0.00 0 0.00 , 38.50 1524.38 7.858 1532.238 0.07 267.3 11.25 1.967 1534.205 0.00 0.00 TANS STR 0.01065 0.08 3.000 3.00 .006386 8.00 0.00 0 0.00 50.71 1524.51 6 0.00 4.187 8.613 1533.123 267.3 8.91 1.233 1534.356 0.00 {. L EXIT 5.50 i/ 5.50 0.00 0 0.00 0.00 50.71 1524.51 8.614 1533.124 267.3 11.25 1.966 .090 0.00 4.545 5.50 .006336 0.00 0.00 0 0.00 4,19.71 0.01015 70.42 1524.71 0.12 3.688 8.956 1533.666 267.3 11.25 1.966 1535.632 0.00 0.00 8 "'79.50 0.01031 4.545 5.50 0.00 0.00 .006336 0.50 0 0.00 4149.92 1525.53 8.640 1534.170 3.666 0.00 267.3 11.25 1.966 1536.136 0.00 4.545 5.50 0.00 0 .,,x67.08 0.01029 0.00 .006336 1.06 0 0.00 X 17.00 1527.25 8.076 1535.326 3.669 0.00 267.3 11.25 1.966 1537.292 0.00 120.69 0.01027 4.545 5.50 0.00 1 4137. 0.00 0 0.00 528.49 7.674 1536.164 .006336 0.76 3.671 267.3 11.25 1.966 1538.130 0.00 0.00 24.20 0.01033 4.545 5.50 0.00 0.00 .006336 0.15 0 0.00 51.89 1528.74 7.577 1536.317 3.664 0.00 267.3 11.25 1.966 1538.283 0.00 19.95 0.01050 4.545 5.50 0.00 0.00 0 0.00 ""41.84 1530.00 7.175 1537.175 .006336 0.76 3.642 267.3 11.25 1.966 1539.141 0.00 0.00 or 4.545 5.50 0.00 0.00 0 • 0.00 s • di Am, di L 1 1 1 1 1 i t 1 1 1 1 1 1 1 1 1 1 11 1 i l i i i i * i i i t i i 1 $ 1 t 1 FILE: LLLINES1.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 6 -28 -2000 Time:11:26: 2 SIERRA LAKES, CITY OF FONTANA - WSPG LINE "A" ALONG SIERRA LAKES PKWY. AND CITRUS AVENUE INCLUDING TETTEMER'S LINE "S ". Invert Depth Water Q 1 Vel Vel Energy Super CriticalIFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) I (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or S.D. ZL Prs /Pip - - -- -- -- -I- -I- -- -- -- -I- -- -- -- - L/Elem Ch Slope I SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * * *1 * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I I 30.710 1524.300 7.840 1532.140 365.00 5.82 .53 1532.67 .00 4.01 8.00 3.000 8.000 .00 0 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -- -- - JUNCT STR .0804 .0008 .01 7.84 .37 .013 .00 .00 RECTANG I I 38.420 1524.920 7.121 1532.041 364.00 6.39 .63 1532.67 .00 4.01 8.00 3.000 8.000 .00 0 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -- -- - TRANS STR -.0334 .0015 .02 7.12 .42 .013 .00 .00 RECTANG I I 50.710 1524.510 7.166 1531.676 364.00 8.47 1.11 1532.79 1.20 4.85 6.00 6.000 6.000 .00 0 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -- -- - WALL EXIT I I I 50.710 1524.510 7.166 1531.676 364.00 12.87 2.57 1534.25 .00 5.15 .00 6.000 .000 .00 1 .0 - I- -- -- -- -I- -I- -- -- -- -I- -- -- -- - 19.710 .0101 .0074 .15 .00 .00 4.26 .013 .00 .00 PIPE I I I 70.420 1524.710 7.658 1532.367 364.00 12.87 2.57 1534.94 .00 5.15 .00 6.000 .000 .00 1 .0 - I- -- -- -- -I- -I- -- -- - - -I- -- -- -- - 79.500 .0103 .0074 .59 7.66 .00 4.23 .013 .00 .00 PIPE I I I 149.920 1525.530 7.425 1532.955 364.00 12.87 2.57 1535.53 .00 5.15 .00 6.000 .000 .00 1 .0 -I- -- -- -- -I- -I- -- -- -- -I- -- -- -- - 167.080 .0103 .0074 1.23 7.42 .00 4.24 .013 .00 .00 PIPE I I I i 317.000 1527.250 6.979 1534.189 364.00 12.87 2.57 1536.76 .00 5.15 .00 6.000 .000 .00 1 .0 -I- -- -- -- -I- -I- -- -- -- -I- -- -- -- 1- 120.690 .0103 .0074 .89 6.94 .00 4.24 .013 .00 .00 PIPE I I I I 437.690 1528.490 6.719 1535.209 364.00 12.87 2.57 1537.78 .00 5.15 .00 6.000 .000 .00 1 .0 - I- - - - - - - -I- -I- - - - - - - -I- - - - - - - I 24.200 .0103 .0074 .18 6.72 .00 4.23 .013 .00 .00 PIPE I I I 1 461.890 1528.740 6.648 1535.388 364.00 12.87 2.57 1537.96 .00 5.15 .00 6.000 .000 .00 1 .0 -I- - - - - - - -I- -I- - - - - - - -I- - - - - - - I- 95.200 .0110 .0074 .70 6.65 .00 4.13 .013 .00 .00 PIPE . ., • t 1111 ! 1 t 1 ! 1 1! ! 1 t i I i I. i t 1 L i S i t 1 ! i L i FILE: LLLINES1.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 2 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 6 -28 -2000 Time:11:26: 2 SIERRA LAKES, CITY OF FONTANA - WSPG LINE "A" ALONG SIERRA LAKES PKWY. AND CITRUS AVENUE INCLUDING TETTEMER'S LINE "S ". ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super CriticaljFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1 557.090 1529.790 6.301 1536.091 364.00 12.87 2.57 1538.66 .00 5.15 .00 6.000 .000 .00 1 .0 TRANS STR .0009 .0041 .05 6.30 .00 .013 .00 .00 PIPE I 568.460 1529.800 8.535 1538.335 364.00 6.09 .58 1538.91 .00 4.38 7.00 4.000 7.000 .00 0 .0 JUNCT STR -.2500 8.54 .37 .013 .00 .00 RECTANG 1 577.660 1527.500 4.984 1532.484 442.00 12.67 2.49 1534.98 .00 4.98 7.00 4.000 7.000 .00 0 .0 JUNCT STR .2661 .0028 .03 4.98 1.00 .013 .00 .00 RECTANG WARNING - Junction Analysis - Large Lateral Flow(s) I I I I I I I I I I I I I 586.530 1529.860 5.011 1534.870 204.00 5.82 .53 1535.40 .00 2.98 7.00 4.000 7.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- JUNCT STR .0005 .0008 .07 5.01 .46 .013 .00 .00 RECTANG I I I I I I I I I I I I I 670.000 1529.900 5.290 1535.190 168.00 4.54 .32 1535.51 .00 2.62 7.00 4.000 7.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - 1- 320.000 .0010 .0006 .19 5.29 .35 4.29 .013 .00 .00 RECTANG I I I I I I I I I I I I I 990.000 1530.220 5.145 1535.365 168.00 4.66 .34 1535.70 .00 2.62 7.00 4.000 7.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - (- TRANS STR .0010 .0015 .01 5.15 .36 .013 .00 .00 RECTANG I I I I I I I I I I I I I 1000.000 1530.230 4.660 1534.890 168.00 7.83 .95 1535.84 .08 3.62 3.96 5.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - - I - I- 29.310 .0010 .0023 .07 4.74 .59 5.50 .013 .00 .00 PIPE I I I I I I I 1 I I I I I 1029.310 1530.260 4.719 1534.979 168.00 7.74 .93 1535.91 .00 3.62 3.84 5.500 .000 .00 1 .0 - I - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - I - - I - - I - I 172.855 .0010 .0023 .39 4.72 .57 5.50 .013 .00 .00 PIPE • . .. . i ll i i i t i t i t i i i i i t i t i i 1 t i t i I i i i i i i i FILE: LLLINES1.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 3 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 6 -28 -2000 Time:11:26: 2 SIERRA LAKES, CITY OF FONTANA - WSPG LINE "A" ALONG SIERRA LAKES PKWY. AND CITRUS AVENUE INCLUDING TETTEMER'S LINE "S ". ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert Depth Water I Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station I Elev (FT) Elev I (CFS) (FPS) Head Grd.E1. Elev Depth Width Dia. -FT or I.D. ZL Prs /Pip -I- -- -- -I- -- -I- -- -- -- -- -- -- -- - L/Elem ICh Slope 1 SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch * * * * * * * * *1 * * * * * * * ** * * * * * * ** * * * * * * * * *I * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I I 1202.165 1530.431 5.022 1535.453 168.00 7.38 .85 1536.30 .00 3.62 3.10 5.500 .000 .00 1 .0 -I- -- -- -I- -- -1- -- -- -- -- -- -- -- - 110.445 .0010 .0022 .24 5.02 .48 5.50 .013 .00 .00 PIPE 1 I 1312.610 1530.540 5.187 1535.727 168.00 7.24 .81 1536.54 .01 3.62 2.55 5.500 .000 .00 1 .0 -I- - - II - i - - - -i- JUNCT STR .0013 L /AI � �1 .0019 .03 5.20 .42 .013 .00 .00 PIPE �5 G.DS WARNING - Junction Analysis - Large Lateral Flow(s) I I 1 1 1 1 1 1 1 I I 1 1327.610 1530.560 5.795 1536.355 81.00 5.09 .40 1536.76 .00 2.63 .00 4.500 .000 .00 1 .0 -I- -1- -1- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- I- JUNCT STR .0008 .0012 .06 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1376.890 1530.600 6.123 1536.723 52.00 3.27 .17 1536.89 .00 2.09 .00 4.500 .000 .00 1 .0 -1- -I- -1- -I- -I- -I- -1- -I- -I- -I- -1- -I- -I- 1- 200.780 .0010 .0007 .14 .00 .00 3.15 .013 .00 .00 PIPE I I I I I I I I I I I I 1 1577.670 1330.800 6.082 1536.882 52.00 3.27 .17 1537.05 .00 2.09 .00 4.500 .000 .00 1 .0 - 1 - - I - - I - - I - - I - - I - - I - - I - - I - - 1 - - 1 - - 1 - - I - 1 4.660 .0021 .0007 .00 6.08 .00 2.44 .013 .00 .00 PIPE I I I I I I I 1 I I I I I 1582.330 1530.810 6.075 1536.885 52.00 3.27 .17 1537.05 .00 2.09 .00 4.500 .000 .00 1 .0 -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0010 .0007 25 .00 .00 .013 .00 .00 PIPE 1 1 I I I 1 I I I I I I I 1953.720 1531.180 5.972 1537.152 51.00 3.21 .16 1537.31 .00 2.07 .00 4.500 .000 .00 1• .0 -I- -I- -I- -1- -I- -I- -1- -I- -I- -I- -I- -I- -I- 1- 65.020 .0011 .0007 .04 .00 .00 3.02 .013 .00 .00 PIPE I I I I I I 1 I 1 I I I I 2018.740 1531.250 5.973 1537.223 51.00 3.21 .16 1537.38 .00 2.07 .00 4.500 .000 .00 1 .0 -1- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I- -I- -1- 1- 70.690 .0010 .0007 .05 5.97 .00 3.11 .013 .00 .00 PIPE ... w, * i 1 i 1 i & i $ i i i & 1 i i II i i i II i II i 1 i 1 i 1 i 1 i FILE: LLLINES1.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 4 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 6 -28 -2000 Time:11:26: 2 SIERRA LAKES, CITY OF FONTANA - WSPG LINE "A" ALONG SIERRA LAKES PKWY. AND CITRUS AVENUE INCLUDING TETTEMER'S LINE "S ". ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert Depth Water Q Vel Vel Energy Super CriticalIFlow Top Height/ Base Wt No Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. 2L Prs /Pip -I- -- -- -- -- -I- -- -- -- -I- -- -- -- - L/Elem ICh Slope SF Ave HF SE Dpth Froude N(Norm Dp "N" X -Fall 2R Type Ch * * ** * * * * *1 * ** * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *( * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * *** * * * * * ** 1 1 2089.430 1531.320 5.951 1537.271 51.00 3.21 .16 1537.43 .00 2.07 .00 4.500 .000 .00 1 .0 -I- -- -- -- -- -I- -- -- -- -I- -- -- -- - JUNCT STR .1205 .0061 .06 5.95 .00 .013 .00 .00 PIPE I 1 2100.050 1532.600 3.988 1536.588 44.00 8.96 1.25 1537.84 .00 2.21 .00 2.500 .000 .00 1 .0 -I- -- -- -- -- -I- -- -- -- -I- -- -- -- - 52.008 .0270 .0115 .60 3.99 .00 1.47 .013 .00 .00 PIPE I I 2152.058 1534.004 3.195 1537.199 44.00 8.96 1.25 1538.45 .00 2.21 .00 2.500 .000 .00 1 .0 -I- -- -- -- -- -I- -- -- -- -I- -- -- -- - HYDRAULIC JUMP 1 I 2152.058 1534.004 1.480 1535.484 44.00 14.54 3.28 1538.77 .00 2.21 2.46 2.500 .000 .00 1 .0 -1- -- -- -- -- -I- -- -- -- -I- -- -- -- - 102.626 .0270 .0262 2.69 1.48 2.31 1.47 .013 .00 .00 PIPE I I 2254.684 1536.775 1.495 1538.270 44.00 14.36 3.20 1541.47 .00 2.21 2.45 2.500 .000 .00 1 .0 -I- -- -- -- -- -I- -- -- -- -I- -- -- -- - 84.276 .0270 .0243 2.05 1.50 2.26 1.47 .013 .00 .00 PIPE 1 I 2338.960 1539.050 1.557 1540.607 44.00 13.69 2.91 1543.52 .00 2.21 2.42 2.500 .000 .00 1 .0 -I- -- -- -- -- -I- -- -- -- -I- -- -- -- - JUNCT STR .0241 .0268 .18 1.56 2.10 .013 .00 .00 PIPE I I 2345.600 1539.210 1.352 1540.562 41.00 15.14 3.56 1544.12 .00 2.15 2.49 2.500 .000 .00 1 .0 -1- -- -- -- -- -I- -- -- -- -I- -- -- -- - 6.730 .0119 .0317 .21 1.35 2.56 1.88 .013 .00 .00 PIPE 1 I 2352.330 1539.290 1.328 1540.618 41.00 15.47 3.72 1544.34 .00 2.15 2.50 2.500 .000 .00 1 .0 -1- -- -- -- -- -1- -- -- -- -I- -- -- -- - JUNCT STR .0269 .0200 7.50 1.33 2.65 .013 .00 .00 PIPE 1 1 2728.120 1549.390 1.983 1551.373 34.00 8.14 1.03 1552.40 .00 1.98 2.03 2.500 .000 .00 1 .0 - 1 - - - - - - - - - - H - - 2 7 7 1 . 4 9 0 1549.430 1.983 1551.413 34.00 8.14 1.03 1552.44 .00 1.98 2.03 2.500 .000 .00 1 .0 -I- -- -- -- -- -I- -- -- -- -I- -- -- -- - _ . . I ■ i Si $ 1 ii Si 1 1 1 1 II hi ti ii I I el 1 1 1 1 1 1 Lllines_.wsw T1 SIERRA LAKES, CITY OF FONTANA - WSPG 0 T2 LINE "A" ALONG SIERRA LAKES PKWY. AND CITRUS AVENUE T3 INCLUDING TETTEMER'S LINE "S ". SO 30.7101524.300 1 1532.140 JX 38.4201524.920 3 2 .013 1.000 1524.920 45.0 .000 TS 50.7101524.510 4 .013 .000 WX 50.7101524.510 5 R 70.4201524.710 5 .013 101.134 .000 0 R 149.9201525.530 5 .013 .000 .000 0 R 317.0001527.250 5 .013 .000 .000 0 R 437.6901528.490 5 .013 .000 .000 1 R 461.8901528.740 5 .013' .000 .000 0 R 557.0901529.790 5 .013 .000 .000 0 Page 1 _ - R i *I I i i I t l ! i ii t I t i id II ii ii it i t I i i Lllines_.wsw TS 568.4601529.800 9 .013 .000 JX 577.6601527.500 9 15 .013 - 78.000 1527.500 45.0 JX 586.5301529.860 7 6 .013 238.000 1529.870 45.0 .000 JX 670.0001529.900 9 8 .013 36.000 1530.400 45.0 .000 R 990.0001530.220 9 .013 .000 .000 0 TS 1000.0001530.230 22 .013 .000 R 1029.3101530.260 22 .013 17.241 R 1312.6101530.540 22 .013 4.470 JX 1327.6101530.560 11 10 .013 87.000 1531.290 45.0 .000 JX 1376.8901530.600 13 12 .013 29.000 1531.350 45.0 7.366 R 1577.6701530.800 13 .013 8.245 .000 1 R 1582.3301530.810 13 .013 .000 .000 0 JX 1953.7201531.180 20 .013 1.000 1532.000 45.0 .000 Page 2 ists Lllines_ .wsw R 2018.7401531.250 20 .013 65.434 R 2089.4301531.320 20 .013 .000 JX 2100.0501532.600 18 17 .013 7.000 1532.320 45.0 .000 R 2338.9601539.050 18 .013 .000 .000 1 JX 2345.6001539.210 18 21 .013 3.000 1539.300 45.0 .000 R 2352.3301539.290 18 .013 .000 .000 0 JX 2728.1201549.390 18 21 .013 7.000 1548.680 45.0 .000 R 2771.4901549.430 18 .013 .000 .000 SH 2771.4901549.430 18 1549.430 CD 1 2 0 .000 3.000 8.000 .000 .000 .00 CD 2 4 1 .000 3.000 .000 .000 .000 .00 CD 3 2 0 .000 3.000 8.000 .000 .000 .00 CD 4 2 0 .000 6.000 6.000 .000 .000 .00 CD 5 4 1 .000 6.000 .000 .000 .000 .00 Page 3 t 1 I 1 1 1 11 1 1 1 1 1 1 1 i 1 [ 1 [ 1 i 1 1 1 1 1 1 1 11 1 $ 1 1 1 11 1 1 1 Lllines_ .wsw CD 6 2 0 .000 4.000 6.000 .000 .000 .00 CD 7 2 0 .000 4.000 7.000 .000 .000 .00 CD 8 4 1 .000 3.000 .000 .000 .000 .00 CD 9 2 0 .000 4.000 7.000 .000 .000 .00 CD 10 4 1 .000 4.000 .000 .000 .000 .00 CD 11 4 1 .000 4.500 .000 .000 .000 .00 CD 12 4 1 .000 3.000 .000 .000 .000 .00 CD 13 4 1 .000 4.500 .000 .000 .000 .00 CD 14 2 0 .000 3.000 4.000 .000 .000 .00 CD 15 4 1 .000 2.500 .000 .000 .000 .00 CD 16 2 0 .000 3.000 6.000 .000 .000 .00 CD 17 4 1 .000 1.500 .000 .000 .000 .00 Page 4 a S abed 0' 000 'E a 00' 000' 000' 000' 00S'S 000' T f7 ZZ GO 00' 000' 000' 000' 000'Z 000' T b TZ GO 00' 000' 000' 000' OOS•f7 000' T b OZ GO 00' 000' 000' 000' 00S'Z 000' T b 61 OD 00' 000' 000' 000' OOS'Z 000' T 17 8T OD MsM• - seuTTT'I 1 I 1 1 II I I 011 1 I 11 Pi 1 I IV t I ! 1 t I II I i I! 11 1 i 1i . -, s 1 1 1 1 1 1 1 [ 1 $ 1 1 1 1 1 t 1 1 1 1 1 I i l i 1 1 1 1 1 1 1 1 FILE: LATERALAI.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 4 -25 -2000 Time: 4 :54:23 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL A -1. Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Fraude NlNorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1* * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 105.950 1531.210 5.940 1537.150 3.00 1.70 .04 1537.19 .00 .66 .00 1.500 .000 .00 1 .0 42.120 .0100 .0008 .03 5.94 .00 .55 .013 .00 .00 PIPE 1 148.070 1531.630 5.554 1537.184 3.00 1.70 .04 1537.23 .00 .66 .00 1.500 .000 .00 1 .0 WALL ENTRANCE I I 148.070 1531.630 5.621 1537.251 3.00 .08 .00 1537.25 .00 .18 7.00 7.070 7.000 .00 0 .0 -I- -- -- -- -- -I- -- -- -- -I- -- -- -- - _ . E. a I t 1 11 $ 1 11 I 1 1111111111 11 11 1 1 1 t 1 11 1 LATERAL. ...WSW T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LATERAL A -1. T3 SO 105.9501531.210 1 1537.150 R 148.0701531.630 1 .013 .000 .000 0 WE 148.0701531.630 2 .500 SH 148.0701531.630 2 1531.630 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 7.070 7.000 .000 .000 .00 Q 3.000 .0 Page 1 ( jos 5/e,eA4 4 4 es, ire of PoN 7.1 N'T CHURCH Or TFIE INLAND EM RE 107 INC" Ilf SHEET NO. CALCULATED BY RANCHO CUCAMONGA, CA 01730 CHECKED BY .. V, DATE., PHONE (000) 048 1 DATE 6 /ZoVod DATE SCALE !PM" . : . . • . : I ...... . . • . • MIN 0: ..--....•.— -........* , ........ : — . It : ta --...... . . . . . ... . - - . . . • . .r. . . • . .......-.......-... • . . . -.4.--. . . . - -. • . • . . . , Vti N gial :.1,111nli : f..., __....................... i 1 cL, ! , 1 : 9 de 1 ...... se 19 ::` : % '---.--"' * ...; _ .,..._..._,...*.... _.,..,_,.._., , v. Nt 1 s . ca .,.;.._._ .... Q" ii MX C;INIM X W : z f/- . . ..,. . . . - . - . . . . • bo * b '99 A / . . . : . 41111% l . ii ME : iL.._..._.....L.,, ' za,/-* 4 :: L.1 . . . . .... ..... . IMIIIM Iii 1111 . . . . ...„ 4.1•11 ' x/r7 xiA : : biz rg- .b 4, ' A GW . . • : : : . in • : : N . : • .........-..., . . ..........- ............ - : .............,. . ..._...._.:..__• : 1 lz t•t5 I, 7 I : : . . aNIIM - 1F ; • . . Mg VI • : . : • ''' ''... *;-. . . "^"...• : ••••• : : : : I■4010 . ..... . : . . . • . gig . ; 1-1:/ 9 / ; ; I ' ikh • • ; • : - ,. . . „ •••• • . : --... ' . • • .• Z - .•/ • . Mg . . 5C g •-• ° 9 i , : . . . _ • : : : : : : : : AM ' : : ; • : • : • ' • , : g iV:t ONO : ti • : : i . . .. ..... • . . .... • ... . t. .... '- q .. . 7 * . t .........-...' ' '. 7 ...". • '.. • .0 - A . : : : ': .. - :. - 7 - • 7 -:: - ..... VIM 6 :4 - 4 - .'•• - -r- -'.. -.'•-•*-7 .......- : • : gig • • . .. ...., \-- • , : jv . IS f : 'P • ' . . . . OF *ig' • • ' 4:::, • • : : . . . : • .... . • . . . . .., ........ . i . . . . • . . . . . :, 7 : ............ , i OR • : . g . • :• : : . : -•'..- ; ....... ! • . . , • . . • . .. ■ i al ! i 1 1 ! 1 ! i i 1 1 1 ! 1 k i I I I I l i i i ! i ii CI 11 FILE: CBSERIES.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 6 -20 -2000 Time: 2: 1:26 SIERRA LAKES, CITY OF FONTANA C.B. IN SERIES LOCATION: NW CORNER OF CITRUS AVE. & SIERRA LAKES PKWY. Invert Depth Water I Q I Vel Vel I Energy I Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev 1 (CFS) I (FPS) Head I Grd.E1.1 Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip - - - - - -i- -I- -I- -i- -I- - - -1- - - - - - - - L /Elem Ch Slope I I SF Ave! HF ISE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** ********* I********* I** * * * * *I * * * * * * *1* * * * * * * * *I * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * ** * ** I I I I I 186.440 32.040 5.770 37.810 8.00 4.53 .32 38.13 .00 1.10 .00 1.500 .000 .00 1 .0 - - - - - - -I- -I- -I- -I- -I- - - -I- - - - - - - - .500 .0200 .0058 .00 5.77 .00 .78 .013 .00 .00 PIPE I I I I I 186.940 32.050 5.763 37.813 8.00 4.53 .32 38.13 .00 1.10 .00 1.500 .000 .00 1 .0 - - - - - - -I- -I- -I- -1- -1- . - -I- - - - - - - - WALL ENTRANCE I I I I I I 186.940 32.050 6.240 38.290 8.00 .16 .00 38.29 .00 .31 8.00 8.170 8.000 .00 0 .0 -1- - - - - -I- -I- -I- -1- -1- - - -I- - - - - - - - JUNCT STR .0238 .0000 .00 6.24 .01 .013 .00 .00 RECTANG I I I I I I 194.940 32.240 6.049 38.289 6.80 .35 .00 38.29 .00 .52 3.17 8.170 3.170 .00 0 .0 -1- - - - - -I- - I - - I - -I -I- - - -1- - - - - - - - WALL EXIT I I 1 I I ) 194.940 32.240 6.050 38.290 6.80 .35 .00 38.29 .00 .52 3.17 8.170 3.170 .00 0 .0 -I- - - - - -I- -I- -I- -I- -1- - - -I- - - - - - - - TRANS STR .0000 .0021 .00 6.05 .03 .013 .00 .00 RECTANG I I I I I I 194.950 32.240 5.936 38.176 6.80 3.85 .23 38.41 .00 1.01 .00 1.500 .000 .00 1 .0 - I- - - - - - I - - I - -I- -I- -I- - - -I- - - - - - - - 3.990 .0301 .0042 .02 5.94 .00 .63 .013 .00 .00 PIPE I I I 1 I I 198.940 32.360 5.833 38.193 6.80 3.85 .23 38.42 .00 1.01 .00 1.500 .000 .00 1 .0 - I- - - - - -I- -I- -I- -I- -I- - - -I- - - - - - - - WALL ENTRANCE I I 1 I I I 198.940 32.360 6.177 38.537 6.80 .35 .00 38.54 .00 .52 3.17 8.150 3.170 .00 0 .0 -I- - - - - -I- -I- -I- -I- -I- - - -I- - - - - - - - _ • ., ■ i • i I i t i it i ! i l i t i i i ! i ! i i i [ i 1 i i i L i ! i Cbserie . ,Isw T1 SIERRA LAKES, CITY OF FONTANA 0 T2 C.B. IN SERIES T3 LOCATION: NW CORNER OF CITRUS AVE. & SIERRA LAKES PKWY. SO 186.440 32.040 1 37.810 R 186.940 32.050 1 .013 .000 .000 0 WE 186.940 32.050 2 .500 JX 194.940 32.240 4 3 .013 1.200 39.580 90.0 .000 WX 194.940 32.240 5 TS 194.950 32.240 6 .013 .000 R 198.940 32.360 6 .013 .000 .000 0 WE 198.940 32.360 7 .500 SH 198.940 32.360 7 32.360 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 8.170 8.000 .000 .000 .00 CD 3 2 0 .000 .830 8.000 .000 .000 .00 CD 4 2 0 .000 8.170 3.170 .000 .000 .00 CD 5 2 0 .000 8.170 3.170 .000 .000 .00 CD 6 4 1 .000 1.500 .000 .000 .000 .00 CD 7 2 0 .000 8.150 3.170 .000 .000 .00 Page 1 - . • 1 1 1 11 1 1 1 11 1 1 1 I 1 ! 1 [ 1 1 1 11 1 1 1 11 1 i 1 1 1 t 1 11 1 FILE: LATERALA3.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 2 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 6 -20 -2000 Time: 3:41:14 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL A -3. ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert Depth Water 1 Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station 1 Elev (FT) Elev I (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip -1- -- -- -1- -- -1- -- -- -- -1- -- -- -- - L/Elem ICh Slope 1 SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * * *I * * * * * * * ** * * * * * * ** * * * * * * * * *I * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1 I I 118.581 1539.914 .495 1540.409 3.00 5.90 .54 1540.95 .00 .66 1.41 1.500 .000 .00 1 .0 -1- - - - - -1- - - -I- - - - - - - -I- - - - - - - - 4.134 .0214 .0138 .06 .50 1.73 .45 .013 .00 .00 PIPE I 1 I 122.716 1540.002 .513 1540.515 3.00 5.62 .49 1541.01 .00 .66 1.42 1.500 .000 .00 1 .0 -1- - - - - -I- - - -1- - - - - - - -I- - - - - - - - 2.826 .0214 .0121 .03 .51 1.62 .45 .013 .00 .00 PIPE I I 1 125.542 1540.063 .531 1540.594 3.00 5.36 .45 1541.04 .00 .66 1.43 1.500 .000 .00 1 .0 -1- - - - - -1- - - -1- - - - - - - -1- - - - - - - - 1.988 .0214 .0106 .02 .53 1.51 .45 .013 .00 .00 PIPE 1 I I 127.530 1540.105 .550 1540.655 3.00 5.11 .41 1541.06 .00 .66 1.45 1.500 .000 .00 1 .0 -1- - - - - -I- - - -I- - - - - - - -1- - - - - - - - 1.413 .0214 .0093 .01 .55 1.41 .45 .013 .00 .00 PIPE I 1 1 128.943 1540.136 .570 1540.705 3.00 4.87 .37 1541.07 .00 .66 1.46 1.500 .000 .00 1 .0 -I- - - - - -1- - - -1- - - - - - - -1- - - - - - - - .972 .0214 .0082 .01 .57 1.32 .45 .013 .00 .00 PIPE I I 1 129.915 1540.156 .590 1540.747 3.00 4.65 .34 1541.08 .00 .66 1.47 1.500 .000 .00 1 .0 -I- - - - - -I- - - -I- - - - - - - -I- - - -i- - - - .627 .0214 .0072 .00 .59 1.23 .45 .013 .00 .00 PIPE I I I 1 130.543 1540.170 .612 1540.782 3.00 4.43 .30 1541.09 .00 .66 1.47 1.500 .000 .00 1 .0 -I- - - - - -1- - - -1- - - - - - - -I- - - -1- - - - .356 .0214 .0063 .00 .61 1.15 .45 .013 .00 .00 PIPE 1 I 1 1 130.898 1540.178 .634 1540.812 3.00 4.22 .28 1541.09 .00 .66 1.48 1.500 .000 .00 1 .0 -1- - - - - -1- - - -I- - - - - - - -I- - - -1- - - - .112 .0214 .0055 .00 .63 1.07 .45 .013 .00 .00 PIPE 1 1 1 1 131.010 1540.180 .658 1540.839 3.00 4.02 .25 1541.09 .00 .66 1.49 1.500 .000 .00 1 .0 -1- - - - - -1- - - -1- - - - - - - -I- - - -1- - - - WALL ENTRANCE 131.010 1540.180 1.025 1541.205 3.00 .11 .00 1541.21 .00 .07 27.00 7.990 27.000 .00 0 .0 - 1 - - 1 - - 1 - - 1 - - 1 - - 1 - - I - - I - - I - - 1 - - I- - 1 - - 1 - 1- 9 a 1 ■ 1 ■ 1 $ 1 1 1 1h 1 1. 1 11 1 11 1 1 1 1 1 1 1 1t 1 1 1 1 1 1 1 1 1 1 1 FILE: LATERALA3.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 6 -20 -2000 Time: 3:41:14 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL A -3. ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super Critical)Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 105.360 1539.630 1.150 1540.780 3.00 2.06 .07 1540.85 .00 .66 1.27 1.500 .000 .00 1 .0 2.224 .0214 .0010 .00 1.15 .34 .45 .013 .00 .00 PIPE I 107.584 1539.676 1.098 1540.776 3.00 2.16 .07 1540.85 .00 .66 1.33 1.500 .000 .00 1 .0 1.987 .0214 .0011 .00 1.10 .37 .45 .013 .00 .00 PIPE I I 109.571 1539.720 1.050 1540.771 3.00 2.27 .08 1540.85 .00 .66 1.37 1.500 .000 .00 1 .0 1.786 .0214 .0012 .00 1.05 .41 .45 .013 .00 .00 PIPE I I 111.358 1539.759 1.006 1540.765 3.00 2.38 .09 1540.85 .00 .66 1.41 1.500 .000 .00 1 .0 1.615 .0214 .0014 .00 1.01 .44 .45 .013 .00 .00 PIPE I I 112.973 1539.793 .965 1540.758 3.00 2.50 .10 1540.86 .00 .66 1.44 1.500 .000 .00 1 .0 -- -- -I- -- -- -I- -- -- -- -I- -- -- -- - 1.455 .0214 .0016 .00 .96 .48 .45 .013 .00 .00 PIPE I I 114.427 1539.825 .926 3540.751 3.00 2.62 .11 1540.86 .00 .66 1.46 1.500 .000 .00 1 .0 -I- -- -I- -- -- -I- -- -- -- -I- -- -- -- - 1.308 .0214 .0018 .00 .93 .52 .45 .013 .00 .00 PIPE I I I 115.736 1539.853 .890 1540.743 3.00 2.75 .12 1540.86 .00 .66 1.47 1.500 .000 .00 1 .0 -I- -- -I- -- -- -I- -- -- -- -I- -- -- -- - .768 .0214 .0020 .00 .89 .56 .45 .013 .00 .00 PIPE I I I 116.504 1539.869 .856 1540.725 3.00 2.88 .13 1540.85 .00 .66 1.49 1.500 .000 .00 1 .0 -I- - - -I- - - - - -I- - - - - - - -I- - - - - - - - HYDRAULIC JUMP I I I 116.504 1539.869 .478 1540.347 3.00 6.18 .59 1540.94 .00 .66 1.40 1.500 .000 .00 1 .0 -I- -- -I- -- -- -I- -- -- -- -I- -- -- -- - 2.077 .0214 .0158 .03 .48 1.85 .45 .013 .00 .00 PIPE LATERAL .WSW T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LATERAL A -3. T3 SO 105.3601539.630 1 1540.780 R 131.0101540.180 1 .013 .000 .000 0 WE 131.0101540.180 2 .500 SH 131.0101540.180 2 1532.770 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 7.990 27.000 .000 .000 .00 Q 3.000 .0 Page 1 i 1 t i I i i i I i if if Iii I I I I i 1 i i i i 1 1 1 i i * i ! 1 1 i FILE: LATERALA4.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 9 7 -2000 Time: 1: 1:43 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL A -4. * * * * *** * * * * * * * * * * * * * * * * * * *** *********************: r***************************************** * * **** * * * *** * ** * * * * * * * * * * * * * * ** * * * * * *** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Fzoude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * ** * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1 107.550 1531.390 5.330 1536.720 33.00 4.67 .34 1537.06 .00 1.86 .00 3.000 .000 .00 1 .0 88.450 .0101 .0024 .22 5.33 .00 1.49 .013 .00 .00 PIPE 1 196.000 1532.280 4.656 1536.937 33.00 4.67 .34 1537.27 .00 1.86 .00 3.000 .000 .00 1 .0 WALL ENTRANCE 1 1 196.000 1532.280 4.475 1536.755 33.00 6.72 .70 1537.46 .00 1.95 .00 2.500 .000 .00 0 .0 1 1 1 1 1 1 1 1 1 1 6 1 1 1 1 1 ! 1 1 1 1 1 1 1 $ 1 1 1 t 1 t 1 1 1 1 1 1 1 LATERAL2_ . WSW T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LATERAL A -4. T3 SO 107.5501531.390 1 1536.720 R 196.0001532.280 1 .013 .000 .000 0 WE 196.0001532.280 2 .500 SH 196.0001532.280 2 1532.280 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 Q 33.000 .0 Page 1 t 1 S I [ I I I I I I I S I I l I l I I I 1I I I I I I I f I f I I l [ I I I FILE: LATERALA5.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 3 -24 -2000 Time :10:51:43 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL A -5. • ***************** ** * * * *** * * * * * ** **** ** * * * * * * ** ** , ***************************************** * * * * * **** * * * *** * * * * * * ** * * * * * * ** * * * * ** ** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height /IBase Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth ( Width Dia. -FTIor I.D. ZL Prs /Pip - - -- -- -- -- -I- -- -- -- -I- -- -I -- - L/Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" I X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** ** * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * * *I* * * * * ** * * * ** * * * * * ** I I 107.750 1530.440 4.750 1535.190 45.00 6.37 .63 1535.82 .00 2.18 .00 3.000 .000 .00 1 .0 36.670 .0101 .0046 .17 4.75 .00 1.80 .013 .00 .00 PIPE I I 144.420 1530.810 4.547 1535.357 45.00 6.37 .63 1535.99 .00 2.18 .00 3.000 .000 .00 1 .0 - - -- -- -- -- -I- -- -- -- -I- -- -I -- - 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 LATERALA WSW T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LATERAL A -5. T3 SO 107.7501530.440 1 1535.190 R 144.4201530.810 1 .013 .000 .000 0 SH 144.4201530.810 1 1530.810 CD 1 4 1 .000 3.000 .000 .000 .000 .00 Q 45.000 .0 Page 1 U 1 l t 1 ! i f 1 ! 1 t i t i f i l 1 ! 1 t i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FILE: LATERAL_A6.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 9- 7 -2000 Time:11 :14:58 SIERRA LAKES, CITY OF FONTANA -WSPG FOR LATERAL "A -6" Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Kiev Depth Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 105.770 1548.700 2.670 1551.370 7.00 2.23 .08 1551.45 .00 .94 .00 2.000 .000 .00 1 .0 15.440 .0097 .0010 .01 2.67 .00 .77 .013 .00 .00 PIPE 121.210 1548.850 2.535 1551.385 7.00 2.23 .08 1551.46 .00 .94 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I 121.210 1548.850 2.650 1551.500 7.00 .09 .00 1551.50 .00 .12 28.00 6.270 28.000 .00 0 .0 n N 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 f1 1 1 1 1 1 1 1 LATERAL 2-_ . WSW T1 SIERRA LAKES, CITY OF FONTANA -WSPG 0 T2 FOR LATERAL "A -6" T3 SO 105.7701548.700 1 1551.370 R 121.2101548.850 1 .013 .000 .000 0 WE 121.2101548.850 2 .500 SH 121.2101548.850 2 1548.850 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 6.270 28.000 .000 .000 .00 Q 7.000 .0 Page 1 t i l 1 1 1 1 1 11 1 ! 1 $ 1 ! 1 t l [ 1 t l i t t i 1 1 1 1 1 1 1 1 1 1 11 1 FILE: LATERAL_A7.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 9- 7 -2000 Time:11:48:46 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL "A -7 ". Invert Depth Water Q Vel Vel Energy Super Critica11F1ow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude N1Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1 106.130 1549.330 1.766 1551.096 34.00 9.17 1.31 1552.40 .00 1.98 2.28 2.500 .000 .00 1 .0 30.795 .0100 .0093 .29 1.77 1.27 1.74 .013 .00 .00 PIPE 1 136.925 1549.638 1.804 1551.442 34.00 8.96 1.25 1552.69 .00 1.98 2.24 2.500 .000 .00 1 .0 20.721 .0100 .0086 .18 1.80 1.21 1.74 .013 .00 .00 PIPE 1 157.646 1549.845 1.889 1551.734 34.00 8.55 1.13 1552.87 .00 1.98 2.15 2.500 .000 .00 1 .0 4.484 .0100 .0077 .03 1.89 1.11 1.74 .013 .00 .00 PIPE 1 162.130 1549.890 1.983 1551.873 34.00 8.14 1.03 1552.90 .00 1.98 2.03 2.500 .000 .00 1 .0 N m LATERAL .WSW Ti SIERRA LAKES, CITY OF FONTANA WSPG T2 FOR LATERAL "A-7". T3 SO 106.1301549.330 1 1551.410 R 162.1301549.890 1 .013 .000 .000 0 SH 162.1301549.890 1 1549,890 CD 1 4 1 .000 2.500 .000 .000 .000 .00 Q 34.000 .0 Page 1 c , ■ l ■ i t I I I I i II i ! 1 I i t I ! i I , * 1 1 1 1 1 l i i i 1 1 FILE: 1lineb.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 5- 3 -2000 Time:10:53:19 SIERRA LAKES, CITY OF FONTANA - WSPG LINE B ALONG SIERRA LAKES PKWY. FROM BASIN 6 TO P.A. 20 r * *, * * * * * * * * * * * *** ** * * ** * * *** * * * *, , ** * * * *** ** **************, r** * * * * * * * ** * *** * * ** * * * ***** * * * * *, * * * *** * * * * * * ****** * * * *** * * ** ** * * * * ** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem - Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** ** * ** * *1 * * * * * ** * * * * * * * ** * * * * * ** * * ** * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 106.780 1529.870 5.000 1534.870 238.00 6.80 .72 1535.59 .12 3.30 7.00 4.000 7.000 .00 0 .0 63.970 .0009 .0013 .09 5.12 .54 5.78 .013 .00 .00 RECTANG I 170.750 1529.930 5.036 1534.966 238.00 6.75 .71 1535.67 .00 3.30 7.00 4.000 7.000 .00 0 .0 JUNCT STR .0010 .0012 .04 5.04 .53 .013 .00 .00 RECTANG I 201.070 1529.960 5.238 1535.198 224.00 6.11 .58 1535.78 .00 3.17 7.00 4.000 7.000 .00 0 .0 89.350 .0010 .0011 .09 5.24 .47 5.35 .013 .00 .00 RECTANG I 1 290.420 1530.050 5.244 1535.294 224.00 6.10 .58 1535.87 .00 3.17 7.00 4.000 7.000 .00 0 .0 - - -- -- -- -- -I- -- -- - -I- -- -- 1- 209.580 .0010 .0011 .22 5.24 .47 5.36 .013 .00 .00 RECTANG I I 500.000 1530.260 5.259 1535.519 224.00 6.08 .57 1536.09 .00 3.17 7.00 4.000 7.000 .00 0 .0 - - -- -- -- -- -I- -- -- -- -I- -- -- -- {- 47.197 .0051 .0011 .05 5.26 .47 2.89 .013 .00 .00 RECTANG I I 547.197 1530.500 5.014 1535.515 224.00 6.38 .63 1536.15 .00 3.17 7.00 4.000 7.000 .00 0 .0 - - -- -- -- -- -I- -- -- -- -1- -- -- -- {- 44.500 .0051 .0013 .06 5.01 .50 2.89 .013 .00 .00 RECTANG I I 591.697 1530.727 4.781 1535.508 224.00 6.69 .70 1536.20 .00 3.17 7.00 4.000 7.000 .00 0 .0 - - - - - - - - - - -I- - - -- - - -I- - - - - - - I - ' 41.803 .0051 .0014 .06 4.78 .54 2.89 .013 .00 .00 RECTANG I I 633.500 1530.939 4.558 1535.498 224.00 7.02 .77 1536.26 .00 3.17 7.00 4.000 7.000 .00 0 .0 - - -- -- -- -- -I- -- -- -- -I- -- -- -- I 11.940 .0051 .0015 .02 4.56 .58 2.89 .013 .00 .00 RECTANG I I 645.440 1531.000 4.494 1535.494 224.00 7.12 .79 1536.28 .00 3.17 7.00 4.000 7.000 .00 0 .0 - - -- -- -- -- -I- -- -- -- -I- -- -- -- I- JUNCT STR .0051 4.49 .59 .013 .00 .00 RECTANG I ! 1 1 t I i 1 i 1 E 1 ! 1 11 f 1 11 t 1 E 1 11 11 i 1 ! I 11 ■ 1 11 FILE: llineb.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 2 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 5- 3 -2000 Time:10:53:19 SIERRA LAKES, CITY OF FONTANA - WSPG LINE B ALONG SIERRA LAKES PKWY. FROM BASIN 6 TO P.A. 20 ********* ** *** * * * * * *** * * * * * * **** * * * * ** ** r*********** * **** ** * * *** * ** * ** * *** * * * **** ** iii.****** ** *** ** * ** * * *** * * * * * * ** * ** * **** * **** *r* Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NlNorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * ** * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 655.180 1531.050 4.008 1535.058 205.00 11.05 1.90 1536.95 .00 4.01 4.89 5.500 .000 .00 0 .0 5.238 .0014 .0046 .02 4.01 1.00 5.50 .013 .00 .00 PIPE I 660.418 1531.057 4.197 1535.254 205.00 10.54 1.72 1536.98 .00 4.01 4.68 5.500 .000 .00 0 .0 19.229 .0014 .0041 .08 4.20 .91 5.50 .013 .00 .00 PIPE I 679.647 1531.084 4.406 1535.490 205.00 10.05 1.57 1537.06 .00 4.01 4.39 5.500 .000 .00 0 .0 40.399 .0014 .0037 .15 4.41 .82 5.50 .013 .00 .00 PIPE I 720.046 1531.139 4.644 1535.783 205.00 9.58 1.43 1537.21 .00 4.01 3.99 5.500 .000 .00 0 .0 29.954 .0014 .0035 .10 4.64 .73 5.50 .013 .00 .00 PIPE I 750.000 1531.180 4.770 1535.950 205.00 9.37 1.36 1537.31 .00 4.01 3.73 5.500 .000 .00 0 .0 84.683 .0010 .0033 .28 4.77 .68 5.50 .013 .00 .00 PIPE I 834.683 1531.265 5.089 1536.355 205.00 8.93 1.24 1537.59 .00 4.01 2.89 5.500 .000 .00 0 .0 136.677 .0010 .0034 .47 5.09 .56 5.50 .013 .00 .00 PIPE I 971.360 1531.403 5.500 1536.903 205.00 8.63 1.16 1538.06 .00 4.01 .00 5.500 .000 .00 0 .0 66.310 .0010 .0037 .24 5.50 .00 5.50 .013 .00 .00 PIPE I 1037.670 1531.470 5.680 1537.150 205.00 8.63 1.16 1538.31 .00 4.01 .00 5.500 .000 .00 0 .0 394.300 .0010 .0037 1.47 5.68 .00 5.50 .013 .00 .00 PIPE I 1431.970 1531.870 6.750 1538.620 205.00 8.63 1.16 1539.78 .00 4.01 .00 5.500 .000 .00 0 .0 JUNCT STR .0009 .0030 .03 6.75 .00 .013 .00 .00 PIPE II i 1 1 1 1 1 i 1 , 1 1 1 1 1 1 1 E 1 t 1 $ 1 i i i i i i i i i i i i t i FILE: LATERALA3.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 2 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 6 -20 -2000 Time: 3:41:14 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL A -3. ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** I Invert Depth Water I Q I Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or T.A. ZL Prs /Pip -I- -- -- -I- -I- -1- -- -- -- -I- -- -- -- - L/Elem ICh Slope I 1 SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * * *1 * * * * * * * ** * * * * * * ** **** * * * * *I * * * * * * * * *I * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I I I I 118.581 1539.914 .495 1540.409 3.00 5.90 .54 1540.95 .00 .66 1.41 1.500 .000 .00 1 .0 -I- - - - - -I- -I- -I- - - - - - - -I- - - - - - - - 4.134 .0214 .0138 .06 .50 1.73 .45 .013 .00 .00 PIPE I I I I 122.716 1540.002 .513 1540.515 3.00 5.62 .49 1541.01 .00 .66 1.42 1.500 .000 .00 1 .0 -I- - - - - -I- -I- -I- - - - - - - -I- - - - - - - - 2.826 .0214 .0121 .03 .51 1.62 .45 .013 .00 .00 PIPE I I I I 125.542 1540.063 .531 1540.594 3.00 5.36 .45 1541.04 .00 .66 1.43 1.500 .000 .00 1 .0 -I- - - - - -I- -I- -I- - - - - - - -I- - - - - - - - 1.988 .0214 .0106 .02 .53 1.51 .45 .013 .00 .00 PIPE I I I I 127.530 1540.105 .550 1540.655 3.00 5.11 .41 1541.06 .00 .66 1.45 1.500 .000 .00 1 .0 -I- - - - - -I- -I- -I- - - - - - - -I- - - - - - - - 1.413 .0214 .0093 .01 .55 1.41 .45 .013 .00 .00 PIPE I I I 1 128.943 1540.136 .570 1540.705 3.00 4.87 .37 1541.07 .00 .66 1.46 1.500 .000 .00 1 .0 -I- - - - - -I- -I- -I- - - - - - - -I- - - - - - - - .972 .0214 .0082 .01 .57 1.32 .45 .013 .00 .00 PIPE I I I I 129.915 1540.156 .590 1540.747 3.00 4.65 .34 1541.08 .00 .66 1.47 1.500 .000 .00 1 .0 -I- - - - - -I- -I- -I- - - - - - - -I- - - -i- - - - .627 .0214 .0072 .00 .59 1.23 .45 .013 .00 .00 PIPE I I I I I 130.543 1540.170 .612 1540.782 3.00 4.43 .30 1541.09 .00 .66 1.47 1.500 .000 .00 1 .0 -I- - - - - -I- -I- -I- - - - - - - -I- - - -I- - - - .356 .0214 .0063 .00 .61 1,15 .45 .013 .00 .00 PIPE I I I I I 130.898 1540.178 .634 1540.812 3.00 4.22 .28 1541.09 .00 .66 1.48 1.500 .000 .00 1 .0 -I- - - - - -I- -I- -I- - - - - - - -I- - - -I- - - - .112 .0214 .0055 .00 .63 1.07 .45 .013 .00 .00 PIPE I I I I I 131.010 1540.180 .658 1540.839 3.00 4.02 .25 1541.09 .00 .66 1.49 1.500 .000 .00 1 .0 -I- - - - - -I- -I- -I- - - - - - - -I- - - -I- - - - WALL ENTRANCE 131.010 1540.180 1.025 1541.205 3.00 .11 .00 1541.21 .00 .07 27.00 7.990 27.000 .00 0 .0 - I - - I - - I - - I - - I - - I - - I - -I- - I - - I - - I - - I - - I - I 44 I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 hi Ii ! i 1 f ■ i FILE: LATERALA3.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 6 -20 -2000 Time: 3 :41:14 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL A -3. ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem - Ch Slope SF Ave HF SE Dpth Froude N(Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 105.360 1539.630 1.150 1540.780 3.00 2.06 .07 1540.85 .00 .66 1.27 1.500 .000 .00 1 .0 2.224 .0214 .0010 .00 1.15 .34 .45 .013 .00 .00 PIPE I 107.584 1539.676 1.098 1540.776 3.00 2.16 .07 1540.85 .00 .66 1.33 1.500 .000 .00 1 .0 1.987 .0214 .0011 .00 1.10 .37 .45 .013 .00 .00 PIPE I I 109.571 1539.720 1.050 1540.771 3.00 2.27 .08 1540.85 .00 .66 1.37 1.500 .000 .00 1 .0 - - -- -I- -- -- -I- -- -- -- -I- _ _ -- -- - 1.786 .0214 .0012 .00 1.05 .41 .45 .013 .00 .00 PIPE I I 111.358 1539.759 1.006 1540.765 3.00 2.38 .09 1540.85 .00 .66 1.41 1.500 .000 .00 1 .0 - - -- -I- -- -- -I- -- -- -- -I- -- -- -- - 1.615 .0214 .0014 .00 1.01 .44 .45 .013 .00 .00 PIPE I I 112.973 1539.793 .965 1540.758 3.00 2.50 .10 1540.86 .00 .66 1.44 1.500 .000 .00 1 .0 1.455 .0214 .0016 .00 .96 .48 .45 .013 .00 .00 PIPE I I 114.427 1539.825 .926 3540.751 3.00 2.62 .11 1540.86 .00 .66 1.46 1.500 .000 .00 1 .0 - 1- - - -I- - - - - -I- - - - - - - -I- - - - - - - - 1.308 .0214 .0018 .00 .93 .52 .45 .013 .00 .00 PIPE I I I 115.736 1539.853 .890 1540.743 3.00 2.75 .12 1540.86 .00 .66 1.47 1.500 .000 .00 1 .0 -I- - - -I- - - - - -I- - - - - - - -I- - - - - - - - .768 .0214 .0020 .00 .89 .56 .45 .013 .00 .00 PIPE I 1 I 116.504 1539.869 .856 1540.725 3.00 2.88 .13 1540.85 .00 .66 1.49 1.500 .000 .00 1 .0 -I- -- -I- -- -- -I- -- -- -- -I- -- -- -- - HYDRAULIC JUMP I I I 116.504 1539.869 .478 1540.347 3.00 6.18 .59 1540.94 .00 .66 1.40 1.500 .000 .00 1 .0 -I- -- -I- -- -- -I- -- -- -- -I -- -- -- - 2.077 .0214 .0158 .03 .48 1.85 .45 .013 .00 .00 PIPE Qb t (lull 1 t 1 1 1 1 f 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 R i n i LATERALA,.WSW T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LATERAL A -3. T3 SO 105.3601539.630 1 1540.780 R 131.0101540.180 1 .013 .000 .000 0 WE 131.0101540.180 2 .500 SH 131.0101540.180 2 1532.770 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 7.990 27.000 .000 .000 .00 Q 3.000 .0 i4 Page 1 E i 1 1 1 1 1 1 i 1 1 1 * 1 E i E 1 1 1 1 1 1 1 1 5 1 5 1 t 1 11 1 L l IE I ■. FILE: llineb.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 3 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 5- 3-2000 Time:10:53:19 SIERRA LAKES, CITY OF FONTANA - WSPG LINE B ALONG SIERRA LAKES PKWY. FROM BASIN 6 TO P.A. 20 Invert Depth Water Q I Vel Vel Energy Super CriticallFlow Top Height /IBase Wt No Wth Station Elev (FT) Elev (CFS) I (FPS) Head Grd.El. Elev Depth I Width Dia.-FTIor I.D. ZL Prs /Pip - - -- -- -- -I- -I- -- -- -- -I- -- -I- -- - L/Elem Ch Slope I SF Ave HF SE Dpth FrOude NINorm Dp "N" I X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * * *1 * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * * *I * * * * * ** * * * ** * * * * * ** I I I 1442.540 1531.880 7.410 1539.290 160.00 6.73 .70 1539.99 .00 3.53 .00 5.500 .000 .00 0 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -I- -- - 408.340 .0010 .0023 .93 7.41 .00 5.50 .013 .00 .00 PIPE I I I 1850.880 1532.290 7.927 1540.217 160.00 6.73 .70 1540.92 .00 3.53 .00 5.500 .000 .00 0 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -I- -- - TRANS STR .1051 .0030 .01 7.93 .00 .013 .00 .00 PIPE I I I 1855.540 1532.780 7.190 1539.970 160.00 8.15 1.03 1541.00 .00 3.63 .00 5.000 .000 .00 1 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -I- -- - 426.683 .0089 .0038 1.60 7.19 .00 2.94 .013 .00 .00 PIPE I I I 2282.223 1536.580 5.000 1541.580 160.00 8.15 1.03 1542.61 .00 3.63 .00 5.000 .000 .00 1 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -I- -- - 16.827 .0089 .0036 .06 5.00 .00 2.94 .013 .00 .00 PIPE I I I 2299.050 1536.730 4.899 1541.629 160.00 8.19 1.04 1542.67 .00 3.63 1.41 5.000 .000 .00 1 .0 - - - - - - - - -I- -I- - - - - - - -I- - - -I- - - - 4.670 .0021 .0034 .02 4.90 .39 5.00 .013 .00 .00 PIPE I I I 2303.720 1536.740 4.906 1541.646 160.00 8.18 1.04 1542.69 .01 3.63 1.36 5.000 .000 .00 1 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -I- -- - 95.281 .0026 .0035 .33 4.92 .38 5.00 .013 .00 .00 PIPE 1 I I 2399.001 1536.989 5.000 1541.989 160.00 8.15 1.03 1543.02 5.00 3.63 .00 5.000 .000 .00 1 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -I- -- - 30.829 .0026 .0037 .11 5.00 .00 5.00 .013 .00 .00 PIPE I I I 2429.830 1537.070 5.105 1542.175 160.00 8.15 1.03 1543.21 .00 3.63 .00 5.000 .000 .00 1 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -I- -- - 201.950 .0026 .0038 .76 5.10 .00 5.00 .013 .00 .00 PIPE I I I 2631.780 1537.600 5.337 1542.937 160.00 8.15 1.03 1543.97 .00 3.63 .00 5.000 .000 .00 1 .0 - - - - - - - - -I- -I- - - - - - - -I- - - -I- - - - 35.340 .0025 .0038 .13 5.34 .00 5.00 .013 .00 .00 PIPE 4\ I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i i i 1 i 1 i 1 ai 1 1 s, ■. FILE: llineb.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 4 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 5- 3 -2000 Time:10:53:19 SIERRA LAKES, CITY OF FONTANA - WSPG LINE B ALONG SIERRA LAKES PKWY. FROM BASIN 6 TO P.A. 20 Invert Depth Water Q Vel Vel Energy I Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1.1 Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip - - -- -- -- -- -I- -- -I- -- -I- -- -- -- - L/Elem Ch Slope SF Ave HF ISE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * * *I * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I I 2667.120 1537.690 5.380 1543.070 160.00 8.15 1.03 1544.10 .00 3.63 .00 5.000 .000 .00 1 .0 - - -- -- -- -- -I- -- -I- -- -I- -- -- -- - 13.890 .0029 .0038 .05 5.38 .00 5.00 .013 .00 .00 PIPE I 1 2681.010 1537.730 5.393 1543.123 160.00 8.15 1.03 1544.15 .00 3.63 .00 5.000 .000 .00 1 .0 - - -- -- -- -- -I- -- -I- -- -I- -- -- -- - WALL ENTRANCE I I I 2681.010 1537.730 7.047 1544.777 160.00 2.84 .13 1544.90 .00 2.32 8.00 6.000 8.000 .00 0 .0 -I- -- -- -- -- -I- -- -I- -- -I- -- -- -- - • lti 1k 1 1 1 1 1 1 11 1 1 1 $ 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 ! 1 1 1 ■ i ■, .. LLineb. 3W T1 SIERRA LAKES, CITY OF FONTANA - WSPG 0 T2 LINE B ALONG SIERRA LAKES PKWY. FROM BASIN 6 TO P.A. 20 T3 SO 106.7801529.870 1 1534.870 R 170.7501529.930 1 .013 44.312 JX 201.0701529.960 4 2 3.013 7.000 7.0001530.4601530.460 45.0 45.0 .000 R 290.4201530.050 4 .013 .000 R 500.0001530.260 4 .013 .000 R 645.4401531.000 4 .013 .000 JX 655.1801531.050 6 5 .013 19.000 1531.770 45.0 .000 R 750.0001531.180 6 .013 .000 R 1037.6701531.470 6 .013 .000 R 1431.9701531.870 6 .013 .000 JX 1442.5401531.880 8 7 .013 45.000 1533.120 45.0 .000 R 1850.8801532.290 8 .013 .000 TS 1855.5401532.780 9 .013 .000 R 2299.0501536.730 9 .013 .000 R 2303.7201536.740 9 .013 .000 R 2429.8301537.070 9 .013 27.485 .000 1 R 2631.7801537.600 9 .013 .000 kr, Page 1 ! t t i t l i i 1 1 I ! S i l l i l y , LLineb. 3W R 2667.1201537.690 9 .013 .000 R 2681.0101537.730 9 .013 .000 .000 0 WE 2681.0101537.730 10 .500 SH 2681.0101537.730 10 1537.730 CD 1 2 0 .000 4.000 7.000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 CD 4 2 0 .000 4.000 7.000 .000 .000 .00 CD 5 4 1 .000 2.500 .000 .000 .000 .00 CD 6 4 0 .000 5.500 .000 .000 .000 .00 CD 7 4 1 .000 3.000 .000 .000 .000 .00 CD 8 4 0 .000 5.500 .000 .000 .000 .00 • CD 9 4 1 .000 5.000 .000 .000 .000 .00 CD 10 2 0 .000 6.000 8.000 .000 .000 .00 Q 160.000 .0 Page 2 t t 1 t 1 $ I I I ! l I I I I 11 $ I I I 11 I i I i li I 11 $ i ■ FILE: LATERALB1.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 3 -24 -2000 Time:11:41: 2 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL B -1. Invert Depth Water Q Vel Vel Energy Super CriticaljFlow Top Height /IBase Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FTIor I.D. ZL Prs /Pip - - -- -- -- -- -I- -- -- -- -I- -- -I- -- - L /Eiem Ch Slope SF Ave HF SE Dpth Froude NlNorm Dp "N" I X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * * *I * * * * * ** * * * ** * * * * * ** I I 111.070 1530.510 4.690 1535.200 8.00 1.13 .02 1535.22 .00 .89 .00 3.000 .000 .00 1 .0 - - - - - - - - - - -I- - - - - - - -I- - - -I- - - - 30.760 .0101 .0001 .00 4.69 .00 .70 .013 .00 .00 PIPE I I 141.830 1530.820 4.384 1535.204 8.00 1.13 .02 1535.22 .00 .89 .00 3.000 .000 .00 1 .0 WALL ENTRANCE I I I 141.830 1530.820 4.413 1535.233 8.00 .30 .00 1535.23 .00 .38 6.00 6.000 6.000 .00 0 .0 -I- - - - - - - - - -I- - - - - - - -I- - - -I - - - 5D. C "ITEM G W /[L AS ee Sue./icT Tv 64115/01//vo. / e,15/Iv NO 7 0vEit Art 0W$ AE/ A/6 CONVCyED //V sTa "N, 0It4 #sT / /0C s. 4Al C) 6 RESPeCT /✓EL`, MOD /F /Eb p.o/t, w4 r hRoc/N lip/ /LL 1n /SCI -M &E /70 Cfl$ /4/TO weTLAN.D NO, 8. set= 0416E /4/ s\ 0 1 1 t 1 1 1 f 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 S 1 i 1 if is ■ LATERAL. .WSW T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LATERAL B -1. T3 SO 111.0701530.510 1 1535.200 R 141.8301530.820 1 .013 .000 .000 0 WE 141.8301530.820 2 .500 SH 141.8301530.820 2 1530.820 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 3 0 .000 6.000 6.000 .000 .000 .00 Q 8.00 .0 n Page 1 [ t [ i II 1 R ; 1 ! 1 11 1 l 1 1 1 1 1 1 1 l 1 1 1 I , ! 1 11 1 l i a i s i n g FILE: LATERALB2.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 3 -24 -2000 Time:11:53:52 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL B -2. ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth 1 Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) I Elev (CFS) (FPS) Head Grd.El. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem - Ch Slope I SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * * *1 * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I I 109.620 1530.500 4.700 1535.200 9.00 1.27 .03 1535.23 .00 .95 .00 3.000 .000 .00 1 .0 - - -- -I- -- -- -I- -- -- -- -I- -- -- -- - 12.470 .0096 .0002 .00 .00 .00 .75 .013 .00 .00 PIPE I I 122.090 1530.620 4.585 1535.205 9.00 1.27 .03 1535.23 .00 .95 .00 3.000 .000 .00 1 .0 22.280 .0103 .0002 .00 4.59 .00 .74 .013 .00 .00 PIPE I I 144.370 1530.850 4.359 1535.209 9.00 1.27 .03 1535.23 .00 .95 .00 3.000 .000 .00 1 .0 - - -- -I- -- -- -I- -- -- -- -I- -- -- -- - 24.610 .0098 .0002 .00 4.36 .00 .75 .013 .00 .00 PIPE I I 168.980 1531.090 4.124 1535.214 9.00 1.27 .03 1535.24 .00 .95 .00 3.000 .000 .00 1 .0 - - -- -I- -- -- -I- -- -- -- -I- -- -- -- - WALL ENTRANCE I I I 168.980 1531.090 4.161 1535.251 9.00 .04 .00 1535.25 .00 .09 60.00 5.,190 60.000 .00 0 .0 -I- - - -I- - - - - -I- - - - - - - -I- - - - - - - - • n ti 1 1 1 1 1 1 1 i 1 i 1 i 1 1 1 1 1 1 1 i 1 i 1 i 1 1 1 i 1 i 1 i 1 i t i 1 1 FILE: LLINE_ 2.WSW W S P G W - CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 4 -27 -2000 Time: 9:53: 6 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LINE "C" CROSS SIERRA LAKES PKWY. Invert Depth Water Q Vel Vel Energy 1 Super CriticallFlow ToplHeight/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1.I Elev Depth 1 Width 1Dia. -FT or T.D. ZL Prs /Pip - - -- -- -- -- -I- -- -1- -- -I- -I- -- -- - L/Elem Ch Slope SF Ave HF (SE Dpth Froude NlNorm Dp I "N" X -Fall ZR Type Ch * * * * * * * ** ** * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * * *I * * * * * ** * * * * * * * *I * * * * * * * *I * * * * * ** * * * * * ** * * * ** * * * * * ** I I I 100.000 1515.480 6.040 1521.520 540.00 13.26 2.73 1524.25 .00 5.92 6.88 8.000 .000 .00 1 .0 - - -- -- -- -- -I- -- -1- -- - - 1 - -- -- - 19.596 .0015 .0039 .08 6.04 .96 8.00 .013 .00 .00 PIPE I I I 119.596 1515.509 6.337 1521.846 540.00 12.65 2.48 1524.33 .00 5.92 6.49 8.000 .000 .00 1 .0 - - - - - - -1- - - -I- - - -I- - - -1- -I- - - - - - 51.660 .0015 .0036 .18 6.34 .87 8.00 .013 .00 .00 PIPE I I I I 171.256 1515.585 6.671 1522.256 540.00 12.06 2.26 1524.51 .00 5.92 5.95 8.000 .000 .00 1 .0 - - - - - - -I- - - - 1- - - -1- - - -1- -I- - - - - - 44.524 .0015 .0033 .15 6.67 .77 8.00 .013 .00 .00 PIPE I I I I 215.780 1515.650 6.861 1522.510 540.00 11.77 2.15 1524.66 .16 5.92 5.59 8.000 .000 .00 1 .0 - - - - - - -I- - - -I- - - -I- - - -I- -I- - - - - - 71.570 .0014 .0032 .23 7.02 .72 8.00 .013 .00 .00 PIPE I I I I 287.350 1515.750 7.107 1522.857 540.00 11.44 2.03 1524.89 .00 5.92 5.04 8.000 .000 .00 1 .0 - - - - - - -I- - - -I- - - -I- - - -1- -1- - - - - - 36.210 .0014 .0031 .11 7.11 .66 8.00 .013 .00 .00 PIPE I I I I 323.560 1515.800 7.214 1523.014 540.00 11.32 1.99 1525.00 .12 5.92 4.76 8.000 .000 .00 1 .0 - - - - - - -I- - - -1- - - -I- - - -1- -1- - - - - - 46.970 .0015 .0031 .14 7.34 .63 8.00 .013 .00 .00 PIPE I I I I 370.530 1515.870 7.334 1523.203 540.00 11.19 1.94 3525.15 .00 5.92 4.42 8.000 .000 .00 1 .0 - - - - - - -I- - - -I- - - -I- - - -1- -I- - - - -. - 53.720 .0015 .0030 .16 7.33 .60 8.00 .013 .00 .00 PIPE 1 I I I 424.250 1515.950 7.459 1523.409 540.00 11.07 1.90 1525.31 .01 5.92 4.02 8.000 .000 .00 1 .0 - - - - - - -I- - - -I- - - -I - - -1- - - - - - - 242.740 .0014 .0033 .79 7.47 .56 8.00 .013 .00 .00 PIPE 1 I 1 I 666.990 1516.300 8.000 1524.300 540.00 10.74 1.79 1526.09 .00 5.92 .00 8.000 .000 .00 1 .0 - - - - - - -1- - - -1- - - -1- - - -1- -1- - - - - - 204.200 .0014 .0035 .72 8.00 .00 8.00 .013 .00 .00 PIPE 1 I I 1 1 1 1 ! 1 i 1 t 1 $ i 1 1 1 1 t 1 1 1 I I i 1 1 1 1 1 11 k i l i 11 FILE: LLINEC.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 2 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 4 -27 -2000 Time: 9:53: 6 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LINE "C" CROSS SIERRA LAKES PKWY. ****•*****************************************•******•*********************************,*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** ** Invert Depth Water 0 Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch slope SF Ave HF SE Dpth Froude NlNorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * ** * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * *** * * * * * ** * * * * * * * *I * * * * * *** * ** * * ** * * * ** ** * * * ** * * * ** ** I 871.190 1516.590 8.426 1525.016 540.00 10.74 1.79 1526.81 .00 5.92 .00 8.000 .000 .00 1 .0 JUNCT STR .0014 .0032 1.42 .00 .00 .013 .00 .00 PIPE 1 1311.480 1517.220 9.663 1526.883 495.00 9.85 1.51 1528.39 .00 5.67 .00 8.000 .000 .00 1 .0 162.520 .0015 .0029 .48 9.66 .00 8.00 .013 .00 .00 PIPE 1 1474.000 1517.460 9.902 1527.362 495.00 9.85 1.51 1528.87 .00 5.67 .00 8.000 .000 .00 1 .0 JUNCT STR .0015 .0023 .06 .00 .00 .013 .00 .00 PIPE 1 1500.680 1517.500 10:700 1528.200 381.00 7.58 .89 1529.09 .00 4.96 .00 8.000 .000 .00 1 .0 44.770 .0013 .0017 .08 10.70 .00 8.00 .013 .00 .00 PIPE 1 1545.450 1517.560 10.724 1528.284 381.00 7.58 .89 1529.18 .00 4.96 .00 8.000 .000 .00 1 .0 288.010 .0015 .0017 .50 10.72 .00 8.00 .013 .00 .00 PIPE 1 1833.460 1517.980 10.807 1528.787 381.00 7.58 .89 1529.68 .00 4.96 .00 8.000 .000 .00 1 .0 TRANS STR .0010 .0024 .05 10.81 .00 .013 .00 .00 PIPE 1 1853.460 1518.000 10.534 1528.534 381.00 9.04 1.27 1529.80 .00 6.56 4.00 4.000 4.000 .00 0 .0 3.595 .0571 .0032 .01 10.53 .49 3.07 .013 .00 .00 RECTANG 1 1857.055 1518.205 10.275 1528.480 381.00 9.27 1.33 1529.81 .00 6.56 4.00 4.000 4.000 .00 0 .0 HYDRAULIC JUMP 1 1857.055 1518.205 3.872 1522.077 381.00 24.60 9.40 1531.48 .00 6.56 4.00 4.000 4.000 .00 0 .0 1.000 .0571 .0319 .03 3.87 2.20 3.07 .013 .00 .00 RECTANG t 1 1 1 t i t 1 1 1 t 1 ! 1 t 1 1 1 t 1 t 1 t 1 t 1 11 1 t 1 t 1 t 1 t 1 t 1 FILE: LLINE C.WSW W S P G W - CIVILDESIGN Version 12.3 PAGE 3 • For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 4 -27 -2000 Time: 9:53: 6 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LINE "C" CROSS SIERRA LAKES PKWY. Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top1Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width 1Dia. -FT or I.D. ZL Prs /Pip - - -- -- -- -1- -- -- -- -1- -1- -- -- - L/Elem Ch Slope SF Ave HF SE Dpth Froude NlNorm Dp 1 "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * ** * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * * *1 * * * * * ** * * * * * ** * * * ** * * * * * ** 1 I 1858.055 1518.263 3.880 1522.143 381.00 24.55 9.36 1531.50 .00 6.56 4.00 4.000 4.000 .00 0 .0 - - -- -- -- -- -1- -- -- -- -1- -1- -- -- - 24.458 .0571 .0301 .74 3.88 2.20 3.07 .013 .00 .00 RECTANG 1 1 1882.514 1519.660 4.070 1523.730 381.00 23.41 8.51 1532.24 .00 6.56 4.00 4.000 4.000 .00 0 .0 - - -- -- -- -- -1- -- -- -- -1- -1- -- -- - 18.941 .0571 .0268 .51 4.07 2.04 3.07 .013 .00 .00 RECTANG 1 1 1901.455 1520.743 4.268 1525.011 381.00 22.32 7.73 1532.74 .00 6.56 4.00 4.000 4.000 .00 0 .0 - - -- -- -- -- -1- -- -- -- -1- -1- -- -- - 14.870 .0571 .0239 .36 4.27 1.90 3.07 .013 .00 .00 RECTANG 1 1 1916.325 1521.592 4.476 1526.069 381.00 21.28 7.03 1533.10 .00 6.56 4.00 4.000 4.000 .00 0 .0 11.729 .0571 .0213 .25 4.48 1.77 3.07 .013 .00 .00 RECTANG 1 1 1928.055 1522.263 4.695 1526.958 381.00 20.29 6.39 1533.35 .00 6.56 4.00 4.000 4.000 .00 0 .0 - - -- -- -- -- -1- -- -- -- -1- -1- -- -- - 9.221 .0571 .0190 .18 4.69 1.65 3.07 .013 .00 .00 RECTANG 1 1 1937.275 1522.790 4.924 1527.714 381.00 19.34 5.81 1533.52 .00 6.56 4.00 4.000 4.000 .00 0 .0 7.161 .0571 .0169 .12 4.92 1.54 3.07 .013 .00 .00 RECTANG 1 1 1944.436 1523.199 5.164 1523.363 381.00 18.44 5.28 1533.65 .00 6.56 4.00 4.000 4.000 .00 0 .0 - - -- -- -- -- -1- -- -- -- -1- -1- -- -- - 5.430 .0571 .0151 .08 5.16 1.43 3.07 .013 .00 .00 RECTANG 1 1 1949.866 1523.509 5.417 1528.926 381.00 17.59 4.80 1533.73 .00 6.56 4.00 4.000 4.000 .00 0 .0 3.947 .0571 .0135 .05 5.42 1.33 3.07 .013 .00 .00 RECTANG 1 1 1953.812 1523.734 5.681 1529.415 381.00 16.77 4.37 1533.78 .00 6.56 4.00 4.000 4.000 .00 0 .0 - - -- -- -- -- -1- -- -- -- -1- -1- -- -- - 2.654 .0571 .0121 .03 5.68 1.24 3.07 .013 .00 .00 RECTANG 1 1 1 i 1 i $ i 1 1 1 1 ! 1 1 1 11 1 1 1 1 t i i i i i 11 1 1 i 1 1 t 1 ! i FILE: LLINE C.WSW W S P G W - CIVILDESIGN Version 12.3 PAGE 4 For Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 4 -27 -2000 Time: 9:53: 6 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LINE "C" CROSS SIERRA LAKES PKWY. ********************************************************************** * ** * * * * * * * * ** ** *** * * * * * * * * * **** * * ** * * * * ***** ** ** * *** ** * * ** ** I Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height /IBase Wt No Wth Station 1 Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FTIor I.D. ZL Pre/Pip -I- -- -- -- -- -1- -- -- -- -I- -- -1- -- - L /Elem (Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" I X -Fall ZR Type Ch * * * * * * * * *1 * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * * *I * * * * * ** * * * ** * * * * * ** I I I 1956.466 1523.886 5.958 1529.844 381.00 15.99 3.97 1533.81 .00 6.56 4.00 4.000 4.000 .00 0 .0 -I- - - - - - - - - -I- - - - - - - -1- - - -I- - - - 1.510 .0571 .0108 .02 5.96 1.15 3.07 .013 .00 .00 RECTANG I 1 I 1957.976 1523.972 6.249 1530.221 381.00 15.24 3.61 1533.83 .00 6.56 4.00 4.000 4.000 .00 0 .0 -I- -- -- -- -- -1- -- -- -- -1- -- -I- -- - .484 .0571 .0097 .00 6.25 1.07 3.07 .013 .00 .00 RECTANG I I I 1958.460 1524.000 6.555 1530,555 381.00 14.53 3.28 1533.83 .00 6.56 4.00 4.000 4.000 .00 0 .0 -I- -- -- -- -- -1- -- -- -- -1- -- -1- -- - WALL ENTRANCE I 1 I 1958.460 1524.000 11.467 1535.467 381.00 .77 .01 1535.48 .00 1.35 43.00 7.250 43.000 .00 0 .0 -1- -- -- -- -- -1- -- -- -- - 1- -- -1 -- - • • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Lline c.wsw T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LINE "C" CROSS SIERRA 0 T2 LAKES PKWY. T3 SO 100.0001515.480 1 1521.520 R 215.7801515.650 1 .013 .000 .000 0 R 287.3501515.750 1 .013 27.200 .000 0 R 323.5601515.800 1 .013 .000 .000 0 R 370.5301515.870 1 .013 17.560 .000 2 R 424.2501515.950 1 .013 .000 .000 0 R 666.9901516.300 1 .013 9.090 .000 2 R 871.1901516.590 1 .013 .000 .000 0 JX 1311.4801517.220 3 2 .013 45.000 1519.470 45.0 11.360 R 1474.0001517.460 3 .013 .000 .000 0 JX 1500.6801517.500 5 4 .013 114.000 1519.250 45.0 33.580 R 1545.4501517.560 5 .013 .000 2.000 0 R 1833.4601517.980 5 .013 .000 .000 0 TS 1853.4601518.000 6 .013 .000 R 1958.4601524.000 6 .013 .000 .000 0 WE 1958.4601524.000 7 .500 K Page 1 'D t i t i t i t i t i t i t i ! i t i t i t l t i t ii t i 1 1 1 1 t l t i t l Lline c sw SH 1958.4601524.000 7 1524.000 CD 1 4 1 .000 8.000 .000 .000 .000 .00 CD 2 4 1 .000 3.000 .000 .000 .000 .00 CD 3 4 1 .000 8.000 .000 .000 .000 .00 CD 4 4 1 .000 4.000 .000 .000 .000 .00 CD 5 4 1 .000 8.000 .000 .000 .000 .00 CD 6 2 0 .000 4.000 4.000 .000 .000 .00 CD 7 2 0 .000 7.250 43.000 .000 .000 .00 Q 381.000 .0 Page 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 11 1 1 1 11 1 1 1 1 1 FILE: LINED.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 4 -27 -2000 Time: 1:27: 8 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LINE "D" ALONG AUGUSTA AVE. ****** rx*** * **** * * **** * ** * ************** *, *** *, *** *** ** * *** *,t*** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 109.050 1531.850 4.200 1536.050 87.00 12.31 2.35 1538.40 .00 2.83 .00 3.000 .000 .00 1 .0 3.690 .0109 .0170 .06 4.20 .00 3.00 .013 .00 .00 PIPE I 112.740 1531.890 4.223 1536.113 87.00 12.31 2.35 1538.47 .00 2.83 .00 3.000 .000 .00 1 .0 34.950 .0097 .0170 .59 4.22 .00 3.00 .013 .00 .00 PIPE I 147.690 1532.230 4.477 1536.707 87.00 12.31 2.35 1539.06 .00 2.83 .00 3.000 .000 .00 1 .0 3.410 .0117 .0170 .06 4.48 .00 3.00 .013 .00 .00 PIPE I 151.100 1532.270 4.495 1536.765 87.00 12.31 2.35 1539.12 .00 2.83 .00 3.000 .000 .00 1 .0 JUNCT STR .0267 .0152 .16 4.50 .00 .013 .00 .00 PIPE I 161.590 1532.550 5.344 1537.895 77.00 10.89 1.84 1539.74 .00 2.74 .00 3.000 .000 .00 1 .0 97.949 .0270 .0133 1.31 5.34 .00 1.85 .013 .00 .00 PIPE I 259.539 1535.198 4.002 1539.200 77.00 10.89 1.84 1541.04 .00 2.74 .00 3.000 .000 .00 1 .0 HYDRAULIC JUMP I 259.539 1535.198 1.860 1537.057 77.00 16.73 4.35 1541.40 .00 2.74 2.91 3.000 .000 .00 1 .0 23.771 .0270 .0268 .64 1.86 2.35 1.85 .013 .00 .00 PIPE .1 283.310 1535.840 1.860 1537.699 77.00 16.73 4.35 1542.05 .03 2.74 2.91 3.000 .000 .00 1 .0 22.344 .0270 .0267 .60 1.88 2.35 1.85 .013 .00 .00 PIPE 1 305.654 1536.443 1.860 1538.303 77.00 16.72 4.34 1542.65 .03 2.74 2.91 3.000 .000 .00 1 .0 180.152 .0270 .0252 4.54 1.89 2.34 1.85 .013 .00 .00 PIPE 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 11 1 1 1 11 1 1 1 FILE: LINED.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 2 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 4 -27 -2000 Time: 1:27: 8 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LINE "D" ALONG AUGUSTA AVE. Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NiNorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1 485.806 1541.304 1.938 1543.242 77.00 15.95 3.95 1547.19 .02 2.74 2.87 3.000 .000 .00 1 .0 60.139 .0270 .0224 1.35 1.96 2.17 1.85 .013 .00 .00 PIPE 1 545.946 1542.927 2.021 1544.948 77.00 15.20 3.59 1548.54 .02 2.74 2.81 3.000 .000 .00 1 .0 33.660 .0270 .0199 .67 2.04 2.00 1.85 .013 .00 .00 PIPE 1 579.605 1543.835 2.110 1545.945 77.00 14.50 3.26 1549.21 .02 2.74 2.74 3.000 .000 .00 1 .0 21.800 .0270 .0178 .39 2.13 1.84 1.85 .013 .00 .00 PIPE 1 601.406 1544.423 2.206 1546.629 77.00 13.82 2.97 1549.60 .02 2.74 2.65 3.000 .000 .00 1 .0 14.903 .0270 .0159 .24 2.22 1.68 1.85 .013 .00 .00 PIPE 1 616.309 1544.826 2.311 1547.137 77.00 13.18 2.70 1549.83 .01 2.74 2.52 3.000 .000 .00 1 .0 10.171 .0270 .0144 .15 2.32 1.53 1.85 .013 .00 .00 PIPE 1 626.480 1545.100 2.428 1547.528 77.00 12.56 2.45 1549.98 .00 2.74 2.36 3.000 .000 .00 1 .0 JUNCT STR .0267 .0203 .18 2.44 1.37 .013 .00 .00 PIPE 1 635.100 1545.330 1.973 1547.303 65.00 15.64 3.80 1551.10 .02 2.42 2.04 2.500 .000 .00 1 .0 75.578 .0270 .0270 2.04 1.99 1.93 1.97 .013 .00 .00 PIPE 1 710.678 1547.371 1.973 1549.344 65.00 15.64 3.80 1553.14 .02 2.42 2.04 2.500 .000 .00 1 .0 194.917 .0270 .0266 5.19 1.99 1.93 1.97 .013 .00 .00 PIPE 1 905.594 1552.634 2.002 1554.636 65.00 15.43 3.70 1558.33 .01 2.42 2.00 2.500 .000 .00 1 .0 118.508 .0270 .0251 2.97 2.02 1.87 1.97 .013 .00 .00 PIPE 1 1 1 1 1 1 1 1 1 ! 1 1 1 1 i 1 1 1 1 1 i 1 1 1 i i i i i, i 1 i t i f i I l i RI FILE: LINED.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 3 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 4 -27 -2000 Time: 1:27: 8 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LINE "D" ALONG AUGUSTA AVE. r *:r,r, ** *******************************, r*********, r****************************************** ** * * * * * ** * * * * ** * * * * * * * * * * * * * * ** * * * * * *** Invert Depth Water Q Vel Vel Energy Super Critical1Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or T.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NlNorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * ** * * * * * ** * * ** * ** * * * ** * * * * * ** I 1024.103 1555.834 2.110 1557.944 65.00 14.71 3.36 1561.30 .01 2.42 1.82 2.500 .000 .00 1 .0 44.959 .0270 .0231 1.04 2.12 1.66 1.97 .013 .00 .00 PIPE I 1069.062 1557.048 2.238 1559.286 65.00 14.02 3.05 1562.34 .01 2.42 1.53 2.500 .000 .00 1 .0 19.688 .0270 .0221 .44 2.25 1.42 1.97 .013 .00 .00 PIPE I 1088.750 1557.580 2.421 1560.000 65.00 13.37 2.78 1562.78 .00 2.42 .88 2.500 .000 .00 1 .0 JUNCT STR .0266 2.43 1.00 .013 .00 .00 PIPE WARNING - Junction Analysis - Large Lateral Flow(s) I 1 I 1 1 I I I 1 1 I I I 1099.650 1557.870 .010 1557.880 .00 .47 .00 1557.88 .00 .01 .32 2.500 .000 .00 1 .0 - I - - 1 - -1 - 1 - - 1 - - 1 - -1 - 1 - - I - - 1 - - 1 - - I - - I - 1 • • [ 1 1 1 1 1 4 1 1 1 1 1 1 1 1 1 1 1 1 6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4 11 4 Linea ,sw T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LINE "D" ALONG AUGUSTA AVE. T3 SO 109.0501531.850 1 1536.050 R 112.7401531.890 1 .013 .000 .000 0 R 147.6901532.230 1 .013 .000 .000 0 R 151.1001532.270 1 .013 JX 161.5901532.550 4 2 3.013 5.000 5.0001532.7701532.770 45.0 45.0 .000 R 283.3101535.840 4 .013 .000 .000 0 R 626.4801545.100 4 .013 19.465 .000 0 JX 635.1001545.330 7 5 6.013 6.000 6.0001545.6001545.600 45.0 45.0 .000 R 1088.7501557.580 7 .013 26.202 .000 0 JX 1099.6501557.870 10 8 9.013 8.0000 57.0001557.8301557.860 45.0 45.0 .000 SH 1099.6501557.870 10 1557.870 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 Page 1 111111 1 1 1 1 1 l 1 1 1 1 1 l 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I i 1 1 1 1 Lines. .sw CD 6 4 1 .000 2.000 .000 .000 .000 .00 CD 7 4 1 .000 2.500 .000 .000 .000 .00 CD 8 4 1 .000 2.000 .000 .000 .000 .00 CD 9 4 1 .000 2.500 .000 .000 .000 .00 CD 10 4 1 .000 2.500 .000 .000 .000 .00 Q 0.001 .0 • Page 2 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 [ 1 1 1 11 1 1 1 t 1 ii 1 FILE: LATERALD1.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 5- 1 -2000 Time: 9: 9:36 SIERRA LAKS, CITY OF FONTANA - WSPG FOR LATERAL D -1. Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NlNorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 105.590 1532.800 5.100 1537.900 6.00 1.91 .06 1537.96 .00 .87 .00 2.000 .000 .00 1 .0 6.870 .0102 .0007 .00 .00 .00 .70 .013 .00 .00 PIPE I 112.460 1532.870 5.041 1537.911 6.00 1.91 .06 1537.97 .00 .87 .00 2.000 .000 .00 1 .0 11.960 .0100 .0007 .01 5.04 .00 .70 .013 .00 .00 PIPE I 124.420 1532.990 4.930 1537.920 6.00 1.91 .06 1537.98 .00 .87 .00 2.000 .000 .00 1 .0 9.220 .0108 .0007 .01 4.93 .00 .69 .013 .00 .00 PIPE 1 133.640 1533.090 4.836 1537.926 6.00 1.91 .06 1537.98 .00 .87 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I I 133.640 1533.090 4.921 1538.011 6.00 .05 .00 1538.01 .00 .12 24.00 7.000 24.000 .00 0 .0 4 4 ■ i [ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 & 1 1 1 1 1 1 1 1 1 1 1 LATERALL .WSW T1 SIERRA LAKS, CITY OF FONTANA - WSPG FOR 0 T2 LATERAL D -1. T3 SO 105.5901532.800 1 1537.900 R 112.4601532.870 1 .013 30.272 .000 0 R 124.4201532.990 1 .013 .000 .000 0 R 133.6401533.090 1 .013 .000 .000 0 WE 133.6401533.090 2 .500 SH 133.6401533.090 2 1533.090 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 7.000 24.000 .000 .000 .00 Q 6.000 .0 Page 1 1 1 1 1 1 1 1 1 1 1 1 1 $ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FILE: LATERALD2.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 5- 1 -2000 Time: 9:18:16 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL D -2. Invert Depth Water Q Vel Vel Energy Super Critical Flow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude N Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * ** * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 106.260 1532.810 5.090 1537.900 6.00 1.91 .06 1537.96 .00 .87 .00 2.000 .000 .00 1 .0 17.080 .0105 .0007 .01 5.09 .00 .69 .013 .00 .00 PIPE 123.340 1532.990 4.922 1537.912 6.00 1.91 .06 1537.97 .00 .87 .00 2.000 .000 .00 1 .0 WALL ENTRANCE I 123.340 1532.990 5.007 1537.997 6.00 .04 .00 1538.00 .00 .11 28.00 7.830 28.000 .00 0 .0 • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LATERAL .WSW T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LATERAL D -2. T3 SO 106.2601532.810 1 1537.900 R 123.3401532.990 1 .013 .000 .000 0 WE 123.3401532.990 2 .500 SH 123.3401532.990 2 1532.990 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 7.830 28.000 .000 .000 .00 Q 6.000 .0 Page 1 i i i i t i f i I I t I t I ! I ! i ! i a i t i • i f i a i a i a i a i Ili FILE: LATERALD3.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 3 -23 -2000 Time: 1:34:23 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL D -3. ** * * * * * * *** ******************************************************************************** *• * * ** * * * * * *•t * * * * * **** ** * ** * ** *** ** *** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 104.140 1545.640 1.664 1547.304 6.00 2.15 .07 1547.38 .00 .87 1.50 2.000 .000 .00 1 .0 8.196 .0100 .0007 .01 1.66 .28 .70 .013 .00 .00 PIPE I 112.336 1545.722 1.581 1547.303 6.00 2.25 .08 1547.38 .00 .87 1.63 2.000 .000 .00 1 .0 7.182 .0100 .0008 .01 1.58 .31 .70 .013 .00 .00 PIPE I 119.518 1545.794 1.507 1547.301 6.00 2.36 .09 1547.39 .00 .87 1.72 2.000 .000 .00 1 .0 6.419 .0100 .0009 .01 1.51 .34 .70 .013 .00 .00 PIPE I 125.936 1545.858 1.440 1547.298 6.00 2.48 .10 1547.39 .00 .87 1.80 2.000 .000 .00 1 .0 5.808 .0100 .0010 .01 1.44 .38 .70 .013 .00 .00 PIPE I 131.745 1545.916 1.378 1547.294 6.00 2.60 .10 1547.40 .00 .87 1.85 2.000 .000 .00 1 .0 5.273 .0100 .0011 .01 1.38 .41 .70 .013 .00 .00 PIPE I 137.017 1545.968 1.321 1547.289 6.00 2.73 .12 1547.40 .00 .87 1.89 2.000 .000 .00 1 .0 3.163 .0100 .0012 .00 1.32 .45 .70 .013 .00 .00 PIPE I I 140.180 1546.000 1.286 1547.286 6.00 2.81 .12 1547.41 .00 .87 1.92 2.000 .000 .00 1 .0 WALL ENTRANCE I I I 140.180 1546.000 1.509 1547.509 6.00 .19 .00 1547.51 .00 .14 21.00 9.490 21.000 .00 0 .0 -I- -- -- -- -- -I- -- -- -- -I- -- -- -I- - J 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 & 1 s i 11 1 1 1 t 1 1 1 LATERALL WSW T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LATERAL D -3. T3 SO 104.1401545.640 1 1547.3040 R 140.1801546.000 1 .013 .000 .000 0 WE 140.1801546.000 2 .500 SH 140.1801546.000 2 1546.000 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 9.490 21.000 .000 .000 .00 Q 6.000 .0 Page 1 9 t 1 A I ii A i ii II ! 1 t 1 1 1 t 1 1 1 1 1 el ii Iii 111 t 1 Ili ii FILE: LATERALD4.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 6 -28 -2000 Time: 2:14:30 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL D -4. ******************************************************************************************• *** * * * * * ** * * * * * * * * * *** ** * * * * *** * * * * **** Invert Depth Water Q I Vel Vel Energy Super CriticaljFlow Top Height /IBase Wt No Wth Station Elev (FT) Elev (CFS) I (FPS) Head Grd.El. Elev Depth I Width Dia. -FTIor I.D. ZL Prs /Pip - - -- -- -- -I- -I- -- -- -- -I- -- -I- -- - L /Elem Ch Slope I SF Ave HF SE Dpth Froude NINorm Dp "N" I X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * * *I * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * ** * * * *I * * * * * * ** * * * * * * *1 * * * * * ** * * * ** * * * * * ** I I I 103.670 1545.640 1.660 1547.300 6.00 2.15 .07 1547.37 .00 .87 1.50 2.000 .000 .00 1 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -I- -- - 8.032 .0101 .0007 .01 1.66 .28 .70 .013 .00 .00 PIPE I I I 111.702 1545.721 1.577 1547.299 6.00 2.26 .08 1547.38 .00 .87 1.63 2.000 .000 .00 1 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -I- -- - 7.052 .0101 .0008 .01 1.58 .31 .70 .013 .00 .00 PIPE I I I 118.754 1545.792 1.504 1547.296 6.00 2.37 .09 1547.38 .00 .87 1.73 2.000 .000 .00 1 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -I- -- - 3.696 .0101 .0009 .00 1.50 .34 .70 .013 .00 .00 PIPE I I I 122.450 1545.830 1.465 1547.295 6.00 2.43 .09 1547.39 .00 .87 1.77 2.000 .000 .00 1 .0 - - -- -- -- -I- -I- -- -- -- -I- -- -I- -- - WALL ENTRANCE I I I I 122.450 1545.830 1.638 1547.468 6.00 .13 .00 1547.47 .00 .11 28.00 9.310 28.000 .00 0 .0 - I- - - - - - - -I- -I- - - - - - - -I- - - -I- - - - • 0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 ! 1 1 1 1 1 1 1 1 1 LATERAL. . WSW T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LATERAL D -4. T3 SO 103.6701545.640 1 1547.300 R 122.4501545.830 1 .013 .000 .000 0 WE 122.4501545.830 2 .500 SH 122.4501545.830 2 1545.830 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 9.310 28.000 .000 .000 .00 Q 6.000 .0 Page 1 A [ i 1 i i i i i I i I I I l I i t i t 1 1 i i i i i l i i i $ i i i # i l i FILE: LATEHALD5.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 3 -23 -2000 Time: 3: 8:55 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL D -5. ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Kiev (FT) Elev (CFS) (FPS) Head Grd.E1. Kiev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude N1Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** 1 106.080 1557.870 2.130 1560.000 8.00 2.55 .10 1560.10 .00 1.01 .00 2.000 .000 .00 1 .0 14.789 .0100 .0012 .02 2.13 .00 .82 .013 .00 .00 PIPE 1 120.869 1558.019 2.000 1560.019 8.00 2.55 .10 1560.12 .00 1.01 .00 2.000 .000 .00 1 .0 18.071 .0100 .0012 .02 2.00 .00 .82 .013 .00 .00 PIPE I 138.940 1558.200 1.830 1560.030 8.00 2.65 .11 1560.14 .00 1.01 1.11 2.000 .000 .00 1 .0 WALL ENTRANCE I 1 138.940 1558.200 2.043 1560.243 8.00 .14 .00 1560.24 .00 .14 28.00 8.080 28.000 .00 0 .0 • 14 1 I 1 1 1 I 1 1 1 1 1 1 1 I 1 I 1 1 1 I 1 1 1 1 / I 11 1 1 l 1 1 1 1 1 1 1 LATERAL .WSW T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LATERAL D -5. T3 SO 106.0801557.870 2 1560.000 R 138.9401558.200 2 .013 .000 .000 0 WE 138.9401558.200 3 .500 SH 138.9401558.200 3 1558.210 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 2 0 .000 8.080 28.000 .000 .000 .00 Q 8.000 .0 Page 1 1 1 t 1 t 1 1 1 [ 1 t 1 11 1 t 1 t 1 1 1 t 1 t 1 t i t i l 1 I i ! i i i ! i FILE: LATERALD6.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 3 -23 -2000 Time: 3:12:54 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LATERAL D -6. Invert Depth Water Q Vel Vel Energy Super CriticalIFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I ** * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 109.110 1558.120 1.814 1559.934 58.00 12.98 2.61 1562.55 .00 2.47 2.93 3.000 .000 .00 1 .0 6.111 .0400 .0155 .09 1.81 1.85 1.38 .013 .00 .00 PIPE I 115.221 1558.364 1.882 1560.246 58.00 12.43 2.40 1562.64 .00 2.47 2.90 3.000 .000 .00 1 .0 5.306 .0400 .0138 .07 1.88 1.73 1.38 .013 .00 .00 PIPE I 120.527 1558.577 1.961 1560.538 58.00 11.85 2.18 1562.72 .00 2.47 2.85 3.000 .000 .00 1 .0 4.097 .0400 .0123 .05 1.96 1.59 1.38 .013 .00 .00 PIPE I 124.624 1558.740 2.046 1560.786 58.00 11.30 1.98 1562.77 .00 2.47 2.79 3.000 .000 .00 1 .0 3.071 .0400 .0109 .03 2.05 1.47 1.38 .013 .00 .00 PIPE I 127.695 1558.863 2.137 1561.000 58.00 10.77 1.80 1562.80 .00 2.47 2.72 3.000 .000 .00 1 .0 2.159 .0400 .0098 .02 2.14 1.35 1.38 .013 .00 .00 PIPE I 129.854 1558.950 2.235 1561.185 58.00 10.27 1.64 1562.82 .00 2.47 2.62 3.000 .000 .00 1 .0 1.306 .0400 .0088 .01 2.24 1.23 1.38 .013 .00 .00 PIPE I 131.160 1559.002 2.343 1561.345 58.00 9.79 1.49 1562.83 .00 2.47 2.48 3.000 .000 .00 1 .0 .450 .0400 .0079 .00 2.34 1.12 1.38 .013 .00 .00 PIPE I 131.610 1559.020 2.465 1561.485 58.00 9.33 1.35 1562.84 .00 2.47 2.30 3.000 .000 .00 1 .0 WALL ENTRANCE I I 131.610 1559.020 4.865 1563.885 58.00 .41 .00 1563.89 .00 .50 29.00 7.000 29.000 .00 0 .0 -I -- -- -- -- -I- -- -- -- -I- -- -- -- - t LATERAL ,.WSW T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LATERAL D -6. T3 SO 109.1101558.120 1 1560.000 R 131.6101559.020 1 .013 .000 .000 0 WE 131.6101559.020 2 .500 SH 131.6101559.020 2 1559.020 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 2 0 .000 7.000 29.000 .000 .000 .00 Q 58.000 .0 Page 1 D F i ! i 1 1 1 1 t 1 ! 1 t i a i a i t i t 1 ! 1 a 1! li III al II ii t i FILE: LINEE.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 5- 2 -2000 Time: 3: 3: 8 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LINE "E ". Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip L /Elem Ch Slope SF Ave HF SE Dpth Froude NINorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *1 * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 108.410 1530.790 4.700 1535.490 22.00 4.48 .31 1535.80 .00 1.60 .00 2.500 .000 .00 1 .0 1.230 .0081 .0029 .00 .00 .00 1.39 .013 .00 .00 PIPE 1 109.640 1530.800 4.738 1535.538 22.00 4.48 .31 1535.85 .00 1.60 .00 2.500 .000 .00 1 .0 35.700 .0101 .0029 .10 4.74 .00 1.30 .013 .00 .00 PIPE 1 145.340 1531.160 4.480 1535.640 22.00 4.48 .31 1535.95 .00 1.60 .00 2.500 .000 .00 1 .0 • b N 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 / 1 1 1 1 1 1 1 Linee. �w T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LINE "E ". T3 SO 108.4101530.790 1 1535.490 R 109.6401530.800 1 .013 45.000 .000 0 R 145.3401531.160 1 .013 .000 .000 0 SH 145.3401531.160 1 1531.160 CD 1 4 1 .000 2.500 .000 .000 .000 .00 Q 22.000 .0 Page 1 v 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 t 1 If 1 L 1 t 1 1 1 11 1 1 1 t 1 t 1 4 1 11 1 FILE: LINEF.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 5- 2 -2000 Time: 3:24:14 SIERRA LAKES, CITY OF FONTANA - WSPG FOR LINE "F ". ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth I Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) I Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem - Ch Slope I SF Ave HF SE Dpth Froude NJNorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * * *I * * * ** * *** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I I 109.470 1533.180 3.620 1536.800 45.00 6.37 .63 1537.43 .00 2.18 .00 3.000 .000 .00 1 .0 10.890 .0101 .0046 .05 3.62 .00 1.80 .013 .00 .00 PIPE I 1 120.360 1533.290 4.345 1537.635 45.00 6.37 .63 1538.26 .00 2.18 .00 3.000 .000 .00 1 .0 - - -- -I- -- -- -I- -- -- - - -I- - - -- - 17.670 .0102 .0046 .08 4.3 .00 1.79 .013 .00 .00 PIPE I I 138.030 1533.470 4.246 1537.716 45.00 6.37 .63 1538.35 .00 2.18 .00 3.000 .000 .00 1 .0 8.690 .0092 .0046 .04 4.25 .00 1.85 .013 .00 .00 PIPE I I 146.720 1533.550 4.205 1537.755 45.00 6.37 .63 1538.38 .00 2.18 .00 3.000 .000 .00 1 .0 - - -- -I -- -- -I- -- -- -- -I- -- -- -- - R Linef. sw Ti SIERRA LAKES, CITY OF FONTANA - WSPG FOR 0 T2 LINE "F ". T3 SO 109.4701533.180 1 1536.800 R 120.3601533.290 1 .013 .000 45.00022 R 138.0301533.470 1 .013 .000 .000 0 R 146.7201533.550 1 .013 .000 .000 0 SH 146.7201533.550 1 1533.550 CD 1 4 1 .000 3.000 .000 .000 .000 .00 Q 45.000 .0 vA Page 1 gm Jos /5/S A4 L4 kE , a/ ry GF p•Airo iv o9 flirt MADOLE AND ASSOC INC. SHEET NO. DATE OF THE INLAND INND EMPIRE 1 0801 CHURCH STREET STE. 10 7 CALCULATED BY S. V DATE ' /9 9 RANCHO CUCAMONGA, CA 91730 CHEC BY DATE PHONE (909) 948 -1311 ... SCALE or r.� .. .. _. .....:. ...........:.::.....:.:. :Si as 3 • G �. �K s . iss . .. .:...: 4 :/. 0 imp :..... .. .... - S MINI __.... MI W- swim . • -. . . . ON alli M* . am . . . . . . • MPS ON . . . I MO . . : .. . WIN ®n 7 s/x-AA,f L4, i c/ rr 0 P P , • JOB , INC. atiEET No M . DA__ i oeai OF THE INLANASSDOELAPI 1 07 e V. CALCULATED BY DATE 3/ 7 / 6 RANCHO CUCAMONGA, CA 91130 CHECKED BY DATE PHONE (DOM 948-1311 SCALE : : i • . . . . . . • . , . • . • . . . . . : . - . . • • . . . . . : • . • , . . _ : • . : t : : : : : : : : • : : . . : . . . • . . . . . cli • . . . . • . : . : . . ..t • . . _ ..,... _ ..:.. ... ____ ._ _ . • : . . . . . . . . • . . . . • . • . . ..._... _ • • : : : . . . Ai : v.-, i'e i : : . . . . . . . • _,,„,„", ........ . • . . • i : ;: r ., : : : . : : : . • . . • • . : ...._ .... . . . . . . . . . . . . : . . . . . . • • . • • • • • • • : . . . ..... _ • • . . . . . . • . . • . . . : • . • Iri . • : • . . I . . M S'a* ie 7 . . ,.... . • • • . . • • • : . ...... sevb4/5' • iz:, ; : . i . . . . • ,..: • . ._ _ : : i : : i . . : • ; • : ... • . . : : s v ; . • . . : . : : : : • • • . : . . . . . : • : It- • . : . . : • . • . . . . . . • • . . . • • • . • . • . . . ... _ . . - . . . • • . • : . . • • ----- .: - : . 7 : - . • . • . • : . • - . ; ....„ ....- ......„.._—......:... . --.--- . . . . . . . . • . • . • • . • • . • • . .. . . . . • . . . • • V ! : • . : • • . • • , ............ ........ ..;_ : i : : : : 0 . • : Ns . : • • ' .... . 4.---:........—... .....__ _ —* . • , — , . . : • . . . • • : . . t..4 : : • • . : . . . . . . . • : . . . • • • . . . • . . . . . . • . . ... . ilS IN — . . . . . Id • . . . . lib . . . . . • . , . . . . . . . . . . . . • . . . . . . . . . . . • • . 7 —7 " " : 7 . 7 • • . . MIL : : ; : : ! : • : : : . . _--..... _ . • : . 2t . .• %I. .... . . . . . . . . . • • • . . .,:: . : . . • .. •.•. ............ . . . . . . . . . . . . , ...... . . . . . . . . . . . . . . . • . .. . : ....` . . . . . . . . . . . ............. • 111 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS di (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 ✓ Analysis prepared by: ea MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 a PHONE 909 - 948 -1311, FAX 909 - 948 -8464 #0* * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CARRYING CAPACITY * FOR LATERAL A -1. * r ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 10:47 3/ 7/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE a 1 .00 100.00 2 16.00 99.68 3 16.22 99.01 4 17.50 99.12 5 67.00 100.11 SUBCHANNEL SLOPE(FEET /FEET) = .013800 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 or SUBCHANNEL FLOW(CFS) = 3.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.23 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.686 SUBCHANNEL FROUDE NUMBER = 1.407 or SUBCHANNEL FLOW TOP - WIDTH(FEET) = 10.88 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .11 a TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 3.02 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 3.31 .., ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.31 a NOTE: WATER SURFACE IS BELOW EXTREME - LEFT AND RIGHT BANK ELEVATIONS. j pry a f F' '•' 9 9, 3/ - T 9 a/ 7 c •.36 ( 34") ii ******************************************* * * * ** * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311 FAX 909 - 948 -8464 TIME /DATE OF STUDY: 11:42 3/ 7/2000 r * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • SIERRA LAKES, CITY OF FONTANA - C.B. "W" WIDTH FOR * LATERAL A -1. * * r****** ************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * ** * * * * * * * * * * * ** * * * * * * * * * ** > »SUMP TYPE BASIN INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 3.02 BASIN OPENING(FEET) _ .75 DEPTH OF WATER(FEET) _ .30 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.95 ter w 75 S. 9S a l4c MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10801 CHURCH STREEr S 9 107 730 JOB SHEET NO. --- fig 4 /4 X65, airy er ea niro, n/4 li f CALCULATED BY i V. DATE DATE //" " CHECKIED BY DATE SCALE . : : , : . . : : • . -, — , • • .. ... ....,..,. . . . . , . .. 1 : ......, .. 7 .. 7 .... ,..._ . , ,. . , ..•• ...., , .._...... _ ,....., . . ./.' . : • . . .... ...... . ...... . : li . : : • , : \ . : - - -4 -‘,..---••••:-•••••• ..i••••• ... .. . .„. ' • • . . : .. , 4' • , -: ....... .•• . . ..........._ . . , ...• •.... ........_.. . . .. . - - -- .. • ,,. , • . : , ( 1, tst It' . ... • 1-: . 4 ‘ , .. ' - ............._. ... ..... ; • .41 ,4... _ ..,..... : , .. ..._._.. .. - • : : : • : ... : . . . • • • . . • . . : . . .. .................... .......... ......... . ... . • . • • „. - - . : . : ; •:W •• ........ ........ .. .... .. .. . .... . • . . . • :.tij. . . :• . : .... , . .......... . .. . . . . .• . . • . . , . . ... . ... • • • : : It RA * • 5 'Hi!' / V • 7 . : ..• : i ' • : : c . .. ,..... .,...... : ...i........ .; . : .... . . . • , . .: .. . : : , ... . •: . . • . . • . .•• . . • • • . • • \- .• • . cs4 - - ' •-• . • • 1 - '. .i. • - \ ' . UV . . . • . .: ... . er : ' , :: t 1,,. ; • . : .....i ... L .. . . . : 0 : : .• 41" . ' . : 4:z. • : '' : ..s■ t : • • • ' -- -sr' : i A i I : • • : : ___•:-- : .,.., : :. '. - : ft Rt : : ; • : •. ,. • ,. e ...-: : • • • . . . : • • - .. .. . . ..: .., . . . • . : ..:- , . .0 • . - - '• • - . . . . . • , . . • 7 : A 7, M. . . 11 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909- 948 -1311, FAX 909 - 948 -8464 r * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CAPACITY FOR LATERAL A -2 j C, 8. /Ad se * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE Off' STUDY: 11:30 6/20/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 12.00 99.75 3 12.22 99.08 4 13.50 99.19 5 61.00 100.14 SUBCHANNEL SLOPE(FEET /FEET) _ .024000 • SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 8.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.98 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.126 SUBCHANNEL FROUDE NUMBER = 1.929 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 13.90 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .14 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 8.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 8.15 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.44 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. pcP r& of ,cow ; 11,11- 19 Og 1 0.3a / * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 -948 -1311 FAX 909 - 948 -8464 TIME /DATE OF STUDY: 11:35 6/20/2000 * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ' SIERRA LAKES, CITY OF FONTANA - C.B. "W" WIDTH FOR * LATERAL A -2 C.,. IN SEi /ES . •****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** > »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 8.00 GUTTER FLOWDEPTH(FEET) = .36 BASIN LOCAL DEPRESSION(FEET) _ .17 FLOWBY BASIN WIDTH(FEET) = 21.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 30.4 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.8 L e T w,= 2 / ' cp = a. g c-f s 45.444 /1/4 d - (. $ _ /2 cC 2/ r 4 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 F * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CAPACITY FOR LATERAL A -2, C.B. IN SERIES. * ******************************************* * *w * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 11:41 6/20/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 12.00 99.75 3 12.22 99.08 4 13.50 99.19 5 61.00 100.14 SUBCHANNEL SLOPE(FEET /FEET) = .024000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 1.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = .52 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.714 SUBCHANNEL FROUDE NUMBER = 1.733 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 6.85 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .08 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 1.20 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 1.42 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.30 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. DEpr/ of f`cow.' 9 30 - 99 48= 0.22 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 -948 -1311 FAX 909 - 948 -8464 TIME /DATE OF STUDY: 11:45 6/20/2000 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** SIERRA LAKES, CITY OF FONTANA - C.B. "W" WIDTH FOR * LATERAL A -2, C.B. IN SERIES. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »> FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.20 GUTTER FLOWDEPTH(FEET) _ .22 BASIN LOCAL DEPRESSION(FEET) _ .17 FLOWBY BASIN WIDTH(FEET) = 7.99 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 8.0 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 1.2 ter yV_ 8 � icd ° 2 1 _ MAOOLE AND ASSOCIATES, INC. 1 OF 107 CALCULATED BY 5 V 2/7 /do RANCHO F THE INLAN 1:311PIRE T ( amer jos , pio. , S7AA' 4- 4 , <.6 - $ ai r 7- OA Oir 40 AI r ... F ". LC , ... DATE DATE CHECKED BY PHONE (909) 948-1311 DATE SCALE • • . . . . . . :• : • . • • • :• .• _., ____ __ ., • : . . . • . . - • : : . • . . . . : . . - qof ;X "/. ' : : • . : . • • - : : . . . • ' : : ' • ._. . ...__: • ' ' : • .... . . . • • I : • : • • \ : • V " . ' ..,... . • : : . . . • • . . ..t____.---........ - . . • . • . : • i . . - - ----- .., - ------------,-- . . • ' . . . , . -7--- --- - - . . - • 7 - -- : . ; : • , : . . . . . . . : , S■ : . . . . . . ................._ : : • .9 .6, i 70■ : • . • ....... . • : ,T t e . • : to .t7 : . . - • : • : 4 , , . . _ ....,„ . _ _ . . , . . . . ,..... . . ....... . ___ .. . . W■ II ' le - _. . . . . . . : . _ . . . . . . . . . . : . . ' . . . • . . . „ . . ...#.° $7.1.? .Y.4 _i...?.__.. - .. ___. .. ,..' . .... : .., • • . . ., . . . .... . ....._._,....,.............,............,„......_....... - _ . „ . .. .. .. . . , . . . . ,. . „..,... „ ..... , ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909- 948 -1311, FAX 909 - 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CARRYING CAPACITY FOR LATERAL A -3. * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 13:46 3/ 7/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 .22 99.33 3 38.50 98.56 4 39.78 98.45 5 40.00 99.12 SUBCHANNEL SLOPE(FEET /FEET) = .024000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 3.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = .92 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.240 SUBCHANNEL FROUDE NUMBER = 1.814 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 9.33 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .10 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 2.76 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 2.99 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 98.72 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. A Pr�1 0/ FLOW.' 18.72- . 1'1. ¢5= • r ******************************************* * * * * * * * ** * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909- 948 -1311 FAX 909- 948 -8464 TIME /DATE OF STUDY: 14 :12 3/ 7/2000 k * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** SIERRA LAKES, CITY OF FONTANA - C.B. "W" WIDTH FOR * LATERAL A -3. * * k********************************* * * * *** ** * * * * * * * * * * * * * * * * * * * * * ** * fir * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »> FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.76 GUTTER FLOWDEPTH(FEET) _ .27 BASIN LOCAL DEPRESSION(FEET) _ .17 FLOWBY BASIN WIDTH(FEET) = 14.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 14.6 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 2.7 "6 N/s r5 / 4. G JOB SIOAA 4 '-4 , c.e . $ al r oP A Air-, DATE .N.4- i OF THE INLANASSDOEM ATES INC. 1 07 CA if it RANCHO CUCAMONGA, CA 91730 PHONE (909) 948-1311 SHEET NO. DATE LCULATE BY D CHECKED SY S. V. 2/7 /do DATE SCALE • • : :• i : i : • . . . . • • : • : • • • : . .• : : • • • • . . • • . : • , . . • "F" ;X : . '?/. . • . • • • • . • : • . • - • .• • : : . • - . . : • i \ :: ' : : :. ; i i : • ..... • . - i . ; . . • • • • _ . : : - . . ._ . . . . - - • ----7------ ' - . • : , : , .-• : . . ____ _7. _ . • . ; t - • • • : . • : • • :• i , . . : . . . • . ....._ . . . . . : . • . .•. ,• : • : : : : . . . . . • . • - : • . . . • . . _ .7. ... .• : • : . . : . . • • • . . : . . • ' : • . ' ----'.------ ------- ---•• - • . .• : . . . . . . . . . - . • — , , . . . .. . : : : : : . • . : . • • . :• • i . . __ — _ • — .. . . . . .• . : — • : Ti • • . . . . . . - • . . . : - • • • . : -.. : , _.,....._ - . _Ir _ ....._ ..... . %S • N : • i : ' : . • • : • - • - --- --... . : i i ' • ' : ! ' ' Nr. ' e • i . . : 1 Il • . •-.. - P . . !QS- : , • . : • . . • • : . • ,: : • . . . . . : - . • . . . . . . : . .• . . . . • , . • :s....z, . . . . . . • . 1 •1 : : : .: . . .. ..„7.,... ___ ..,. .7_ . • . . . _ .7 . , . „ ....7— . f* : - • • VI : . : : : , " • --- , : : . • . : . . • - • . • . . . . . . . . . . • . • • • . 7..... . . 2.2, ie._ . 5.e?..Y1-1...1.2 _._---_-_ • • • : ' ..._. _ .. ,_._.. : • : , • . .._ . . . . • • • __ ...................... ............... ........_:. . . . --t- . .... . . . „.... .. . ......._. ... . . . . . .. . . ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909- 948 -8464 t * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CARRYING CAPACITY FOR L.4TTR #3L ""4_ G „ * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 14:57 3/ 7/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 .22 99.33 3 38.50 98.56 4 39.78 98.45 5 40.00 99.12 SUBCHANNEL SLOPE(FEET /FEET) _ .024000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 7.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.83 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.033 SUBCHANNEL FROUDE NUMBER = 1.918 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 13.33 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .14 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 7.11 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 7.38 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 98.80 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. i P77/ 0,361 . 36 1 r******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311 FAX 909 - 948 -8464 TIME /DATE OF STUDY: 15:12 3/ 7/2000 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** SIERRA LAKES, CITY OF FONTANA - C . B . "W" WIDTH FOR C.B. 4 * _ L 47 ', AL " - * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »> FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 7.11 GUTTER FLOWDEPTH(FEET) _ .35 BASIN LOCAL DEPRESSION(FEET) _ .17 FLOWBY BASIN WIDTH(FEET) = 27.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 27.9 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 7.0 SET ws 2s') 27. 9 jaa - / ioc A 04- L- ot i e 6 5, oyry a •,4 A.,0 Al I 1", IW1 MADOLE AND ASSOCIATES, INC. OF 1 THE INLAND EmpiRE plif lir RANCHO CUCAMONGA, CA 91730 SHEET NO. CALCULATED BY VerA/7 At- DA1________ DATE 4/ 4 /0 e PHONE (909) 948-1311 CHECKED BY DATE SCALE : . .• : : . • : • .d■ 4 . : : • .._7_,t, : r5:7,;‘ •,...--\,‘,.. : , : . : . i .\ : .: . - . , • , . - il I .... • ...,, .*.. .. ■......■..... . : : • _ . \..• : . . ... tt- : :q: • : _...... . . a . -t-------- _ . • : • . _____: . : _ — - 7 _,.......____*...,. , : ■4 ' ' ; c: : . _ ..-..... —..... ...—_—_ ._....;.--. ..le...:.................— —... :. .................-4..-- . . . ■ii :sib i k ( 7 ,_......_ — : • : • ' : cs i : ; i: ...........;.---------. ._...,. ..„ k k . : , *-, - - .- ---11- -J.. v), , . . . . , . . _ .._._ ,. . . z......_.t.:_..,.: ....„. _ _ . ..........: _ . — ----: - ' — - - . i i - • A'1 - - • ' -- — 7 ., . . — -- – - 9-g* 0 - 0'4 V 4 P/ -- ---- --- ------- - - -- ------: - -- • - - - " • • - - ..._. ...___...._______..........,....__________ .... ____ „......... ,. . . ....____..... . _ ....„ .. .. _ , . ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CAPACITY ALONG SIERRA LAKES PKWY. AT SUMP LOCATION, 39 +50, INCLUDING A 6" CURB AT R/W 1 AND WROUGHT IRON FENCE. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 10:32 4/ 4/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 10.00 99.80 3 10.22 99.13 4 38.50 98.56 5 39.78 98.42 6 40.00 99.09 7 55.16 99.39 8 55.33 99.91 9 55.83 99.91 SUBCHANNEL SLOPE(FEET /FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 60.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 17.67 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.401 SUBCHANNEL FROUDE NUMBER = .941 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 43.51 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .41 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 60.00 COMPUTED IRREGULAR. CHANNEL FLOW(CFS) = 60.10 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.36 W.S. Defr / 2 4f..56- 9s. 42. O. 94 NOTE: WATER SURFACE IS BELOW EXTREME r******************************************* * * * * * * * * * * * * * * * * * * * * * * ** ** * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 -948 -1311 FAX 909 - 948 -8464 TIME /DATE OF STUDY: 11: 2 4/ 4/2000 k * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** SIERRA LAKES, CITY OF FONTANA - C.B. "W" DESIGN FOR LATERAL B -i * * WITH FLOWS ARRIVING FROM BASIN NO.7, APPROACHING EASTERLY. * * k****************************************** * * * * * * * * * * ** * * * * * * * * * * * * * * * * * ** ************************************+ t******** * * * * * * * * * * *** * * *k * * * * * * * * * * * * ** »SUMP TYPE BASIN INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 60.00 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = .94 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 21.33 � i t 1 7Y �?. , = 54 r W G6 Go pis' i - sHisEr r 140. ..v i c i f?,./ 4 i es ) c/rr • M A 10001 CHURCH 8Thr STE. 13 0F ° LE T i i INLAND L A NASSOCIATES, D i B M P R E1 INC. JOB RANCHO CUC (009) 948-1311 AMONGA, CA 91730 cHisciam PHONE CALCULATE!: ev .. vewrflA4 DATE_________ DATE 4 / f/e7° DATE SCALE . . . , . . • : j . . . . . : I 4444;14.....;: • r , . : ; i I 7 . .,S , - • • . . , . • • . . • • . . . • • . • • . . . • : . : : . . ,.,. .„,„ .......„____,..........„..._, . . . . . . . . . . I . - • ' ` : -, , mewl* 4/iroirAit 4 7 , A : , its7 - • :, • di -•- . : ............. : 41...... : ilk ,..., ,.......... : • . • • 1 : --..-... ............ . I . . . . . . . . . ..., . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . . ' • • . • • _N • -*'' - ' ' : i : : • . . . . . , t• 3 . . . . . . . .. . . . . . ' ............... -E • ,... . I : . . • _.:• • . • . . . . z u ---i- — --- A ---- - .1 .... . :- • : . . , . ............... . lb ... \ 'NC : — ..... • ' - . . '.• . . • . Till ::: . . ii *4 . I . . ... . .....• . .. ii ! . . • . . . • C■s-- '.--. ,Z Ii ...... 7 _ , 7.--- , , ... • i k i , . . ..._. ......_. ..._. . . ........,.......................,.....4..............................„ • , , si ,.. IC . • . . • . N i • , ........ % - ........ . 1 .; li. : •4 : . ; • • , ........... , • : , . . Le , _. _ ;....___ : ____ .. , _ • _ . -. .......... 1 . • . • . . . . . : i k ' . . . • _ ,. _..........14_,..., *............-...... .. E -..........--.....--- . . . : : . . - : • = ; : Z ‘ : . . . : . - • • . . : '. ,. . r `.‘"1: ........ • • . . • . • . • :4, ; % • : : : : : : : . . E ...... • : : : ; • : . .: : • i : • • • : N • . 1 ....... . : ..., . • : db . ..,.....,_...,....,..,.,......:— ..:,..tj--.. 1 ...,...... XL.. .1t7 I _____ ___ *... ,Q... -!' . .... ..• ..... : ....... ... . ... .... _ ....... _....._ _......._,... ...._ ...._ ,.......... _____ ........_..._.. : ... r ! . : . . . . . • • • • • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I • .4M-Yd : S , i 1 P 7 '. • : - • ., . . : . . • . : . • • .......... .._....._...... a . . . , - . • — ---- likifp7:0 4 0 . : : : : : : I a i : . : . • ... ........ ... ..... .. ..... I • ....-. - • ,. .......................... .....- . • --..:-...-..-- - .• -, . .. . ...:*_ - . . • : . . : . . . • „ : : i : - , ' • . . . . . . . • . . . ..... . . . . .. . . . . . „6 It ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION ii WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS II (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: II MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 II RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909- 948 -8464 IL ************************* DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CARRYING CAPACITY ALONG * I SIERRA LAKES PKWY. AT SUMP LOCATION, 39 +50, INCLUDING A 6 "CURB AT R/W * AND WROUGHT IRON FENCE. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II TIME /DATE OF STUDY: 10:11 4/ 4/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : li NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 10.00 99.80 3 10.22 99.13 4 38.50 98.56 li 5 39.78 98.42 6 40.00 99.09 7 55.16 99.39 8 55.33 99.91 ii 9 55.83 99.91 SUBCHANNEL SLOPE(FEET /FEET) _ .004200 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 li SUBCHANNEL FLOW(CFS) = LO (CFS) 112.3 II SUBCHANNEL FLOW AREA(SQUARE FEET) = 25.76 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.360 SUBCHANNEL FROUDE NUMBER = 1.017 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 45.12 I SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .57 I TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 110.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 112.32 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.54 w.$ 06," rig c 99.54 '042 * 1.12 ' C NOTE: WATER SURFACE IS BELOW EXTREME IA.' I **** * ********** * **** * ********** **** *********** * ****** * ***** * **** ** * **** ** * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 1 PHONE 909 - 948 -1311 FAX 909 - 948 -8464 "TIME /DATE OF STUDY: 10:58 4/ 4/2000 * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** SIERRA LAKES, CITY OF FONTANA - C.B. "W" DESIGN FOR LATERAL B -1 * * WITH FLOWS ARRIVING FROM BASIN NO.1, APPROACHING WESTERLY. * * fir************************************************************************* if ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »SUMP TYPE BASIN INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 110.00 BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = 1.12 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 31.85 r IL . r ;s 4 tit i = 54 , ,, GPS -r-- - C / A G . . JOS sHEET 4 44 ice s a/ r y a fr fiem Totivof MAD OLE AND ASSOCIATES. INC. iosmOF CHURCH THE 1NLAN EZAPIRE fir If CALCULATIED BY g vdwrziA4 DATE_ 4/7/0C RANCHO CUCAMONGA, C 01730 DATIE--...._ CHB:10371 BY DATE PHONE (009) 048.1311 SCALE : . . i —114 A 7i.0 : . : : : , . • : ... . , . ... . • . .• . • : . : . : . . : . . i \ vi, ; • : • : • • : . . . : ......... : _ . . . ...,:4 • . . • : • : .• : ........ . ... : . . , : . i • . ... . . . : • . . . .-......._ . : . . ....._............_... • • . . ...._.:.........._ ..........---.. , . . . • . : . • . : : . • ..... , .... , . . : • . : . : . . . • • .. •._________. : ..---L . .......... - I : . . : • : . . . . •' : . . - . . . : . . . . . . . • • • , . : i 1 . b.: . • : . . . . : : i V . : . I : : • • ' : : .... • : : , ---------- , 4., • .. . . . : : . 1 ' • : . • . • ................. ... .......---- ......------- . • ........ . • ! : .....C7 : !`'.'........ • h• (1) . . . • . . • . . ..y : - - • : . : . : i i : o is wi 4z :• • I . ,.. .,.....,' ...........i.....±........ . .1......._, 1 _...... ......;._ •* cti _........ : . . . . • . . : ..... . . . : I... : . . . : • : . : : : t„, : _ f : - : __. : : : ! : . • . . : ct,• ---. . . . . . . ....____. . :. ..,.... ........... . : . . . . : . . . . . . . .._...... . _ _ . , . . . .. „ .. . : ..._ . .. .:.. _.......64.1e.s._.9.0t11,14,0 .4_ ........ ...t.._.„.. ..,:,....... _....., ...._......._- ..,....1 .,.. .„.. t. :. : . ___„_____+. ii..49.-•: . . : . . . . . . . . : . . . : . . . . . .... . : . . : . ...„. ...._. . : . . . . • . . /09 1 1r ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS _ (c) Copyright 1983 -98 Advanced Engineering Software (aes) I Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: I MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909- 948 -1311, FAX 909 -948 -8464 * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - C.B. "W" DESIGN FOR * LATERAL B -2. * * M ik ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II TIME /DATE OF STUDY: 14:34 4/ 7/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : I NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 10.00 99.80 3 10.22 99.13 4 38.50 98.56 5 39.78 98.45 6 • 40.00 99.12 7 50.00 99.32 SUBCHANNEL SLOPE(FEET /FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 9.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 4.18 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.159 SUBCHANNEL FROUDE NUMBER = .839 I SUBCHANNEL FLOW TOP - WIDTH(FEET) = 20.30 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .21 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 9.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 9.03 I ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 98.94 I oep-fri - F vv.. 9 1¢- 11.¢30.4' NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. III I r****************************************** * * * * * * * * * * * * * * * * ** * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -98 Advanced Engineering Software (aes) I Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 II PHONE 909 -948 -1311 FAX 909 -948 -8464 TIME /DATE OF STUDY: 14:41 4/ 7/2000 * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** SIERRA LAKES, CITY OF FONTANA - C.B. "W" DESIGN FOR * * LATERAL B -2. * * ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »SUMP TYPE BASIN INPUT INFORMATION« « Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. C. BASIN INFLOW(CFS) = 9.00 I; BASIN OPENING(FEET) = 1.00 DEPTH OF WATER(FEET) = .49 » »CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 8.50 ii. •= 21( g•5- 17 USE Wz-Z1 1 I I I C 1 1 joil , Glatt 14.4- L41(E CITY VA Powrof-ovof , . firt &SADDL RANCHO CUCAMONGA, E AND ASSOCIATES. I 91730 NC. OF"TFIE INLAND EMPIRE arim NO. . DATE„ loam CHURCH MEET STE. 107 cALculATED ay 5 VEN 7 A 4 4/ 7 /00 CA I CHEC BY DATE 1 PHONE (809) 948-1911 SCALE • • : : • : : : : .: i : . : : • : : : . . . . ....._. . . . • • : . . • -...- . : . . . • • . - . .• . . . • . . . . • • . • : : . . ...__ ..... ! • . : . . : . . • • : • • - . . . . . . • . : . • . • : . . . . . . : . . . . . _ ........... . ._______.... _ : : ! i . .• . . • • • _ . we .. ___ . _ • . . . . . . . : • : . : . . . . . : : : : , • • : • : - • : : . .111P . . . . . ......_ . . , . . : • . . • . . . i vl . : _ ..... . *W'/5 7 ip ,--A :. e • - *ill ...... ....... . : • . . . .... . ....... . . . . . . : . .• i : • • : . - - , : : • . . . . . : ... . . . . • . : . . ......... - ........__. .... :. .: • . .... - • ..... .... . . . . . , . . . . . . f ' : ' : cu, . • .• . . . : .......... ...... 7•-•— - 0 : --..---- • -.• - a - 7 — '7 : ' _ _ _______.. . , . .__ . . : . : . . —.....-- ..;..q....-.. : - : - -- ' -- - - • , i. . . • . . . . ..... . , . .............. ... ...... . ,...-....;-.......--.........-_ ....-.. . . • : . _ • 1 ...... . . . . . . - —.--. • : :. . . . . . . . . . , . . . . . : . . • . - - r" f , 7 : .• - . - - — : ; „ - - .... — ..... . . • . . .. - -- . • C, : : ; : • 1:= — : : : : Sth " : • f) : :. : : :. . • — .- — : : : aa : • , . ------ -7--- - . .... ......„......... ..._. • . . . : . , i •\ .. : 11 \0 : ., ._... ...„ ...- ' ....77' • ... ....... . : : . : . . . . . • .• --,--- ---- - : . . . • . . . . . . ...... . .. . . • - //2 I ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 II Analysis prepared MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 II RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909- 948 -8464 II - c a. No / / A•i 6e/ve.$ * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA HYDRAULICS * * SIERRA LAKES PKWY. STA. 64 +75 TO 65 +00 * II * FOR C.B. "W" DESIGN. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 15:26 2/17/2000 II * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 li ,2 10.00 99.80 3 10.22 99.13 4 38.50 98.56 5 39.78 98.42 li 6 40.00 99.09 7 45.00 100.09 8 50.00 100.19 SUBCHANNEL SLOPE(FEET /FEET) _ .033600 1: SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 225.5 i; SUBCHANNEL FLOW AREA(SQUARE FEET) = 18.21 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 12.383 SUBCHANNEL FROUDE NUMBER = 2.874 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 31.58 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .58 il TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 220.00 II COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 225.46 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.43 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. DCPTl-to raw: 9 943- 91.4 /.0% li C === s * * RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS i == =__==- === = = (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 II RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 C, 25. No. 2 ry se/t /e5 II ************************** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - HYDRAULICS - * * SIERRA LAKES PKWY. STA. 64 +50 TO 64 +75 * * C.B. "W" DESIGN. * I ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 15:10 2/17/2000 li * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 li 2 10.00 99.80 3 10.22 99.13 4 38.50 98.56 • 5 39.78 98.42 li 6 40.00 99.09 7 45.00 100.09 8 50.00 100.19 SUBCHANNEL SLOPE(FEET /FEET) _ .025200 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 169.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 16.63 li SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 10.162 SUBCHANNEL FROUDE NUMBER = 2.457 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 31.31 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .53 li TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 167.00 • li COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 169.03 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.38 li NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. $7t/ 'P" FLOW: T 9. 3 1 0, /G li li C '/4. ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS II = === ___________ (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 II Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 I RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 c.,o '/o. 3 ,'N 5d -AisS * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - HYDRAULICS * * SIERRA LAKES PKWY. STA. 64 +25 TO 64 +50 * I * FOR C.B. "W" DESIGN. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 15:17 2/17/2000 li * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 li 2 10.00 99.80 3 10.22 99.13 4 38.50 98.56 • 5 39.78 98.42 li 6 40.00 99.09 7 45.00 100.09 8 50.00 100.19 SUBCHANNEL SLOPE(FEET /FEET) _ .016800 li SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 114.0 li SUBCHANNEL FLOW AREA(SQUARE FEET) = 14.76 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 7.723 SUBCHANNEL FROUDE NUMBER = 1.972 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 30.99 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .48 II TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 114.00 I COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 114.02 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.32 II NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. PrH of 'stow: 11.32- ft. it 2. 409.0 1 li I; ' C ,/G I r7 71 +® ®® 1 o 6 3 ® ®, I s 0 1545.45 1546.16 154.45 • O CD I / 63 +50 af kjl 63 +50 1545.65 ( -4/ _ 1545.65 O } 63 +75 1 � F H T/" 63 +75 o (546.46 qc _ 1546.46 0 a o • 64 +00 BVC ,:64 +00 BVC 4Z-1----B-VC Ep jlrA 64 +00 8YC 0 1545.85 1546.56 of546 ---85 .,_______,,a 1545.85 0 6 G.85 64 +25 . 64 +25 - 64 +25 • 1546.05 1546.76 546.05 - -v - 47.06 •• 90• li o 0 0 64 +50 NVC u"' - 64+ 0 01 - - -64 +50 NYC 1546.47 1547.18 a< i54-6_ 44 . on "C".4 N 47.43 �� c LT . N 01 • .41 64 +75 64 +75 0. i " +75 1547.10 1547.81 1547.10 A ,a 4 &•oz 01 ‘.3° o ;, -�� 65 +00 EVC _ 65 +09 EYq .'65 +00 EYC O 1547.94 1548.65 154-9-4 O 77 41 7% o o -� °r .-1 Co o z 2c -+ f • Z --I Cl) IA TO O 00 O O G ='fl . C °• -1 ••-I Moo -I = O = O Cr) = 0 z T -,1 Cr) 66 +00 el -n 66 +00 C5 " 66 +00 c m +O 1551.71 1=-0 1552.4? c ' 1551.71 == CO O 0 m 0 0o C . -n . ow I _____ ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** SS CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS as 11 (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Ise Analysis prepared MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 di c a. No / 41 6e,veS * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • * SIERRA LAKES, CITY OF FONTANA - HYDRAULICS * * SIERRA LAKES PKWY. STA. 64 +75 TO 65 +00 op * FOR C.B. "W" DESIGN. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** TIME /DATE OF STUDY: 15:26 2/17/2000 u. * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : • NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 oft .2 10.00 99.80 3 10.22 99.13 O S 4 38.50 98.56 5 39.78 98.42 as 6 40.00 99.09 7 45.00 100.09 MS 8 50.00 100.19 SUBCHANNEL SLOPE(FEET /FEET) = .033600 on SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 MO SUBCHANNEL FLOW(CFS) = 225.5 .. SUBCHANNEL FLOW AREA(SQUARE FEET) = 18.21 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 12.383 • SUBCHANNEL FROUDE NUMBER = 2.874 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 31.58 4111 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .58 do TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 220.00 ow COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 225.46 gi ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.43 d i • NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. as DCPT/f G f FGow 99.43 - 9f.4 2 a / . CO um a am • eft a OW //_; PP ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 PP Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 PP RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 C. 15. No. 2 / '/ 56, /G-5 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * *'` * SIERRA LAKES, CITY OF FONTANA - HYDRAULICS * * SIERRA LAKES PKWY. STA. 64+50 TO 64 +75 * * C.B. "W" DESIGN. PP * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I TIME /DATE OF STUDY: 15:10 2/17/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE • 1 .00 100.00 PP 2 10.00 99.80 3 10.22 99.13 4 38.50 98.56 5 39.78 98.42 PP 6 40.00 99.09 7 45.00 100.09 km 8 50.00 100.19 SUBCHANNEL SLOPE(FEET /FEET) = .025200 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 169.0 ew SUBCHANNEL FLOW AREA(SQUARE FEET) = 16.63 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 10.162 SUBCHANNEL FROUDE NUMBER = 2.457 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 31.31 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .53 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 167.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 169.03 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.38 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. • u L T# •e now: f 1.3 '1 0 , 42= o. 9G pi I P I PP ihr / .¢ OR U O ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** • CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS on (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 ' Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 P P RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 o. A1o. 3 /N 94"A / 5 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - HYDRAULICS * * SIERRA LAKES PKWY. STA. 64 +25 TO 64 +50 * * o n * FOR C.B. "W" DESIGN. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 01 TIME /DATE OF STUDY: 15:17 2/17/2000 Po * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NI NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 "" 2 10.00 99.80 im 3 10.22 99.13 4 38.50 98.56 5 39.78 98.42 •■• 6 40.00 99.09 7 45.00 100.09 8 50.00 100.19 SUBCHANNEL SLOPE(FEET /FEET) = .016800 WIN SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 114.0 _ ' • - SUBCHANNEL FLOW AREA(SQUARE FEET) = 14.76 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 7.723 SUBCHANNEL FROUDE NUMBER = 1.972 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 30.99 ss SUBCHANNEL HYDRAULIC DEPTH(FEET) = .48 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 114.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 114.02 OW ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.32 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. 0111 a-PrH '/ : 91.32- 98. ¢ 2 ■ 010 U w. I/4 I ) W I J [ I s. 1,.. u0 63TUV 1 4631 O 1515.45 1546.16 154 .45 , ) O 10) '-'n 0 76 � 3 +50 I � 63 +50 1545.65 C P 4 ( .... ,/ 1545.65 ---- %3 +75 E 63 +75 71546.46 4 C 4 1516.46 o ID E 64 +00 8VC : 64 64 +00 BYC + 00 8VC N TI [' 64 +00 8VC + 1545.85 1546.56 1 0 1546 -95 1 A � -,....._____.#;- 1545.85 O 4. 445 64 +25 , 64 +25 64 +25 1546.05 1546.76 546.05 • -0 -0 _ - 4 7. 0 5 11-- • ✓ II O O . O I+ p qp . 11 _ _ 64 +50 NYC � � 64+ • 0 � - -64 +50 MVC • 1546.47 0,.0 1547.18 a. 154-6-,--4-4 °1` c::, c -...J CI N 47 43 r°C7 • U1 �' N m 64 +75 64 +75 0 ,'' .4 +75 1547.10 1547.81 1547.10 NO) w c. 4� 65 +00 EVC , . 65 +00 EVC. �r `'65+ i0 EYC 1547.94 1548.65 - 151t ---9 -f 0 Ai O $7 nl O J -1 O -3 O O O Z = -I o Z -1 - N t MI O O 'a O O 0 0 C O S'O r•+ -• --4 311. =0 S O = CO Z 'T1 66 +00 c .: T' 66 +00 66 +00 c -Q + 1551.71 =-0 1552.4. ws 1551.71 m m • c N O =m >,ao 030 61 O mo coc -0 u 2 / /7 /Od C/T y o G F o ^/7.-.1 /v4 PO G. B. DES /bN MI dER /E5 : so g ON 0.05 m DES /bN M�N(�ifL i W G W 0 — l ` � f . [. A. c. r. G. D. /.2048 G = 3. 25 D = btwerH e LLD 1/d 0 1/4 • E.--T 2 - c. 1 ,. 1, 20 #6 ‘-13. NO. / 5333 1 di -vW = .3 25.0.46 c ...*.25 .., ep _ 53 W = 28.4/ ri ' v/° 28 ' — cK . c = 3. z5 ( z a) (. o/ = 52. G ^, 53 4'145 NI use w = o c. o. ivo 5 . 2 : 2 20 - 5, _ /G7 G Ns cg�l°y- o vER T -- — /. �o fd G $ No . 2 53.3° r / 0 = o. �' & k/1/' 3.2 5 (Q. ?G)2:7 - ,,,, C = 5.2,5 Tmo = 53.33 Hc/ = 32. // rR Y IN 32 z i 53 2 ", 53 . �. 2 5 (3r) (�• 9 G� - g, qv NM N o.3: /G7- 5 - gli oA�e / 14- r d DER To ° a. - - - - -- -- 4 S 1.26' 4$ 6.15 n/o• 3 : 5 3.33 it A = 0.90 W 325 (A 90 C - 3.25 wz 37.5 / rrky w= 3 6 �ioo ' 53. G I< 4= 3.25 (38) • (009 = 53. -t- 1 54 i/ 7 We - -- ../..., ,4 LA-g`3 c/ ry op Anew T•tn/.4 DATE 2/17/90 G .8 DES /•A/ /iv 5e0/ES- c owr IN .. SUMM/fR of o. $ w i A/ her Na 1 53 I S C. B. Is/o• 2 53 IN ' /v i. 3 54 c.g = /GO or - ro rip L. of V 2 2 D o ✓0"fL0Ys/ FRoM 110 43.¢5 /N ND. 7 G C FS L 86 i lkA Y /'V 5 7 sr 5r4 41/7 aA4/4/4 -o'6 Apo r - -- --- EE T�/i 0` /A 0Pg/'/V & "10/k Sr s •• M /aR YEN d Cot P.f G/ T r • F s /C/4/24 44 Pr` W Y, or orm a a a it a 1 1 117I El I I I III t 1 1 1 t 1 I Ir 1 al 1 1 i 1 I _ 1 $ 1 It'll I I al K2 FILE: SERIE$.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 1 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 5- 2 -2000 Time: 1:28:52 SIERRA LAKES, CITY OF FONTANA - WSPG FOR CATCH BASINS IN SERIES ON SIERRA LAKES PKWY. NEAR BASIN 7. ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super CriticalIFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth I Width Dia. -FT or I.D. ZL Prs /Pip L /Elem - Ch Slope SF Ave HF SE Dpth Froude N)Norm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *1 * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 2681.050 1537.730 5.390 1543.120 160.00 8.15 1.03 1544.15 .00 3.63 .00 5.000 .000 .00 1 .0 .630 .0000 .0038 .00 5.39 .00 .00 .013 .00 .00 PIPE I 2681.680 1537.730 5.392 1543.122 160.00 8.15 1.03 1544.15 .00 3.63 .00 5.000 .000 .00 1 .0 WALL ENTRANCE I I 2681.680 1537.730 7.242 1544.972 160.00 4.42 .30 1545.28 .00 3.17 5.00 6.900 5.000 .00 0 .0 - 1- -- -- -- -- -I- -- -- -- -I- -- -- -- - JUNCT STR .0307 .0005 .02 7.24 .29 .013 .00 .00 RECTANG I I 2719.510 1538.890 6.420 1545.310 107.00 3.33 .17 1545.48 .00 2.42 5.00 6.900 5.000 .00 0 .0 -I- -- -- -- -- -I- -- -- -- -I- -- -- -- - TRANS STR .0000 .0010 .00 6.42 .23 .013 .00 .00 RECTANG I I 2719.520 1538.890 6.190 1545.080 107.00 5.45 .46 1545.54 .00 2.95 .00 5.000 .000 .00 1 .0 3.990 .0301 .0017 .01 6.19 .00 1.66 .013 .00 .00 PIPE • I I 2723.510 1539.010 6.076 1545.086 107.00 5.45 .46 1545.55 .00 2.95 .00 5.000 .000 .00 1 .0 -!- - - - - - - - - -1- - - -- -- -I- - - -- - - - WALL ENTRANCE I I 2723.510 1539.010 6.903 1545.913 107.00 3.10 .15 1546.06 .00 2.42 5.00 6.000 5.000 .00 0 .0 - I- -- -- -- -- -I- -- -- -- -1- -- -- -- - JUNCT STR .0300 .0002 .01 6.90 .21 .013 .00 .00 RECTANG 1 I 2755.510 1539.970 6.175 1546.145 54.00 1.75 .05 1546.19 .00 1.54 5.00 6.000 5.000 .00 0 .0 -I- - - - - -- -- -I- - - - - - - -I- - - - - - - - TRANS STR .0000 .0008 .00 6.18 .12 .013 .00 .00 RECTANG I I 2755.520 1539.970 6.056 1546.026 54.00 4.30 .29 1546.31 .00 2.21 .00 4.000 .000 .00 1 .0 - 1- - - - - -- -- -t- - - -- - - -I- - - -- - - - 3.990 .0301 .0014 .01 6.06 .00 1.26 .013 .00 .00 PIPE • t S% • I' 1 I or I a I I I I I or l or- l or 1 11 1 or 1 If I li I I I It I II- If I li u .c . FILE: SER4S.WSW W S P G W- CIVILDESIGN Version 12.3 PAGE 2 For: Madole and Associates, Inc., Rancho Cucamonga, CA - S/N 749 WATER SURFACE PROFILE LISTING Date: 5- 2 -2000 Time: 1:28:52 SIERRA LAKES, CITY OF FONTANA - WSPG FOR CATCH BASINS IN SERIES ON SIERRA LAKES PKWY. NEAR BASIN 7. ******************************************************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** Invert Depth Water Q Vel Vel Energy Super CriticallFlow Top Height/ Base Wt No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.E1. Elev Depth 1 Width Dia. -FT or I.D. ZL Prs /Pip L /Elem - Ch Slope SF Ave HF SE Dpth Froude NlNorm Dp "N" X -Fall ZR Type Ch * * * * * * * ** * * * * * * * ** * * * * * * ** * * * * * * * ** * * * * * * * ** * * * * * * *I * * * * * ** * * * * * * * ** * * * * * ** * * * * * * * *I * * * * * * ** * * * * * ** * * * * * ** * * * ** * * * * * ** I 2759.510 1540.090 5.941 1546.031 54.00 4.30 .29 1546.32 .00 2.21 .00 4.000 .000 .00 1 .0 WALL ENTRANCE I I 2759.510 1540.090 6.437 1546.527 54.00 2.10 .07 1546.60 .00 1.78 4.00 6.300 4.000 .00 0 .0 - I- -- -- -- -- -I- -- -- -- -I- -- -- -- - • f 1 f° 1 1 :" 1 S 1 S 1 ti i 1 V I V I I I t ! t 1 E .: 1 ILI 1 1 !. 1 i we Series. ,w T1 SIERRA LAKES, CITY OF FONTANA - WSPG FOR CATCH BASINS IN SERIES ON 0 T2 SIERRA LAKES PKWY. NEAR BASIN 7. T3 SO 2681.0501537.730 1 1543.1200 R 2681.6801537.730 1 .013 .000 .000 0 WE 2681.6801537.730 2 .500 JX 2719.5101538.890 4 3 .013 53.000 1545.300 45.0 .000 TS 2719.5201538.890 5 .013 .000 R 2723.5101539.010 5 .013 .000 .000 0 WE 2723.5101539.010 6 .500 JX 2755.5101539.970 8 7 .013 53.000 1546.350 45.0 .000 TS 2755.5201539.970 9 .013 .000 R 2759.5101540.090 9 .013 .000 .000 0 WE 2759.5101540.090 10 .500 SH 2759.5101540.090 10 1540.090 CD 1 4 1 .000 5.000 .000 .000 .000 .00 CD 2 2 0 .000 6.900 5.000 .000 .000 .00 CD 3 2 0 .000 1.000 38.000 .000 .000 .00 CD 4 2 0 .000 6.900 5.000 .000 .000 .00 Page 1 I I I I I I I I I I I I I I ti E 1 II t i t I I I I I t i el E . .. Series. ,w CD 5 4 1 .000 5.000 .000 .000 .000 .00 CD 6 2 0 .000 6.000 5.000 .000 .000 .00 CD 7 2 0 .000 1.000 32.000 .000 .000 .00 CD 8 2 0 .000 6.000 5.000 .000 .000 .00 CD 9 4 1 .000 4.000 .000 .000 .000 .00 CD 10 2 0 .000 6.300 4.000 .000 .000 .00 Q 54.000 .0 Page 2 j . JOB .._ , : i bCe5 ...._ ..._.- • i a / 7y o fl Ar OA/ M NO I MAD AND A=0= INC. SHEET* NO. 13AlrE■■■g..g.. 108131 CHURCH STREET STE. 107 CALCULATED BY - IDAVE- 5. V 3//a a ------ RANCHO CUCAMONGA, CA 01730 CHECKED BY DATE PHONE (0) 048-1311 1 . SCALE .• : . : . .• : • . . i . . . . • : . : • . - • . : ... ... i : : : . i • : : • ... • : . • ......... i I : • ; : • ..._..... . : . . • . : : . : • i : • . . • : . . • : . . . ! ! .• : . . . . . . c* . • . . : . . . : •t...: : ..___;,........ .• . : • • • : • . : ; -4: : : : : • . : • : : i I : . : • • : . : : : : : : : : • : • : . . • • : : --14. : i : : : : ie.",selgaz0 ' • ........ • . . : . . • : . : ..... • 1 : : 1 : • : . . . -- •-1. q . ........... ___...... ......_............,................................... 7 . • ....... ..........---................... . . . . • - . . .: . • : 1 i : . : —,. . • : . . . . • : : • : . : _ . .. -1 . ......- . . . . . : : i • . . : i i : : : : 7 i 1 - -- - , : • : i : : . : . . ... • : : • . --.4 : ! i ! i • , i , • ..........7-77 .....: ...-71--...... -7. • .... --..- . : 7.......----:-. . CI i t • : • : : : i ! ; • • : : - '. : -•-•----- • -- .-. - ---- ---- - --r-------- - --. • • -- ••••- : <_-, • i - --,--T----.- - : :•• 7 --- - -. - - • - • — , . . . : : . _L. , ..o : ' ! ' ' ' ' • ............ .,........... ..... , ..... . . -- — - • • : . • • , 0 : : : . ............... . • ..... : • :•,) : • _______._,.........._•„............................. . : ... ..... . ..._ .: I • : : • ......______ .....- 7 • : .. . . .... . : : • : : . . - a .-:.\ . : .... . . . . . . . . . . . . . ..........0 `7.. -.... . ,..—.........„--„,..-- . '''- VI : • : : : ....- . . — • . : : CO i" : • : ; ; . . . . • ......-....---..;----- . . . . . • . . : : • . : ; . • . • . . . . . • . . . . : . . ' • • ......... : • : : . ; ; ; , ; : ; : ; . .' : : : . • - : . • i ; . . • : ..-..--.... ..........- ......-.............■-......„- ............i... ..........1. , ........ -.... . .. • . i:7 ..--a;. , ..*....--L....... ...—L-..---.. .L...L....- .-;.-... . - .... .. . .... ...........- , .... . . • ....... . . . : . --.. a --• ' - • . .. . . . • , P I 0 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON IviANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS Ill pm (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 a Analysis prepared by: M MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 m RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 - ill A• • * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * * SIERRA LAKES, CITY OF FONTANA - STREET CARRYING CAPACITY FOR * "'LATERAL D -1. * �******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 16:16 3/ 9/2000 ill * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 °"' NODE NUMBER "X" COORDINATE "Y" COORDINATE II 2 20.00 .00 100.00 an 1 99.60 20.22 98.93 II 4 21.50 99.04 PM 5 42.00 99.45 SUBCHANNEL SLOPE(FEET /FEET) = .018700 iiii SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 • SUBCHANNEL FLOW(CFS) = 6.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.84 II SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.558 II SUBCHANNEL FROUDE NUMBER = 1.693 13.40 SUBCHANNEL FLOW TOP - WIDTH(FEET) = SUBCHANNEL HYDRAULIC DEPTH(FEET) = .14 in it TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 6.00 I COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 6.54 ,,. ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATTEER ELEVATION li we NOTE: WATER SURFACE IS BELOW EXTREME W LEFT AND RIGHT BANK ELEVATIONS. DEPTH o t° 1 .• 9 9.2 8- ?8. 43 = °• 33 r. /23 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) 01 * Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909-948-1311 FAX 909-948-8464 A piTIME/DATE OF STUDY: 16:19 3/ 9/2000 I D ************************* DESCRIPTION OF sTugy ************************** •SIERRA LAKES, CITY OF FONTANA - C.B. "W" WIDTH FOR * LATERAL D-1. pe******** ******************************************** ********************** ir»FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<«< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. as STREETFLOW(CFS) = 6.00 91.1 GUTTER FLOWDEPTH(FEET) = .35 • BASIN LOCAL DEPRESSION(FEET) = .17 FLOWBY BASIN WIDTH(FEET) = 23.00 »»CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 23.5 »»CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.0 pum a5e wa. 21 lig /2f 5/0,44 L • v hte-5, 0/7" y 0 P D7 ,V4 • J013 TES C. 1 fr MAD AND ASS IN SHEET NCL , ' 10801 CHURCH STREET srE. 107 CALCULATED SY 5 ; V 3//b0 DAIM.---_____ RANCHO CUCAMONGA, CA 91730 CHECKED BY DATE PHONE (908) 943.1311 SCALE • - • . . : I • • . • . : • . : . . _. . • : • • .•• - • • • .• i i i . . : : : : ; • : : : : • . i • - - • : , _ • „ . I i J r JA II - . . . ::::i:::::::. . . - . . -- • • - . . . • • • - : ••• . . : • • . • - • . : : - • • ' : \ „:..... . • • . . .• • . c:2: : : . • . : . : • . . : . . • : .I .••• ..... • I • ' • • • : : • . : • : : 4 1 . 1, • : • I . • : • . - - • . • : : - -- • : • _ , : : : .....1 : ; • : : : :1 i : , ; , . • . ; , : : : i . . 1 ! I ; • e : i • • . : . . • . : •••.---- - • : . . : . • . : • . : ..• • : . . : . • . . ......_ • f : — ... .. . . . . . . . - • . : , . • • • : • ! ; i .• .• : - • • : . . • : • • • : ; : 0 : : - • . . . • • • . . : ... ... ; : i • . - : - • .- . • - t i . . : • - . . : : ! • . - . : . • a . , : ; : - ,._ • . . 1J • . . - • : ; : : . . • • ...... „1/4 _ _ ! I . . : . : • : : . . . . • • i : : . cki i : • — • -- • . • • . • ,f. . . :. .... :......: : : .: : i :• • . • • • • • :-.c. ..... .......... • • • : . . • . • . . : .• : : • • . . . . ______. . . . . . ..... : : : : ;ki . : : : : • , _........;__ ..+._____:_..........:.......... :._............____.. : : . : .: _,..... ___. _. ..._____............._ *., • • :. . ...... • • • ...._... • • _ . , .._ . •r----- -•• . " - -.... : --.... ----;----. . . : . . , -... . : . • . • . . . . . . . ' . - . • . . . . . . . • : : - . : : ; : : i ; : : . : • . - : • • : • . : • .• • • • • • : - . • : . • . . : . . • : - • : • . /2‘0....... - .. . 7L - . • : . - • . : • . . . . : • • - • --7-- -- ..v/i............. . ........... ........._....., ... ........*:: . , .....,_........._...... _.;____, . . _ ._.. , .. - 7* : • . , . . . . . : . : : : • • :• : • .• ' : : - : : -............... .............-- ......-...-- , . . ... . - -. • - -7 : • : : ; i ! : : : : • , . : .• i ; : i : ' : . i : : • . . • • . • : i : : : : . • - . . . • • . . • • . ' 1 : : .- - ... . .......--.................„-........... ..._ - ..:-. ......... . .. ........-........--..... - ... . . . . . : • : • • :• ' . - . . • . ' : • _ ... ..,_ _____... _,.. -__-....... -.---....- . ..-......._ ... ..„____ ..., . , - ..- .....- .. .. . : • . : • . . • : . : • : . . :: • ....... 4 • - • '"''''' "'"'•••-•""- - ----.-"---", • - • .• % - .. - . . . ;.....-:-. . ...- . ......- . , . 1Z 5 .' • • . . • a • ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS S (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: �I MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 .�. RANCHO CUCAMONGA, CA. 91730 is PHONE 909 - 948 -1311, FAX 909 - 948 -8464 •I * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CARRYING CAPACITY FOR "" LATERAL D -2. * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 15:28 3/ 9/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE S 1 .00 100.00 a" 2 15.00 99.70 to 3 15.22 99.03 4 16.50 99.14 5 37.00 99.55 SUBCHANNEL SLOPE(FEET /FEET) = .022100 i• SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 S SUBCHANNEL FLOW(CFS) = 6.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.71 "■* SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.776 SUBCHANNEL FROUDE NUMBER = 1.829 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 12.90 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .13 """ TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 6.00 al COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 6.45 — ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.37 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. teerft r Pow ' 19.37 — 9 9.0 3 = 0.34 t" / ?G S !********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 "'" PHONE 909 - 948 -1311 FAX 909 -948 -8464 m TIME /DATE OF STUDY: 15:31 3/ 9/2000 a- * * * * * * * * * * * * * * * * * *,r * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** SIERRA LAKES, CITY OF FONTANA - C.B. "W" WIDTH FOR * * LATERAL D -2. e+� * k******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »FLOWBY CATC I BASIN INLET CAPACITY INPUT INFORMATION« « im Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 6.00 am GUTTER FLOWDEPTH(FEET) = .34 BASIN LOCAL DEPRESSION(FEET) = .17 • S FLOWBY BASIN WIDTH(FEET) = 24.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 24.3 a » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.0 USE W. 2 4 ' a a S /27 1 : . JOB -- t 45 , 4 / TY as I IA/ nIAM ....- 1 MADCLEAN ASSOCIA TES, INC. stiEr No. DATE_.____ 1 ft OF s / Vo o V 10001 CHURCH STREW ME 1Crf CALCULATED BY " DATE__ I RANCHO CUCALIONC3A, CA a1730 CHM= BY DATE PHONE MS) 048-1311 SCALE • . . . . . . . . . . . . . . . . : : • . . . . : , . • : , : • : : : . • : . : . . . : • . -..------ . - - . : i ......... . : i, . - • . : • . : : . . • . . ! : . . ... : : - • 1 : • . . . . 1 • : 'V' : . : ' . : ■ f) : , . : . . i . : . : : i : • 1 .........:„...-- • • i : • i : . . • : : ii.... i : i ! ,4 b• * /714 ,, : i ; : • . 1 - • • . . . : • . • : i . . • • , . . . ! i : . : .• . : : . . , . . . .• . . . . . : - .;.....----•----,-------". ' it - 7 — • . : : : 0 : . : ..— , . . : I . - ..• . , —.......p.' : . ______...........,_, ........ , . . : , . . _._ ....____. ......„.... _......... ........................_. ... , ..... . : : : . • • _..______. . : • -i...... . . • ........_„: _ . , • _...._________........ _,............................. 4 .. c:. : , • • 01, : . : . . • : : • : , : : • : : : : , : ..., , . : -•„-- 7 • '7" - : : ql"." : • . . • : • - : : N i . • : • : • • _•_ _ --- 1" : : i : • • : i . : • --.... ..... ..... ..... —......•...... . ..... 1 . M . . . 1 : : i • 1111 ; : ; i : . . • : . • „..., :•....___. : i : Mk • • , : ... ..; ......___ ._ . . : • . : ......--.-............ :..._............. ..._ : _............_.. .... ...... : 0 . . . . . : . . : . . • . . . : . . : • • . . : • • _......._____ ......_. ....... . . _ .. • . • . . . : : . . . : , _.......____....,........•••...................„..._................ ......._..............:_ :_.......... ...______...... 1 Oa . : . :• ' . — : 1 : : I ' : : - : i : : : • 1 : I I i . . . . _ . - - ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION "" WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS .�. (c) Copyright 1983 -98 Advanced Engineering Software (aes) • Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 `" RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 Iii.************************* DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CARRYING CAPACITY FOR * m! LATERAL D -3. * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** mm TIME /DATE OF STUDY: 16: 2 3/ 9/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 20.00 99.60 +� 3 20.22 98.93 4 21.50 99.04 5 42.00 99.45 • SUBCHANNEL SLOPE(FEET /FEET) = .026600 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 6.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.58 "" SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.041 SUBCHANNEL FROUDE NUMBER = 1.994 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 12.39 u ., SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .13 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 6.00 I�1 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 6.39 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.26 NOTE: WATER SURFACE IS BELOW EXTREME m LEFT AND RIGHT BANK ELEVATIONS. PE p r L u' /� Q r� 6 g / r i O/ F40 /V � % /i 2 a - 9v. 9.7 a 0.33 S r*********************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -98 Advanced Engineering Software (aes) '"" Ver. 7.1 Release Date: 01/01/98 License ID 1251 IS Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311 FAX 909- 948 -8464 I TIME /DATE OF STUDY: 16: 5 3/ 9/2000 ir 7 0,************************. DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ■ SIERRA LAKES, CITY OF FONTANA - C.B. "W" WIDTH FOR * * LATERAL D -3. * iie * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * » >FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « it Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. is STREETFLOW(CFS) = 6.00 gim GUTTER FLOWDEPTH(FEET) _ .33 BASIN LOCAL DEPRESSION(FEET) _ .17 FLOWBY BASIN WIDTH(FEET) = 25.00 • » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 25.1 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.0 U5E W= 25 lum I I f ■ • l 5/5 Lo like o'rry or 0c40A/7 JOB , , itir MADOLE AND ASSOCIATES, INC. MEET NO. OF - ME INLAND EMPIRE nAllE■1111•11. 1 10001 CHURCH STREET STE. 107 CALCULATED BY ' ti DATE 3 / i RANCHO CUCAMONGA, CA 91730 CHECKED BY DATE PHONE (000) 048-1311 SCALE , i : .• . • , . , . . . : : : , : .• . . . : : : : : : : • : • . : - . - • i, : : : : . . : • . ..... . . . • . . : • : . • : • : : : . : . . : : . • . . . . : : , •••••••• - .. , : . 777 I . • • 1 • (.....__........__________ . ............ ...,...... .._ • : . ........ , : • . : . • .• : . ••• • . : : . : : , : czr : • : : : • : . • . : : • • .„: . : _-_____-_—_-______ , • . : • , :,.. -!-, : : : • 0 1 \ , : : : i : . • . : : • • . : . . • : : : : : : : : . : : : • —.._____..... .:.___.,:...._._:___..........._.:._____:......._.........:._ , • • . : : . : . . • . . . 1, : : : • : „ . : . . . • : : 1 , : : : ; , : . ______ • _ , , • : . : ; : (:) - • . . . . . —___ ...... • • . . • . . • • : : - .....________ : . . . . • - . ... - • . . - . • : i s.. • : : : : . • • . : i • ; : : : .... . : : . : . ; , .. : i t. : ; : . . : : • : : : ; NJ : : , : : i : • . : • : : • : : . •: : : : : : : . . . . : . • : . , i : : : : .• ale : ; : : : . : . : : : . : . • . : .......:____ . : i i • i : : : : • : • I.. .... ---.H- .;.-. ,..-:.....-4....-4. , . . . . : .• : : : . . : .•' • : : • . : ilk i ---.c4„ : ...... i . : _________________ . . :cs • . • : . . . . . • . . . .. . : . . • . : . : : • : ,........: : :.:, , : : . : : : • . . • _ • • ..,40t...:_:....,...7• • . . . i , : : : : : : : : : , • : • : . . • _ .• • . . .• . . • • • . . . . • . . • . . . . •.•••••._.__::.._•.._......•:...„... L..•....L. :.._. • .1. .:,__L__• :. .... ._,............i... :. - 4...: i • : _......_____ . _ •••••_______,.... . • _ • ....._..• . . _ • • . : : :NJ i : : . • ...0 • . . . , : : :V) : • : i . . . . . : . . -.....:-......;....-..-:._,' ...._:._ _•:____:___-_.._:.,- . - ........,.............:„..-- 7 - -- - - ..-:---:______' ._; . ,.. _ , ... .. ..........................--.......-...................-.:.• ........---....- -.......-c... i - - - • --................... ............--.---.-- 7---.....-......--........ -•:-..........,■.......... • . . . ......- , ... „ -........-.-.......-..-.......... • ..:....................... : . . : : • . : • - • i i : • . , • .7 - . . : • • • • • ' • : • - ' : ' : . . . . . . • • ........ . . .............................. . .411 _ .H.-1 rIiie....7 , : .......... .....- - .-: ... -7 : . . ! . . . . . . : . • . . .• •. : • . . . : . . . : . ' .• , •-•-•••••••••••••••.'• • •••••-•- - ----- ..-- . . ..... ••••••• ••• . . . . : : ' : : : : • . . : • : ..........• :................ - --- .• ..-.---.....- ! .. . . - . . ! : : • : . : 1 . . • ' . ' .• . : • --- . : . . ; . . . : . . i . . . . : : . . I . , -7--- . _ . . . , : : . • . . . ...-:........_ • 1 1 . . • : AN. II emi 1f1� ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ®,,,, (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909- 948 -1311, FAX 909 - 948 -8464 • * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CARRYING CAPACITY FOR 0 0 LATERAL D -4. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w. TIME /DATE OP STUDY: 15:11 3/ 9/2000 err * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE or 1 .00 100.00 2 15.00 99.70 is 3 15.22 99.03 4 16.50 99.14 5 37.00 99.55 SUBCHANNEL SLOPE(FEET /FEET) = .025400 W SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 • SUBCHANNEL FLOW(CFS) = 6.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.58 •+ SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.949 SUBCHANNEL FROUDE NUMBER = 1.948 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 12.39 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .13 al um TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 6.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 6.24 ,., ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.36 'w NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. rPTh'•FF1. w: 9 9,3 - 990 = 0.33 a T ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �► HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -98 Advanced Engineering Software (aes) *• Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311 FAX 909 - 948 -8464 a ..,TIME/DATE OF STUDY: 15:15 3/ 9/2000 4 oft k * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • SIERRA LAKES, CITY OF FONTANA - C.B. "W" WIDTH FOR * LATERAL D -4. * *II tO • »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION «« urn +�r Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. rr STREETFLOW(CFS) = 6.00 GUTTER FLOWDEPTH(FEET) = .33 BASIN LOCAL DEPRESSION(FEET) = .17 a FLOWBY BASIN WIDTH(FEET) = 25.00 '"" » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 25.1 it » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 6.0 dye 44/a 25 EN • UI 1 OTTHE INLAND oca13:03,11 INC. JOB -- L oceS , e/ Ty D 1 PrIA / TRAM SHEET NO. CALCULATED BY -5 ' V CHECKED BY . AT-- a/f/0 el DATE SCALE , • • . : • . - : : : . : • : • . - - • . • .. . . . . : . - • .... • • i : : : : : .• : .• .• • . . . : . . ; . : i • : . • . • • • • . . • . • ". ' . . . . • : • ' • . : • :•• : : .•• . . - ---- • : :• . - .•- : .,.„.7 .••• : - -• .,,,, Ns ------- _ . . • ........,* ...,... . . . . . . I : . : : • : : • . • : : • 7 : . • ..... , . 7 . : : • . -............r• : . .... . : . : I : : • : • : .....,..... . OA 4;. VPeL5441/Plie , I . . : • . . .•• . • : . . . i . : . --............■..*=., ..-. . . . . . . ! I : • . • : • : • :S.I.........■•■4.....,i :.• . • ; . . . I : .• .• : • . - 7 - -..-...- - -. i.. . . . . : . : I I : 7 : : • :• - . .•• I : . :• . . . -..*.-...4 ,..................., ..........,........,....,_ 4.....-- . . _...._ ....-........ • . . . • : . . . . : -;--....0 • • • ------- .•• • . . . . : . . . . . .- r __... • .:_-.. ..." --..-.±.. ------.; - ---- : .._:-. ---, i ... - ,-.....- : . . • • 4 : . „:.--.....;...-- .. -......-.................... _ . ................:.. ,,...,. . .- . , .. ._._ - . . . 1 t i • _ -- - . ,....:. :. : L.. _L. i ......................i. ..._.. . :. _ 44 ›. ..L.:___......._ . ....:....... ,.W.....7 _.___• ________.. ..., .... ...,..,:____:....____:.. . . . 1 : i ._ ......................... . : ... — 7 tli .:.. • - : • : i , : i • • :- :;\..:. i : : : : • • . . : . . . . • • .... _......_ . ,.... • - 1 - 7 : _ . . : : . . . ..------ , ... .....--- •---•;---•• --..--• - . • • • . • , N .' i : : 1 • . : • : i . 1 - ..-:---IL.;..------.-- -......--..... - - ..-- . •• -- , ...,-..-----...-- i i ; : i i : • . :CO : : .... : : : : : : ,,.), "•• . : :.• : . . : . • : : : : : . • • • : TL'. ---- - -7.- . i : : ; : : • : : • . . . ------.......-.............--...-...-... - ....... - . • • . . • : : : . • : , • - --- - - . : . 1 . • . . . . : . . • • .• • . : . .••• • - , ..• . . • • : _ • • . : . : • : : , : • • : : . . • . . . • . : : . • . . ......: _, . . : • . . . . • . • : . : ..• . : . /31t - 1- - "Ii • I• - 1 ... ijol -.. 7 ---- ' ' 7 - ' - - Oil S W ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION mom WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS �. (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 S Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909- 948 -1311, FAX 909 - 948 -8464 MIN S l * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CARRYING CAPACITY FOR +6 LATERAL D -5. * •******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 15:40 3/ 9/2000 S * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 20.00 99.60 3 20.22 98.93 4 21.50 99.04 5 42.00 99.45 SUBCHANNEL SLOPE(FEET /FEET) = .021700 5 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 or SUBCHANNEL FLOW(CFS) = 8.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.12 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 4.013 SUBCHANNEL FROUDE NUMBER = 1.845 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 14.41 pm SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .15 S TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 8.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 8.49 as ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.30 S NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. tiEpTH 6 w : 9 ` 1 . 30 - 9 $. 93 = D.37' 1.36 S t l, * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i� HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -98 Advanced Engineering Software (ass) +�. Ver. 7.1 Release Date: 01/01/98 License ID 1251 rd Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 "'" PHONE 909 - 948 -1311 FAX 909 - 948 -8464 II nw TIME /DATE OF STUDY: 15:44 3/ 9/2000 5- Mg * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • SIERRA LAKES, CITY OF FONTANA - C.B. "W" WIDTH FOR * LATERAL D -5. * o. ii ************************************************************************** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « 10 Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 8.00 ▪ GUTTER FLOWDEPTH(FEET) = .37 BASIN LOCAL DEPRESSION(FEET) = .17 FLOWBY BASIN WIDTH(FEET) = 29.00 ▪ » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 29.4 » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 8.0 use- IN.: 29 U ir. /3i 1 1 - sl Loft . d A APONT44A/4 • , C. SHEET NO. 1 0 THE INLAND CIABATE7 IN DAT---- CALCULATED BY ' ti RANCHO CUCAMONGA, 91730 By BY DATE PHONE (000) 948-1311 SCALE . . . . . • . • • • : . . . . . . . . . . : . . . . . - . . • - : -:- . . • . ..... • • • • • . . 1 . . . - • . . . • . • • •. : . : . • • • . . . . . . : . . . • . : likk. i • . - . • . . . . . • • . . . . i ! x Allk.. : . • . • . • . • . . . : \ 1...o. ' * • ' • ....r....■••■••••■•• . i . . •••••••••• ............... ......... . . . ; :• .: . ,. , • .....- . : . . ' .• : . , , . . • • : .....-......... •••■••■•••••••^••••••••••• ..-........-- ....--.........-...-.....- . : , ..... • . . • • . : • . . , ....,.....-...................„... ............................................. ,• . . . • . . . . . . . . .• • . . . • . • . , : , : ; I : • : : : . . , , . „.. . .......... „ . ' . . . . . • . . • . . . • : . . . . , . • . • . . .• . , . . : • . • : ; I A : . . 1 . • ; : : : ; : • ...............- - . , iti . : : : : , • : : • : . • : • L) : : : _ _________ ..... ..:........_____....._.... .. • . . . . • : • . ..... • : : • . . . . . . ..... • : : . : • ... . • . - . . . : : : • : • • . • - • : lit ; : . . • , . . . : . . 1 : • . : • . • • . • . . ; 1 : : • . . . • • . . • ikle 1 : i i \I i : : : • • . - • . - • . . • • . : . • • : i : : . • • . • • : 1 . . . . . . : i : . : : • . ....._. ...._. . • , • . . : , . • k : . _... C=ta i . , • : . -- : i . : • : : 1 . . • • • • . : . . . . . . • • W* . .. --.... : • 1 : • • • . , , • : ....-. : ,sH : : : : • • . — • . • . • . • . • • • • • "‘'. i V .. • • : . . i , : • ; : . : . . . ,...... . .... _ ..—.— ........-.....—...... . 4" : : II : , : • , : • : • . : • . N... i . . . : . • N • : .... .....–... .... • .... .... . : .. --..--'.—; – ., ....–.—... : ........ . : : :0 : : : : • ; : : i ; : : : : ...v.• : • : _____. ..._....__........ _ ........................ .... ,........ 7 --.7- : : : • ' II : : : : . : : : : ___X '*. . - .- • ' ---- ----- — --.-.......—..... • . . .,--.-- -- ---t,.................. . . . . . - . . . . . • : : • . . . . . . a 0. 4 41.4 : * TA.C14:94,74--'7.714- . . . . . . . . . . . . . . . . . . ' _ 7 _7., , . ...—...---L : ' • . * — — 7 -.7- • --..- - - .7. - -7-- .7-4----...;.... :. . 7 . - : .. • - - - -. . . . : . _ • . • . : : . . . . . . . . • • . . . : : : • : ' — . 1,7 . . l JAIL lig ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION 4.• WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS U 0.1 (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 N Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 ,,,,,, RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 M 1` * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CARRYING CAPACITY FOR * LATERAL D -6. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 01. TIME /DATE OF STUDY: 14:55 3/ 9/2000 N- * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 15.00 99.70 3 15.22 99.03 4 16.50 99.14 5 37.00 99.55 SUBCHANNEL SLOPE(FEET /FEET) = .020800 w SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 8.3 SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.12 - SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.929 SUBCHANNEL FROUDE NUMBER = 1.806 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 14.41 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .15 U �* TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 8.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 8.32 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.40 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. ' OF FLOW : 9 9, ¢O- 9 903 = O. 37 Imo 438 min ift******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982 -98 Advanced Engineering Software (aes) �., Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 4 "" PHONE 909 - 948 -1311 FAX 909 -948 -8464 W TIME /DATE OF STUDY: 15: 2 3/ 9/2000 if * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** SIERRA LAKES, CITY OF FONTANA - C.B. "W" WIDTH FOR * LATERAL D -6. * M ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** »FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION« « U- w. Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 8.00 GUTTER FLOWDEPTH(FEET) = .37 BASIN LOCAL DEPRESSION(FEET) = .17 it FLOWBY BASIN WIDTH(FEET) = 29.00 » »CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 29.4 Irr » »CALCULATED ESTIMATED INTERCEPTION(CFS) = 8.0 4/56 w= z 7 r ,� 5 /E,M4 h Axe -5 C/ tr etc- fmr.fN/r 3/2- a/.4415 w.. OA /,c /GE CAL G • AeA G /Ale " G A T a45 /N NO• 3 5, 47 6x2.07 W --- 3 3,4 / 5 32 , G5 • — L //v L GIVEN � = 3 / 5 c = o. G? i 4 Y 7 C4 1/ � s 38/ o, i2 Vu (z.4; / . 5 L 33. kw Z = Is. ¢ tr � 3 T irr GK Pallo • 4, 0-"Z (36 )(IS ) /2j 04]9 ••• 3 6,3 Cf $ ? 3e5 /Gc$ oK S S �"" S VON 7'SA 1 , ..6 C4 .5 e/ry elf IrOA/73 i , , . i 0 0 (p /0/ 6 7" / / z- /7 e : , 5 r 6 yeicfr.z ew i At fit z m 4 77aA/ 41•15/A/ I . A N Z7 / 'VP/ L r . e 4 TA, A/ 5.4 5 - /Al 7 e 1 & 0. k al l(' ,' It / — \ ii 5 4- 9. 4 1- 1 ---,- .. I, — az on \ i A w f. 02 w = /3.3 4 r ' -,- OM - L-- i Gfr• t .. . I 1 t•I' _ v w s a 3.0,47 ii Al 0. • e z ' ‘ it— 10 sk• -r 01111111 -------- 'ff ' r4 - • se \ .. N I . ium Az-- - ----- , f = 17* CP$ iss / ■1" .... ow 4 , d( 6 11 q P A P tc W K ofiAloV ( / cell-. ) 4111111 N 5/ 1/ . 5/ .... e p. / f t 4 4 4 si z. . A 1.6e. (4.02) ( 0.4 z G8) r7 171 /3 v. am / O. Off / ( /3.'4) /3 0111111, 7. 3 / , 4 0 S PeA Or TO 74 i. N. e A 06 I- LS : / 7 6 .= S. 4 --- .... .3 / . 41- ..• a ON 'Me 1, / Fie /3 Pif A W4 r DA 4 / os/ MI N r 5 WO 0 MO a mei • NI OM WO / 4/ . ati j03 EETN0. Cfittof z.- i‘.4 a/ rY o f PINT /4 14A1: THE INLAND EMPIRE INC. r If CALCULAT BY ve^/ry RANCHO CUCAMONGA, CA 91730 ED 't iT4 DATE--- 0/ 7 /____ DATE Ay ECKED CATE PHONE (909) 948-1311 CH BY SCALE : . - . . . . . - .----,-- — : : • :___' • - ,i , , , i . ' , : . - • ---• - . ruu....._. .: ... .... . :- ... , .............,....;....._. --- , . ____ .,... A g$74 ..- 5 . 70°7 - : • : , • : : . • : • : : : : . . . . . - • • • s 11 4 11 /g15 - ' ..' . '. --. - ---- . — 7 - • 7 •-! . : K. - . ' _______—___,.. . .....„........4.....„,......____ t■ : . - 7 i : : ' : : : i . ; N.. ." lb& : : : tij • : : : . .......4... .--...... . ...........--......--, . : • i ; q — - --• ---- v- * : : — - --------- 7 - - + 7----H-- --7--- .-- – ----7— ..i_k ........... v) I : : : t : • s. t , ... : , i : q■-• : NiT NI . : _. .......__ ' : 6.4 tit,' NIL. 7.,... i ....._......'........ .7—.7..._:-._..... . : . • . : S": . : : : : ki V. *if : • : : : • - .. .. , . .......v... Zi... sc. x . : —. .-.,... .. . : : %L.' K.4 p... .....-. ..,..._i_......_ ..-- . • • , • .._. .....2q _____... . : • -- ' t — - .... ... _..........* : .. • : : := _ . .............. ..._........ . ... .......,....: : 0..... ...,..... -: _._ — w :'.' : • : iv —,-- – : p o -- oa . 9--- : •, : It :$". ....• : ' .• .••• ...... n ta ... : • • Si • n i . : v . V _..... _.......,— : — . : , - . ,.... . : : • . ... ........, ..___ . ..... ..... : . • . : ... ......... . : • , : • . : . ...... ... : . . • 7 • ...._______--.-- : : , .••• . - I I / 12 ___ ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (ass) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - HYDRAULICS * * STREET HOLDDING CAPACITY OF SIERRA LAKES PKWY. STA. 61 +75 TO 62 +68 1 AT 0.40 %. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 13:52 2/14/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 38.50 99.23 3 39.78 99.09 4 40.00 99.76 5 45.00 100.76 6 50.00 100.86 SUBCHANNEL SLOPE(FEET /FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 60.8 SUBCHANNEL FLOW AREA(SQUARE FEET) = 17.41 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.491 SUBCHANNEL FROUDE NUMBER = .948 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 41.35 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .42 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 60.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 60.79 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 100.03 /00 NOTE: WATER SURFACE IS ABOVE LEFT OR RIGHT BANK ELEVATIONS. /43 . JOB 6/011/i4- 441(E5, CIT to/A Roovrotovor 1 107 OF INLAND B1P1131cA1 9 1730 it Ilf SHEET NO. ma mma) By .1. ASA/n.1/14 PHONE (909) CHIECKED BY 1111141M11■11.111■■■■ DATE____VVO4 DATE SCALE . • . . : . ......... : • : : . • ...„.. ................... , . .•• : z.:_—_____i___..........._.: : .....: ......... 77 .,' : :• : ... ,. I : 1 1,._ :: : • , • NI kl) : -"-HKritr-sx---- •. . . . ., • .________ , :•,..50 : it kt ..... . . N I- i ............1■■••••••■•••••••••••••••••••1 •—• •••■■•... ... „ ■.,... ,o....■- ... ; : ki) k z . . 4 . . . :•• ,.....t.7„.7.1k.......____,_ : i . 0.3wi-le ' : NV. I • •••1 : : ........ : ..... ... ...... . :• .... . , : . . : . •...... .._, s t i ... . . _ . .. . . . i ...- • •: : • : ............ . . No i . . . : . ............... . , . . . . _ ....._..: .._. : . • . . . • .— : I:: • : 1 • — , .. ......_____: s4:......:........:__.............:.......... ...... . . • - ...... ...... : ' ; ; : .....__:-........................_............... ,, ....._.......... ....,...... : .. r . : . . : . „----- - +----- - 1 .• . . . . • : . : •• : . : . . • 1 - - 7 - : . . .......... - .- . Ri S O di& ' 7 . : . ........... ...... ' : ---".”' " ' • " ir --"`" - : •, f) -;.--;.---:- -- ____th... ..... - • - -.... --------4- --- ...--- -...• -- • .- : : . , , .: -• .....a ' • --- - . . . .......„,.......-- . • • : ..„ • C;:).: % . ..........., _.4... . :. . - . .-.:, i..... , ... . . : ,.._ ...,--,- .____. ........ ........ Go- 7 .... ...... .:' . • / 44 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909- 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - HYDRAULICS STREET HOLDING CAPACITY OF SIERRA LAKES PKWY. OF ALL SUBSEQUENT STREET SECTIONS THAT DO NOT HAVE MEDIAN OPENINGS. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 16:27 4/ 3/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 10.00 99.80 3 10.22 99.13 4 38.50 98.56 5 39.78 98.42 6 40.00 99.09 7 45.00 100.09 8 50.00 100.19 SUBCHANNEL SLOPE(FEET /FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 61.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 15.70 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.910 SUBCHANNEL FROUDE NUMBER = .971 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 31.15 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .50 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 60.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 61.38 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.35 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. / 45 D ASSOCIATES, INC. i OF THE INLAND EMPIRE DATE pr lif JO .,"/EA .ft. 4 4 4 /€4°S 6 SHEET No. C.ALCULATEO BY s v 7-1//k°1 DATE__________ 2 ////40 RANCHO CUCAMONGA, CA 81730 DATE-- ED PHONE (809) 948-1311 CHECK BY DATE SCALE : . . : .. ... . ...._ : : — ..... , .... : ... . ____ . _ .---„,:,---L--1 N ... „ ... : ... •tlimil. _ . _ I., . ..... .. . : _ : --- ? : , . ,... _ 1 .: 7 , - \.. ---- • i irsi. 7 ..... ......._.....:................. N „:„, ...... ......_,.....__ ..... . b F ' ai:f1= • / e_o 7 / 1 -.g.....R--- 1 ---- I : : ■ ■Lk1 : 1 : . , ................- L, . 0 ... ; - . ...,.. : , ...o Al.:, ,ZI■ : ..k..41. ; y , , . .. : .... NE : , H : :. : -.:. , ,:. N., - .t I . T. : - ' : AIM :; • acY*40-/ ---- -• • • -.-- • - • - —•• :•-• -i • 44 : ? : • : : . r$ : : ... . ..... . , . if YO . . . , . ... , , . , , • i / 4G ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 r * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - HYDRAULICS * AUGUSTA AVE. ALONG CROSS GUTTER STA. 10 +41.50 * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OB' STUDY: 15:39 2/11/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 39.32 2 .01 38.65 3 34.01 38.79 S 4 TT'4HED 4 56.01 38.87 i Rr /e ^l • 377 5 78.01 38.95 tMP. Pl- 4AV 6 113.01 39.76 7 113.03 40.43 J SUBCHANNEL SLOPE(FEET /FEET) = .025900 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 117.1 SUBCHANNEL FLOW AREA(SQUARE FEET) = 19.35 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 6.053.0 ---- SUBCHANNEL FROUDE NUMBER = 2.200 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 82.32 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .24 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 110.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 117.14 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 39.05 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. X 4 7 1 . 1 10+.0c2 Ayc.usTA pRivE _ 4 1 - "-------------------------------------------------------- • 4. \ ......, ...... 1 . • • , . . 4%. 1 0 -•■■ -... •----. ...., . -1.... --... --... ---. -. .,.„...... -.... , --... ...... _ it. --. 1 . -... 7 / _. _.. 4 . __. _. _ ii ,-/ __ __ _. 4. 31 ' .- '''' ------------------ N 0 (.n ,„, _ : .g 1-7 70 _____ 11. ..... __ ....... 1 ;9: z CZ r— _ ...., .....: / -- P , -.. .... IIII . rn -... .... --. , \ i / N z CP • - \ \ - - ; • - - . I —. 6 'GS pi. • \ 0 I kk..! i ---I - 0 LI 0 * ...- . 0 I ---- ....,, 1 -.... -.... ___ \ 1 I 1 7 _ -.... 0.4 fi \ \ / / i ..... ..._ - rC. t-C.R i / 7,\ / / / 10 "V b. 39. / r -: . i , ,. / ... -... -. ..... 1 "1 - -- -! ...- f • — - `r i c4 — _ C. ::: .::- - ..::: ' .. I - .. '. : - ..-- IL! . Z. . _, . . . . .. . . . , . y / / . .. .. . . . . BEGIN c o . / / . ri Rf E TR Tio A .8 RRIG A PE + REDW00D tif 10+83 ci , ,,.., . ' 411 -91. 8.c. / i .-- , i• - '--,::: - :: , :' - :: . ::-.4---• i 71 . - .. 2.:; (A . fr 0/ .21, 114.a, N '4-92 a .- / - - 1 - - 43 .34 Arc *C- U • 42. . . . ... ,,.. 0 ... f 1 n 1 Alkf '1...- I WV ; I .1: I I I . 1 i I 1 . . I a, ' , 1 li / 4 8 - - 5/eA R 4 Z.- 4 lc e 5 /zoK W y • . 4 40 0 4+ClOOST•if 4 (e• /Nredt, %VC 7/0111 imil. ■......■■■•• . : ; .,„ . • _ _____. - - . - - :• , -;:::: : •-:--',7"7'•,. 7 7. 7- ::" -- ':•-•': _ , : 7 - _ _ _ . _ , _ -- ' • "'"' --- 7 4 -: _.7 '7 •-:: '7 "" - 2 -7 7'7 :: ---:: : : 1 - - - : . ••, ,, ... - _ : „ ::-• - .;_.... :-.7-1. ..";:-.. _:',- ...; _ ; -...7.-- :,- - .1 - - .' '1550 .. - - -.- - - - - r - - - - _ _ _ _ _ _ _ _ _ _ _ _ ,_--_:__-.;-__-_-_-,_-:_-_-:. -==_-__-;-___.:_.=_._:_r-_::__ :--___:___:____ - ---_ ---..-..--: -..-"-_-....-=.-":-..:-.-.--:' -_•-_ -_-: ------_ :- . ,-_---_ -. -_ :-..-_ f ' 7.." - • : ' • - " ' ''._ • • '''. ' -_,' - '_' ,•:-." -7 : ' ,-,.- • - • • ' ` ' ' - ' "- - - - - T - ' - - - ''': 7 1 • • f - ": '7' ' -..' ' ' '" " - " ' 7 --- - 7 ••• • • - 1:5 (..,) • - — t ' - T. L=53.41 - :::, - rvr . r54o -- : -: t :- : . N - - _ - - --:: •••• -• - - - - ---- " - 7: - : 7 ' "--- _ - ' ---- 7: " _ ": :"_: _ 1 - r iE . 1 . 7: : ', - 7:-.' 6.- _ _ _ _r _r .La- - , - -- 1 -- . _ • - -_ ....... . ..-. . -.. . •:.._. -,..- ; • - - --- - • - • - - - is.1 - - - -- - --.:. - -t.- --.- .1..... :- ". "!, -::>. -7 . - • 7 '_ ":?/'''' .i,e)" - - -.7.:. , ....:—:,.7. ,,Z-;:-....;.. .: .:.7,.....:, ,. ......,:..:...:.7...,...:-:.(50, . .... ...,_ 1 -_ --_----:- - -..--- - -2- - -..--.-- -- - ' - - - - • -.--e):-----1,-).-----,6, • - -2.-- -.--.,...--_-_.--:,-... - -,:-.7.--_-_-?: --.--- to:.:.-:-to .:::_-... : :_-_.:- - - -• - - _ .-.. 7 :' 7 "'". " _ •.; - 7 7 f _ -.* r ",, - - L ','" ' - - ' : .1 • s :„ :7 -_•____,,:_,..:„_•__-_ ..::. "„:. •,...,:„:„..:-.1.--- - . --- - -, -.,... - . ,- -_-1,-7:-:-.:7---.:-::-::,.....;......:.7:.;:,;-:;-:.;.......:-.........7.7.-..;..4.....:.;.:::i...a.;.........---.)--;;.:::-;;.::.;.;;I::;-7.....1-_-;-...:-.4.....:#43-_-_ -:,."...;,-. •.•.----- , ---------er----- --4,,----..„.......—.....,..... 46-4.-4:‘ _,-,......... _ _u-s_ca ...•......--..:..: - -_: .:.‘,--.2 <I.,. .- _: L- - 4 :_":::....- -: : -: .:;-: :.-:: .:."_ : /: " _ _ _ _ .- -elf: :---:, :.' - . - ',.. - 0111 II. gto ---:-. ".." : - - --' " ' - ,..:,:..,.....-............:...-...,-,..„-.H-...--.,....r......?..-....-....... -..--... c ...... ,...—.. _ ,. 3 — -ex------...v ••••'•••-•••^11 ......:.•"r •••••17.:77,-"• 4■ *- O la - .1 : - _ • 5 - - 7 . -:, . • 7 71 - - ".. 7 : ' -_ • ',•.. . : 7 - ',. " 1 : ' - ' .. , . r _ , 7 - r. ------ - - 7: - 7 -- 7 ' . '' ; 7 - 2 47 ---- -T.- 7 --:-:•,' -7 : 7 '. - - ; - : . . _ . . _ - .. _ - _ ' ' - CNI ' • 0° , .. . _ _ CI Cr) 1 ' cr .1 • v4 r - , - - 1540 — - - : - . . - 0.40 Z _... ....• • ' . 1.$1000Z . 1 . - • . ... . . . . • r. • 4 I LC 4 o_Lnr JOB "AAA i fikA 4 L4 • e e . 3 , , 4.1 r y 0 P AWN 7 A/04 mAg3 ca A ASS OcIA OF ThE it saw NCI. =Dag= S V a y eit/ 771RA CHECKED BY DATE.....--- 2////00 RANCHO CUCAMONGA, C 01730 DAl2--.—_— PHONE (9011) S48-1311 DATE SCALE . . . . . i . . . : . . . : i i, • . • : • ; I.; : : i : • : . . . • vt„ x : . ._. . NI , : 1 i : : • : _....._............. . . -.- • . • ! . . . : . :• +Ili i • . . . • • 4. . ei liAr . . . • ....... _ . . . . . . . . . • . . . . • . : . It* : ;1 • ••'''...:...''''... \ 1 .. i \ x • 1, 41 : : i . • • : : • : • 1 • • •Z \ : _N. : p . CI . , : !•1):.4 4.... : : : i : • i . .., • 11< ,..■ os • . ifric/9"4: 'API 74 • ........:.... . • • . : . II. . . . . i . • . . . . . . : . • . . . . _ • — • — - . . . . . . . . ....;.------.r : —.. • ..... . _ . .. ............. ...,—.. • ____ . . . : • ,iS : : . . . . . . ...... ..... ---- . . • • . . . : . . : ...—..—.— ..44 -- • . • • . ____ . . . . . . .. • : . . . . . ...._........ • ..... _........sse..___. ............ ... 1, . . . : : . : : , 1, : ,.... • . : : ■ SN ; . -- . -• ____, .. .; . . . .,,;.... . .............;..... ....._ H .. ._......;..... ......_.... . ....: ....... ....... .. _......_ . N.L..... - - ... . . 44- ••••%; • . . .. .. .... - . -....-. ......, . • cS...- ......-....... ........ .... . . ......-..... 7 . 7 .. : • : : I I . : ! . : . . . . . . . . . . . . . . . . . , ..-....:.--. , ; : --7 ..... . . -....- ---....... .C5 • ' . ...._' ,O . .., . — . ..-...---....-1. ...--. ......... _ . .. . ...-• . _ .. . :40 ___ — .... .......... . . .--.......... ...... .... . .. .. . ....... 7 . — . . . . • ' e lf : . .--..S. — .:.--.!...... . L........... ....._ ...._...' . ' ., . . . . . : • ... :: : , ..„, • : : : . ._,........,... ___. .................._:.... ... .......... ...:.... ;...._,.. .... ... „ .... _......._....._ . . . • . . . . • . . ... . . . . • . • .... . • . 1 . . . • . 1 .seeAA., c *lees a/ry of AoNrom/4 !WADDLE AND ASSOCIATES. INC. SHEET NO. DATE,--- - 10 frit 1 WINE INLAND EMP 87. 1 730 CALCULATED BY DATE.---,_ BY SY DATE i PHONE pm UMW 1 SCALE - : • : . : . . : . : .•• . . :•• i : • - - .... . . : .•• . • . . : . : . . . : • .• : . . --!--------, •-- . : . . .••• i - o ‘m • - iti. Is . : : . ....... . • : • . ---- - • ' . . . . . • — • . • . : . • . . . . . __ — . . • . . : • . : • • : . • • .•• : • — - -:--• . .: : . _ . : : • • . . : : .• . • .•• . . . • M: : : • : : • : • : . . , : . .•• . , - . • • , __. • : . : : • • • _----• _ — ' . .. _ • - . • : : : : .• .•• : , _ . • . . • • .• •: .• : . . . • . ..., . . • . : : i .•.• . . : . • hilf i: - • • - • i : . . .•• : : • -•• - . . 1 . . — -•••• - : . . : : ' : : : • . . . . • , • : : ,,, . . • — — - - • - - — - • — --- -- -- - - ----!--- - - — -- — - : • . • - • : 6"•: 1 : ilk : ..................... .............1 -..................................-. .. ----..•........-* ---- *"---. - - " : • • . ._ • • — ....... ....,.. . •: es - . • . : 44. — . . . : . . • : • . : . _ ..... i ir ..... _......_ ... • • • : _ - • - -- - r------ . . . ..,,......p......._: .........._ _____ . - - - - --- - • - - -------, . . : . • . ..• : : . . . : , .. , _____„, • * . ,..... . .. - . . • . - ---....... . . : ..• ..,..... . • . . : . . . . . . • ______......... ........... _.....,...._...._. _. .......... :._. . . .. :.......:.. . -7--....---- —TL _ ..).._ . : s__-;---..---....----i--- --- — -..------- — . . ' . • i : • • . . . : . ...,---.....- ..,. - — .. --- -- „...... _ _ , . . . . • • . . . . : .... . . , .• . . : : : . . L .7.--...—,-' . --,.... ;. . . :• . .• • .• : • . _ - ....:-.----------:—;-,:....---. . . .• ...--... s 7 . : -__ _ 77 . .. . : . : . . : . • . : . . : . . . ----. --- - -- -.--------- —4-----!-• ..-," — :• . . I • : . _ -:.------------"--7-7-* .,-....„ • : . -----. ...----,-----r-------* .......,---,—. . -7.- --..• • • - - • ..-- ... - • . • ..-- - -....- , ---..„..---...... .. _ , ... . . . - _ . „.. II . • . 1 / 51 I f■ ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION +m WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS 1111 (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 Au RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 • * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** SIERRA LAKES, CITY OF FONTANA - HYDRAULICS * • AUGUSTA AVE. STREET HOLDING CAPACITY AT 11 +26.27 NEAR STREET INTERSECTION OF AUGUSTA AVE. & SIERRA LAKES PKWY. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE Off` STUDY: 14:43 2/11/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER " COORDINATE "Y" COORDINATE 1 .00 100.00 I./ I LY I /y 2 20.00 99.60 3 20.22 98.93 hT W ��� 4 21.50 99.07 5 42.00 99.48 SUBCHANNEL SLOPE(FEET /FEET) = .031200 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 57.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.07 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 8.091F- SUBCHANNEL FROUDE NUMBER = 2.515 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 21.99 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .32 I * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 42.00 99.48 . e'`y '/2 yT 2 62.50 99.07 3 63.78 98.93 IN I 0TH 4 64.00 99.60 5 79.00 99.90 SUBCHANNEL SLOPE(FEET /FEET) = .031200 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 /52 oun • SUBCHANNEL FLOW(CFS) = 57.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.07 Si SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 8.091' - SUBCHANNEL FROUDE NUMBER = 2.515 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 21.99 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .32 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 110.00E— COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 114.37 PM ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.58 i� NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. IL T //a Cps eft 7' /36. cPS 01/E=/4 411 /0 CNVE yE D e' A/ 4 a&e./$7 /4 tee , cco,Drive-LY 2S O F5 4 8E 7 /STA /B/TEA "mil) twrE•R /A/ To THE s/x cgr X95 /N5 tDN e' ogilue 67 -4 vE . VELOG /ry voA /GA To sr ..vreA 3Ee,T/oN GF •4 C/6u,T,+y► V6 4 At 5/EA R4 C 4 A 5 PK y/$ 8. 0 9 / a a r JOB t4fies, T Y 0 1 PON 774 A/4 . . mom AND ASSOCIATES, INC. er ( RANCHO CUCAMONGA, CA 01730 SHEET NO. ciacu ... L AT BY Ye ED ./: ll/ ni tro+ DATE CHM= BY DA1E------ 2 1 " DATE PHONE PM 0484311 SCALE . . . . • . : • • i . • • . : • : . : . ; • : : . . . . : • : . ,......, < 4111 i 4....................■......r................—............. : . . • t..., 1/4 .14..........L...■....................................,.................* . . . . . et lb ‘14 • . . • ,.... VI : . • . . . • • • th .... s* : ..7"'"''''''....."..'..."""% . • • S• . ..... irrtit . V/ • . : • . . S. . 44 • ----. 1 : . i . 1 . . . ...._....i...... i .. .... ....L. e gA 47' • • . a i......, iii.:, • . . ri:) ,.... i., .4.................,_ ...... • . . . . • . k k iqi . . • . • ied$771 'P: ......... ... i p II . : ...... . , . . : : 44 i iir.... • . .._ . . • — ; . . • . . . . • • . 4..... . . • : . . . . . . : . . . ..........._______—_ . —........—.— . . : : — - -- • .....—..---:—......: _.. ---,- --..,—• , . ..:....._:--....„.....k....;,........__.. —_____..... ..: ....i....- 7.--- --..--• -1- - • .7-- —;.- . - —i- .-- ...... .........-.. . ..--........ . . . •••• ct, : i • • ; i . . . . _ _. --...-- N.t...§ . .--- 4 .........;---. 44.7. ---•-• .... - -.- - 7 . • . _ ... • -.....;.....--.-- . . .. .:... ......---- - -. • c i.....--........ . —.... ...-..- ......... -..._. I I NM _.1 -- -- . . . . .;........„....._+-..........,.............- ... --.....-....... - . .----....-. -....- - ,.- . . 1 . ........----; -----...... : & .c.5-; ...L._____i_4-4—•--._;.__._._;....„.____.... . ,.... _..... , ; _, .........._ ._ tp. • :„...... __, _____ ...___:_ •__.___._ : ,.__. • _ ._ :0 • _____;_ •• • __ ___ _,....... : ______,__________:... ..... _... ..• ..,.. .. 4 ..... . _ 1 : ■ CS : I . . , . . _j____I-:-.+----- ' ' -*--- - . • • • " . . . . ••• . • • • • ■ " :•• . • • - - . - - ....... .......-;.....-...--.- ... . . ......,._4------. _..... 1 • . . ... ..... . ........-..-.... ........-......- ...............4... • ......... . . . /54 T jos \VA z AftES, e/ TY' Of "011/74 A/4 .... INC. tit( MACIOLE ASSOCIABsTES, SHEET' NO. DATE_____ ico1 CHURCH =ET STE. 107 CALCULATED BY DATE_ RANCHO CUCAMONC3A, CA 01730 CHECKED BY DATE PHONE (009) 948-1311 SCALE . : • . . . • . . . . . : • • . . . . : . . . • : • . . • ..... . . : : : , a• i A 7 -9 , • • . . _ • . [4 • • • : • : - _ . • . • . • 1 4. . • : C. \ i'4i,e.- . • . . . . . I 0 . .............._ ___ . . : . : • 1 • 1 C--- _ _ . : 1%... . . . . . —:----;--. . . . . . : : .• . . . : : • • . . . ---- • • . : • : : • . . . : . - - ...._ . . . . . : • . . • . : .• : . . . - . • • : . . . . . . . . • . ___.....__ ■.* : ..... . __.............:. ..; : . . • . ____.........:_____................ . ............._________. ...... : : : • 111111... .... • : : • . . - - is-- . : ! • : . . • :.______ ..,„,,,,,..- ............._.. . . 5 - • : : __....... ......_......... ._ „......_ _ . . . , S) . , .. _ - -.............;........................ - ....., ...........____ . -.. . , . ..,9_21.t.e.L.Y_,1,11')....f.P.k ,.....__, _.;_ _ _____ .____ .___-i_____ _---,------. , . __________ _ . __L__...-----------------.._ . . , .55 ea • * ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION in WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS ,,, (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 ill Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 4014 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 yr * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - HYDRAULICS * - AUGUSTA AVE. STREET HOLDING CAPACITY STA. 14 +00 * NEAR C.B.'S AT 15 +61.84 AND 15 +72.27, Q =110 CFS. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,. TIME /DATE OF STUDY: 16:39 2/11/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : '"O NODE NUMBER "X" COORDINATE "Y" COORDINATE it 1 .00 100.00 e* 2 20.00 99.60 3 20.22 98.93 or 4 21.50 99.07 �. 5 42.00 99.48 SUBCHANNEL SLOPE(FEET /FEET) = .030500 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 mg SUBCHANNEL FLOW(CFS) = 56.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.07 +�. SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 8.000 SUBCHANNEL FROUDE NUMBER = 2.487 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 21.99 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .32 i * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 42.00 99.48 2 62.50 99.07 3 63.78 98.93 4 64.00 99.60 "" 5 79.00 99.90 SUBCHANNEL SLOPE(FEET /FEET) _ .030500 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 Pam k"' A54 RP a SUBCHANNEL FLOW(CFS) = 56.5 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.07 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 8.000 SUBCHANNEL FROUDE NUMBER = 2.487 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 21.99 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .32 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 110.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 113.08 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.58 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. S. tePrHa/► FeoA: 4950-98. O, GS P. S i. • +.. r a PM S S A.. S +w X57 T jos s/a"" A 44 a E 1 G/ r y P P' AWN lif A64 , • J Cl MAD ASSOCIATES, INC. O SHEET N. CATE----.....-. 101101 CHURCH STREET STE. 101 CALCULATED SY .5. YEN 7 4 DATE 2 // //D O RANCHO CUCAMONGA, CA 01730 CHECKED BY , DATE PHONE (0CS) 048-1311 SCALE • • - : . : : .••• .-• . : : • : : ; : : : : : : • : : . . _. . . : : : • • : .• .•• : : : . 1 : : : : : : : . .-..... .. .••• : • ,,,%: • • ,.—_—____---- ... .•• • • .• -S‘-143 - _ - — . : , .—• • . : 0 — . • — ---.----- N. _ : • : : : 456 -..., VI : •: : . . : • : . e _ :t4.. • : .• l' : : • to : • • : : : ., 14 . I • • . • ............... . 161.4 0 S lf...7.1 : › .......... .. . • % . i ■ : 4, ••■ ; i i . 1 . • • . - - - • ' ....... - ,, . i L '' Vi : i .•' • • . : . .••' . - * k \S) : a li . __ _._ _ ..-•- _ • ■•■ - lb. : , : : ; _ 2,4 "...) % II,.............y A ; • .: : 1 i . - . .. : I : • : ....................—.....-- — - ...:-...............----;..... .......-..».---,........;....---........_ -....,....-.....:—....... .......-..............--......---:. . : i : : *- ---.-----.--•----.-- • • . . . . I . : . - - -----"--- • . :• . ; '•1 • :. . . .• • . • . .---■----------.- --- — . ........ . . . . • • ! : l : • .•• : . • • : : ; • . • ....— — ' . . --- ----- • . . • : : : • .••• . _ _,...._,...,._____._ .._. . ,..._ ... — - ..-- —.... --- .—: ----,: • • . . . . _._ ..- . • _ „ ...-- -- . -:-... - . —:----•- ..- --- : : : : : ■ • ' : : , . .___ a . ___ ....---1 -- ..:„. __. . : . • • - • _-- .. -- -- t. ...--- - , . 1 . • tv• . ......_„... . ,---- _.-,. ..... - . _ ..--,....,. , : : . : • : .1., • N ._ . : ■S ; --- •• ______ _ .,:, . • ..,._ • : : •••• • • : ' ' .%.• : 461 .... - ...■... ...... ...........-, 4•11,.... 1 • . 'ff • 1 : . : ... : ' • .......■ ....*■-................-........■................. .,. 4......, ,...... ....,_ .,,„ 7 .._ . _,._., ____ , . _ ..„-- .- -.; - . -..-- ---- .... ........ . . e . ....- ._.... „-----. ......... : : . . • "." : IL : : , , : :• : : i : • : . .• .. :............:_._,__ : . — • --. . ildh. . • • . : i . • ...........L_______............_. ,.... A, : • : i : i • •__----------7---- -1-- : : : -----7- -r : iie■ ''. : : --- • — — ---• — — — — - . .....----;----------:-.....------ ---- ----- i Q : C X • al. • : . - :0 : .: : : • : . . ...__________:........_.:... .:.• ._:.. -.... ..:. • .. ;,.........:.••• .• ....„... ------ .." 7 v + • : : . : - -'-'-----* 7 -7---. 7 - 1 .----- : : • i i i : : . : • : : : ..................... . 1.................... ..................... . . . . • : • .• • • ... : • . . : : :• . . : . .........-.............. ...........■................ .-..............t •••- : : : i : : • . : : . • . • . '-4.'.....'"7.7".....H • • . : . -............. ...-...., ..... ....... .,.............*....- ... . .............■•......s.......+.... . : .. . .• .: . . : . . . .:..-.......... - . ..... JOB .gl af eA,I• 4 0°1 Xe5 10 / Ty DA Aafvrofev4 _, ASSOCIATES, INC. steer NO. 1 OF THE INLAND EAPIRE107 DATE------- CALCULATED BY DATE- RANCHO JCAMONGA, CA 1730 PHONE (0) GUAM 1 CHECKED SY . DATE SCALE ! . : i i i i : : • : : : : : : : : : : : : : i : 7 ......--•,--- : • )1. . .•• : • : , - . . . . . . . ._. . . 0,1 : : • . .-- ..:._ _ , : : - cs- i• i i i : ! . • . . • . : • • • ! kt : i i : __. N61 • . • • • : % . . . , i : ! vs... . . : ..• . i • , . • . • : : . : • . : • • . - • . . . . : • : :• . : . . . : • . . . : : . :•• • . .• . . . . . . • . . : - • . • : . • . : . : . : • .••• : . .•• .•• : : : : : : . - . —....- ....— — : : : • • • : : : • . : . • • . . . . . • : • • ; : .• : • • • .• . : . : : • • . : .•• . ...... . • . : ..z . : . :• • . . : : • • .. - - • : ..._____.. _ . . . . : • :• • : . . ,, .••• • . • : . .: . .. . . • • : - • • • • : : . i i . : - . : : . : . _.•___—......-_:...._. ..• . : lif : : : : : • : : : : . _ . • • .•• • . . . ••••.---• • •„-......„ .... , „„ __.___• • ..• . . _ .:_. . . .. • . : : : : : : :• —.........____. _... ...._ : i ..• . • : tcv 1 : : : : : : - • • : . • • . ......._.;...--, .. : . : . i : :• . . • • • : i ... c . •••• .* ..........■.....-•-•.., ..- ..• : : i i • : : • : : — ------- ....;....a' -- .;... ::,..... . . . . . . . . . .• . . . • . : , . . : : • : . . . . :• . : - - - — -•-• - ------ --------- : . • : : : • : . : . . .........._ _ ,.... „......_ _ . . • • - - ; - 7 . 7 ' —. 7 . - - e ' .. 4S - - -- : : : . • ; . ; ' ; - - • : : ! : • ' , : % X: eS ' i : . . . 4.—...:--:-.... : . . . • . . ...„--- : . . . : • : • ...............,.... . . . . . . . . . . . . • . • .•• . , ..J.V t * 1112R-e?-e... j.-■++.■,..-..---■,.■-: - ........ .,... - ..,.--,..... .r......?■... L.4.._., ,.. .. L ... . .._ . . . .........*■••••■... : , ... * : . . . . • . 00 ....- ......, ......" . • . . : , . . . . . : - : • . : . • : • : . .•• .,_ . • . • . • • • ......... .....-.............,..*-r- .-... -.."-`" --' ' . . . . . . . , ... . . - . ■ , . . - .• ...--..- . . . , . . ' /59 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 r * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - HYDRAULICS AUGUSTA AVE. STREET HOLDING CAPACITY AT STA. 19 +00 NEAR C.B.'S AT 20 +21.20 & 20 +32.43, Q =110 CFS. r****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 16:47 2/11/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 20.00 99.60 3 20.22 98.93 4 21.50 99.07 5 42.00 99.48 SUBCHANNEL SLOPE(FEET /FEET) _ .020800 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 55.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.96 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 6.940 SUBCHANNEL FROUDE NUMBER = 2.080 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 23.01 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .35 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 42.00 99.48 2 62.50 99.07 3 63.78 98.93 4 64.00 99.60 5 79.00 99.90 SUBCHANNEL SLOPE(FEET /FEET) = .020800 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 /60 SUBCHANNEL FLOW(CFS) = 55.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 7.96 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 6.940 SUBCHANNEL FROUDE NUMBER = 2.080 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 23.01 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .35 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 110.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 110.46 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.62 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. tEPl'tt rNLo w 9 f. 1) - 98.13 = o,G9 1 - 4.4#'55 G/ TY 0 F "ON 74 Nof MAD OrTH AND E INLAN Cr IP Re INC. RANCHO CUCAMONGA, CA 91730 SHEET NO. ioeoi CHURCH &RET sr. 107 CALCULATED BY s v BY SY , J eAl n./ A A DATE----- DATE /// 7" DATE , PHONE (909) 948-1311 SCALE . . . . : . . . . .: . . : : :• : : . : •. .• . : : i . . . . .• . . . • • - . . . : .••• : .•• • . . . . . . . : . . . . : . - . . • . .....:„.. ., i ••• i : : : :• . . • . . . : . . : ..• • : : Vi . _,.._-_____., • : • ._ .••• 1 0 v • : : • _ . .•• • - . f' 4 :• : :• : .•• .-• . . - ! • : • 14. • • • . • : : • 0 - • : . .... • : i . . . : _ _. • 5 \ i NE /0 : : : : .-• • . . . : : . :• . 1N. : . k .• . - • . . • . . • • : frrIct i J p • . • : . . II) i • • • ' i : : i : i • ---• . • • : - : : : 41 : : : i i : _ i . • . :• i : i .•• i . NI, • _ - : .• 1 i . . . . : . : : .• . •• - - i ... . . .. . : • . . . . . i • .•• • • . . -..---.--.............._ , ........ ......_-. V It .... _ Ti i . . : . i . . . 1 i .•• : : : I ••• .•• . : . .• : : , .... i . • : .- - . — • — — .... . . . : . . . : : .• : : . : : : — — ..... . • — — _ . _... . • - __. ...k....L....._:.. ..... ..;_.• _ ____. .. • . . . . . . : . . „.:...........: .................—... ......... c4 .... 7 . 7 . . : . : : : : : : ... • • , : _,.. . .... --: — . 7 .--- : " 7 7 - ... tr : - 7 • :- : , „cvs... • . . . . . _ - . .___.--...._._.._._;__t_ .m. ... • ......_ :. .. - _ _______- . ...._.. „-______..... - . _..„.. . : : . : : : ] 1., : „....." - : ....r. • - -: ____.: _ _ . ..... ..:...._._. _______L -. ....._...;, ....., ....,.......:, ___.. . _ .. - ..... _ ,..._0.1-. . ......___ - :: :• • • : . : . - 7 , ........_,- - - -....._...._.-...- - . ; • I I : : . : : -,......... —...... .. . ,. . - .:.. - -.....:.- • . . : . . . : . : . . : „-----....,................-- -...-----..--- - _.---......--....-- .. ........--..........-- - -..--. 7 , . , :_..........7.7.7........-.....77-7.-7.7 -7..7. • 7.77 ,.... .------- - kin& :• ' .--H-7.--- ----7- -L.-- . .....--7.-- ..............-...--....--.... ----7- 7- : • ... - -7.- - ;Cr.'. i .7.--'.-.......--. -7 -L. _ . 7 , . .. ..:' ' 7.... • . ----- : 45 :■-• • • : . . • : : : : i : • . :0 : • : : : , i • . ..............--- , . . -• • . . . . . . . : . . : • : - • . . . . . . . . : . .• • 7 ....!---...---.7"--"4"--7-7--. • CI :• - . ,............---:.--.--;---...-....7.- 7 4A4 C 4. C/TY i° AO Nr•vIv4- i fir MACIOLE AND ASSO CIA INC. SHEE NO. DATE--------- CALCULATED BY DAM ; CHECKED SY DATE QMC 91730 PHONE (009) S48-1311 SCALE , . : . . . . . : - : : :• : : - ..... - • .... •• : : i 41117 -IF . 7 -9 i i i . . . . . : . ..... , : i i ; •16. _ : • . • • • . , . . : . • . . . . . . • • . : : : ; : : . • . : • . :• ..,,, : ._, O : : : : : • : _ .„_.— .... _ . • : - . : . :• • : : . : : : • : : — : : : -- - • • : . . . • : . .• . . • : : . • ..—... — - . ------ • 1 • . : _;.....-..-:-..---z----,-------;-. . • : : . : : i : • : • . 7 --;--- „ : : : : : : ---- . : . --7- .; • : . . _.. . . . : . . : ; : : :• : _ .. ---- la • it . : - : • : . ... • ...._ . . .._..._._ i • • : : • : i i . : ..., ... • • . : . : : :• . ...... . : . • ! i ! : i .• • . , ..: . • • . • : • . • . : .• : • -- AK : i i _ i i i • • . : : . i . • . _i - . ii. IR : . • : •• . : •. ; —.: ' — . _ • - • • .• : • 6 : ; : : : : : .•• : : : • : • - ih, : ' - - . : : • .:-..-. —... ......—__. .. : . . . . II Sill : ..: • • •------- • ..... . ........ . ...... . . _ ; • : cgt,.-- . • _____ : : • . . • , : : : - • , • . • .....i4.,,....-- ____. . ,..... .,........ _ . • . p : • . . . . " . - . . . • . . . . . .-• : .• • .• • , . . --.—_,— , • : : : • . - • : • : . . . : :• • .•: : . i i i i • : : :411 • : : : : . . . . . 4 6% • ; ! ' ' i i : : . . . . . : : ..., __,- .—..-- . . • ------------,-----:.------ • • • • . . . ,.. - . i i : : • : : . : : . : :• . • : . : i 1 .._ _ ____.______ . . ____— : . , , -." 7' - 7 - : : : ; - --.• . I . • - — . ...------;•--___.• __—..._ ___.____ • .._ ...... ....._.__ • -- . : . : : • - . , : . . • ' . . : ......-----: .4....— : : • : • ...... __ ....„........... _. _ 7....7.... • __.. . . l CO3 . ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909- 948 -1311, FAX 909 - 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - HYDRAULICS AUGUSTA AVE. STREET HOLDING CAPACITY AT STA. 29 +00 NEAR BASIN NO. 1 WITH Q =136 OVERFLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 11:37 2/11/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 'W'Ly' 1/2 4T 2 20.00 99.60 ttp poij 3 20.22 98.93 4 21.50 99.07 5 42.00 99.48 SUBCHANNEL SLOPE(FEET /FEET) = .020800 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 69.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 9.69 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 7.215 F-- Y SUBCHANNEL FROUDE NUMBER = 2.103 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 26.51 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .37 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 2 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 42.00 99.48 PJL[ 'fri. 2 62.50 99.07 66677 3 63.78 98.93 4 64.00 99.60 5 79.00 99.90 SUBCHANNEL SLOPE(FEET /FEET) = .020800 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 !64 SUBCHANNEL FLOW(CFS) = 69.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 9.69 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 7.215 - V SUBCHANNEL FROUDE NUMBER = 2.103 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 26.51 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .37 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 136.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 139.84 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.69 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. w.4 4 1 4 1.kq, •P F40vVz 91.49- q 4 9 . 5 ° • - 6 (Q5 _J . 111114 , Rik , t ''. : • : . • . , . ' ' • ' f i ; 1 i 1 ; % 1111111‘ 1 i 5.. ''' 1 . ...1 ... L ' i i H . 1 . ... .... .... .... $.' 1 -1— ....1. — ...1 1 1 1 . 1 1 1 ... 1 . 1 .... ! • i • 1 • 1 ... i...1....i... $ 1 1 1 ma 1 1 . f 1 i ! 11 i ., . / .; ; ; t i $ —* r i 0 / ;--1 •• 1 • • 1 ••• :1— 1 ••• .'• - — 1 - 1 1 _1 )1 , -n 0 , 1 . • • - 1-- 1 - -i ••• •• --'. - i. -', - • • ..... - • • i •• ..i... - • ; .1 - : i • • r - i.... ;• ....L 1 4...7f , • 1 ------ •••••• - -... ... gig ii 1 1 •• 1 • / • 1 1 % • f ; ; I 1 .1 / i2§ M Z t ' .} 1 i f " 1 rl , f ' • ' ; 2 0 : 1 •• .1 - - n O , - i- • ; ••••> ;., b p- •,.\(?,. ...., . . . . ...:. ... . . , .. : ', .. s L.. -- . ... .1.... • 1 : , \ r ', 1 1 ; ; Ap i :.. i ' -. i , , i t { •• , . • -; .... • 1....1•••.i 1 - - NO. i 1 : i. • i,• t. ,. • ; 1 .i • i.• 1 I i I 1 i .,-.1 lig . , f 0 0 i ...... 1..... .... , • , , , f I • ' . .... , .. I F. . i .... ....! .... :.. , . . ... . 1 .. ;. ....I ... , t I.... ...... ..... ... ; .. .... .. ... , .., .I .• ..,... , .. .. , , : . , . . , ,, : , 4 . , .... ......... .... ...9 - . , i • : ,. • ' . f , r ..... ../.. .., .... ... ....1 . 1 '.. 1... ' .. :., . .. " 1 ..: ..1 .. .. '1 . I f t 1 • I 1 0 1 431 1 • I 'I.'. 1 . .... ..... O.& M W 3 ' .1 1 .... : . I. 1 .... . f — • ,, 19 ,I 1 4.- fb : . . . i. ..;.. ..1... •,...o: . . 1 , . ;. .14 „.-. ..• i ... I 3 i 1 :., ,., • ... , 9.: , A 1 '• k. , ..,.... . .i ;....,....,.. • ..-..,- ..... ....1 i ' -...----- i .--- --- - - -.. 1 - P • i • • • • - 1 . 1 - .••;- - 1 • • i•• - i ••• , ; • S e , , I i , . , 44- k 1 I i N., i ...i ... .., 1 ...I. 1.. o i 0 1.. ..,.... i.. i....p ...... ....1.. i....i i 1 ,..i .-.. tk 11 .1 I • . 1 1: , 1 '. , , . , I 1 1 • I 2 , { . , i , • : • ; -1. . i - - • • ....- }...i. 1.. ...., -,, -1.. ..,-.' .',..•-• , • ;-• 1 1 : 1 • , • • Z. : : : . ': . i : . # . . Inif. ,• ...i : ; 1... i i.l.r...f... •:: 1 i ki) . • , t i i i . ■ f 1 1 ck. pn ' : , 1...... . i I - • —.1.– - • I' - 1 , ' 1 – , - 1 - 1 • , • .,. • • . i i '' '. 1 . 1, : A ,• : I 1 :4> i . 0;36 r■- . 0 e` 4 1 . I .-.1 .(1) ' 1 I 1 t - 1 t 1 1 • 1 1 - 1 1 — 1 - t 11490. - 1 • i— 1 . • t 1. - i i • 1 -1•••• 1 -1-- / f • • • i • i f 1 ; ' i ' • f • " • : • ... —.I.— " .... .. .... ..". 4 g )4 , • , • , • 4 , • • , • . 4 );) • ., 1 .• ; ,• i ! • .... , , • , , ., : , • ' 1 1 , 40 i = i 0 • if i f 0 Y, 1 1 . I 1 i s - — — .... S t■ ' ' 3 . t ' I l I ' i 1! I I 1 1 . . 1 1 . , .i.. , i s:. f - 1 '; ! • 1 • 1 . , !C4/driG/c 1 it /1 y... . ifir;/ (1) 7;9 witear . .... .... .. I .. . . c)1 x •• • •• 'I• ••1 • !•• i• 1•••• 1 • i 1 r. • ', , ;• •• • i rb • • , • , 1,64...//v I 1 tp ettg /', //V+ '. 1 'I ■ , • • ,, • • , .• - -i, • • i. ,.• - : •-; -- , -, - ••••••• i• i . • i - •,- . , .... .... ..........1. J.. 1.... ,. ..1' 1 .... 43 ,....,. .,.,..., . . ( 2d > 1 .H 1 ' -oc.fr/A...! rt),.zo cooly ni vel 5i , i < 1 1 , : , : , : ,. , < , 1 ..... ; . - • -- , - , - .;-. - i 1 •• , <, ; . ,, 1 1 < • : , i i ., 3 l'•• l' 1 • : 1 : '3 . • • • - • A!' i Y'.. 1 72 sr 76. '"A i .114 *.e . l'AW..... ... 1 .... .. ... . ,,, ..., . . 1 ;4 co 1 i l ; , ..., .. ,... .f .... ... . i . .. .. i.. ... . . . .... ... . ..... ..i _ 1 . .. . i ,... ... . /tst& r. /EA om. 4 rm-c eieD ; cdminireAzi cof . . °J T 9 . __,,, ! .,c , • , ,. ,, :. t -I .—,..i.....t6 ........ ......... .H.111 ... = ,,. i L i -_•-• .1. • 1. ,, ii .i.!..--(..e f - -1/0-1..-1, t2.1..4.;!... .. .151 /0. . • . . . . , { , ; • ' ' :'' - • ... A L • ' . - hi .....• 1 L •i•l " 1 ... 1.- ...... • - i •- t i.. 1 . - ! - i 1 - \ t‘ . '. • / . ; { f % tli k , . ; r 0 C7 2 . „ : , : .. ! • ' s. : 4trsi /2, 7<:.. A r '47A/ .t yt kv/A 4- : . 1 i .N. 4t, 1 . )(/.5 . r. o 7 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 k * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - CHECK DRY DRIVING LANE WITHOUT BASIN * NO.7 OVERFLOWING. LOCATION: N'LY 1/2 ST. OF SIERRA LAKES PKWY. HYDROLOGY * NODES: 902 927 920. * k****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 10:35 4/10/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 10.00 99.80 3 10.22 99.13 4 38.50 98.56 5 39.78 98.45 6 40.00 99.12 7 45.00 100.12 8 50.00 100.22 SUBCHANNEL SLOPE(FEET /FEET) _ .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 5.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.05 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1.947 SUBCHANNEL FROUDE NUMBER = .817 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 17.30 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .18 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 5.75 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 5.94 6 4 '1'S ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 98.88 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. /G7 IIIII 3 t : • : • . • • 1 • ' . ' 1 ; : { - 1 • - 1- • I 1 '., ; I i 1 • • ; • ', ' r ' ..,, ' - t, 1 .. • : "." 1 • 1 ... 1• • . ' 1 1 —• — 1 •L'i i... -1,- i, • 1....1 s •-' t,/, — t• i 1 1 1.1 - 1. 1 1 i 1 1 . A., % ----- .3 - • ; ; ,.1 • 3 • :, ; , •1 • 1 1 i§ 0 na 1 :• • 1 . 1 - • ...1 • 1 1 • •"••• • ; .• 1 .; 111 , ', ( "/ 4 tY'C 4 N ! I 1 ,,.. i .... ; 1 ..• .:. ', . : i. t H „ .. 1 1 1 ; - - i• • •••i• 1-1-.1 :.i ...••••,--; • t ; , '1 • : ; i I 1 r1OZ1, i ; • , ; ; ; • - ; . - 2 0 . ; .. 1 ; .... ..1.. I. . ca- • • i ..., .p • t, . - • • • : • • ., • .... 3 • i i,• , s. i 3 3 t ., 1 .1 .... I.i'...; . , ;..., .. , t ; • ; ; 1 illig . , , • , , , , . • . . . 1 ,. 1 .... -1,--- 1. 1 . i- 1., k- ; . i - •• 1 . I ,0 ; 1 • 1. i fl 00 L.1...........1..1.... ... , . . • ''.. I *it- it • I - i ' 1 a a l? • . • t i , i 4' . 1 • i 1. 1 I kr? ,\I 9 id 3 g '..i..-- ......•1-•-i - ..! -.14'; 'i ' .1 ' tv, 1 ' : •4, t it-i • • 't - ,• - • - - . - • , to. - A id H ; • 11 • • - (b.! 1 '. 3 • 3 , 1 g 9 ..— • • t , • t t --, • 3 - .t-• • 3 • t / Z ! ' . 1 • • • 3.-- • •••• "t. - !-- i 1- ... - •.. ; i...•t • :...t. • t 3 • . LA, .-• i . 1 . - .1. - 4 -- --,,,‹..- , ., ••1 ....i . • 1 • 1 -2 " ' • , : , . , Ii----,••111„.., ii t i 1 ).., 2 b 1 1 t 1- • ;• i t •• •'t t •••i • :. -1 ••• .-- • • • -' - -An -- ,- i 1 1 1° • • , t .• • t , ; , „ rb t 4 ife I . 1 •,, 1 • •-t t• • - N• -- , 'i. 1 4 LI. ', t 1 . •• I 1 , • „ ...:... i t„....... 4 . ; .,...,. trs ,... , , t 1 . , , i - I- •t• .. • ! ••••, ---1-.. . I , ;, t . +A • . t ; . t ..., • , •,..,, .. .... .: • i , ,, ,, ,„...! ... ....... „ . t,. ,,,, . ' .. V . t t ... .. • . • i -- • •••• •••• 1 • ...• . '... - - .. i • r , •• : ..7 , . t i I 1 ›•• - ' : ; ; •: ..., • ; • t • . ; •• t. : , „.••••t * , •;• • , •;• t• ; ; , • ; „,... i tt!; , ,•1 , ,, ; • t 9+ 4, k •••• • t •• -••••1•-• t • J . j 1 I 1 i ' sl I= 1 ci . 4(o!r 1 f I ' ! I i ; • , N 1 : l• 1 • i i - 1 . 1 1, 1 1 1 1 . I li ! I LI 1 • i• ; • i ••1 •••i••• t • -•;• •••, •••1••• t• .i.• 1 , -;• •t . C X : • c ! ! : ; :, : ZSA y 4.4eva ; vsl/D frt ',.-: '; • . ct• ! ..... .. : .., : ; ,........, . . , .... ,.. 1 ..: . , . ,• •t • • !. , . V .. i .!...,. .L..i ! .i ; .'.._..1 I ; H .L . i ..i . 1 .... .. %.. .. ".. -. 1 T 1 ,) i l " •-• . . - • i c e;Pottr/o.rw 3: Ato4o i " tte 45 4 0 V •,, . 1 . •., . •.; •• , t t• .1 .. A 1 it ti t ' , - - ' ' " * " • " - '''Ae ' / 4 r4 4 1 1 .4i .. . 0i 43 ' -■ , •• , .: • • - ••• ••• , • • . . . ; --i , , I -• ,. I 1 i I 1 .4 i. L ; , . . .q .a r . 1 , , ; . 1 4 , 1 tal i g ( _71- / . 22 . 0 i" I • i 1 • i • 1 -A ' '.., "; 1 ;H fr '" ".• 1 '`,...'. - 2 a )(2 :I i ' 1 S2 r t5L A/ /41' 6t , , 4 'r . ,; ,. , ... ■ .. 1 t 't • t - • . • i - . . - • i • i ... i t A - ....i - I • :--- - i - > - 1 1 - - i. -4 • ' 1 !' .I ;. ' ■ 4 • r ' 1 . 1(4517 3 t 1 '..' ** RESULTS OF IRREGULAR CHANNEL .ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 k * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** SIERRA LAKES, CITY OF FONTANA - CHECK DRY DRIVING LANE. LOCATION: * S'LY 1 /2ST. OF SIERRA LAKES PKWY. HYDROLOGY NODES: 901 926 910. * k****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 11:52 4/10/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 10.00 99.80 3 10.22 99.13 4 38.50 98.56 5 39.78 98.45 6 40.00 99.12 7 50.00 99.32 SUBCHANNEL SLOPE(FEET /FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 5.9 SUBCHANNEL FLOW AREA(SQUARE FEET) = 3.05 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1.947 SUBCHANNEL FROUDE NUMBER = .817 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 17.30 SUBCHANNEL HYDRAULIC DEPTH(FEET) _ .18 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 5.75 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 5.94= G CPS ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 98.88 NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. i•q 7 • - ::,.:;:3::',4,4i..;,..'4-- -- , ' SECTION 3 „,...„.„:,,...,,,,,;•...., ..... ... .,. ,.„, .. REFEREN CE SECTION TION ..,„..,...„...„...,„. , _ - . '-'-_,-'-',,,e,,,,,,,,,,..,,::.,.. -• . '' ' ,,,'' ,::%:6„;!?•.,::j'.:',:". ' , '' -•,..,,-:',.:!--;i4"4:1';'.4..gf• -.. ' • ' -',.-:::::••1;•,;.-1-,$,,tiii"--.:-.1:'.,-..• . . „ -• ...,..: • : - ;;:i.§,ft;' , 1" , ' ,. . -:,-. .... ,-,-..... .- ' . , . ,'•-•••'''''..cl-Y.'::',.,N:4-:?-',7.,i:Yi ,'.,' • • ' '.-- ''''•-•'.1'''''' I/4 -- ...., _.... - •. , ''.;;;:2'13.1?-0-....•"5:','.';,-.: , :.... ,,.,:::' -. r,i'i; . •. , - : , • ',..-,...::-...,g.:-.-4':.•;:iltf..fi'''........-,-,--.., - =:.'), `.';'! '.5e, ,:.,. - ' , '-'. .•'-:.',„,,?-41,..,,,,,,,,,:.';',Z-'...,. : - • -' - ' '•.- •::-'1•'••--74(ii -egi-::ti-.,'f.. -,. .. • • - ; .•-•,..'...:1-i-:.V.',;..-f,..t,?:,g...,:-`"1:-' ' " - ,..,..,,.. ..t."..,;:i.:::...i......:....,,-....-. .. - r'''•.". • . . ' ' •'-',4•::-..,...;:,4'-.0:4,t;i0--:-•2:•., - ' - ' ., - , --",-'''.;J:iri■t''' -,:'''.' ., •- - . c,-.2".5....... ::, , , : .,-•.:•';:;•':!:,-*::, ,i4' .. .., ..,,, • • ' - • •' .. -,•:.•.1•...-,f,:',•14,:',44;:../:,...'•''-•.„,•. • . ' _•,. -.., • : . 4 ' , „, .."." P.-.'-'!„i:',,,-:;S-'1•4:-",,,....:"..: , ' - — , . : ,..•,:.'-:,';f0;' 40.,t;IP.;, ,.-: e . ' . ' `' '-'11''=':',7',.:',IA".1';',-,:,•'.'...: . : . . . . , „ , .., . ........, ,.. . „ ,.... , ' . ' '': '`...-'',,;T.Z1.: 'f..11.f...,;■-.'k:,:;,,.., : . , , :., ' - :.::,....."".",,?:1,0',--,c,'V.Z:fif.:',--,:: ..• :' ' 1. :. ' ,::. i,"•:-.'14=fmi„-e4:ft8,,,,.......-"- ---, .. '*' 12/23 99 THU 14:51 FAX 714 4346120 „MA Z 001 41 ••••• JO1f1 M 1ETTt1'7 & AJ A 16, t'K A Orv, n elf Tht Merih CCmavnie alb TRAn5MITTAL To; Set ih n ore - Date. 1 y 1.3/ 99 — '- '&44_ I l ��-- Project: it ourz.-is Project No Wr _1 U.S. Mail U Courier as :7 Federal Express EllikK (number of sheets - including transmittal Sheet) _ Z3 Comments: fey 1-) 0) voLii krwl 4) . 4— .1 V ,1 u ymy,,,, A ✓ rA f ."1-- a ` / - 41■) tr'1 �AeM/ -w r 2 2- . �3 : i a„ 1 kloVv • S � x l / A 7 ov l i 5 G+, P �- is y -4 it/ io a- ire CLA-41/ , f / 11 �p h t v ! Title: fr Signed: CC : EM61rIEERING MAI1A eMGtrr PIACIr1H1Q 3151 Airway Avenue, Suite Q -1 Costa Mesa„ California 92826 714 434.9080 FAX 714 434 -6120 12/23;99 THU 14:51 FAX 714 4348120 JMTA P0 0 tir I ad • U.S. Department Of Commerce). a IlL ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) .01 CHANNEL Z = 8.00 UPSTREAM ELEVATION(FT) = 1547.00 r DOWNSTREAM ELEVATION(FT) = 1528.00 CHANNEL LENGTH(FT) . 370.00 MANNING'S FACTOR = .025 p a CONSTANT LOSS RATE(CFS) = .00 we CHANNEL ROUTING COEFFICIENT ESTIMATED: 1,16 MAXIMUM INFLOW(CFS) = 223.03 AVERAGE FLOWRATE IN EXCESS Of SO% MAXIMUM INFLOW a. 175.43 CHANNEL NORMAL VELOCITY FOR Q = 175.43 CFS = 10.76 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .864 +nl IIL MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 Am L CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) am (HRS) (CPS) (CFS) (CFS) 15.083 68.5 68.3 68.3 15.167 70.3 70.1 70.1 15.250 72.1 71.9 71.9 15.333 74.0 73.8 73.8 MO 15.417 76.0 75.8 75.8 15.500 78.0 77.8 77.8 15.583 79.8 79.6 79.6 1.5.667 81.3 81.2 81.2 15.750 82.8 82.7 82.7 MO 15.833 84.3 84.2 84.2 1/". 15.917 86.1 86.0 86.0 16.000 88.9 88.6 88.6 16.083 94.5 93.9 93.9 16.167 107.7 106.4 106.4 ✓ m 16.250 130.2 128.0 128.0 I- 16.333 155.0 152.6 152.6 174.0 16.417 176.1 174.0 16.500 193.8 192.0 192.0 16.583 208.7 207.2 207.2 d O 16.667 219.0 218.0 218.0 lk 16.750 223.0 222.6 222.6 220.8 16.833 220.6 220.8 16.917 212.8 213.6 213.6 17.000 201.4 202.6 202.6 or 17.083 188.2 189.5 189.5 t- 17.167 174.2 175.5 175.5 161.7 17.250 160.3 161.7 17.333 147.1 148.4 148.4 17.417 134.8 136.0 136.0 r 17.500 123.6 124.7 124.7 17.583 113.6 114.6 114.6 17.667 104.7 105.6 105.6 110". 17.750 96.8 97.5 97.5 17.833 89.8 90.5 90.5 or 17.917 83.6 84.2 84.2 . 18.000 78.2 78.8 78.8 ..- == ==..e> _ .._:._ =an...sue =a =.= ......x=am .s_...: =. =.0 =_ _.=== Lim PROCESS SUMMARY OF STORAGE: INFLOW VOLUM!? = 102.142 AF r OUTFLOW VOLU :, = 102.142 AF • LOSS VOLUNI: . .000 AF If: FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE . 1l N t » » >UNIT- MYDROIiRAPH ANALYSIS<t «< It (UNIT- HYDRO6RAPH ADDED TO STREAM f2) WATERSHED AREA = 88.000 ACRES SASEFLOW = .000 CPS /SQUARE - MILE *USER EN"ERW "LAG" TIME = .222 HOURS ..! 12.23.'99 TH1 14:51 FAX 714 434612 JMTA Ze03 a il r di ill CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UM MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. AO VALLEY(UEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) _ 111 Low Los!: FRACTION s .346 *HYDROGitAPH MODEL #1 SPECIFIED* am SPECIFIED PEAK S - MINUTES RAINFALL(INCH). .57 ill SPECIFIED PEAK 30- MINU INC TES RAINFALL(H - 1.15 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH . 1.53 SPECIFIED PEAK 3 -HOUR RAINF*LL(INCH . 2.90 as SPECIFIER PEAK 6 -HOUR RAINFALL(INCH - 4.20 SPECIFIED PEAK 24 - HOUR RAINFALL(INCH . 9.90 III - USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: S- MINUTE FACTOR - .996 aN 30 - MINUTE FACTOR = .996 III 1 -HOUR FACTOR a .996 3 -NOUt FACTOR - .999 6 - HOUR FACTOR = 1.000 24 - HOUR FACTOR = 1.000 as ill UNIT HYUROGRA.PM TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG - TIME = 37.538 ill RUNOFF i4YDROGRAPH LISTING LIMITS: MODEL T.IME(HOURS) FOR BEGINNING OF RESULTS a 15.50 MODEL T[ME(HOURS) FOR END OF RESULTS = 17.00 III ==============. _ • - -- _ _._ -_- _ ==r= _xsc =xaxxa�sassxeax UNIT MYDROGRAPH DETERMINATION • INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.613 27.806 2 17.224 155.500 3 43.942 284.348 305.654 4 72.662 5 88.496 168.508 • 6 95.423 73.717 7 98.093 28.417 $ 98.372 8.299 9 99.451 6.159 1 99.780 3.504 11 12 100.000 1.752 .Sb4 TOTAL STORM RAINFALL(INCHES) s 9.90 A 3.22 TOTAL E'FECT IV E ( RAINFALL(INCHES) = 5.63 . Ilr TOTAL TOTAL STORM -FEET) a 23. 68.9568 1 lir a- m-- ase= m= �.=m . :== aa•aaasmamWWWWWWW- Wismsa-. =_ =xxu xxxxsx 2 4 - H O U R S TOR M R U N O F F H Y D R O G R A P H Iir x= =sxexx .....eass=xaaiai�amC _ x ==._=N_ == ��� x = =aa .a0 HYDROGRAPM IN FIVE- MINUTE INTERVALS(CF5) TIME(HR5) VOLUMi(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 15.583 26.5923 43.71 . Q .v 15.667 26.3826 42.15 15.750 27. ?796 43.13 . Q , V It 15.833 27.1986 46.32 Q V 15.917 27.9560 51.69 Q . V 12/23/99 THU 14:52 FAX 714 4346120 JMTA j004 ar As 1"- 16.000 28.9948 63.71 Q V 16.083 29.0563 96.05 . . Q • v 16.167 30.2379 170.70 . . • Q V AB 16.250 31.8221 230.90 . v Q twa 16.333 33.37E7 226.02 V Q 16.417 34.3940 147.42 . Q. V 16.500 35.02!1 91.64 . • Q V 16.583 35.46;8 64.27 . Q • V • • +n 16.667 35.8268 52.42 . Q • . v. • L" 16.750 36.16`4 48.74 Q V. 16.833 36.47 =.2 44.84 . Q V. 16.917 36.7540 41.50 . Q • V 17.000 37.02' 36.74 . Q V • r FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE a 3 » » >MODEL FLOW- • MROUGH DETENTION BASIN ROUTING « «< as SSGSSaiisass -..aaz ....sasasssaas sasaasaassas=flSCsa =s am I.. INFLOW (STREAM 2) L v _effective depth I I I (and volume) MS V detention I< -. >I outflow basin I I A I ( s d ead 9 e I basin outlet I:: V OUTFLOW (STREAM 2) IC ROUTE R UN? F F HINROG RAPH FROM STREAM NUMBER 2 THROUGH A FLOW - THROUGH DETENTION BASIN I:: USING FIVE - MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STDRAGE(AF) s SPECIFIED DEAD STDRAGE(AF) FILLED SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OMIT - 36.510 I: DETENTION BASIN CONSTANT LOSS RATE(CFS) = .00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: I: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FTC (CFS) (AF) 2 14.00 .01 36.510 IE 3 15.00 195.00 42.450 4 16.00 551.54 48.820 sass=csrr 0 TING w MOD D EL r RESUL_T5(5- MINUTES INTERVAL$=ar!a��= := ar: :ter Ir. TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (MRS) FILLED(AF) (CFS) DEPT$(F1) (CFS) VOLUME(AF) Ir. 14.083 .000 28.7 14.14 26.8 37.333 14.167 .000 29.6 14.14 27.3 37.349 14.250 .000 30.9 14.14 27.9 37.370 14.333 .000 32.2 14.15 28.6 37.394 Ir. 14.417 .000 33.3 14.15 29.5 37.420 30.3 37.446 14.500 .000 34.1 14.16 14.583 .000 34.8 14.16 31.2 37.472 14.667 .000 33.6 14.17 32.0 37.497 14.750 .000 36.4 14.17 32.8 37.521 IIIIN 14.833 .000 37.3 14.17 33.6 37.547 14.917 .000 38.2 14,18 34.5 37.572 12/23/99 THU 14:52 FAX 714 4346120 JMTA IJ 005 FL FL 15.000 .000 39.2 14.18 35.3 37.599 15.083 .000 40.3 14.19 36.2 37.627 15.167 .000 41.5 14.19 37.2 37.657 Aw 15.250 .000 42.9 14.20 38.2 37.689 FL _ 15.333 .000 44.4 14.20 39.3 37.724 15.417 .000 45.7 14.21 40.5 37.761 15.500 .000 45.5 14.22 41.5 37.788 15.583 .000 43.7 14.22 42.1 37.799 15.667 .000 42.2 14.22 42.3 37.798 lk 15.750 .000 43.1 14.22 42.4 37.803 15.833 .000 46.3 14.22 42.8 37.827 15.917 .000 51.9 14.23 44.1 37.860 16.000 .000 61-7_ 1.4.25 46..4 _37.996 166083 .000 96.1 4.30 53.6 38.289 16.167 0 170.7 14.42 69.8 38.983 16.250 .00 230.9 14.57 96_4 39.910 bA2w1 16.333 .000 226.0 14.69 123.2 40.618 � 16.417 .000 147.4 14.70 136.i " 40.695 16.500 .000 91.6 14.66 132.8 40.412 vJ 'IL 16.583 .000 64.3 14.59 121.6 40.017 m 16.667 .000 52.4 14.53 108.8 39.629 16.750 .000 48.7 14. 97.0- 39.297 16.833 .000 44.8 14.42 86.8 39.008 40 16.917 .000 41.5 14.38 77.9 38.758 Ilm 17.000 .000 38.7 14.34 70.2 38.541 27.063 .000 36.6 14.31 63.6 38.354 17.167 .000 34.6 14.28 57.9 38.194 17.250 .000 32.5 14.26 S3.0 38.053 do 17.333 .000 30.5 14.24 48.6 37.929 17.417 .000 29.0 14.22 44.8 37.820 17.500 .000 27.9 14.20 41.5 37.726 17.583 .000 26.9 14.19 38.6 37.646 17.667 .000 26.1 14.1.E 36.2 37.577 r 17.750 .000 25.4 14.17 34.0 37.517 L 17.833 .000 24.7 14.16 32.2 37.465 17.917 .000 24.1 14.15 30.6 37.420 18.000 .000 23.5 14.1S 29.3 37.381 am PROCESS SUMMAR'" OF STORAGE: L INFLOW VOLUME • 48.957 AF BASIN STORAGE it 36.444 AF (WIT?U 36.510 AF INITIALLY FILLED) OUTFLOW VOLUME s 49.023 AF LOSS VOLUME _ .000 AF C . 11.• FLOW PROCESS FROM NODE 1000.00 TO NODE 1000.00 IS CODE = 11 Ir r» »VIEW STREAM NUMBER 2 HYDROGRAPN ««< sIMMMNSSO4110/011S1.ss111PM MINNQM�MMS�M ssMISssSm•∎••..Mmas ST11EAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) li: TIME(HRS) VOLUMia(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 14.083 21.:1473 26.82 . Q . v . . C 14.167 21..1353 27.29 . Q V 14.250 21, :i273 27.89 . Q V 14.333 21. 28.63 Q v 14.417 21.9275 29.47 . Q . V . • 14.500 22.1363 30.32 . Q V . • if 14.583 22.3510 31.17 . Q V 14.667 22.:,713 31.99 Q v . 14.750 22.973 32.81 0 v . • 14.833 23.0289 33.63 . Q . v . . 14.917 23. 2662 34.46 . Q . v . . C 15.000 23.1098 35.32 Q V. . 15.083 23. 36.22 Q . v. 15.167 24.0149 37.17 . Q . V. 15.250 24.;:780 38.20 Q v. . 15.333 24.1486 39.30 . Q . V . r 15.417 24.3274 40.47 Q V 15.500 25.:1133 41. S1 Q . v 15.583 25.4035 42.14 Q V 15.667 25.11948 42.30 . Q . v . 15.750 25.9866 42.37 . Q . .v • • • r 15.833 26.:!817 42.85 . Q . .v 15.917 26.'1856 44.12 . Q . .V 16.000 26.!3086 46.90 Q. .v • Iii. "' 1223/99 THE' 14:53 FAX 714 4348120 JMTA 1006 ar 40 1 .01 16.083 27.27.7 53.60 . Q • V ; 16.167 27.7504 69.80 . • Q . v 16.250 28.42:4 96.41 . Q. V . dr 16.333 29.27'.1 123.23 . . . vQ • 16.417 30.2086 136.13 V Q 16.500 31.12:9 132.76 . VQ I.. 16.583 31.9605 121.62 . Q v 16.667 32.7096 108.77 . . .Q v • mg 16.750 33.37:3 96.9S . Q. v • • 16.833 33.9749 86.76 . Q • V 16.917 34.51:.4 77.91 • Q v • /.. 17.000 34.99!.1 70.23 • Q V • 17.083 35.43:2 63.62 . • Q v • • me 17.167 35.8322 57.92 . .Q v. • 17.250 36.19;0 52.98 Q V. 17.333 36.531.9 48.62 . Q. v. �* 17.417 36.84(4 44.80 . Q . V • 17.500 37.1261 41.48 . Q . . v . 4111 17.583 37.39:1 38.62 . a . v • 17.667 37.64.1 36.16 . Q . V 17.750 37.87.'6 34.05 Q V �* 17.833 38.0915 32.22 0 .v 17.917 36.30E5 30.64 . 0 . . .v . dr 18.000 38.51(0 29.25 . Q . . .v . I ... �o PLOW PROCESS FROM NOM 1000.00 TO NODE '111(6' IS CODE = 5.2 r III » » > MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< .. ._==== _ _ . - _ - -. - . _ raass===a1IMIUSs= 44 THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 2 INFLOW H''DROGRAPH av S- MINUTE INTERVALS(ReferenCe: the National Engineering Handbook. Hydrology, Chapter 17, page 17 -S2, August.1972, U.S. Department of Commerce). s ASSUMED REGULAR CHANNEL INFORMATION: EASEWI0T4(FT) s 22.00 CHANNEL z = .00 ow DOWNSTREAM ELEVATION(FT) • 1587.00 DOWNSTREAM ELEVATION(FT) s 1537.00 CHANNEL _ENGTH(FT) = 2800.00 MANNING'S FACTOR = .015 • CONSTANT LOSS RATE(CPS) _ ®ro CHANNEL ROTTING COEFFICIENT ESTIMATED: MAXIMUM TNFLOW(CFS) • 136.13 AVERAGE i=LOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 101.87 CHANNEL NORMAL VELOCITY FOR Q = 101.87 CF5 = 8.55 FPS _r ESTIMATED CHANNEL ROUTING COEFFICIENT = .834 MODIFIED CHANNEL ROUTING COEFFICIENT FOR S- MINUTE UNIT INTERVALS IS CSTAR = .852 err CONVEX METHOD CHANNEL ROUTING RESULTS: LESS MODEL INFLOW ROUTED LOSS +My • TIME (STREAM 2) FLOW (STREAM 2) (MKS) (CF5) (CF5) (CF5) 14.083 26.8 26.4 26.4 "" 14.167 27.3 26.8 26.8 14.250 27.9 27.3 27.3 mm 14.333 28.6 27.9 27.9 14.417 29.5 28.6 28.6 14,500 30.3 29.4 29.4 '" 14.583 31.2 30.3 30.3 14.667 32.0 31.1 31.1 - 14.750 32.8 31.9 31.9 14.833 33.6 32.7 32.7 14.917 34.5 33.6 33.6 °- 15.000 35.3 34.4 34.4 15.083 36.2 35.3 35.3 ,rya 15.167 37.2 36.2 36.2 15.250 38.2 37.1 37.1 15.333 39.3 38.1 38.1 -- 15.417 40.5 39.2 39.2 15.500 41.5 40.4 40.4 '" 12.23.99 THU 14:53 FAX 714 4346120 JMTA Z0Oe a aai 15.583 42.1 41.4 41.4 "' 15.667 42.3 42.0 42.0 15.750 42.4 42.3 42.3 a 15.833 42.8 42.4 42.4 15.917 44.1 42.9 42.9 16.000 46.9 44.1 44.1 -6 16.083 53.6 47.0 47.0 16.167 69.8 53.9 53.9 .r 16.250 96.4 69.5 69.5 16.333 123.2 94.5 94.5 16.417 136.1 120.0 120.0 .. 16.500 132.8 133.5 133.5 16.583 121.6 132.0 132.0 a 16.667 108.8 122.2 122.2 16.750 97.0 109.8 109.8 16.833 86.8 98.1 98.1 .. 16.917 77.9 87.8 87.8 17.000 70.2 78.8 78.8 „o 17.083 63.6 71.0 - 71.0 17.167 57.9 64.3 64.3 17.250 53.0 58.5 58.5 .. 17.333 48.6 53.5 53.5 17.417 44.8 49.0 49.0 AO 17.500 41.5 45.2 45.2 17.583 38.6 41.8 41.3 17.667 36.2 38.9 38.9 .a 17.750 34.0 36.4 36.4 17.833 32.2 34.3 34.3 17.917 30.6 32.4 32.4 me 18.000 29.3 30.8 30.8 ,.. PROCESS SUMMARY OF STORAGE: INFLOW VOLUME . 49.023 Al OUTFLOW VOLUME a 49.023 AF As LOSS VOLUME _ .000 AF .. AO FLOW PROCESS FROM WORE 6000.00 TO NODE 6000.00 IS CODE = 1 )> »)UNIT- HYDROGRA 2 H ANALYSIS « «< Sy...s.... -- sass, - ssss. -. .asa..na+. =smassas=s=.z or (UNIT- HYDROGRA'H ADDED TO STREAM 1#3) .. WATERSHED AtEA - 126.000 ACRES BASEFLOW s .000 CFS /SQUARE-MILE ar 'USER ENTERED "LAG" TIME - .240 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) .. MAY SE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVE.OPED) S - GRAPH SELECTED „N MAXIMUM WATERSHED LOSS RATC(INCH /HOUR) s .315 Low Loss RRcT20N = .278 . *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 3- MINUTES RAINFALI(INCH)= .57 ar SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.15 SPECIFIED Plod( 1 RAINFALL INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL INCH) = 2.90 '"- SPECIFIED PEAK 6 -HOUR RAINFALL INCH) • 4.20 SPECIFIED PEAK 24 - HOUR RAINFALL INCH) . 9.90 ar 'USER SPECI =IED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: .. 5- MINUTE =ACTOR . .995 30- MINUTE =ACTOR . .995 1 -HOUR FA:TOR a .995 • AO 3 - HOUR FAI:TOR = .999 6 -HOUR FACTOR a 1.000 a 24 -HOUR FACTOR a 1.000 ,yo UNIT HYDROGRAPH TIME UNIT . 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME s 34.722 .. RUNOFF HYDRI)GRAPH LISTING LIMITS: am MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(IIOURS) FOR END OF RESULTS . 17.00 .. .r / 12 THU 14:54 FAX 714 4346120 JMTA Zoos .r ilL ar iwwaasssissasia.ass mtasssssssi *asaaraasNwNws:sarua sisirs,waszsc=a =as= seal= =sue UNIT HYDROGRAPH DETERMINATION AO IL INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1. 2.308 35.165 AM 2 14.779 190.042 /40 3 38.225 357.278 4 66.233 426.775 5 84.561 279.291 6 93.250 132.399 de 7 97.213 60.402 8 98.477 19.248 9 99.128 9.920 10 99.651 7.976 11 99.913 3.988 12 100.000 1.329 e TOTAL STORM RAINFALL(INCMES) ■ 9.90 TOTAL SOIL L035(INCHES) = 2.59 TOTAL EFFECTIVE RAINFALL(INCHES) w 7.31 e s TOTAL SOIL -LOSS VOLUNE(ACRE •FEET) a 27.1517. I,.., TOTAL STORM RUNOFF VOLUME(ACRE -FEET) a 76.7593 1 • I ds as===w -- :. wasasazr.Msfraar w.i ss I.. 2 4 -HOUR S T O R M R U N O F F H Y D R O G R A P H l ow �sasa=s.irar.� sar.s:aaa - arssassasamasa assay : sawwaasaes =assn amaaa maans HYDROGRAPH IN FIVE •MINUTE INTERVALS(CF5) l ow TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 w,. • 15.583 42.0905 69.68 . Q • .v • . 15.667 42.5533 67.20 . Q . . V • 41. 15.833 43.02:11 67.92 . Q . v • 15.833 43.S136 72.24 . Q • . v • 15.917 44,0707 80.16 . Q . . v • „., 16.000 44.7342 96.34 . Q. . v • 16.083 45.6891 138.65 . . Q . v . 16.167 47.29;;5 233.24 . • QV . r. 16.250 49.4762 316.64 . . V .Q • 16.333 51.76;2 332.08 . . v . 0 . ..,. 16.417 53.43:.4 242.22 . . Q V . . • 16.500 54.50110 156.04 . Q • Y . 16.583 55.2690 110.87 . .Q . v . . almi 16.667 55.86'1 86.76 . Q . v. . 16.750 55.404 +5 78.32 . Q . • v. . ,,, 16.833 56.9057 73.06 • . Q . v. • 16.917 57.37;5 67.20 . Q . . v. • wr 17.000 57.807.7 62.31 . Q . v . tea. FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE ■ 7 i »> »STREAM NUMBER 3 ADDED TO STREAM NUMBER 2 « « < ==='w =si iww3R S....w a..i isai i..........S.a........ =iw =... S FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 IS CODE = 6 » »> STREAM NUMBER 3 CLEARED AND SET TO ZERO« «< a+asamma ssii..saam ssawwwsasiwat_w1M6 awwas -- wwasassa+swwas =as =..i ON ... le FLOW PROCESS FROM 400E 6000.00 TO NODE 6000.00 I5 CODE a 11 1). .. 12.23/99 MI" 14:54 FAX 714 4348120 JMTA Ii11009 s t" IL » »»VIEW STREAM NUMBER Z HYDRCGRAPN « «< rSa2WOOq MMUMSO /1USs--- UMp ss alsaa. Nmxsarsssaosasssaxsaraas•E.iasa erg STREAM NYDROGRAPM IN FIVE - MINUTE INTERVALS(CFS) IL TIME(HRS) VOLUME(AF) Q(CFS) 0. 125.0 250.0 375.0 500.0 IL= 40 14.083 55.6056 71.54 Q • v 14.167 56.1104 73.30 • Q • V 14.250 56.6314 75.65 Q V . 14.333 57.1711 78.37 . Q • v . • . 14.417 57.7279 80.84 . Q . v . . 14.500 58.2999 83.06 . Q v . 14.583 58.8863 85.14 . Q v . li 14.667 59.4867 87.18 . Q v . 14.750 60.1C14 89.25 . Q • v. . 14.833 60.7310 91.43 . Q . v. • . 1[: 14.917 61.3762 93.68 . Q . V. 15.000 62.0380 96.09 Q V. 15.083 62.7173 98.64 Q V. • 1 • 5.167 63,4159 101.44 . Q . v . 15.250 64.1354 104.46 . Q . v . 1: 15.333 64.8781 107.84 . Q . V 15.417 65.6427 111.01 . Q . V 15.500 66.4354 112.21 . Q . v 15.583 67.1104 111.07 . Q . .v • • 15.667 67.9328 109.24 . Q . .v • li: • 15.750 68.6116 110.19 . Q . .V 15.833 69.4111 114.63 . Q. . v • 15.917 70.3285 123.04 Q. • V • 16.000 71.2560 140.49 . .Q . v 16.083 72.5 ;46 185.65 . . Q . v • • 16.167 74.5!19 287.10 . Qv 16.250 77.2!.11 386.12 • v Q 16.333 80.1488 426.56 . • v Q 16.417 82.6432 362.19 . . . v Q . . 16.500 84.6.72 289.52 - • • Q v • • li: 16.583 85.37.00 242.89 . Q. V 16.667 87.7 ;•89 208.94 . • q V 16.750 89.0449 188.17 • Q v . 16.833 90.2:35 171.13 . . a v . . 16.917 91.2907 154.96 . .•Q . v. . ii: 17.000 92.Z(24 141.09 . Q V. 17.083 93.11.46 129.55 . G • V. • 17.167 93.993 119.74 Q. V. • 17.250 94.7418 110.72 . Q . . V • 17.333 95.44.77 102.50 . Q . • v lr: 17.417 96.1056 95.52 . Q . V 17.500 96.7 ;33 89.69 . Q V 17.583 97.3069 84.74 . q V • 17.667 97.8614 80.51 Q .v , 17..750 98.3904 76.82 . Q . . .v . 1[: 17.833 98.8972 73.58 . Q v 17.917 99.31.43 70.73 . Q .v • 18.000 99.8!41 68.21 • Q v Ir mi . F LOW PROCESS FR(IM.NODS 6000.00 TO NODE 6000.00 IS CODE a 7 «eirr , » »STREAM NUMI.ER 2 ADDED TO STREAM NUMBER 1 « «< ir .fl a a.-- M. ww' sssaawsssasasZiOsasasaa. msz zaasasaass :ssasaaa :sas =saas.s 1 • ir FLOW PROCESS FROM NODE 6000.00 TO NODE 6000.00 I5 CODE s 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO « «< = = == =sari =S•= =z •- . ........RtNiisas =s c= rsrrasasaas= asasaarasa ir i F LOW PROCESS FROM NODE 9999.00 TO NODE 9999.00 I5 CODE • 1 8ALfN 1 0 » »UNIT- HYDROC,RAPH ANALYSIS « «< r i =- -- a= r= r...... .=as rasa: sM.r. rw =....w......rNr..s.s.......sa .. (UNIT- HYDROC,RAPH ADDED TO STREAM 02) t ali .... y.. 12.23:99 THU 14:54 FAX 714 4346120 JMTA Z 01 ; ;. 17.083 17.6 I8.0 18.0 17. :.67 16.3 16.7 16.7 17.::50 15.2 15.6 15.6 17.:133 14.3 14.5 14.5 17.47 13.4 13.7 13.7 17.!00 12.7 12.9 12.9 17.583 12.2 12.3 12.3 17.667 11.7 11.8 11.8 17.;50 11.3 11.4 11.4 ill 17.d;33 10.9 11.0 11.0 17.9/7 10.6 10.7 10.7 18.000 10.4 10.4 10.4 ......s.l...aaaio..Man. - -- .......szzaxsi ..x..a.acs.....=.. =__ is PROCESS SUMMARY OF STORAGE: INFLOW v(LUME = 20.939 AF OUTFLOW voLUNE • 20.939 AF LOSS Y('_UME • .000 AF Iiiii A FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE i 1 A 7 » »> UNIT- NNOROGRAPH ANALYSIS « «< it ill 9Le..i.Jfi•! 'iiss - .. ._ .. fiasss•iii.•l ss..s=sa..3iii (UNIT- NYDROGRAPH ADDED TO STREAM #3) ill WATERSHED AREA = 69.200 ACRES BASEFLOW ■ .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME . .196 HOURS CAUTION: LAO TIME IS LESS THAN S0 HOURS. THE S- MINUTE PERIOD UM MODEL (USED IN THIS COMPUTER PROGRAM) MAY 8E TOO LARGE FOR PEAK FLOW ESTIMATES. ill VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCM /HOUR) _ .282 LOW LOSS FRACTION = .251 •HYDROGRAPH MODAL fl SPECIFIED* lili SPECIFIED PEAK 5- MINUTES RAINFALL(INCH). .57 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH )• 1.1S SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.53 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.90 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) • 4.20 lir SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) • 9.90 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: S- MINUTE FACTOR . .997 30 MINUTE FACTOR = 997 1 -HOUR FACTOR a .997 3-HOUR FACTOR • 1.000 6 -HOUR FACTOR . 1.000 24 ■HOUR FACTOR • 1.000 UNIT HYDROGRAPH TIME UNIT • 5.000 MINUTES UNIT :INTERVAL PERCENTAGE OF LAG -TIME • 42.517 1 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 15.50 MODEL TIME(HOURS) FOR END OF RESULTS = 17.00 III .....s................. s.,i - x. �.......=.= 3:f11.s..............ei== ==ax == UNIT HYDROGRAPH DETERMINATION 111 11 ' INTERVAL "S' GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CKS) 1 3.253 27.227 2 21.881 155.892 3 54.265 271.019 4 81.458 227.572 5 93.223 98.463 6 97.626 36.844 7 98.775 9.623 8 99.439 5.552 9 99.776 2.818 10 99.944 1.409 11 100.000 .470 12/23/99 THU 14:55 FAX 714 4346120 3MTA fi 1 i?I'; TOTAL STORM RAINFALL(INCHES) = 9.90 TOTAL EFFECTIVE SOIL-LOSS(INCH ■ 7.57 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) 13.4558 TOTAL STORM RUNOFF VOLUME(ACRE -FEET = 43.6116 1 1 sse.mw-ssissss-s/ s- sswarwwwL=apssm=u2sss- ss-sss G=S.sim===ro - /:lass =sxms 2 4 - H O U R S T O R M : : : :R U N O F F H Y D R O G R A P H sNfsessas2ss =Y....musssrssa s=:ss=ss==assss=xs=s= sssssssas HYDROGRAPH IN FIVE•MINUTE INTERVALS(CFS) TIME(HRS) VOLLME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 15.583 24.1233 38.68 . Q • • v • ~° 15.667 24.3824 37.62 . Q • • v 1S.7S0 24.6528 39.27 . Q • • V 15.833 24.9469 42.70 • Q . V Il ' 15.917 2:.2797 48.32 . Q . V 16.000 2!.6921 59.88 . Q • . V • 7,4 16.083 21.3195 91.10 . . Q V . P 16.167 2/.4381 162.42 . .Q V 16.250 21.8888 210.64 . V Q . 16.333 3(.1013 176.07 . . Q v 16.417 3(.8112 103.07 . . Q . V . • - 16.500 31..2608 65.28 • Q . . v . . 16.583 37..5995 49.18 Q . V - 16.667 3]..9121 45.39 Q V. 16.750 31.1998 41.78 . Q V• 16.833 31.4665 38.72 . Q v. . 16.917 31.7150 36.08 • Q . V • Iii! 17.000 32.9494 34.05 Q . V ill FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE • 7 » »»STREAM NUMBER 3 ADDED TO STREAM NUMBER 2 « «< x�._-S = = = ==mw MMws asisis=00rw+=sssaasszssasssss :s s:ss7c=isss FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE - 6 «. » »> STREAM NUMBER 3 CLEARED AND SET TO ZERO « «< VI ss - i - - sits - - s31=== t-ss --NSl is s= ass=s sssssx=ss ottassc=ssxssx Al ' III FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE s 3 » »»MODEL FLOW - THROUGH DETENTION BASIN ROUTING««< sett. =a ... sw=sesSSC:rasscrx=ssss a sasssps=ss -se s=as=s....: 111 INFLOW so (STREAM 2) 1 v _effective depth III I f I (and volume) V detention I < - - >j outflow I basin I I A I dead 1 bas outlet 12/23,99 THLT 14:55 FAX 714 4346120 JMTA Cb 412 r P OUTFLOW ( STREAM 2) i ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW - THROUGH DETENTION BASIN PI USING FIVE- MINUTE UNIT INTERVALS: SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAL' STORAGE(AF) : SPECIFIED DEAD STORAGE(AF) FILLED .000 SPEC'.IFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET : 18.860 DETENTION BASIN CONSTANT LOSS RATE(CFS) : .00 .°' BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) '4" 1 12. 00 .00 18 .860 3 13.00 416.00 23.400 4 14.00 1176.63 28.320 __ - -_ ---- saegmes=seu...s..aes.s.uwww sss as....sas.ssss ......asa ..sssa BASIN ROUTING MODEL RESULTS(5- MINUTE INTERVALS): TIME DEAD - STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HR!1) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 14.083 .000 37.8 12.09 36.8 19.265 14.1117 .000 39.0 12.09 37.5 19.275 rr 14.2:10 .000 40.7 12.09 38.6 19.289 14.313 .000 42.4 12.10 40.0 19.305 14.417 .000 43.7 12.10 41.5 19.320 14.51)0 .000 44.8 12.10 42.8 19.334 14.533 .000 45.9 12.11 44.0 19.347 :so 14.6117 .000 4b.9 12.11 45.2 19.359 14.Ti0 .000 4$,0 12.11 46.3 19.371 14.833 .000 49.1 12.12 47.4 19.383 14.9[7 .000 50.4 12.12 48.5 19.396 15.0)0 .000 51.7 12.12 49.7 19.409 15.033 .000 53.1 12.12 51.0 29.424 15.1 .000 54.7 12.13 52.4 19.440 15.210 .000 56.5 12.13 53.9 19.457 25.333 .000 58.5 12.14 55.6 19.477 15.4'[7 .000 60.2 12.14 57.4 19.496 15.51)0 .000 59.9 12.14 58.7 19.505 :6 15.533 .000 57.6 12.14 58.7 19.497 15.667 .000 56.2 12.14 57.9 19.486 15.7'10 .000 57.7 12.14 57,0 19.487 15.8.13 .000 61.4 12.14 58.4 19.508 15.917 .000 68.1 12.15 61.5 19.554 16.400 .000 82.0 12.17 68.0 19.650 16,0113 .000 119.0 12.23 83.6 19.894 16.1117 .000 204.5 12.35 121.1 20.469 ll'Iii 16.2i0 , , .000 275.2 12.50 .178 21.138 ��„� `7 16.333A. .000 257.1 12. S6 220. 21.391 �,- 16.4:17 .000 182.6 12.50 220.``11 21.133 16.500 .000 130.6 12.41 189.6 20.126 v �..�'10 ry 16.533 .000 98.9 12.33 153.7 20.349 16.6117 .000 83.5 12.27 123.7 20.072 �,_-- �. 16.7 :;0 .000 72.4• 12.22 101.8 19.869 16.8;13 .000 64.3 12.19 85.7 19.722 .000 58.3 12.17 74.0 19.613 16.917 17.01)0 .000 53.8 12.15 65.4 19.534 17.0733 .000 50.4 12.14 59.0 19.475 17.1117 .000 47.3 12.12 54.2 19.427 17.250 .000 44.2 12.12 50.1 19.387 17.333 .000 41.4 12.11 46.6 19.351 17.4:0 .000 39.3 12.10 43.6 19.321 LE 17.500 .000 37.6 12.10 41.2 19.297 17.5113 .000 36.2 12.09 39.1 19.277 IIIII 17.6117 .000 35.1 12.09 37.S 19.260 17.7!10 .000 34.0 12.09 36.1 19.246 17.813 .000 33.1 12.08 34.8 19.234 17.917 .000 32.2 12.08 33.8 19.223 18.000 .000 31.4 12.08 32.8 19.213 2? 12%23/99 THU 14:58 FAX 714 4348120 JMTA 2013 I • PROCESS SUMMARY OP STORAGE: INFLOW VOLUME = 64.551 AF BASIN STORAGE = 18.660 AF (WITH 18.850 AF INITIALLY FILLED) OUTFLOW VOLUME = 64.551 AF LOSS VOLUME w .000 AF FLOW PROCESS FLOM NODE 7000.00 TO NODE 7000.00 IS CODE • 11 >».»VIEW STREIA1 NUMBER 2 HYDROGRAPH ««< • .swwwwwwew...wwwww.w.ww@ - - «www.. ..w.waxww.. i . STF :EAM HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 11 14.083 28.6501 36.77 . Q v . 14.167 28.9087 37.55 . Q • v . • 14.250 29.:.749 38.64 . Q . v . • 14.333 29.1505 40.02 . Q • v . • 14.417 29.7360 41.46 . Q V . 14.500 30.0308 42.80 . Q v . 14.583 30.:1340 44.02 . Q . v . . 14.667 30.6450 45.16 . Q . v . • 14.750 30.9637 46.27 . Q v. 14.833 31.3900 47.37 14.917 31.11241 48.52 Q V . 15.000 31.9665 49.72 Q V. V. . 15.083 32.3178 51.01 . Q . v . r 15.167 32.6788 52.41 . Q . v 15.250 33.11502 53.94 Q • V 15.333 33.1333 55.63 . Q . V 15.417 33.3287 57.40 . Q . V 15.500 34. 2328 58.68 15.583 34.11373 58.73 . Q . .v 15.667 35.4)358 57.87 Q .v F 15.750 35.1313 57.43 . Q . .v 15.833 35.3338 58.45 Q V 15.917 36.2573 61.49 . Q . . v . 16.000 36. :257 68.01 Q. . v v ir 16.083 37.1015 83.60 . .Q 16.167 34.;1354 121.09 Q . V 16.250 39.3617 178.06 . 16.333 40.13790 220.31 . . . Qv V Q . . 16.417 42.3947 220.08 Q V V Q 16.500 43.'006 189.61 . 16.583 44.''591 153.69 . Q V • 16.667 45.6111 123.72 . . Q V 16.750 46.1120 101.76 . . Q . v , irw 16.833 46.9024 85.73 . .Q V. 16.917 47.4122 74.01 . Q. V. 17.000 47.3625 65.39 . Q V. 17.083 48.;!690 59.03 Q v, 17.167 48.6420 54.16 . 17.250 48.9873 50.13 Q Q 17.333 49.3084 46.62 v 17.417 49.11088 43.63 . Q V i'. 17.500 49.11923 41.16 . Q . . V L 17.583 50. :1618 39.13 . Q . , v 17.667 50.4198 37.46 . 0 . . .v 17.750 50.13681 36.05 . Q . . ,v 17.833 50.9081 34.84 . Q .v 17.917 51. :L407 33.78 . Q . .v 18.000 51.3668 32.83 . Q . . .v _ FLOW PROCESS FROM NODE 7000.00 TO NODE 7000.00 IS CODE • 5.2 >» »MODEL CHANNEL ROUTING BY THE CONVEX METHOD « «< wwwwwwe sswww/wwwlAwwwwww.... aww...... .= ssazssa.. -==. - 22?-SSls THE MOD :iFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTI: THE STREAM 2 INFLOW HYDROGRAPH BY 5- MINUTE INTERVAI.S(ReferenCe: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August.1972. U.S. Department of Commerce). 7 12/23/89 THU 14:56 FAX 714 4346120 JMTA 11013 1 h ASSUMED REGULAR CHANNEL INFORMATION: ril BASEWZDTH(FT) _ .01 CHANNEL Z = 8.00 UPSTF ELEVATION(FT) = 1553.00 DOWNSTREAM ELEVATION(Ff) = 1537.00 . CHANNEL LENGTH(FT) = 2460.00 MANNING'S FACTOR = .025 . CONSTANT LOSS RATE(CFS) = .00 Iii CHANNEL. ROUTING COEFFICIENT ESTIMATED: . MAXIMMUM INFLOW(CFS) = 220.31 Pi! AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 172.37 CHANNEL NORMAL VELOCITY FOR Q = 172.37 CFS = 4.89 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = .742 .. MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT IMTERVALS IS CSTAR = .692 CONVEX METHOD CHANNEL ROUTING RESULTS: I OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) (HRS) (CFS) (CFS) (CFS) „.., 14.083 36.8 35.8 35.8 III 14.16;' 37.5 36.4 36.4 14.25+) 38.6 37.0 37.0 14.333 40.0 38.0 38.0 14.41 41.5 39.2 39.2 ...„ 14.50+) 42.8 40.S 40.5 14.583 44.0 41.9 41.9 14.66'' 45.2 43.2 43.2 14.75 +) 46.3 44.4 44.4 14.833 47.4 45.5 45.5 , 14.91 48.5 46.6 46.6 /I/ 15.000 49.7 47.7 47.7 15.081 51.0 48.9 48.9 15.16 52.4 50.1 50.1 15.25+3 53.9 51.5 51.5 i.. 15.333 55.6 S2.9 52.9 15.41 57.4 54.5 54.5 15.50) 58.7 S6.2 56.2 15.583 58.7 57.7 57.7 15.66 57.9 58.4 58.4 15.75+) S7.4 58.2 58.2 15.83.3 58.4 57.7 57.7 15.91' 61.5 58.1 58.1 16.00+) 68.0 59.9 59.9 16.08 83.6 64.4 64.4 16.16' 121.1 75.1 75.1 16.25 0 178.1 100.6 100.6 144.6 16.333 220.3 144.6 16.41' 220.1 189.9 189.9 16.500 189.6 210.8 210.8 16.583 153.7 201.3 201.3 16.66 123.7 174.4 174.4 16.750 101.6 144.4 144.4 16.83 85.7 116.6 118.6 16.91? 74.0 98.6 98.6 17.00+1 65.4 83.5 83.5 17.083 59.0 72.4 72.4 17.16? 54.2 64.2 64.2 17.250 50.1 58.1 58.1 17.33 46.6 53.3 53.3 17.41? 43.6 49.3 49.3 17.500 41.2 45.9 45.9 17.583 39.1 43.0 43.0 17.66' 37.5 40.7 40.7 17.75+) 36.1 38.7 38.7 L 17.833 34.8 37.1 37.1 17.917 33.8 35.7 35.7 18.000 32.8 34.6 34.6 -.-- asayflommulm=SS Wss sasass==== == =s ==s= =ass= PROCESS SUMMMY OF STORAGE: INFLOW VOLUME - 64.554 AF OUTFLOW VOLME - 64.554 AF LOSS VOLUME _ .000 AF . . 1 1 /' - -- -- 4;001 . 011 M. mu:plen a A700oATC.11C. A Division of The Yew Co:npades TRANSMITTAL To: 1 eyl k. ‚31,, £J Date: 911c/91 Project: 42/A? A r Project No. // Od2 $l Oto ❑ U.5. Mail is Courier ❑ Federal Express Li' SAX (number of sheets- includi g transmittal sheet) Comments: !1/4,k , 7714 9 _ G--./ 1414 fr hul 0411 Mow- m44.--.Vir 6ii 1,2 d iS v ■-•SS4 si <-■I rte cc: ENGINEERING MANAGEMENT PLANNING 3131 Airway Avenue, Suite Q-1 Costa Mesa, California 92626 714 434 -9080 i•AX 714 434 -6120 .,.71.1 01002 • LEWIS HOMES OF CALIFORNIA SIERRA LAKES INTEGRATED FLOOD CONTROL WATER CONSERVATION AND STORM WATER QUALITY MANAGEMENT SYSTEM - SUMMARY REPORT ADDENDUM #1 September 1998 / pFESSIpN (Revised January 1999) , t !. • O �r 010.1 7663 1/2 . - #pe... *. OF CAIN Prepared by: John M. Tettemer and Associates, Ltd. tel Max Vahid, President Alan A. Swanson, Senior Vice President John S. Wolter, Senior Project Manager LI 4J 003 Ii L i Table 3 Sierra Lake Infiltration System 1 Summary of Sand and Gravel Acreages II + Final Design Per Final Golf Initial Design (1998 and 1993 Course Grading (1993 Curve) _ Curves) Plans 11 Sand Gravel Sand Gravel Sand Gravel Infiltration Area Area 30% 50% Area Area Area Area Basin # Location (AC) (AC) Red. Red (AC) (AC) (AC) (AC) m 0.15 1.36 0.17 1.34 1 14 &15 0.21 1.91 X - r Fairways 2 6 & 17 0.08 0.73 * * 0.08 • 0.73 0.11 0.73 Fairways 3 Practice 0.74 6.73 - X 0.37 3.36 0.39 3.37 Range ir-- 4 8 Fairway 0.20 1.83 X - 0.14 1.27 0.18 1.28 5 6 Fairway 0.20 1.82 * • 0.15 1.36 0.15 1.64 r- 6 11 & 12 0.29 2.64 X - 0.20 1.82 0.22 , 1.85 Fairways r- 7 S Fairway 0.24 2.18 X - 0.17 1.55 0.19 1.53 8 1 & 10 0.06 0.55 X - 0.04 0.38 0.07 0.38 Fairways I- 9 2 & 3 0.17 1.55 X - 0.12 1.09 0.15 1.09 Fairways I 10 13 0.13 1.18 * * 0.13 1.18 0.13 1.17 Fairway , Totals 2.32 21.11 1.55 14.10 1.76 14.38 1 * Initial Design values used for final design I The coarse subgrade materials, (poorly graded gravel with cobbles) which exist at the final basin locations has resulted in a higher infiltration rate than the subgrade material ( poorly graded gravel and.sand with cobbles and boulders) at the original test pit location. The higher infiltration rate will allow for a 0.77 acre i reduction in sand area and a 7.01 acre reduction in gravel area for the final basin construction. o.,»►tOIUT 13 TAJ.�E 4 SIERRA LAKES Infiltration System Results of Flood Routing Studies • Grading Plan Rccom'od Design Condition r Failure Mode Condition 2 In6ltratio Location Measured Gravel Penang Peak 100-Year Peak WS EL + 3' Pondmg Peak 100 -Year Peak WS EL + 0' Karim= Pad Elan. Basis Sand Area Area Depth Stage Storage Volume Freeboard Depth Stage Stomp Volume Freeboard on Grading Flan (a) (a) (ft) (ft) _ (�) (ft) _ (ft) (It) (ac-ft) (It (ft) 1 1416 a 1516 Fairways 0.17 1.36 7.73 1581.73 1025 1584.73 14.70 1581.70 40.70 1 588.70 1589.00 2 16th a 17th Fairways 0.11 0.73 8.41 1616.41 3.76, 1619.41, 9.77 1617.77 5.28 1617.77, 1620.00 3 Practice Range 0.39 3.36 17.52 160452 58.54 1607.52 17.38 1604.38 57.31 1604.38 1607.50 4 8th Fairway 0.18 127 7.92 1625.92 7.48 1628.92 12.20 1630.20 23.49 1630.20 1632.00 S 6th Fairway 0.15 1.36 8.34 158834 4.83 1591.34 1231 1592.51 11.84 1292.51 1595.00 , . � ✓ - ✓ - 6 11th alt 12th Fairways 0.22 1.82 9.65 1532.65 17.11 1535.65 13.54 1536.54 33.35 1536.54 1541.00 7 516 Fairway 0.19 1.55 8.01 1550.01 7.49 1553.01 12.56 1554.56 21.39 1554.56 1557.60 8 1st t 10th Fairways 0.07 0.38 3.40 1569.40 132 1572.40 8.77 1574.77 12.64 1574.77 1575.00 -t 9 2nd « 3rd Fairways 0.15 1.09 6.25 154225 3.82 154525 13.52 1549.52 25.41 1549.52 1551.00 10 13th Fairway 0.13 1.18 5.34 1579.34 2.03 1582.34 8.44 1582.44 . 5.44 1582.44 1582.50 r Dssip eaaditiar award adakes' raradfao as a6Ya drainage am nasal tiroa86 Ja8ltratian Basin 3; AMC Sli; Tbaaday mom aaalyda. r Failure geode eeaditiaa awed so °Site mug and 16s ia4ration capacity alas basiaa is reduced to zero. The esdy diacYads flea the balsa would be overflow ktweaaleaio and overflow to 'A" sad'B`Sreeta. r 3' freeboard it got provided for Baca No. 3. c . C { aa9-11 A3104TBL 15 g 00 D. Results of Flood Routing Studies The results of the flood routing studies for both the Design and Failure Mode Conditions are summarized in Table 4 on Page 15. The data tabulated indicate that the freeboard requirements are met for both analysis conditions. Summary I calculations are included in the Appendix. Mode analysis indicates overflow locations an The results of the Failure Mod analys di and peak discharges as follows: 1. Overflow from Fairway 6 to Fairway 5 (Basin 5 to Basin 7) of 81 cfs. 2. Overflow from Fairway 13 to Fairways 11 and 12 (Basin 10 to Basin 6) of 4 cfs. 3. Overflow into "B" street from Fairways 14 and 15 (Basin 1) of 136 cfs. 4. O•ierflow into "A" street from Fairway 5 (Basin 7) of 220 cfs. Flood routing calculations are included in the Appendix. i?ry 1v1 5 0 . P�� u> > -t) S �, �-�- � Ft. i /LA) IV ca.Il,wimarr 14 1 . MAD OLE AND ASS INC, Jos - ' - i " • SHEET NO. ...• • , r... (■. .o , . 1 Or OF THE INLAND DATE..,........„. =camp BY .ir VON ra," 4 I/ *lee DATE-.....--...-..—... . RANCHO CUCAMONGA, CA 91730 CHECKED BY DATE PHONE (OM B484311 SCALE . . , : . . . • : • . . : . . . .• .• . : . : 1 : • . i _ - - -----....,-- : : • . • : . . • MAV ANY , - : : : • : - . : • -.-- : ..• : , : : : ... -• . • 1 • 6.. !-----i----i• -:--• op( <„*. 1 : : . : : : vs • o NA --- . H 0. : • :• i , '.. . 1 i 1 ' 1 i i 111 \ • • : . • VI 4.1 , • — . . : . : . . L.1 :• - : : • • • I- ......_...... , . : . . • 1 ..•,: _ . i •I •;.%. • : : .• : : .• : • : : : . . : . : .• : : . . — - __ ... • . • , . • : : , : -,,, , . 4.. • - : : • :Itit. . , _ : - 111 i : : : ! : , cb 4 .. .. ,.....___.. _ • . . • ,.. : n i • % N • • . ___,........_:.. . • . : . . : • . . : • _ .......... . ..L.... • h. *...........-:-... 7 . f41.___ t . _ . : . : • . 16, 4t. :4) • 0 . __. ,.. : - . • : : . • • . . . .3''.; -- : i i Its —..............._. .. : • • : • • : . ..........—... . • - • • : . • ON : ! • 1 : . : • : ; : : : i : : ; : 4 .........,- —a...._ ----- — • • , EV --- -.:- - . . • . • . . , , . : : ; : • • : . 4- • : • VA : 0 — '-----:—.-- 7 . -. 1 7 ' \ : - . . . • . I.- • 4. 1 C) . - • -7-- • ..-7- . ' • ' : ' • " 41. C4 . : -H.:C.--- ' i CI : : 1 $ • _...• . : • ' : . cts . • : 1 • • - • • • • : . : . : . . • . . --- , ----. ...---, ... --..... ..,.. -. . i --- r ....—.-- 7 :... ..!...,—: . _ ...± .. .: ___.; . .;__ .__. ; • ( . . . . . ---------• •"•--- ----.. -- t ---- ---. . --- -7- - - - '•-• • -- -.- - : . . . : - • ------ : : : : : : : • • • . • : : : : i : : : : • : : . : . . . . . : : • : : • • . . /03 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** SIERRA LAKES, CITY OF FONTANA - STREET CAPACITY ALONG SIERRA LAKES PKWY. AT SUMP LOCATION, 39 +50, INCLUDING A 6" CURB AT R/W * * Q10 CHECK FOR ELEVATION RELATED AT TC. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 13:53 6/29/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 10.00 99.80 3 10.22 99.13 4 38.50 98.56 5 39.78 98.42 6 40.00 99.09 TG • 7 55.16 99.39 8 55.33 99.91 • 9 55.53 99.91 SUBCHANNEL SLOPE(FEET /FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 4.0 SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.27 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1.771 SUBCHANNEL FROUDE NUMBER = .797 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 14.81 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .15 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 4.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 4.02 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 98.83e�- 1 Et. is eecow r.. 91.o?) t#. 83 e/C NOTE: WATER SURFACE IS BELOW EXTREME JOB .5 A ,..1 L. .1 , c 6 S , c/ Ty �f fi r MADOLE AND ASSOC/ATES, INC. Neu OF THE INLAND EMPIRE Na N DATE________ • 10801 CHURCH STREET STE. 107 CA"' ILMED BY 5 VeAereM4 DATE 4 / C AW RANCHO CUCAMONGA, CA 01730 PHONE (OM 048-1311 CHECKED HY DATE • SCALE : 0 ' . : :: i : : : : : : : : : • :: : . 41449-r* MAI I( 7/ i!./ : l; : : i : -- t — V ; — t — T : • i • ka • . • : : o • MOW I //049YA4 " f • . i : - : : Nil ............... i.--.......... , ' • j . A JP -•--- - , . . : : • . . . . • • . .. 1 I • : : ' . 4 ..._;.........-....._:........... . • :• . : : . . - • : . : • Z , : .• -r- • : • • : : . . . • . • . : • • : _ .._ : . . F : : ; ; S'■ ; : • . ' • ' - ; : 1...: : • . : . : .. : . . . . ....................-................ .• ! : . . . : : : : : I : 4 6 • ... : . . :• . .• i i i : -- ""71111 i i • 4 •••••-•4.-•••••••••---- ; hili • c$ c) - • • .......,....--... . • • : ! ; ! • : • • • 1... ....;..... - • . : c-I• ' : lfr tk. . : . " • • • ak , ••■• 4K. 44 .■••.................. .. • : . . .- , % . .......................... ... . E • 6 •It% • : el i • k i . • • • - - . - 01* ___. , . . :• : : . _ • : —....__,.....__-:.--. ._.:..... .....1...... -. : . _... . • • • • ___ :1 . ... ......._-__. —.. . . • - • • t...._ -...._....... . • • : : : : . : : : : ' : . . : . • W... _____ _ : : :- : : : ' • 1 IN. . -._-_-_.......__-_-:- r - -....-- - • -- •:. . — -- ..,_,----.. : : e's Nis . -.--,-...,- -• .......--.. . . . ..-.... .... .- , • 4 0 . .,...„_____ ,.....,„ . • , . I) . 4• : • : • . • : : i Ni 1 0 _....._ ........_- _ ..._______ .._ r". . . : ... : - • : • : • • , Mb • ! tk i CI • -------__ .—............. ... ----- . . .......--- - . . ; ..... -.1. • ---- -- . ... • . . . . . . -..--.......-....-....,.....:.--,--..- .....................-_„„_. ......_ ,.., ._ : _ :, ...... .... ; . : : . • • ___ ' : ---- 7 - ' --: . . . . . . ' 04,5 : S >j 4 7 • ; : ; : : : : ----- - 7 Wil71:0 : -7 : : i : i • i : : i : I'' 7 — 7 - • -•' '" . _ ....• ..---„ --_-:- • i . . -, .... ---.. -. -.- . ... . . • :-.--------_----.....-......-_- .-__,.....,.....-- .—..:-____ ...- ••:. . .:. . „.. . . . :• : • . • : —,--...- ____ -- ..--...---.— — . • . . : . . • : . : : . . . . • : : : . • • . i i : : • : • : . -. • : : : • : : , : , . :•• • : . - .••• _ . . • • : • • • • • • - • /06 ** RESULTS OF IRREGULAR CHANNEL .ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CAPACITY ALONG * SIERRA LAKES PKWY. AT SUMP LOCATION, 39 +50, INCLUDING 6" CURB AT R/W Q10 CHECK FOR ELEVATION RELATIVE TO TC. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 14:16 6/29/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER " X " COORDINATE "Y" COORDINATE 1 .00 100.00 2 10.00 99.80 3 10.22 99.13 4 38.50 98.56 5 39.78 98.42 6 40.00 99.09•x— TG 7 55.16 99.39 8 55.33 99.91 9 55.83 99.91 SUBCHANNEL SLOPE(FEET /FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 5.2 SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.74 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1.882 SUBCHANNEL FROUDE NUMBER = .809 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 16.31 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .17 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 5.00 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 5.16 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 98.86 EL. i s BELOW r . 19 01) 96 o/c NOTE: WATER SURFACE IS BELOW EXTREME . ....._, _ . 5/(5,4A4 141(e city op froNr tit MADOLE ALSOCIA INC. RE I: I PHONE (909) 948-1311 SHEET NO. w By 5' VENra X DATE- RANCHO CUCA&IONGA, 4 CHECKED BY ....... DATE--_,. 21e0 OATE SCALE • . . . . . . . . . • : .• :• ' : • : • : : : ...... : I : : . –_:—...; i : ----_________ . — • • ' • - • 14 . : : • : ' . : • :• . • : ! • • : . • : . - - • - .. • . :• . • ' :: \ . . - • - : as i ; : ; : - • - . : • • : i : . . • ...... 4 M .Afd E ,iz : : . . . : . : ),, . : : . . • - Jel : : i • . : t i - ir i ;.. ;•#:_: : V —,..- : • - • • — • '.... tN .•' I • I I i kg . c4"..i. : ; c i K • . .-. ,.... • ' - • • . . • 43 >.. .• .• : • • :-. c r4. -..r•-_ : 40- • . • ••. . _ - .: : • . : . . 0 • i . ..( • • • ..._...„............_............ • I i i, .• .• • . ,•. i L........._ It) 1 4 - '• ; i : • ._. —____ i i • z : • : • • . • . : . : .• : . : : _____,............._... : . — : i ! : . . . .........._.......r1 , • .• . : i .' tit i • V- i ; : ,..........: ......_-.. ....i.......„.... .1 • . „....4.......x............_,._....._ .___......_ „......... i : -- : " ' • : : i : ..._ ....V. --.... 1 -4 7 .11 " ---, 1" --- 4+ ... i -- - "- .---- 7" ---- • ' 1 . , : Is • . . _____. , Si__ ...q,...-&--- 44.. ..!......... . ; .. ... .-....4....7.... ... - — o , ... ...:-..».--.............i.....-:-.—..-..— ......_ ,......--........-. T . —.._ . _._i____,._ I ' • ; : • : : • " - : • : i : : • . • -1••• • I : . . . • . . . ! . : : ; : i : ; - • ... _._ __— — - ,--- • -- — .. SIM . ..j.-- _ • -----4.--i------,---. : „ . -. ....._i___ . . • -- ; . : • b. : : : : 9 '.'' i ' ; 1 i . - • : , AO : : ! • . __-....--....--„vo. ;„,...........-..... , , T .- IX_ ji,..... • . ga - ..' • ' " -- -- ------ -- ---- ---. --- ..... • , — _a.. ., 7 ..... .....----......i.-.---......-;.- —. .......;. .....'„,...;... .. ...,.._ ........._, ___ ..”........ . • . . : , • • : oil, , • 1 • ---q- — • -- -...--r- -- ..\. N . :iii::.::::•::: _ — • : tbo.- - : i : • : i . • 1 : i ' i_ . : i : : . - . : : : : : • : . . . . : . • . --- i , : , • ! • — : : • . ...; ____• . ;___....._ .._......... ... ....... "1/4._.. .i o v ••■■■••••■.......11■■ 1/2 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909- 948 -1311, FAX 909 - 948 -8464 k * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CAPACITY ALONG * SIERRA LAKES PKWY. D/S OF C.B. IN SERIES AT A FLATTER SLOPE Q10 CHECK FOR ELEVATION RELATIVE TO TC. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 15: 5 6/29/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 10.00 99.80 3 10.22 99.13 4 38.50 98.56 • 5 39.78 98.42 6 40.00 99.09 %� ra 7 45.00 100.09 8 50.00 100.19 SUBCHANNEL SLOPE(FEET /FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 3.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.99 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1.696 SUBCHANNEL FROUDE NUMBER = .788 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 13.82 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .14 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 3.32 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 3.37 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 98.81 4, Ez-& v. $ &cow 99.09) 98.8/ oK NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. .........--- -•-•-••••-••-•-• --,•••••-•---- _ ______ ____...„,. . --- 1 • jog __ 4 Lot Xe 1 C/ r' OF POW MOVIF ----- SHEET' MAMIE AND ASSOCIMES, INC. OF THE INLAND EMPIRE NO. . nATE.......--_____ r 10801 cHURCHsim CPW' ar sra cATED BY s v ru R4 . DATE c PHONE (ag) 948-1311 CHM= BY DATE SCALE 1 . . . . • . _ .• . • : : ' _...... .... ....• ...___; .._:,.. _ ...;. . • ('' . • : • : : .:-. • •------ , : . . - . . _ --•••:-.— •-.-- - . : • . . • • . . . • . . : : : • : : AA.7.7, - : i ; : : : : : : : : : . . : : • : . • . . ......i........... ......_ . • . A : : • • : : • : ' - 4../ :- • - '7" ---'-: — .. --- .-- - -- • : , : . . . . : : • • . . : • : i . - ---"--: - - - . 7 .- 7 . 7 - 7 - - ~-7- - --t - : — T - 7 -- 1.7. - T tk ; 7 41 ' • :"... NW : : • : ! : - 7 6 77- • 1 ...) : . • : : • . . • . • . • : : • • 1.. : 14 ; : . ..... N------?••• - • . 1.2:. .. • • -----! % It • . • • , I : - : %) : N. N. . : . : . . : --- - : - - -4- i..--• ...... .........,...... _. ....... _ i .. lc . ..... . . • : . . . : . i _______.._.... ._ J.. 1 .__ .___...._. . _ .. 4... k.1 . • . . : i , • i - .. ____--- • ..... ............, 13 --------• • I ; i - • : . .......--:------- - .. ---. '-.... 1 01 - -!--- i ; c'''', : f 61 : ,C.• ‘: i ON, \• .-. _ T .--...-.....-.......-- : i : • .....: i . : • . ' 42: • : _Ail _ . _ .... _. ._. • .---...----. ...-- I? . 43 . • - .......... Is Q , • . 1 : . • _ • : . . : . : , .... . • . : . • - : • I 1\ c la r -..----- a -: c . - - , .. ...... • 1 • • . • :41 : : . • . : • -., NA • : .,...- lo : : : • . . . , • : : • . : : .• . . • • . • , . . . 1 —.7 —.......... . 1 ...-- .o..,—.—..— • : • • 1 ! . 1 . . • • • . : . • . . ... : i • • • : • ! : 1 : . : . : 1 . • . i : • i • . : : . : • . . 1 : • : . . • 1 ... ................. . . . , . . . ! : . : : : • : .• . : . . : : . • . ---..--- . . : . . . . : . • : : . : ...................... . - • . . . . • . . i : • : : i ! : i i . . . . . : • i I 1 f 2 ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 r * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CAPACITY ALONG * SIERRA LAKES PKWY. AT MEDIAN OPENING NEAR AUGUSTA AVE. Q10 CHECK FOR ELEVATION RELATIVE TO TC. . f * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * TIME /DATE OF STUDY: 15:26 6/29/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 38.50 99.23 3 39.78 99.09 4 40.00 99.76 y'G 5 45.00 100.76 6 50.00 100.86 SUBCHANNEL SLOPE(FEET /FEET) = .004000 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 SUBCHANNEL FLOW(CFS) = 5.6 SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.92 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1.917 SUBCHANNEL FROUDE NUMBER = .813 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 16.93 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .17 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 5.33 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 5.61 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.54 CP ELE✓. is stow TG. 99.76 ? 99 Sit oi, NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. . 1114 ,.:I i,ii„, ‘ . . . , • 71,,i,, 1 - . I \\ \ • 1 t ... ....: 1 .• . 1 v 1 1 1 .1...1 41 114 i 1 Iii I I 1 4 - Iti . 6 g -- ,. . i • ,,/ IC ill!g 1 Iv • 1 ** I I 1 111 1 1 °.! ? 41 . 1 . I I I 11151. 0 I 1 • . . ' , : • Tii, ***** .... -. o a L i 1 i I 1 1 ..1 i . ; . . ' l• I • till figPtg ... -1 . 1 • ... I I 1 \ sil 10 4 r .'• :1- . 0 0 ',- 1 ....—.1 • 4 1 i ir 1 i k ' V';'Ar"1".4 4 1 , i l! I I , ' , l i ..-. 000 1 14/0/gieS r/./E/v IT - . . I .,, . 1 „ 11 I : I 1 I I I*1 ' i •1 •I •1 1 APA 4, . 4.03 (4• (Off - .... Illh : ... .i• • 1 • 1.. i . Oh .1 II 1 - i lz sr 4t ON . 4 1 •I• ota 0.6. 6 r4, 4 ve • % t• i I 11.1 1 II - I 1 I 1 1 I 'c 4 ._ , l 1 1 . 1 ! 1 1 i : ' '' .1' 1 -• i 1 . 1 . I , I ! - I LI 'IA 1 % • i i I ! ! t 1 ! , i t I i i I 1 7 ! 1 I r I , I 'I 1 . • ' I N .1 ' 11 • ' 1 1 , - , i • .: ' I i • . ' i,..1 : 1 I...1 i IRRg ,.. i .1 • i ! ,. : , .. ,. . •..1 1 ; flit . 1i - !..1!•i l l 1 ii.1 1 ..Willl 011 111 . 11 1 z,ii ti I 10111:1 1 w . 1 . .. • i '....-i g i •...,...• . • . , . , : : . 1 . t , , { I C ■ • er S . !• !. — '.... I • I • I ■ r ; • r , 1 • C • I • t# 4i ** RESULTS OF IRREGULAR CHANNEL ANALYSIS ** CALCULATIONS BASED ON MANNINGS EQUATION PR WITH ALL DIMENSIONS IN FEET OR FEET AND SECONDS (c) Copyright 1983 -98 Advanced Engineering Software (aes) " Ver. 7.1 Release Date: 01/01/98 License ID 1251 MI Analysis prepared by: MADOLE AND ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH ST., SUITE 107 RANCHO CUCAMONGA, CA. 91730 PHONE 909 - 948 -1311, FAX 909 - 948 -8464 0*± * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * SIERRA LAKES, CITY OF FONTANA - STREET CAPACITY ALONG * AUGUSTA AVE. IF Q100 WORKS THEN IT SHOULD BE GOOD FOR Q10 Q10 CHECK FOR ELEVATION RELATIVE TO TC. ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TIME /DATE OF STUDY: 16:20 6/29/2000 * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 : !!w NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 .00 100.00 2 20.00 99.60E --- re. 3 20.22 98.93 4 21.50 99.07 5 42.00 99.48 SUBCHANNEL SLOPE(FEET /FEET) = .021700 SUBCHANNEL MANNINGS FRICTION FACTOR = .015000 EP SUBCHANNEL FLOW(CFS) = 4.3 c GP SUBCHANNEL FLOW AREA(SQUARE FEET) = 1.25 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 3.402 SUBCHANNEL FROUDE NUMBER = 1.767 SUBCHANNEL FLOW TOP - WIDTH(FEET) = 10.89 SUBCHANNEL HYDRAULIC DEPTH(FEET) = .12 sot TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED 4.03 iv COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 4.27 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.26 Si Om Et, bEcow r' 9'9, . 2G *"* NOTE: WATER SURFACE IS BELOW EXTREME LEFT AND RIGHT BANK ELEVATIONS. br OR iii PP ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 7.1 Release Date: 01/01/98 License ID 1251 Analysis prepared by: OM MADOLE & ASSOCIATES, INC., OF THE INLAND EMPIRE A 10601 CHURCH ST. SUITE 107 le RANCHO CUCAMONGA, CA 91730 (909) 948 -1311 FAX 948 -8464 erik * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** ii * SIERRA LAKES, CITY OF FONTANA HYDROLOGY STUDY FOR 10YR STORM EVENT * * FROM CITRUS AVENUE TO EAST BOUNDARY OF P.A.20 * * INCLUDING STORM DRAINS ALONG CITRUS AVE. AND AUGUSTA AVE. * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r i ' ] FILE NAME: CAR.DAT TIME /DATE OF STUDY: 13: 7 6/29/2000 A USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 10.00 c SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) _ .6000 i; USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.0500 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* r . *USER - DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) = + 1 30.0 15.0 .020/ .020/ .020 ew .67 1.50 .03125 .1670 .01500 t 2 22.0 11.0 .020/ .020/ .020 .67 1.50 .03125 .1670 .01500 • GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .67 FEET r as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) ihi 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) * SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* Pm ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 6 FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 21 »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS«« < MR »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) s = _= s - _ LENGTH(FEET) = 1200 00 ELEVATION DATA: UPSTREAM(FEET) = 1584.50 DOWNSTREAM(FEET) = 1559.00 +P Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 if SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.327 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.480 SUBAREA Tc AND LOSS RATE DATA(AMC II): am DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc xa LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) al RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 12.26 .98 .50 32 14.33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 PP SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 t° I, SUBAREA RUNOFF(CFS) = 21.98 II TOTAL AREA(ACRES) = 12.26 PEAK FLOW RATE(CFS) = 21.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 603.00 TO NODE 200.00 IS CODE = 41 6 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< s =_ ELEVATION DATA: UPSTREAM(FEET) = 1554.00 DOWNSTREAM(FEET) = 1549.29 10 li ii FLOW LENGTH(FEET) = 200.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.46 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 21.98 PIPE TRAVEL TIME(MIN.) _ .29 Tc(MIN.) = 14.62 i; LONGEST FLOWPATH FROM NODE 602.00 TO NODE 200.00 = 1400.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 605.00 IS CODE = 41 ii » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »» »USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) « «< ii ELEVATION DATA: UPSTREAM(FEET) = 1549.29 DOWNSTREAM(FEET) = 1549.39 FLOW LENGTH(FEET) = 37.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 12.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.60 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 21.98 PIPE TRAVEL TIME(MIN.) = .05 Tc(MIN.) = 14.67 LONGEST FLOWPATH FROM NODE 602.00 TO NODE 605.00 = 1437.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ii FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 1 »>» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< = _ _ _ .. ___ TOTAL NUMBER OF STREAMS = 2 ----- - -- - - -- - - ----- ii CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.67 RAINFALL INTENSITY(INCH /HR) = 2.44 AREA - AVERAGED Fm(INCH /HR) _ .49 ii AREA - AVERAGED Fp(IflCH /HR) = .98 AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 12.26 TOTAL STREAM AREA(ACRES) = 12.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.98 i FLOW PROCESS FROM NODE 600.00 TO NODE 604.00 IS CODE = 21 »»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< S »USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _- _ -_==__ INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 i: ELEVATION DATA: UPSTREAM(FEET) = 1589.60 DOWNSTREAM(FEET) = 1569.30 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.504 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.987 SUBAREA Tc AND LOSS RATE DATA(AMC II): r" DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc i i LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.28 .98 .10 32 10.50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .97 p SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 ii SUBAREA RUNOFF(CFS) = 3.33 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 3.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1I FLOW PROCESS FROM NODE 604.00 TO NODE 205.00 IS CODE = 61 i li ' »» »COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »» »(STANDARD CURB SECTION USED) ««< 1 7 UPSTREAM ELEVATION(FEET) = 1569.30 DOWNSTREAM ELEVATION(FEET) = 1555.10 al STREET LENGTH(FEET) = 640.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 33.00 mu DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 ii INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 m STREET PARKWAY CROSSFALL(DECIMAL) = .020 ill * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: wA STREET FLOW DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 10.18 MO P Ili AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.53 PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) = 1.28 STREET FLOW TRAVEL TIME(MIN.) = 3.02 Tc(MIN.) = 13.53 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.567 SUBAREA LOSS RATE DATA(AMC II): Peal DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .90 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 ii SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .90 SUBAREA RUNOFF(CFS) = 2.00 EFFECTIVE AREA(ACRES) = 2.18 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.18 PEAK FLOW RATE(CFS) = 4.84 ii END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 10.75 FLOW VELOCITY(FEET /SEC.) = 3.60 DEPTH *VELOCITY(FT *FT /SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 205.00 = 1640.00 FEET. II FLOW PROCESS FROM NODE 205.00 TO NODE 605.00 IS CODE = 41 ii » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< - - -- ELEVATION DATA: UPSTREAM(FEET) = 1548.83 DOWNSTREAM(FEET) = 1548.39 FLOW LENGTH(FEET) = 21.00 MANNING'S N = .013 ii DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.33 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 4.84 PIPE TRAVEL TIME(MIN.) = .05 Tc(MIN.) = 13.58 PI LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 1661.00 FEET. • ill ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 1 . »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<« TOTAL NUMBER OF STREAMS = 2 1I CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ii TIME OF CONCENTRATION(MIN.) = 13.58 RAINFALL INTENSITY(INCH /HR) = 2.56 AREA - AVERAGED Fm(INCH /HR) = .10 AREA - AVERAGED Fp(INCH /HR) _ .97 I; AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 2.18 • TOTAL STREAM AREA(ACRES) = 2.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.84 m ** CONFLUENCE DATA ** ii STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 21.98 14.67 2.445 .98( .49) .50 12.3 602.00 2 4.84 13.58 2.561 .97( .10) .10 2.2 600.00 ii RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ! ** PEAK FLOW RATE TABLE ** II STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 26.60 14.67 2.445 .98( .43) .44 14.4 602.00 2 26.40 13.58 2.561 .98( .42) .44 13.5 600.00 0. LI II COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.60 Tc(MIN.) = 14.67 • EFFECTIVE AREA(ACRES) = 14.44 AREA - AVERAGED Fm(INCH /HR) = .43 r AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .44 II TOTAL AREA(ACRES) = 14.44 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 1661.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** P. FLOW PROCESS FROM NODE 605.00 TO NODE 712.10 IS CODE = 41 i li »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< }"^ ELEVATION DATA: UPSTREAM(FEET) = = = 1548.39 DOWNSTREAM(FEET) = 1539.05 10 I; li FLOW LENGTH(FEET) = 410.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 13.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.91 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 26.60 ii PIPE TRAVEL TIME(MIN.) _ .57 Tc(MIN.) = 15.24 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 712.10 = 2071.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 712.10 TO NODE 712.10 IS CODE = 1 - -- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 ii CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.24 RAINFALL INTENSITY(INCH /HR) = 2.39 AREA - AVERAGED Fm(INCH /HR) = .43 AREA - AVERAGED Fp(INCH/HR) = .98 li AREA- AVERAGED Ap = .44 EFFECTIVE STREAM AREA(ACRES) = 14.44 TOTAL STREAM AREA(ACRES) = 14.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 205.00 TO NODE 712.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ii »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« _ - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 400.00 ELEVATION DATA: UPSTREAM(FEET) = 1555.10 DOWNSTREAM(FEET) = 1546.47 ii Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.193 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.749 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc • iii LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .57 .98 .10 32 7.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 ii SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = .57 PEAK FLOW RATE(CFS) = 1.87 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 712.00 TO NODE 712.10 IS CODE = 41 ii . » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING USER- SPECIFIED PIPESIZE (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) 1540. = = 18DOWNSTREAM(FEET) = 1539.55 ii FLOW LENGTH(FEET) = 26.00 MANNING'S N = .013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.04 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 11; PIPE - FLOW(CFS) = 1.87 PIPE TRAVEL TIME(MIN.) 127 .07 Tc(MIN.) = 7.26 LONGEST FLOWPATH FROM NODE 205.00 TO NODE 712.10 = 426.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 712.10 TO NODE 712.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< i TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.26 RAINFALL INTENSITY(INCH /HR) = 3.73 AREA - AVERAGED Fm(INCH /HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = .57 TOTAL STREAM AREA(ACRES) = .57 r PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.87 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER F .., NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 26.60 15.24 2.389 .98( .43) .44 14.4 602.00 ii 1 26.40 14.15 2.498 .98( .42) .44 13.5 600.00 2 1.87 7.26 3.727 .98( .10) .10 .6 205.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. i i i ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 27.63 14.15 2.498 .98( .41) .42 14.1 600.00 ii 2 27.78 15.24 2.389 .98( .42) .43 15.0 602.00. 3 23.45 7.26 3.727 .98( .40) .41 7.5 205.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.78 Tc(MIN.) = 15.24 EFFECTIVE AREA(ACRES) = 15.01 AREA - AVERAGED Fm(INCH /HR) = .42 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .43 TOTAL AREA(ACRES) = 15.01 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 712.10 = 2071.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 712.10 TO NODE 606.10 IS CODE = 31 li » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< _ ELEVATION DATA: UPSTREAM(FEET) = 1539.05 DOWNSTREAM(FEET) = 1531.60 FLOW LENGTH(FEET) = 250.00 MANNING'S N = .013 li DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.22 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 27.78 PIPE TRAVEL TIME(MIN.) _ .32 Tc(MIN.) = 15.56 ii LONGEST FLOWPATH FROM NODE 600.00 TO NODE 606.10 = 2321.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 606.10 TO NODE 606.10 IS CODE = 1 ii »> =>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< «< __ _ - -_ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ii TIME OF CONCENTRATION(MIN.) = 15.56 RAINFALL INTENSITY(INCH /HR) = 2.36 AREA - AVERAGED Fm(INCH /HR) = .42 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .43 li EFFECTIVE STREAM AREA(ACRES) = 15.01 TOTAL STREAM AREA(ACRES) = 15.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.78 ** *********************************** r******* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** li FLOW PROCESS FROM NODE 700.00 TO NODE 702.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« = = _ _ INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1599.50 DOWNSTREAM(FEET) = 1575.90 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]** .20 ii SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.193 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.042 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.12 .98 .10 32 10.19 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 2.97 i; TOTAL AREA(ACRES) = 1.12 PEAK FLOW RATE(CFS) = 2.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 702.00 TO NODE 701.00 IS CODE = 61 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » = = >( STANDARD CURB SECTION USED) ««<_____ _______________________________ UPSTREAM ELEVATION(FEET) = 1576.00 DOWNSTREAM ELEVATION(FEET) = 1540.40 STREET LENGTH(FEET) = 1500.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 33.00 M ii DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.50 INSIDE STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 ii SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.59 ii STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .37 HALFSTREET FLOOD WIDTH(FEET) = 10.35 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.64 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.33 ii STREET FLOW TRAVEL TIME(MIN.) = 6.87 Tc(MIN.) = 17.06 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.233 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN it COMMERCIAL A 1.68 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 3.23 EFFECTIVE AREA(ACRES) = 2.80 AREA - AVERAGED Fm(INCH /HR) = .10 ii AREA- AVERAGED Fp(INCH /HR) = .98 AREA - AVERAGED Ap = .10 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 5.38 END OF SUBAREA STREET FLOW HYDRAULICS: ii DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 11.09 FLOW VELOCITY(FEET /SEC.) = 3.79 DEPTH *VELOCITY(FT *FT /SEC.) = 1.44 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 701.00 = 2500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ii FLOW PROCESS FROM NODE 701.00 TO NODE 606.10 IS CODE = 41 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< = ii ELEVATION DATA: UPSTREAM(FEET) = 1532.00 DOWNSTREAM(FEET) = 1531.60 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.15 ii GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 5.38 PIPE TRAVEL TIME(MIN.) = .40 Tc(MIN.) = 17.46 . LONGEST FLOWPATH FROM NODE 700.00 TO NODE 606.10 = 2600.00 FEET. ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 606.10 TO NODE 606.10 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED . STREAM = VALUES<=<< =_ _______________ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.46 i; RAINFALL INTENSITY(INCH /HR) = 2.20 AREA - AVERAGED Fm(INCH/HR) = .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 2.80 IN TOTAL STREAM AREA(ACRES) = 2.80 IN PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.38 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER i: NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 27.63 14.47 2.465 .98( .41) .42 14.1 600.00 1 27.78 15.56 2.360 .98( .42) .43 15.0 602.00 1 23.45 7.60 3.628 .98( .40) .41 7.5 205.00 7 2 5.38 17.46 2.202 .98( .10) .10 2.8 700.00 li RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ': STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 27.38 7.60 3.628 .98( .36) .37 8.7 205.00 01... 2 32.65 14.47 2.465 .98( .37) .38 16.4 600.00 1 3 32.93 15.56 2.360 .98( .37) .38 17.5 602.00 ii ii ii 4 30.91 17.46 2.202 .98( .37) .38 17.8 700.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.93 Tc(MIN.) = 15.56 EFFECTIVE AREA(ACRES) = 17.51 AREA - AVERAGED Fm(INCH /HR) _ .37 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .38 TOTAL AREA(ACRES) = 17.81 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 606.10 = 2600.00 FEET. ii FLOW PROCESS FROM NODE 606.10 TO NODE 606.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «« < ii ELEVATION DATA: UPSTREAM(FEET) = 1531.60 DOWNSTREAM(FEET) = 1531.40 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.22 li ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 32.93 PIPE TRAVEL TIME(MIN.) = .59 Tc(MIN.) = 16.15 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 606.00 = 2750.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ii TOTAL NUMBER OF STREAMS 2_ __ __________ _ ___ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.15 RAINFALL INTENSITY(INCH /HR) = 2.31 li AREA - AVERAGED Fm(INCH /HR) = .37 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .38 EFFECTIVE STREAM AREA(ACRES) = 17.51 TOTAL STREAM AREA(ACRES) = 17.81 ii PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 711.00 TO NODE 710.00 IS CODE = 21 li » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 240.00 ii ELEVATION DATA: UPSTREAM(FEET) = 1541.00 DOWNSTREAM(FEET) = 1538.20 Tc = K*[(LENGTH** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.631 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.937 1: SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .29 .98 .10 32 6.63 i; SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = .29 PEAK FLOW RATE(CFS) = 1.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 FLOW PROCESS FROM NODE 710.00 TO NODE 606.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< li ELEVATION DATA: UPSTREAM(FEET) = _1532.00 DOWNSTREAM(FEET) = 1531.40 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 1; DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.71 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 1.00 PIPE TRAVEL TIME(MIN.) = .11 Tc(MIN.) = 6.74 LONGEST FLOWPATH FROM NODE 711.00 TO NODE 606.00 = 270.00 FEET. k ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 1 L » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < PP Li OM »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« = _-- __==-- s == = = =___ = TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.74 i: RAINFALL INTENSITY(INCH /HR) = 3.90 AREA - AVERAGED Fm(INCH/HR) = .10 AREA - AVERAGED Fp(INCH /HR) _ .98 . AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = .29 i TOTAL STREAM AREA(ACRES) = :29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.00 ** CONFLUENCE DATA ** fR STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER iii NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 27.38 8.22 3.461 .98( .36) .37 8.7 205.00 1 32.65 15.06 2.407 .98( .37) .38 16.4 600.00 1 32.93 16.15 2.308 .98( .37) .38 17.5 602.00 Im 1 30.91 18.06 2.158 .98( .37) .38 17.8 700.00 6 2 1.00 6.74 3.899 .98( .10) .10 .3 711.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. i ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 28.27 8.22 3.461 .98( .35) .36 9.0 205.00 i; 2 33.26 15.06 2.407 .98( .36) .37 16.7 600.00 3 33.52 16.15 2.308 .98( .37) .38 17.8 602.00 4 31.45 18.06 2.158 .98( .36) .37 18.1 700.00 5 26.62 6.74 3.899 .98( .35) .36 7.4 711.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: • PEAK FLOW RATE(CFS) = 33.52 Tc(MIN.) = 16.15 EFFECTIVE AREA(ACRES) = 17.80 AREA-AVERAGED Fm(INCH /HR) = .37 • AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .38 - TOTAL AREA(ACRES) = 18.10 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 606.00 = 2750.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 606.00 TO NODE 720.00 IS CODE = 41 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< = ELEVATION DATA: UPSTREAM(FEET) = 1531.40 DOWNSTREAM(FEET) = 1531.20 FLOW LENGTH(FEET) = 620.00 MANNING'S N = .013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.0 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 2.47 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 r PIPE-FLOW(CFS) = 33.52 PIPE TRAVEL TIME(MIN.) = 4.19 Tc(MIN.) = 20.34 L ONGEST FLOWPATH FROM NODE 700.00 TO NODE 720.00 = 3370.00 FEET. FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< = =$ TOTAL NUMBER OF STREAMS = 2 i; CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.34 RAINFALL INTENSITY(INCH /HR) = 2.01 AREA - AVERAGED Fm(INCH/HR) = .37 i; A REA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .38 EFFECTIVE STREAM AREA(ACRES) = 17.80 TOTAL STREAM AREA(ACRES) = 18.10 00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.52 ii * ** ****************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 607.00 TO NODE 710.10 IS CODE = 21 !," » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< L »USE TIME-OF-CONCENTRATION NOMOGRAPH = FOR INITIAL SUBAREA« =- ==.==== INITIAL SUBAREA FLOW - LENGTH(FEET) = 1200.00 ELEVATION DATA: UPSTREAM(FEET) = 1557.00 DOWNSTREAM(FEET) = 1536.66 P. NO TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) 14.990 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.413 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ - SCS SOIL AREA Fp Ap SCS Tc g iii LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 12.10 .98 .50 32 14.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 20.97 TOTAL AREA(ACRES) = 12.10 PEAK FLOW RATE(CFS) = 20.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ii FLOW PROCESS FROM NODE 710.10 TO NODE 720.00 IS CODE = 31 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »»»USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< = = I; ELEVATION DATA: UPSTREAM(FEET) = 1532.66 DOWNSTREAM(FEET) = 1531.20 • FLOW LENGTH(FEET) = 170.00 MANNING'S N = .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.72 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 i PIPE - FLOW(CFS) = 20.97 PIPE TRAVEL TIME(MIN.) _ .37 Tc(MIN.) = 15.36 LONGEST FLOWPATH FROM NODE 607.00 TO NODE 720.00 = 1370.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ii FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 1 »» »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »» »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< I; TOTAL NUMBER OF . STREAMS = 2 = _ _ - - - -_ ______! CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.36 RAINFALL INTENSITY(INCH/HR) = 2.38 ii AREA- AVERAGED Fm(INCH /HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 12.10 TOTAL STREAM AREA(ACRES) = 12.10 'i PEAK FLOW RATE(CFS) AT CONFLUENCE = i; 20.97 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 28.27 12.50 2.692 .98( .35) .36 9.0 205.00 1 33.26 19.25 2.077 .98( .36) .37 16.7 600.00 1 33.52 20.34 2.009 .98( .37) .38 17.8 602.00 1 31.45 22.27 1.903 .98( .36) .37 18.1 700.00 1 26.62 11.06 2.896 .98( .35) .36 7.4 711.00 hi 2 20.97 15.36 2.379 .98( .49) .50 12.1 607.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ri CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE Im 1 45.86 11.06 2.896 .98( .42) .43 16.2 711.00 ki 2 48.16 12.50 2.692 .98( .42) .43 18.9 205.00 3 50.89 19.25 2.077 .98( .41) .43 28.8 600.00 4 50.40 20.34 2.009 .98( .42) .43 29.9 602.00 5 47.15 22.27 1.903 .98( .41) .42 30.2 700.00 RN 6 51.36 15.36 2.379 .97( .42) .43 24.4 607.00 ii COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.36 Tc(MIN.) = 15.36 EFFECTIVE AREA(ACRES) = 24.38 AREA - AVERAGED Fm(INCH /HR) = .42 r AREA - AVERAGED Fp(INCH/HR) _ .97 AREA- AVERAGED Ap = .43 TOTAL AREA(ACRES) = 30.20 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 720.00 = 3370.00 FEET. i: ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 720.00 TO NODE 615.00 IS CODE = 31 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» »USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< hi Iii in; ELEVATION DATA: UPSTREAM(FEET) = 1531.20 DOWNSTREAM(FEET) = 1530.60 FLOW LENGTH(FEET) = 70.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.56 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 1; PIPE - FLOW(CFS) = 51.36 PIPE TRAVEL TIME(MIN.) _ .12 Tc(MIN.) = 15.48 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 615.00 = 3440.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** li FLOW PROCESS FROM NODE 615.00 TO NODE 615.00 IS CODE = 10 »» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< li ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 600.00 TO NODE 800.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< I; »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ____ _- INITIAL SUBAREA FLOW - LENGTH(FEET) = 1150.00 ELEVATION DATA: UPSTREAM(FEET) = 1589.60 DOWNSTREAM(FEET) = 1565.00 i Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.993 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.907 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc li LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 1.09 .98 .10 32 10.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 ii SUBAREA RUNOFF(CFS) = 2.76 TOTAL AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) = 2.76 ***********************************:,********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 800.00 TO NODE 800.00 IS CODE = 16 li » »>USERSPECIFIED CONSTANT SOURCE FLOW AT NODE««< = USER - SPECIFIED CONSTANT SOURCE FLOW = 4.30(CFS) USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 4.80(ACRES) ''„ * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(AC.) = 4.80 * SUMMED DATA: FLOW(CFS) = 7.06 TOTAL AREA(ACRES) = 5.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I: FLOW PROCESS FROM NODE 800.00 TO NODE 810.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ii ELEVATION DATA: UPSTREAM(FEET) = 1558.50 DOWNSTREAM(FEET) = 1557.10 FLOW LENGTH(FEET) = 40.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.02 i: ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 7.06 PIPE TRAVEL TIME(MIN.) _ .07 Tc(MIN.) = 11.06 * TOTAL SOURCE FLOW(CFS) = 4.30 IRS LONGEST FLOWPATH FROM NODE 600.00 TO NODE 810.00 = 1190.00 FEET. ij ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 810.00 TO NODE 810.00 IS CODE = 1 ii »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ii TIME OF CONCENTRATION(MIN.) = 11.06 RAINFALL INTENSITY(INCH /HR) = 2.90 AREA - AVERAGED Fm(INCH /HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 cli EFFECTIVE STREAM AREA(ACRES) = 1.09 TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.76 * SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(ACRES) = 4.80 P* * SUMMED DATA: FLOW(CFS) = 7.06 TOTAL AREA(ACRES) = 5.89 OM i PM ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 622.00 TO NODE 623.00 IS CODE = 21 » »>RATIONAL METHOD - INITIAL SUBAREA ANALYSIS ««< i -------=====.= * - *** »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« - ===.---...._= -- INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1576.00 DOWNSTREAM(FEET) = 1569.00 i; Tc = K'((LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.613 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.355 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 7.37 .98 .50 32 15.61 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 k SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 12.39 TOTAL AREA(ACRES) = 7.37 PEAK FLOW RATE(CFS) = 12.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 623.00 TO NODE 840.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< i: ELEVATION DATA: UPSTREAM(FEET) = 1565.00 DOWNSTREAM(FEET) =1558.50 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 12.39 PIPE TRAVEL TIME(MIN.) _ .20 Tc(MIN.) = 15.81 LONGEST FLOWPATH FROM NODE 622.00 TO NODE 840.00 = 1050.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< = - MAINLINE Tc(MIN) 15.81 - -- --- -- - -- - -- - -- ________ -_ - * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.337 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 2.19 .98 .10 32 RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 10.64 .98 .50 32 ii SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .43 SUBAREA AREA(ACRES) = 12.83 SUBAREA RUNOFF(CFS) = 22.13 EFFECTIVE AREA(ACRES) = 20.20 AREA - AVERAGED Fm(INCH /HR) _ .45 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .46 iilli TOTAL AREA(ACRES) = 20.20 PEAK FLOW RATE(CFS) = 34.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 840.00 TO NODE 840.00 IS CODE = 16 ii »» >USER SPECIFIED CONSTANT SOURCE FLOW ATNODE< «< USER - SPECIFIED CONSTANT SOURCE FLOW = 4.30(CFS) USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 4.80(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(AC.) = 4.80 * SUMMED DATA: FLOW(CFS) = 38.69 TOTAL AREA(ACRES) = 25.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** P" FLOW PROCESS FROM NODE 840.00 TO NODE 810.00 IS CODE = 31 >i » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< i: ELEVATION DATA: UPSTREAM(FEET) = 1558.50 DOWNSTREAM(FEET) = 1557.10 FLOW LENGTH(FEET) = 40.00 MANNING'S N = .013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.93 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 1: PIPE - FLOW(CFS) = 38.69 ( fili PIPE TRAVEL TIME(MIN.) _ .04 Tc(MIN.) = 15.86 * TOTAL SOURCE FLOW(CFS) = 4.30 LONGEST FLOWPATH FROM NODE 622.00 TO NODE 810.00 = 1090.00 FEET. .******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** ii FLOW PROCESS FROM NODE 810.00 TO NODE 810.00 IS CODE = 1 » »> DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« = TOTAL NUMBER OF STREAMS = 2 == =_____ __ __ li CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.86 RAINFALL INTENSITY(INCH /HR) = 2.33 li AREA - AVERAGED Fm(INCH /HR) = .45 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .46 EFFECTIVE STREAM AREA(ACRES) = 20.20 TOTAL STREAM AREA(ACRES) = 20.20 li PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.39 * SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(ACRES) = 4.80 * SUMMED DATA: FLOW(CFS) = 38.69 TOTAL AREA(ACRES) = 25.00 ii ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 2.76 11.06 2.896 .98( .10) .10 1.1 600.00 4.3 2 34.39 15.86 2.333 .97( .45) .46 20.2 622.00 4.3 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ii ** PEAK FLOW RATE FABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 33.90 11.06 2.896 .97( .42) .43 15.2 600.00 4.3 2 36.60 15.86 2.333 .97( .43) .44 21.3 622.00 4.3 ii COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAR FLOW RATE(CFS) = 36.60 Tc(MIN.) = 15.86 EFFECTIVE AREA(ACRES) = 21.29 AREA - AVERAGED Fm(INCH /HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .44 li TOTAL AREA(ACRES) = 21.29 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 8.60 AREA(AC.) = 9.60 * SUMMED DATA: FLOW(CFS) = 45.20 TOTAL AREA(ACRES) = 30.89 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 810.00 = 1190.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 810.00 TO NODE 681.00 IS CODE = 41 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< li » » >USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< _ ELEVATION DATA: UPSTREAM(FEET) = 1557.10 DOWNSTREAM(FEET) = 1544.60 FLOW LENGTH(FEET) = 500.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 18.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.99 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 45.20 PIPE TRAVEL TIME(MIN.) _ .60 Tc(MIN.) = 16.45 ii * TOTAL SOURCE FLOW(CFS) = 8.60 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 681.00 = 1690.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 681.00 TO NODE 681.00 IS CODE = 1 - - » => =DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« =« _ =- TOTAL NUMBER OF STREAMS = 3 ii CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.45 RAINFALL INTENSITY(INCH /HR) = 2.28 AREA - AVERAGED Fm(INCH /HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .44 EFFECTIVE STREAM AREA(ACRES) = 21.29 TOTAL STREAM AREA(ACRES) = 21.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.60 Pft * SOURCE FLOW DATA: FLOW(CFS) = 8.60 AREA(ACRES) = 9.60 L * SUMMED DATA: FLOW(CFS) = 45.20 TOTAL AREA(ACRES) = 30.89 Id ***** **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 800.00 TO NODE 670.00 IS CODE = 21 i; »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA«= _ INITIAL SUBAREA FLOW - LENGTH(FEET) = 500.00 !l4 ELEVATION DATA: UPSTREAM(FEET) = 1565.00 DOWNSTREAM(FEET) = 1553.90 ii Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 7.820 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.566 ii SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .48 .98 .10 32 7.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 li SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) _ .48 PEAK FLOW RATE(CFS) = 1.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ii FLOW PROCESS FROM NODE 670.00 TO NODE 670.00 IS CODE = 16 »» >USER SPECIFIED CONSTANT SOURCE FLOW AT NODE««< USER - SPECIFIED CONSTANT SOURCE FLOW = 4.30(CFS) USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 4.80(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(AC.) = 4.80 * SUMMED DATA: FLOW(CFS) = 5.80 TOTAL AREA(ACRES) = 5.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 670.00 TO NODE 681.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< • » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ii ELEVATION DATA: UPSTREAM(FEET) = 1545.90 DOWNSTREAM(FEET) = 1544.60 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES iii PIPE -FLOW VELOCITY(FEET /SEC.) = 10.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 5.80 PIPE TRAVEL TIME(MIN.) = .05 Tc(MIN.) = 7.87 ii * TOTAL SOURCE FLOW(CFS) = 4.30 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 681.00 = 530.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 681.00 TO NODE 681.00 IS CODE = 1 ii »>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ii TIME OF CONCENTRATION(MIN.) = 7.87 RAINFALL INTENSITY(INCH /HR) = 3.55 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH/HR) _ .98 AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) _ .48 TOTAL STREAM AREA(ACRES) = .48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.50 * SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(ACRES) = 4.80 * SUMMED DATA: FLOW(CFS) = 5.80 TOTAL AREA(ACRES),= 5.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 840.00 TO NODE 680.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS «<« »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« i: INITIAL SUBAREA FLOW LENGTH(FEET) = 520.00 ELEVATION DATA: UPSTREAM(FEET) = 1565.00 DOWNSTREAM(FEET) = 1553.90 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.006 iii 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.516 Ay i; SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .42 .98 .10 32 8.01 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) = .42 PEAK FLOW RATE(CFS) = 1.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ii . FLOW PROCESS FROM NODE 680.00 TO NODE 680.00 IS CODE = 16 »» >USER SPECIFIED CONSTANT SOURCE FLOW AT NODE««< USER - SPECIFIED CONSTANT SOURCE FLOW = 4.30(CFS) USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 4.80(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(AC.) = 4.80 * SUMMED DATA: FLOW(CFS) = 5.59 TOTAL AREA(ACRES) = 5.22 ********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 680.00 TO NODE 681.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< _ -_- ELEVATION DATA: UPSTREAM(FEET) = 1545.90 DOWNSTREAM(FEET) = 1544.60 FLOW LENGTH(FEET) = 20.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 ii DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 5.59 PIPE TRAVEL TIME(MIN.) = .03 Tc(MIN.) = 8.03 ii * TOTAL SOURCE FLOW(CFS) = 4.30 LONGEST FLOWPATH FROM NODE 840.00 TO NODE 681.00 = 540.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 681.00 TO NODE 681.00 IS CODE = 1 ii » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ii TOTAL �NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.03 RAINFALL INTENSITY(INCH /HR) = 3.51 . AREA - AVERAGED Fni(INCH /HR) = .10 ii AREA - AVERAGED Fp(INCH /HR) _ .98 . AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) _ .42 TOTAL STREAM AREA(ACRES) = .42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.29 ii * SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(ACRES) = 4.80 * SUMMED DATA: FLOW(CFS) = 5.59 TOTAL AREA(ACRES) = 5.22 ii ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 33.90 11.66 2.805 .97( .42) .43 15.2 600.00 4.3 1 36.60 16.45 2.282 .97( .43) .44 21.3 622.00 4.3 11 2 1.50 7.87 3.553 .98( .10) .10 .5 800.00 4.3 li 3 1.29 8.03 3.508 .98( .10) .10 .4 840.00 4.3 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 3 32.82 7.87 3.553 .97( .39) .40 11.1 800.00 4.3 2 36.10 11.66 2.805 .97( .40) .41 16.1 600.00 4.3 3 38.37 16.45 2.282 .97( .41) .42 22.2 622.00 4.3 4 32.98 8.03 3.508 .98( .39) .40 11.4 840.00 4.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.37 Tc(MIN.) = 16.45 EFFECTIVE AREA(ACRES) = 22.19 AREA-AVERAGED Fp(INCH/HR) = .41 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .42 TOTAL AREA(ACRES) = 22.19 r * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 17.20 AREA(AC.) = 19.20 iiii iii I; * SUMMED DATA: FLOW(CFS) = 55.57 TOTAL AREA(ACRES) = 41.39 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 681.00 = 1690.00 FEET. ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ii FLOW PROCESS FROM NODE 681.00 TO NODE 860.00 IS CODE = 41 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ii = = ELEVATION DATA: UPSTREAM(FEET)= 1544.60 DOWNSTREAM(FEET) = 1531.70 = FLOW LENGTH(FEET) = 470.00 MANNING'S N = .013 . DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.11 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 ii PIPE - FLOW(CFS) = 55.57 PIPE TRAVEL TIME(MIN.) _ .52 Tc(MIN.) = 16.97 * TOTAL SOURCE FLOW(CFS) = 17.20 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 860.00 = 2160.00 FEET. ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 681.00 TO NODE 860.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ii » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< = ELEVATION DATA: UPSTREAM(FEET) = 1544.60 DOWNSTREAM(FEET) = 1531.70 FLOW LENGTH(FEET) = 470.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES ill PIPE -FLOW VELOCITY(FEET /SEC.) = 15.11 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 55.57 PIPE TRAVEL TIME(MIN.) = .52 Tc(MIN.) = 17.49 * TOTAL SOURCE FLOW(CFS) = 17.20 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 860.00 = 2630.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 860.00 TO NODE 860.00 IS CODE = 1 li »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< _ _-- _- __ - -__- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ii TIME OF CONCENTRATION(MIN.) = 17.49 RAINFALL INTENSITY(INCH /HR) = 2.20 AREA - AVERAGED Fm(INCH /HR) = .41 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .42 ii EFFECTIVE STREAM AREA(ACRES) = 22.19 TOTAL STREAM AREA(ACRES) = 22.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.37 ii * SOURCE FLOW DATA: FLOW(CFS) = 17.20 AREA(ACRES) = 19.20 * SUMMED DATA: FLOW(CFS) = 55.57 TOTAL AREA(ACRES) = 41.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 670.00 TO NODE 820.00 IS CODE = 21 ii » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< »USE TIME - OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH(FEET) = 450.00 i ii ELEVATION DATA: UPSTREAM(FEET) = 1553.90 DOWNSTREAM(FEET) = 1540.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.101 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.778 IN SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .43 .98 .10 32 7.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA(ACRES) = .43 PEAK FLOW RATE(CFS) = 1.42 E **************************************************************************** FLOW PROCESS FROM NODE 820.00 TO NODE 820.00 IS CODE = 16 » » >USER SPECIFIED CONSTANT SOURCE FLOW AT NODE «<« USER - SPECIFIED CONSTANT SOURCE = 4 30(CFS) ======_====_===== _ ii lir USER- SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 4.80(ACRES) ii * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(AC.) = 4.80 * SUMMED DATA: FLOW(CFS) = 5.72 TOTAL AREA(ACRES) = 5.23 :******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ij FLOW PROCESS FROM NODE 820.00 TO NODE 860.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «« < ii = ELEVATION DATA: UPSTREAM(FEET) = 1533.50 DOWNSTREAM(FEET) = 1531.70 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES ii PIPE -FLOW VELOCITY(FEET /SEC.) = 11.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 5.72 PIPE TRAVEL TIME(MIN.) _ .04 Tc(MIN.) = 7.14 * TOTAL SOURCE FLOW(CFS) = 4.30 ii LONGEST FLOWPATH FROM NODE 670.00 TO NODE 860.00 = 480.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 860.00 TO NODE 860.00 IS CODE = 1 » » >DESIGNATE- ====__==_=============== ii INDEPENDENTSTREAM FOR CONFLUENCE«« <__ ---- --- - - - - -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ii TIME OF CONCENTRATION(MIN.) = 7.14 RAINFALL INTENSITY(INCH /HR) = 3.76 AREA - AVERAGED Fm(INCH /HR) = .10 AREA-AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 ii EFFECTIVE STREAM AREA(ACRES) = .43 TOTAL STREAM AREA(ACRES) = .43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.42 * SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(ACRES) = 4.80 ii * SUMMED DATA: FLOW(CFS) = 5.72 TOTAL AREA(ACRES) = 5.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 680.00 TO NODE 870.00 IS CODE = 21 ii » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 500.00 ii ELEVATION DATA: UPSTREAM(FEET) = 1553.90 DOWNSTREAM(FEET) = 1540.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.565 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 3.637 ii SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A .40 .98 .10 32 7.56 MO SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 li SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 1.27 TOTAL AREA(ACRES) = .40 PEAK FLOW RATE(CFS) = 1.27 ii FLOW PROCESS FROM NODE 870.00 TO NODE 870.00 IS CODE = 16 » »>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE««< ======_====__===== USER - SPECIFIED CONSTANT SOURCE FLOW = -____ _ = 4.30(CFS) i; USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 4.80(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(AC.) = 4.80 * SUMMED DATA: FLOW(CFS) = 5.57 TOTAL AREA(ACRES) = 5.20 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 870.00 TO NODE 860.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< 0.1 »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1533.50 DOWNSTREAM(FEET) = 1531.70 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 A ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES LA . PIPE -FLOW VELOCITY(FEET /SEC.) = 11.41 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 5.57 PIPE TRAVEL TIME(MIN.) _ .04 Tc(MIN.) = 7.61 * TOTAL SOURCE FLOW(CFS) = 4.30 I; *********************************************************************+****** LONGEST FLOWPATH FROM NODE 680.00 TO NODE 860.00 = 530.00 FEET. FLOW PROCESS FROM NODE 860.00 TO NODE 860.00 IS CODE = 1 ii »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< _ »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<«< = - - - -_ _ TOTAL NUMBER OF STREAMS = 3 ii CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.61 RAINFALL INTENSITY(INCH /HR) = 3.62 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .98 ii AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = .40 TOTAL STREAM AREA(ACRES) = .40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.27 li * SOURCE FLOW DATA: FLOW(CFS) = 4.30 AREA(ACRES) = 4.80 li * SUMMED DATA: FLOW(CFS) = 5.57 TOTAL AREA(ACRES) = 5.20 ** CONFLUENCE DATA ** li STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 32.82 8.92 3.294 .97( .39) 40 11.1 800.00 4.3 1 36.10 12.71 2.665 .97( .40) .41 16.1 600.00 4.3 1 38.37 17.49 2.200 .97( .41) .42 22.2 622.00 4.3 1 32.98 9.09 3.258 .98( .39) .40 11.4 840.00 4.3 II 2 1.42 7.14 3.764 .98( .10) .10 .4 670.00 4.3 3 1.27 7.61 3.625 .98( .10) .10 .4 680.00 4.3 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ii CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 33.20 7.14 3.764 .97( .37) 38 9.7 670.00 4.3 2 35.21 8.92 3.294 .97( .37) .38 12.0 800.00 4.3 3 35.35 9.09 3.258 .98( .37) .38 12.2 840.00 4.3 4 38.02 12.71 2.665 .97( .39) .40 16.9 600.00 4.3 :1 5 39.95 17.49 2.200 .97( .40) .41 23.0 622.00 4.3 II 6 33.78 7.61 3.625 .97( .37) .38 10.3 680.00 4.3 . COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.95 Tc(MIN.) = 17.49 ii EFFECTIVE AREA(ACRES) = 23.02 AREA - AVERAGED Fm(INCH/HR) _ .40 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .41 TOTAL AREA(ACRES) = 23.02 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 25.80 AREA(AC.) = 28.80 ii * SUMMED DATA: FLOW(CFS) = 65.75 TOTAL AREA(ACRES) = 51.82 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 860.00 = 2630.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 860.00 TO NODE 615.00 IS CODE = 11 ii » »> CONFLUENCE MEMORY = BANK - # - 2_ WITH = THE MAIN - STREAM MEMORY« «< - - -__- ** MAIN STREAM CONFLUENCE DATA ** ii STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 33.20 7.14 3.764 .97( .37) .38 9.7 670.00 25.8 2 33.78 7.61 3.625 .97( .37) .38 10.3 680.00 25.8 3 35.21 8.92 3.294 .97( .37) .38 12.0 800.00 25.8 4 35.35 9.09 3.258 .98( .37) .38 12.2 840.00 25.8 5 38.02 12.71 2.665 .97( .39) .40 16.9 600.00 25.8 6 39.95 17.49 2.200 .97( .40) .41 23.0 622.00 25.8 * SOURCE FLOW DATA: FLOW(CFS) = 25.80 AREA(ACRES) = 28.80 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 615.00 = 2630.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE lin ii em 1 45.86 11.19 2.876 .98( .42) .43 16.2 711.00 2 48.16 12.62 2.676 .98( .42) .43 18.9 205.00 3 51.36 15.48 2.367 .97( .42) .43 24.4 607.00 4 50.89 19.37 2.069 .98( .41) .43 28.8 600.00 5 50.40 20.46 2.002 .98( .42) .43 29.9 602.00 6 47.15 22.39 1.897 .98( .41) .42 30.2 700.00 LONGEST FLOWPATH FROM NODE .00 TO NODE 615.00 = .00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc intensity Fp(Fm) Ap Ae HEADWATER SOURCE ii NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 73.09 7.14 3.764 .98( .40) .41 20.0 670.00 25.8 2 74.48 7.61 3.625 .98( .40) .41 21.3 680.00 25.8 3 78.02 8.92 3.294 .98( .40) .41 24.9 800.00 25.8 ii 4 78.41 9.09 3.258 .98( .40) .41 25.3 840.00 25.8 5 86.28 12.71 2.665 .97( .41) .42 35.9 600.00 25.8 6 91.06 17.49 2.200 .97( .41) .42 49.7 622.00 25.8 7 82.76 11.19 2.876 .98( .40) .41 31.1 711.00 .0 8 86.12 12.62 2.676 .97( .41) .42 35.7 205.00 .0 1 141 9 90.49 15.48 2.367 .97( .41) .42 44.8 607.00 .0 il 1 87.93 19.37 2.069 .97( .41) .42 51.8 600.00 .0 11 85.95 20.46 2.002 .98( .41) .42 52.9 602.00 .0 12 80.36 22.39 1.897 .98( .41) .42 53.2 700.00 .0 TOTAL AREA(ACRES) = 53.22 elb li COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 91.06 Tc(MIN.) = 17.489 EFFECTIVE AREA(ACRES) = 49.68 AREA - AVERAGED Fm(INCH /HR) = .41 ii AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .42 TOTAL AREA(ACRES) = 53.22 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 25.80 AREA(AC.) = 28.80 * SUMMED DATA: FLOW(CFS) = 116.86 TOTAL AREA(ACRES) = 82.02 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 615.00 = 2630.00 FEET. ii **** ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 615.00 TO NODE 615.10 IS CODE = 41 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< ii »»>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< - -__ ELEVATION DATA: UPSTREAM(FEET) == = 1530.60 DOWNSTREAM(FEET) =1530.22 FLOW LENGTH(FEET) = 330.00 MANNING'S N = .013 ii ASSUME FULL - FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 4.92 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 116.86 PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 18.61 ii * TOTAL SOURCE FLOW(CFS) = 25.80 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 615.10 = 2960.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 615.10 TO NODE 617.00 IS CODE = 46 ii » BOX -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) ««< li ELEVATION DATA: UPSTREAM(FEET) = 1530.22 DOWNSTREAM(FEET) = 1529.90 FLOW LENGTH(FEET) = 320.00 MANNING'S N = .013 GIVEN BOX BASEWIDTH(FEET) = 7.00 GIVEN BOX HEIGHT(FEET) = 4.00 ASSUME FULL- FLOWING BOX BOX -FLOW VELOCITY(FEET /SEC.) = 4.17 BOX - FLOW(CFS) = 116.86 il BOX -FLOW TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 19.89 * TOTAL SOURCE FLOW(CFS) = 25.80 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 617.00 = 3280.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 617.00 TO NODE 617.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.89 RAINFALL INTENSITY(INCH /HR) = 2.04 AREA - AVERAGED Fm(INCH/HR) = .41 illi AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .42 EFFECTIVE STREAM AREA(ACRES) = 49.68 TOTAL STREAM AREA(ACRES) = 53.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 91.06 Pft Pm 6 PP * SOURCE FLOW DATA: FLOW(CFS) = 25.80 AREA(ACRES) = 28.80 sv li * SUMMED DATA: FLOW(CFS) = 116.86 TOTAL AREA(ACRES) = 82.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** pm FLOW PROCESS FROM NODE 624.00 TO NODE 12.00 IS CODE = 21 ii » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« O = INITIAL SUBAREA FLOW LENGTH(FEET) = 1100.00 = ig ELEVATION DATA: UPSTREAM(FEET) = 1566.50 DOWNSTREAM(FEET) = 1535.30 Tc = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.060 ii * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.621 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) ii RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 15.00 .98 .50 32 13.06 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 28.81 TOTAL AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) = 28.81 Ig ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 617.00 IS CODE = 31 li » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< __ »�> » USING = COMPUTER- ESTIMATED PIPESIZE =( NON - PRESSURE -FLOW) «< =<-- =a= _ = = - -- ELEVATION DATA: UPSTREAM(FEET) = 1531.30 DOWNSTREAM(FEET) = 1529.90 li FLOW LENGTH(FEET) = 170.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.20 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 28.81 • ii PIPE TRAVEL TIME(MIN.) = .35 Tc(MIN.) = 13.41 LONGEST FLOWPATH FROM NODE 624.00 TO NODE 617.00 = 1270.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 617.00 TO NODE 617.00 IS CODE = 1 ii »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< =_ __ - - -_ _---- ______ li TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.41 RAINFALL INTENSITY(INCH /HR) = 2.58 AREA - AVERAGED Fm(INCH /HR) = .49 li AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 15.00 TOTAL STREAM AREA(ACRES) = 15.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.81 ii ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW ii 1 73.09 9.27 3.219 .98( .40) .41 20.0 670.00 25.8 1 74.48 9.71 3.131 .98( .40) .41 21.3 680.00 25.8 1 78.02 10.99 2.907 .98( .40) .41 24.9 800.00 25.8 1 78.41 11.14 2.884 .98( .40) .41 25.3 840.00 25.8 1 86.28 14.85 2.427 .97( .41) .42 35.9 600.00 25.8 ii 1 91.06 19.55 2.057 .97( .41) .42 49.7 622.00 25.8 1 82.76 13.17 2.608 .98( .40) .41 31.1 711.00 .0 1 86.12 14.71 2.441 .97( .41) .42 35.7 205.00 .0 1 90.49 17.50 2.199 .97( .41) .42 44.8 607.00 .0 1 87.93 21.40 1.949 .97( .41) .42 51.8 600.00 .0 kill" 1 85.95 22.50 1.891 .98( .41) .42 52.9 602.00 .0 li 1 80.36 24.30 1.806 .98( .41) .42 53.2 700.00 .0 2 28.81 13.41 2.580 .98( .49) .50 15.0 624.00 .0 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 1 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE r " NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW ' 1 99.09 9.27 3.219 .98( .43) .44 30.4 670.00 25.8 li 6 r. 2 100.84 9.71 3.131 .98( .43) .44 32.2 680.00 25.8 4 3 105.33 10.99 2.907 .98( .43) .44 37.2 800.00 25.8 4 105.81 11.14 2.884 .98( .43) .44 37.8 840.00 25.8 5 111.43 13.17 2.608 .98( .43) .44 45.8 711.00 25.8 6 113.00 14.71 - 2.441 .97( .43) .44 50.7 205.00 25.8 p "'" 7 112.98 14.85 2.427 .97( .43) .44 50.9 600.00 .0 ii 8 114.05 17.50 2.199 .97( .43) .44 59.8 607.00 .0 9 112.67 19.55 2.057 .97( .43) .44 64.7 622.00 .0 10 108.04 21.40 1.949 .98( .43) .44 66.8 600.00 .0 11 105.27 22.50 1.891 .98( .43) .44 67.9 602.00 .0 ig 12 98.51 24.30 1.806 .98( .43) .44 68.2 700.00 , .0 13 112.08 13.41 2.580 .98( .43) .44 46.8 624.00 .0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ii PEAK FLOW RATE(CFS) = 114.05 Tc(MIN.) = 17.50 EFFECTIVE AREA(ACRES) = 59.83 AREA - AVERAGED Fm(INCH /HR) = .43 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .44 TOTAL AREA(ACRES) = 68.22 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 25.80 AREA(AC.) = 28.80 or * SUMMED DATA: FLOW(CFS) = 139.85 TOTAL AREA(ACRES) = 97.02 li LONGEST FLOWPATH FROM NODE 600.00 TO NODE 617.00 = 3280.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 617.00 TO NODE 880.00 IS CODE = 46 » »>COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< » » >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1529.90 DOWNSTREAM(FEET) = 1529.80 ii FLOW LENGTH(FEET) = 70.00 MANNING'S N = .013 GIVEN BOX BASEWIDTH(FEET) = 7.00 GIVEN BOX HEIGHT(FEET) = 4.00 ASSUME FULL- FLOWING BOX BOX -FLOW VELOCITY(FEET /SEC.) = 4.99 BOX - FLOW(CFS) = 139.85 ii BOX -FLOW TRAVEL TIME(MIN.) = .23 Tc(MIN.) = 17.73 * TOTAL SOURCE FLOW(CFS) = 25.80 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 880.00 = 3350.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i . FLOW PROCESS FROM NODE 880.00 TO NODE 880.00 IS CODE = 10 » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK * 3 ««< i; ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 650.00 TO NODE 928.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL = SUBAREA FLOW- LENGTH(FEET) 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1562.50 DOWNSTREAM(FEET) = 1546.20 ii Tc = K*((LENGTH** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.045 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.509 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 2.75 .98 .50 32 14.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 El SUBAREA RUNOFF(CFS) = 5.00 TOTAL AREA(ACRES) = 2.75 PEAK FLOW RATE(CFS) = 5.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i FLOW PROCESS FROM NODE 928.00 TO NODE 940.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< == 6 ELEVATION DATA: UPSTREAM(FEET) = 1540.00 DOWNSTREAM(FEET) = 1534.50 FLOW LENGTH(FEET) = 400.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES ft PIPE -FLOW VELOCITY(FEET /SEC.) = 6.49 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 I PIPE - FLOW(CFS) = 5.00 PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 15.07 • LONGEST FLOWPATH FROM NODE 650.00 TO NODE 940.00 = 1400.00 FEET. 1 WM ON ' p i ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Li FLOW PROCESS FROM NODE 940.00 TO NODE 940.00 IS CODE = 81 ON » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ' MAINLINE Tc(MIN) = 15.07 ii * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.405 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN r» RESIDENTIAL Id "5 -7 DWELLINGS /ACRE" A 13.98 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 pot SUBAREA AREA(ACRES) = 13.98 SUBAREA RUNOFF(CFS) = 24.13 EFFECTIVE AREA(ACRES) = 16.73 AREA - AVERAGED Fm(INCH /HR) _ .49 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 16.73 PEAR FLOW RATE(CFS) = 28.88 ° FLOW PROCESS FROM NODE 940.00 TO NODE 961.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< ii =.=_...,.. ELEVATION DATA = UPSTREAM(FEET) = 1534.50 DOWNSTREAM(FEET) = = 1531.27 FLOW LENGTH(FEET) = 71.00 MANNING'S N = .013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.44 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 28.88 PIPE TRAVEL TIME(MIN.) _ .08 Tc(MIN.) = 15.15 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 961.00 = 1471.00 FEET. ii FLOW PROCESS FROM NODE 961.00 TO NODE 961.00 IS CODE = 16 »» >USER SPECIFIED CONSTANT SOURCE FLOW AT NODE ««< = USER- SPECIFIED CONSTANT SOURCE = FLOW = 160.00(C47....=========.====..,== S) _ _ __ _ USER - SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 46.00(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(AC.) = 46.00 * SUMMED DATA: FLOW(CFS) = 188.88 TOTAL AREA(ACRES) = 62.73 ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 961.00 TO NODE 656.00 IS CODE = 41 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< i -= >>> »USING SPECIFIED - PIPESIZE - ( EXISTING - ELEMENT) < < <_ ___________ _ = = =s ELEVATION DATA: UPSTREAM(FEET) = 1531.27 DOWNSTREAM(FEET) = 1530.42 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 ii ASSUME FULL- FLOWING PIPELINE PIPE -FLOW VELOCITY(FEET /SEC.) = 7.95 GIVEN PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 188.88 pro PIPE TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 16.83 ii * TOTAL SOURCE FLOW(CFS) = 160.00 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 656.00 = 2271.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PA FLOW PROCESS FROM NODE 656.00 TO NODE 656.00 IS CODE = 1 i kg ll » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 PA CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.83 RAINFALL INTENSITY(INCH /HR) = 2.25 AREA - AVERAGED Fm(INCH/HR) _ .49 il AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .50 i EFFECTIVE STREAM AREA(ACRES) = 16.73 TOTAL STREAM AREA(ACRES) = 16.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.88 ■ * SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(ACRES) = 46.00 i * SUMMED DATA: FLOW(CFS) = 188.88 TOTAL AREA(ACRES) = 62.73 ********************************************* * ** * ** * * * * * * * * * * * * * * * * * * * ** * * ** ' FLOW PROCESS FROM NODE 950.00 TO NODE 930.00 IS CODE = 21 I ii i; »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1548.80 DOWNSTREAM(FEET) = 1538.80 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE))** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.546 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.564 ii SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 7.47 .98 .50 32 13.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 13.96 TOTAL AREA(ACRES) = 7.47 PEAK FLOW RATE(CFS) = 13.96 1: ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 930.00 TO NODE 656.00 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< ii » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< == == . DATA: UPSTREAM(FEET) = 1532 ELEVATION 1532.00 = DOWNSTREAM(FEET) = 1530.40 FLOW LENGTH(FEET) = 100.00 MANNING'S N = .013 ii DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.83 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 13.96 PIPE TRAVEL TIME(MIN.) = .19 Tc(MIN.) = 13.73 li LONGEST FLOWPATH F.OM NODE 950.00 TO NODE 656.00 = 900.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 656.00 TO NODE 656.00 IS CODE = 1 ii » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: li TIME OF CONCENTRATION(MIN.) = 13.73 RAINFALL INTENSITY(INCH/HR) = 2.54 AREA - AVERAGED Fp(INCH/HR) _ .49 AREA - AVERAGED Fp(INCH/HR) _ .98 li AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 7.47 . TOTAL STREAM AREA(ACRES) = 7.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.96 li ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 28.88 16.83 2.252 .98( .49) .50 16.7 650.00 160.0 li 2 13.96 13.73 2.543 .98( .49) .50 7.5 950.00 .0 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ii ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE LOW 40.86 16.83 2.252 .98( .49) .50 24.2 650.00 160.0 2 41.43 13.73 2.543 .98( .49) .50 21.1 950.00 .0 P COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 41.43 Tc(MIN.) = 13.73 EFFECTIVE AREA(ACRES) = 21.13 AREA - AVERAGED Fp(INCH/HR) _ .49 A AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 24.20 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(AC.) = 46.00 * SUMMED DATA: FLOW(CFS) = 201.43 TOTAL AREA(ACRES) = 70.20 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 656.00 = 2271.00 FEET. it ,I ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I FLOW PROCESS FROM NODE 656.00 TO NODE 900.00 IS CODE = 46 » »> COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « «< i i id I; ELEVATION DATA: UPSTREAM(FEET) = 1530.40 DOWNSTREAM(FEET) = 1530.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = .013 GIVEN BOX BASEWIDTH(FEET) = 7.00 GIVEN BOX HEIGHT(FEET) = 4.00 ASSUME FULL- FLOWING BOX BOX -FLOW VELOCITY(FEET /SEC.) = 7.19 I; BOX - FLOW(CFS) = 201.43 BOX -FLOW TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 14.78 * TOTAL SOURCE FLOW(CFS) = 160.00 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 900.00 = 2721.00 FEET. ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 900.00 TO NODE 900.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ii ...--.__-_,-...===. TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.78 RAINFALL INTENSITY(INCH /HR) = 2.43 AREA - AVERAGED Fp(INCH/HR) _ .49 AREA - AVERAGED Fp(INCH/HR) = .98 _ AREA- AVERAGED Ap = .50 _ EFFECTIVE STREAM AREA(ACRES) = 21.13 TOTAL STREAM AREA(ACRES) = 24.20 ii PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.43 * SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(ACRES) = 46.00 * SUMMED DATA: FLOW(CFS) = 201.43 TOTAL AREA(ACRES) = 70.20 li ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 902.00 TO NODE 927.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ii »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« - -- _ - - -___ INITIAL SUBAREA FLOW LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1558.50 DOWNSTREAM(FEET) = 1538.57 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.543 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.981 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc li LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CM (MIN.) COMMERCIAL A 1.28 .98 .10 32 10.54 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 3.32 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 3.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 927.00 TO NODE 920.00 IS CODE = 62 li » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>( STREET TABLE SECTION # 1 USED) ««< = = li UPSTREAM ELEVATION(FEET) - 1538 57 DOWNSTREAM ELEVATION(FEET) = 1536.70 STREET LENGTH(FEET) = 1550.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 ii INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 rh STREET PARKWAY CROSSFALL(DECIMAL) _ .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ 4.62 ti STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) _ .56 14 HALFSTREET FLOOD WIDTH(FEET) = 19.54 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.16 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) _ .65 STREET FLOW TRAVEL TIME(MIN.) = 22.18 Tc(MIN.) = 32.73 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.511 SUBAREA LOSS RATE DATA(AMC II): 1 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.99 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 i I' imi SUBAREA AREA(ACRES) = 1.99 SUBAREA RUNOFF(CFS) = 2.53 EFFECTIVE AREA(ACRES) = 3.27 AREA - AVERAGED Fm(INCH/HR) _ .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.27 PEAK FLOW RATE(CFS) = 4.16 ill END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .54 HALFSTREET FLOOD WIDTH(FEET) = 18.72 FLOW VELOCITY(FEET /SEC.) = 1.14 DEPTH *VELOCITY(FT *FT /SEC.) = .62 LONGEST FLOWPATH FROM NODE 902.00 TO NODE 920.00 = 2550.00 FEET. i ************************************************************************ v.*** FLOW PROCESS FROM NODE 920.00 TO NODE 920.00 IS CODE = 81 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< - = MAINLINE === ==== - = = 32 73 =___- = == = =s = = = == __- ________ __ * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.511 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A .92 .98 SUBAREA .10 32 EA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = .92 SUBAREA RUNOFF(CFS) = 1.17 li EFFECTIVE AREA(ACRES) = 4.19 AREA - AVERAGED Fm(INCH/HR) = .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.19 PEAK FLOW RATE(CFS) = 5.33 ii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 920.00 TO NODE 900.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< li === =============================== ELEVATION DATA: UPSTREAM(FEET) = 1531.50 DOWNSTREAM(FEET) = 1530.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES li PIPE -FLOW VELOCITY(FEET /SEC.) = 10.56 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 5.33 PIPE TRAVEL TIME(MIN.) _ .05 Tc(MIN.) = 32.77 li LONGEST FLOWPATH FROM NODE 902.00 TO NODE 900.00 = 2580.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 900.00 TO NODE 900.00 IS CODE = 1 ii »» >DESIGNATE INDEPENDENT STREAM FOR - CONFLUENCE __ . ▪ = TOTAL NUMBER OF = STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 32.77 li RAINFALL INTENSITY(INCH /HR) = 1.51 AREA - AVERAGED Fm(INCH /HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 4.19 ii TOTAL STREAM AREA(ACRES) = 4.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.33 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ii FLOW PROCESS FROM NODE 901.00 TO NODE 926.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< »USE TIME-OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« ▪ = == _ _ _ INITIAL SUBAREA 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1558.50 DOWNSTREAM(FEET) = 1538.60 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 W SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.546 * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 2.980 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) * COMMERCIAL A 1.28 .98 .10 32 30.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 3.32 TOTAL AREA(ACRES) = 1.28 PEAK FLOW RATE(CFS) = 3.32 ) , t% _" PR ill l j FLOW PROCESS FROM NODE 926.00 TO NODE 910.00 IS CODE = 62 »»> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION 0 1 USED) ««< I; UPSTREAM ELEVATION(FEET) = 1538.60 DOWNSTREAM ELEVATION(FEET) = 1536.70 STREET LENGTH(FEET) = 1550.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 T ii DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 . INSIDE STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 ii SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: ii STREET FLOW DEPTH(FEET) _ .56 HALFSTREET FLOOD WIDTH(FEET) = 19.48 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.17 PRODUCT OF DEPTH & VELOCITY(FT*FT /SEC.) _ .65 STREET FLOW TRAVEL TIME(MIN.) = 22.05 Tc(MIN.) = 32.59 ii * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.514 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN li COMMERCIAL A 1.99 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.99 SUBAREA RUNOFF(CFS) = 2.54 EFFECTIVE AREA(ACRES) = 3.27 AREA - AVERAGED Fm(INCH/HR) _ .10 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 3.27 PEAK FLOW RATE(CFS) = 4.17 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) _ .54 HALFSTREET FLOOD WIDTH(FEET) = 18.72 I; FLOW VELOCITY(FEET /SEC.) = 1.14 DEPTH *VELOCITY(FT *FT /SEC.) _ .62 LONGEST FLOWPATH FROM NODE 901.00 TO NODE 910.00 = 2550.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 910.00 TO NODE 910.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« (« MAINLINE Tc(MIN) = 32.59 li * 10 YEAR RAINFALL INTENSITY(INCH /HR) = 1.514 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 1.60 .98 .10 32 li SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) = 2.04 EFFECTIVE AREA(ACRES) = 4.87 AREA - AVERAGED Fm(INCH /HR) = .10 ii AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 4.87 PEAK FLOW RATE(CFS) = 6.21 FLOW PROCESS FROM NODE 910.00 TO NODE 900.00 IS CODE = 31 ii » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) ««< = == = : == ELEVATION DATA: UPSTREAM(FEET) = 1531.50 DOWNSTREAM(FEET) = 1530.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = .013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.56 p1 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 6.21 PIPE TRAVEL TIME(MIN.) = .12 Tc(MIN.) = 32.71 LONGEST FLOWPATH FROM NODE 901.00 TO NODE 900.00 = 2610.00 FEET. 11 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 900.00 TO NODE 900.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< , »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< AMMINft iii +.S TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 32.71 RAINFALL INTENSITY(INCH /HR) = 1.51 AREA - AVERAGED Fp(INCH/HR) _ .10 • AREA - AVERAGED Fp(INCH /HR) _ .98 ii AREA-AVERAGED Ap = .10 EFFECTIVE STREAM AREA(ACRES) = 4.87 TOTAL STREAM AREA(ACRES) = 4.87 pm PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.21 ii ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW i; 1 40.86 17.87 2.172 .98( .49) .50 24.2 650.00 160.0 1 41.43 14.78 2.434 .98( .49) .50 21.1 950.00 .0 2 5.33 32.77 1.509 .98( .10) .10 4.2 902.00 .0 3 6.21 32.71 1.511 .98( .10) .10 4.9 901.00 .0 I RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO ii CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE ii NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 50.05 14.78 2.434 .98( .42) .44 25.2 950.00 160.0 2 50.11 17.87 2.172 .98( .42) .43 29.1 650.00 .0 3 36.32 32.77 1.509 .98( .38) .39 33.3 902.00 .0 ii 4 36.39 32.71 1.511 .98( .38) .39 33.3 901.00 .0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 50.11 Tc(MIN.) = 17.87 EFFECTIVE AREA(ACRES) = 29.15 AREA - AVERAGED Fm(INCH/HR) _ .42 ii AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .43 TOTAL AREA(ACRES) = 33.26 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(AC.) = 46.00 * SUMMED DATA: FLOW(CFS) = 210.11 TOTAL AREA(ACRES) = 79.26 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 900.00 = 2721.00 FEET. l i ********************************************* ** * * ** ** * ** * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 900.00 TO NODE 880.00 IS CODE = 46 ii » » >COMPUTE BOX -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER - SPECIFIED BOX SIZE (EXISTING ELEMENT) « «< __.- == a=====______ _____________ = = == av === = = ==m =.m= .mam=a = = === == ==mv= = = =m===a ELEVATION DATA: UPSTREAM(FEET) = 1530.00 DOWNSTREAM(FEET) = 1529.80 FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 ii GIVEN BOX BASEWIDTH(FEET) = 7.00 GIVEN BOX HEIGHT(FEET) = 4.00 ASSUME FULL- FLOWING BOX BOX -FLOW VELOCITY(FEET /SEC.) = 7.50 BOX - FLOW(CFS) = 210.11 BOX -FLOW TRAVEL TIME(MIN.) _ .33 Tc(MIN.) = 18.20 * TOTAL SOURCE FLOW(CFS) = 160.00 ii LONGEST FLOWPATH FROM NODE 650.00 TO NODE 880.00 = 2871.00 FEET. FLOW PROCESS FROM NODE 900.00 TO NODE 880.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1530.00 DOWNSTREAM(FEET) = 1529.80 ) FLOW LENGTH(FEET) = 150.00 MANNING'S N = .013 DEPTH OF FLOW IN 84.0 INCH PIPE IS 63.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.71 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 210.11 PIPE TRAVEL TIME(MIN.) = .37 Tc(MIN.) = 18.58 * TOTAL SOURCE FLOW(CFS) = 160.00 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 880.00 = 3021.00 FEET. 1 FLOW PROCESS FROM NODE 880.00 TO NODE 880.00 IS CODE = 11 » »> CONFLUENCE MEMORY BANK # 3 WITH THE MAIN - STREAM MEMORY ««< j ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 50.05 15.48 2.367 .98( .42) .44 25.2 950.00 160.0 2 50.11 18.58 2.122 .98( .42) .43 29.1 650.00 160.0 iii "If 3 36.39 33.45 1.491 .98( .38) .39 33.3 901.00 160.0 ii 4 36.32 33.51 1.489 .98( .38) .39 33.3 902.00 160.0 * SOURCE FLOW DATA: FLOW(CFS) = 160.00 AREA(ACRES) = 46.00 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 880.00 = 3021.00 FEET. ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 99.09 9.47 3.179 .98( .43) .44 30.4 670.00 25.8 PM ii 2 100.84 9.90 3.095 .98( .43) .44 32.2 680.00 25.8 3 105.33 11.18 2.878 .98( .43) .44 37.2 800.00 25.8 4 105.81 11.32 2.856 .98( .43) .44 37.8 840.00 25.8 5 111.43 13.35 2.587 .98( .43) .44 45.8 711.00 25.8 6 112.08 13.56 2.563 .98( .43) .44 46.8 624.00 .0 7 113.00 14.88 2.424 .97( .43) .44 50.7 205.00 25.8 8 112.98 15.02 2.411 .97( .43) .44 50.9 600.00 .0 9 114.05 17.66 2.187 .97( .43) .44 59.8 607.00 .0 10 112.67 19.72 2.047 .97( .43) .44 64.7 622.00 .0 10 11 108.04 21.57 1.940 .98( .43) .44 66.8 600.00 .0 ij 12 105.27 22.66 1.883 .98( .43) .44 67.9 602.00 .0 13 98.51 24.46 1.799 .98( .43) .44 68.2 700.00 .0 * SOURCE FLOW DATA: FLOW(CFS) = 25.80 AREA(ACRES) = 28.80 LONGEST FLOWPATH FROM NODE .00 TO NODE 880.00 = .00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE li NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 163.21 15.48 2.367 .98( .43) .44 77.7 950.00 160.0 2 163.55 18.58 2.122 .97( .43) .44 91.1 650.00 160.0 3 112.80 33.45 1.491 .98( .41) .42 101.5 901.00 160.0 4 112.61 33.51 1.489 .98( .41) .42 101.5 902.00 160.0 5 142.50 9.47 3.179 .98( .43) .44 45.8 670.00 25.8 ii 6 144.84 9.90 3.095 .98( .43) .44 48.3 680.00 25.8 7 150.96 11.18 2.878 .98( .43) .44 55.4 800.00 25.8 8 151.62 11.32 2.856 .98( .43) .44 56.2 840.00 25.8 9 159.47 13.35 2.587 .97( .43) .44 67.6 711.00 25.8 10 160.33 13.56 2.563 .98( .43) .44 68.9 624.00 .0 A 11 162.52 14.88 2.424 .98( .43) .44 74.9 205.00 25.8 12 162.61 15.02 2.411 .97( .43) .44 75.4 600.00 .0 13 164.14 17.66 2.187 .97( .43) .44 87.8 607.00 .0 ii 14 161.72 19.72 2.047 .97( .43) .44 94.1 622.00 .0 15 155.39 21.57 1.940 .98( .42) .43 96.8 600.00 .0 16 151.60 22.66 1.883 .98( .42) .43 98.2 602.00 .0 17 143.19 24.46 1.799 .98( .42) .43 99.0 700.00 .0 TOTAL AREA(ACRES). = 101.48 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 164.14 TC(MIN.) = 17.665 EFFECTIVE AREA(ACRES) = 87.81 AREA - AVERAGED Fp(INCH/HR) = .43 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA - AVERAGED Ap = .44 ii TOTAL AREA(ACRES) = 101.48 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 185.80 AREA(AC.) = 74.80 * SUMMED DATA: FLOW(CFS) = 349.94 TOTAL AREA(ACRES) = 176.28 LONGEST FLOWPATH FROM NODE 650.00 TO NODE 880.00 = 3021.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 101.48 TC(MIN.) = 17.66 EFFECTIVE AREA(ACRES) = 87.81 AREA - AVERAGED Fp(INCH/HR)= .43 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .44 PEAK FLOW RATE(CFS) = 164.14 * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 185.80 AREA(AC.) = 74.80 * SUMMED DATA: FLOW(CFS) = 349.94 TOTAL AREA(ACRES) = 176.28 ** PEAK FLOW RATE TABLE ** A STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE 1 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE FLOW 1 142.50 9.47 3.179 .98( .43) .44 45.8 670.00 25.8 2 144.84 9.90 3.095 .98( .43) .44 48.3 680.00 25.8 3 150.96 11.18 2.878 .98( .43) .44 55.4 800.00 25.8 4 151.62 11.32 2.856 .98( .43) .44 56.2 840.00 25.8 5 159.47 13.35 2.587 .97( .43) .44 67.6 711.00 25.8 6 160.33 13.56 2.563 .98( .43) .44 68.9 624.00 .0 7 162.52 14.88 2.424 .98( .43) .44 74.9 205.00 25.8 8 162.61 15.02 2.411 .97( .43) .44 75.4 600.00 .0 9 163.21 15.48 2.367 .98( .43) .44 77.7 950.00 160.0 10 164.14 17.66 2.187 .97( .43) .44 87.8 607.00 .0 11 163.55 18.58 2.122 .97( .43) .44 91.1 650.00 160.0 12 161.72 19.72 2.047 .97( .43) .44 94.1 622.00 .0 13 155.39 21.57 1.940 .98( .42) .43 96.8 600.00 .0 i 0 14 151.60 22.66 1.883 .98( .42) .43 98.2 602.00 .0 15 143.19 24.46 1.799 .98( .42) .43 99.0 700.00 .0 16 112.80 33.45 1.491 .98( .41) .42 101.5 901.00 160.0 17 112.61 33.51 1.489 .98( .41) .42 101.5 902.00 160.0 ii END OF RATIONAL METHOD ANALYSIS =_ = S x =_ _ = = = = =s= ===....= ii i I ii I I ii ii Pil i i