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HomeMy WebLinkAboutI-10 Channel Capacity ReportFINAL — Volume 3 of 4 Appendix C — Flood Routing Calculations I -10 Channel Capacity Report 30% Design PREPARED FOR: City of Fontana 8353 Sierra Avenue Fontana, CA 92335 OWNER(S): California Department of Transportation City of Fontana District 8 8353 Sierra Avenue 464 W. Fourth Street Fontana, CA 92335 San Bernardino, CA 92401 Mr. Steve Nawar Mr. Phillip Reynolds Project Manager Project Manager (909) 350 -6523 (909) 383 -4960 PROJECT SITE LOCATION: City of Fontana County of San Bernardino I -10 from San Sevaine/Etiwanda Channel to Sierra Avenue PREPARED BY: BOYLE ENGINEERING CORP. 1131 West Sixth Street, Suite 285 Ontario, CA 91762 (909) 933 -5225 Project Manager: Joseph F. Long, P.E. Project Engineer: Bill Flores Jr., P.E. PREPARED DATE: A► November 26, 2003 (OC -F60 -401) �rrrr. C Appendix C Flood Routing Calculations Volume 3 of 4 C Table of Contents C Land Use Areas Loss Rates and Fractions Flood Routing Input Data — Spreadsheet Flood Routing Input Summary — AES Flood Routing Results Summary — AES Flood Routing Output Flood Routing Calculations Exhibit San Sevaine Channel Hydrograph at Confluence IC 'C Refer to "Rational Method and Flood Routing Calculations" (Appendix A, Rational Method Hydrology Calculations, Volume 1 of 4) for additional information on methodology. C T _ I -10 CHANNEL DESIGN MEMORANDUM WATERSh' _D LAND -USE ANALYSIS Area Designation AREA Al -1 WATERSHED - Downstrea Land -use . I Impervious Upstream Node Area Total Area Total Area Node Designation 2 ) -= _: -__ -_ = -_ _ Percentage I _ (Acres) (km ) °r -- �:..,.,: m e aa 0 g m;:tr���;� `�3 �'E =0111 2 0.0410 ▪ 80 , 30 8; Commercial I 0.9 `� � .14 0 -0047 .,V _ ! ** ** �. I [ � �� a r_,� 0.0000 I K l ' 11 T 'l 0.0000 - - :_ *-# Y = Y , := 1 ** i , :- -� _ ;s_ 0,0000 '° 0.0000 . ___ __ _ _ 000 .u_....- ¢ sr. 8 . - .- , .....- :.- .,+v -_- n . "•:i2:r- � .n4 fi x... , -.�'.' 0 0000 _ _ - _- - -_ -- - - - _ t ;�: = �- , , 0.0000 �='' *# .= .,--- R-7, 0.0000 __ - __ _ - -,•�.'^5'a:. _ 'emu - - -' =�` -` \ _ - ;''�",' *# €•; - 'F.c- -_..= •�:,x'^ -- .- ,.: i -;:� v 0.0000 - - _ :W 0.0000 _ - - - � - = �•.�,-� r, ;i �- �;�. >: Wes,= -„`=- _ =_ _ `s -7. r,<=::-� ** I ** - - - - - �. _.<�i::~_ ===:� :.x N l � °��- '- 0.0000 ** Y; � 0.0000 - - 0.0 -3 Y�rI -N� :_•�,�.- �' 000 ,. _ - = - _- - z- _ = ��;F�.. �';=, 0.0000 . . :r 1 : - :: -.. _.- cat: :...: _ < r ., � - - N;?'u,:_,S'.:,^c- .tR`<'a1�..£' ^:.- •,,. a r :,"rtF. ... . . -.:., . -\' -Rini s«:; �,x�... -'.— w• "..- • te #* ,..x.` sir , :-.r ... -�� „: 0.0000 _ - - — 47;."1.!..i1 - - �:::��_ _;I 0.0000 - -= - _•�� a =,- 0.0000 , *.C - ^,'c Z. < .:3r ° c °:i ii q .. ��`•- � �' �...�,: 0.0000 _ � >_;ar <_ " .:,•�-; -;^err .xs:.s� ° z =: ! _; 7.:;'1,4'i,;' �. -:'�' era: ;.<-�: - n '_.e =; _„`ter ,M. . .:... --. .�. -nom,:: .i ...: -.. - - -. .. . . -- . -. -.- :_ ..,.,- : _ ' - -_•. .. _fi r - _ � �' - �.�x= `°(i -s o 0000 - t. " c .. _.. __�. ... .. _..�.._ ,. - -:.. 1 . .. ; ," y ' ' � >a ". ,, _.�" n. 0.0000 .. > . , < _ ' _'_� ... _.. -. -vim _.-•. ...., - ** ., - . ".:- -.- x,,.m,. _, _ _ _ _ ry e. ; ; rv r 1r `:�s!• -�'� a� --•"� 0 0000 I ,.. -_ .. ,.,tom;;: = - -- �'R%;r" - F - _ • _ _ .:�. - .:. -... ...,.max.. -.: ...__ ..._- -" s -,- .:2._- . - :: -w is 1*** �': 0 0000 In .�'',f'a�:a i,�:,;'�q "': I *':F 0.0000 fix-=- �e°�,�G�� -�� =V 0.0000 • - - - ._�' .x,:�- .ark'- - _ -3 -P j =: �: _ _ .000 h Y - 1 �� ="� 0 0000 I _..,_�,. - . . .. -.._. _, .. '<_:.., >.., »...� >_ = - -, .,w. a- ._:_�_..:.. � _ c ry. 1 ` ��° '` 0 0000 I -x, :�_ .. -_._ -. _...__:�._:+ ...__. _:: -.�,, ;_ -._.. . vim,..,..._._ - - [,[., _- ,CS::` '�;..'W. _5� -,i:ic 0-.0000 . ;: ._ = :_�_ry -. _ -... _. ., ..- ., -.< x ...= - - -:� irk • - - • _ Rc ��::= 1- 'tit. <, - - _. - _ - .: -.. - �..c —.'- : =tom. : . . _. ..,._ .. _... .. -- _ -.. -. �. -. .- - ... -_ - - - ._.. .::J 'x-k •iris - -' ” >A T _ 0 0000 0 0000 __- E € .:_- =_ =v 0.0000 LAND USE SUMMARY • AREA A1-1 Page 1oi2 est Saved: 7.'15/2002 11:52 AM Eric -Land Use Designations 1 -10 ChanneLxls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA Al -1 WATERSHED j Downstream Upstream Node Land -use Imp ervious Total Area Area i i Total Area f Node Designation (Acres) I , (km Z ) PERCENTAGE. Imperviousness Percenta e i 0 rtKV1UUS Area vveignrea Land -Use Totaf Acres Total km 2 PERCENTAGE. Imperviousness 11+ du /ac 0 0 20.00% 0.00 8 - 10 du /ac 0 0 40.00% 0.00 5 -7 du /ac 0 0 50.00% 0.00 3 - 4 du /ac 0 0 60.00 % 0.00 2 du /ac 0 0 70.00% 0.00 1 du/ac 0 0 80.00% 0.00 0.40 du /ac 0 0 90.00% 0.00 Commercial 11.28 0.045648536 10.00% 0.90 Public Park 0 0 85.00% 0.00 Mobil Homes 0 0 25.00% 0.00 Apartments 0 0 20.00% 0.00 Condos 0 0 35.00% 0.00 Schools 0 0 . 60.00% 0.00 Total Area 11.28 0.045648536 ' 0.90 T 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA Al WATERSHED Impervious Downstream Land -use Total Area Total Area U stream Node Area P Node Designation Percentage (Acres) (km ) • 101 20,1 81Commercial 0.9 1.351 0.0055 101 '. 20 - 1111+ du /ac I 0.81 31.311 0.0134 101 - , - 201 = 3 7du/ac 0.5 0.021 0.0001 20 . _ - 815 -7 du /ac 0.5'; ".': :. ; :.. 1.3 0.0053 30 40.' `'= : 31 5 -7 du /ac 0.5 �:::,: - , : 0.0310 , 40 i:501'''',- ..1:.11 + d u /ac 0.81"•;?"- '. 3.58' 0.0145 , - . : '40.: • - ' ` . i 501:::::: 8 Commercial 0.91 .:: -::. , - 6.15 0.0249 50.::= " ` < =< , 50 a '8; 0.9. 0,5° 0.0020 50 - . _; :' '- ,60`.: ,;; 8: Commercial 0.9; ; , : :::' .: - 7.41 0.0300 10 : : : - .. ,,,.' _, , . 7:0i ° -_;' •8: Commercial 0.9 i i> , :r � :- �; -<,. ,:•.; -6461 0.0261 1' : w :' :.:': ?..:: ,: 7 =' = -'1: 11+ du /ac 0.81 i;;:='.> "::' 0.08: 0.0003 0 0 ;1 70 ' ';: 8 Commercial 0.9 i ; 2:42 0.0098 `< ; i:'4 Commercial 0.9 - 2'.:5 0.0105 ', 60rs'.I8 Commercial 0.9 r. <'. .'_':''' . 0.0129 -80 80 .�° 13: Schools 0.4 j,` .1'0, 0.0405 :._ . - •. ` .. 9:�: 0 '.:::w,: , : . =: � `�: -' „90? ;r:_ 8 Commercial 0.91.: :;'-. ;' - -,; • °'11'`:96 0.0484 ,: 0....13; Schools 0.4 _ 1.1',,,: - ., r•;,,',;:',;;;„„"; . .....; 9.73; 0.0394 1.30 ;i :; : : :: : • 8 - 130 13;; Schools 0.4 ; 66` 0.0350 130 130 8: Commercial 0.9! ; 1.17 0.0047 130 " 130, . 8, Commercial 0.91) ; 0.58 0.0023 _ 90 ' , 90: 8 Commercial 0.91: ;0„79: 0.0396 ,: " 1 _5Q "'; : 8 ' Commercial 0.9 i - .. - .1:3'1, 0.0053 . •`:. 140 - %';`° 150 i'.' ,.8 Commercial 0.91'.:,: :.,.: - ::.. 4;.26. 0.0172 1.50 :::....':;`, <�:� - .,.. ;,90,. 8. Commercial 0.9i . . 343 0.0139 160 ;:: 6.'0.8; 0.0246 1:60 >::�. '8. Commercial 0.9 r.:, ;:,, . , .,' _�:... '... 160:::`.,';;',' :. `.:`:.r '1601 8, Commercial 0.9 j' -' 14.91 0.0603 ** ** 0.0000 ';", ** ** 0.0000 ** ** 0.0000 *# ** _- 0.0000 * ** - r.; -- � . - .0000 -.. ** ** I : - '.- _,4'., 0,0000 _ - 1 ** I.� • - 0.0000 1 ** ** ',. ,,., `:; .. - _. - 0.0000 . a ** ** 0.0000 i 0.0000 - _ 1_ : j . --1** *# I 0.0000 ** ** -- _ - ,I 0.0000 ** - - I { *# _ - 0.0000 ** ** 0.0000 _ , i ** i ** _ - -- - - - � 0.0000 j i ** 1 ** 0.0000 ** i J i - 0.0000 *# AREA Al Page 1 of 2 Last Saved: 3 @ 11 :55 AM Eric -Land Use Designations 1 -10 Channel. xis [A IN 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA Al WATERSHED LAND USE SUMMARY: PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11 + du /ac 6.97 0.028206586 20.00% 8 -10 du /ac 0 0 40.00% 5 -7 du /ac 8.97 0.036300298 50.00% 3 - 4 du /ac 0 0 60.00% • o 2 du /ac Downstream Land -use Impervious I Total Area Total Area Upstream Node Node Designation 0 I (Acres) (km 2 ) Commercial 83.55 0.338114819 Percenta e Public Park 0 0 85.00% Mobil Homes 0 0 LAND USE SUMMARY: PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11 + du /ac 6.97 0.028206586 20.00% 8 -10 du /ac 0 0 40.00% 5 -7 du /ac 8.97 0.036300298 50.00% 3 - 4 du /ac 0 0 60.00% • o 2 du /ac 0 0 70.00 /o 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 83.55 0.338114819 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 28.39 0.114890242 60.00% Total Area 127.88 0.517511945 AREA A 9 Last Saved: 3125103 @ 11:55 AM Page 2 of 2 Eric -Land Use Designations 1 -10 Channel.xls 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA A3 us I Downstream i Land-use : Impervio Total Area 1 Total Area Upstream Node! . i Area 1 Node i Designation ; ; Percentage (Acres) i (km 2 ) 1 :10TP,:=-t'kTi:::::::,r;;:'-::::-::20T': 3' 5 -7 d u/a c 1 0.5 ::; 0.0260 8t).111-715:111.,-E-M;V!,fiA 3Q: Schools 1 0.4i .................................................... - 0.0094 -1 :3 1 2.11=:: - . 1 -..'7.1- - - 4 ..KiTIi=f2 12 ;,- = _ 2 :,; 1 '30 1 tf - F.:9 - ..• Public Park 1 0.15 6:-. 0.0278 80-ii.R3=4 5 -7 d u/a c 1 0 .51 0.0571 501,1V;a ..i,50 L:0_:::,3 5-7 du/ac 1 0.5 (1 0.0325 601'4A 604 5 -7 du/ac 1 0.5 1 011 0.0473 • , -8 Commercial 1 0.91 27 0.0377 1:1 8 Com m erci al 1 0.9 1...„.1 0.0302 90.M's,'::::::1-2-CI-90:- "''. 3.:l Commercial 1 0.91.;.t'i 0.0654 001:iit i 81 Com m erci al 0.9 F 0.0356 5,- 0.0000 : - 1 : 1 .7' • = 1,t11, '• i'f..e.":-.Y.k 0.0000 1** [ 0.0000 1 1-.1 11 . 1-.11 § 1 1: ? ;. - 4 1 4`n 0.0000 1** := 0.0000 :-: :,.. ?,:i-?,-„, l ::.."-7.-:7•--;--A 0.0000 .. - ...,, , ' , ..: , ; -,--,f.. , ::::::::7,-.2:.'',11:-:;•:::-.1.-..±:-..!-,1;;I:."...Y:::-'1711;,::111:1-..1-:;.:.1:1111,,1-12‘?,14** , ,,,,. ' 1: 0.0000 ** M'e.',.','!..I'",::It-,Y:"Z;::T.1 0.0000 i' :' ' 1** - i' -?:' :,‘ ;!i 0.0000 . 1 : 1 i 11 : ,- F1-t.. - ..;::::; 2 '...= 1 :;::7:,::: , .:; - ,:•,.f.,' 1 ,. , S4-.:, ,a ** 1 k11-7..:•,'.--,...,-A-...P.:; 0.0000 1 ** '11,11:11:1.-1:1it,i•-.31:1'1:11.J.,1.41.1:1111-.=.,1 0.0000 ** 1** 0.0000 • i *... . '1,:.i 0.0000 • f : : ::rtZ':''-'::::J: - ':-: ., : :':':',:= ** ** • l'.. 0.0000 11.1-111*1111:111-1.,.'-'11:-'1Z-11t111:,67.1'21:.M1--,.=11J-g11,1'.‘15.41-'.11;11,'-1.-1;.::'1.-f,;-1-"1•11.111'1** ** 1- 0.0000 ** ,11,11-211'-11:-11'-:111:1'111::11' 0.0000 - .. 2 :::, 2 • ..=: -:::::..-:- 4'-, 1,-;:: i;: : I- 3'::' ,,--::::-1** -, ' ,,.: , ,.:::g;:::-.,, 0.0000 4 111:::=1:7..-,:1** *, 0.0000 '..1'r.1111-,:711:::1 ...* ,1 :1:g - 1., -- 1 111 ,1 : i4 0.0000 ** fr:•-•izJA:?,:-:,4:-.1 0.0000 1 11 : 11- 1 1 F- 1 . 1 i :11 . 11- 41 ** 1 14':',-'''.:,:,i:?ifi`:.i.-1::F.:0:Wif51 0.0000 '1.;111-1;:f;g111:1'''.!15.-1',.:W1P5=1-71M 0.0000 1 .1 0.0000 . 1 .:::: 1 1 1 :? , ;.1 1 : 11: !1'1'- 1. - 1111 ' 2 ' 1 '.1 11 1 -1:11 Z. 1- -,1111:•-:::11:1;111=:1;11.72:::"1.11.5-111.2*-4',N11'.:-111-...;1:::::"'::1** 1*" t.,1711.1::' 0.0000 1 *§ 0.0000 , i-..-K:::„.;::-::::-::::.:7-i''',:=21:3-'-..::--=‘.1** -A-* ', " ^9, t7-2..:Sf:.5.5';,F4'11 0.0000 '* '',' ..-_';..•:.'::-=--:::.7.:.':-:Iii 0.0000 ...:".... - „.. , .,.....,......,....------... - ..,.....„,..,,.........,* 1 L1.1,11141'4;11f.4-.;;:1Vif.'4 0.0000 ** 1 • - .• 11,1-1...1 1: 1 ;T1. 1 .:- 1 2. 11 5 1 :; 1 1 1- '- ,1 F- 1 .1 0.0000 r* Li::::: 0.0000 • ,,. --. : :,,,:::: , ' S ' i ,:: : ::, 71, ; y:; : , ,, kWe, • ::::::t - V- - -.%'-.41 0.0000 -,-. 1 Z:"V.;', 0.0000 -k * I i l . 0.0000 I -'* 0.0000 • .7- 0.0000 _ : Iii 7- ]•_. _ il :F -fil,"=;"-±r-----.1'* f.i:F::::;.4,77;;;: 0.0000 I iii,.. ,- ::_:,, ..±::::,_;,, : i - E-;:t z-k . It-A" 0.0000 • LAND USE SUMMARY: AREA A3 Page 1 of 2 Last Saved: 1/15/2003 ca 3:12 PM Eric-Land Use Designations 1-10 Channel.xls IN 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA A3 Impervious Downstream Land -use i Area Total Area Total Area Upstream Node 1 Node Designation (Acres) (km i Percentage PERVIOUS Land -Use Total Acres Total km' PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 dulac 0 0 40.00% 5 -7 du /ac 40.26 0.162926423 50.00% 3'- 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 41.73 0.168875301 10.00% Public Park 6.88 0.027842369 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% schools 2.32 0.009388706 60.00% Total Area 91.19 0.369032799 it Last Saved: 1/15/2003 @ 3.12 PM AREA A3 Page 2 of 2 Eric -Land Use Designations 1 -10 ChanneWs T 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA A4 Downstream Land -use Impervious 1 Total Area Total Area Upstream Node Node Area Designation 1 (Acres ! (km 2 Percentage 1 :_ 10 - - - 20 r 3 5 -7 du /ac 0.5L _- -: _ = - _ 10) 0.0444 - 30 _ 3Q!w , 3i 5 -7 du /ac i 0 -5 9:;.02 0.0365 30,, __ ��: 3 5 -7 du /ac 0 -5 F � r:. -- a�8~J 0.0143 _w ::60 _ : 7.01 3= 5 -7 du/ac j 0.5 r_`=, , :.. _ 4 ,9,91 0.0202 70 - -� 5 Q 3=,5 -7 du /ac 1 0.51 1045 0.0423 ... ° _ _ 0;� -_ - __`:�80�� -7 du /ac 0.5�?_ =�:- °- _- X2.,68 1 0.0108 = 90'.',::; :; 10 "Q4: "'3'S- 7du /ac _ _ - .,.° - W_..,. -_. i 0 . 5 �:- .�:=- :::- �� >:'9� 0.0403 1 °00:x_ ` ;_ _ ; = w- _ 0.5 1 �r `,- °;�= :,= _ 1 0:.'10: 0.0409 ;: 130= 140 - '-3 5 -7 du /ac 0.5 r- _- . :: 2.21=J 0.0089 - ` ; 130 140r ,,,-- ; 8iCommercial - 0.911- N.:02, -= :::.;x -09; - 0.0408 r : : -: , ;1:40:= ':::1:20t' :' 5 -7 du /ac 0 -_ 3:36-1 0.0136 1 :40 120, '`°8=1Commercial 1 0.9k _ & 881 0.0359 1.5.04;: } ::` - :f:;a1:5Q 8:ICommercial. 0 . 9 - - ;:.1:9:.241 0.0779 ,....:__..._.._ .. ., _ _ 1:60` -;`5? g'i C - 0 :< ** =`I :=� ' [ = - -- _ - 0.0000 ** 0000 .:= * �I ** ** * - _ 0.0000 1 E , 44 ` f - „� -`�� ::L A^ , 0 0000 ._ ...: .. _,:. . -. : ,,. -. .:, ,.,,,; - <.I '= _ - - 0.0000 "1-:; * * i.' * ** �= 11 0.0000 <_ -- ''I - 0.0000 ** - 0.0000 I * « '��w' 0.0000 • C r 0.0000 ** ** rT <. 0.0000 1 -..._. ..J.,:.. .. . _l _ 0.0000 ** ''" - _ _ _ 0.0000 1 E'' :`�° °i 0.0000 - - - - -. .;. _ - - - 1 ". _ ** :l'* -- - - 1 x I 0.0000 ry y! `- A 0.0000 1 r ._ .:_ _ ___ .! 0.0000 .,� ** p � 0 0000 , ='-* .,._ - _.: ^ , � =. . :J �,:� : ., _ '_. , -' : -.__, 0.0000 - . _ _ ' 1 - , ' _ - _ _a 0.0000 K: = ...,.:.__ ..., 0.0000 ,, _ � � - �: � 0.0000 x* !- 0.0000 0.0000 LAND USE SUMMARY: . - _ AREA A4 Page 1 of 2 Last Saved: 5'2003 ( 2 :12 ,DM Eric -Land Use Designations 1 -10 Channel.xis C Area Designation AREA A4 Downstream Land -use Impervious Total Area Total Area Upstream Node No de i Designation Area {Acres) (km 2 ) Percentage PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 0 0 20.00% 8 -10 du /ac 0 0 40.00% 5 -7 du /ac 67.26 0.272191535- 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 dulac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 52.41 0.212095723 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools .. 0 0 60.00% Total Area 119.67 0.484287258 C A Last Saved. 1/15/2003 @ 3:12 PM 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS AREA A4 Page 2 of 2 Eric -Land Use Designations 1 -10 Channe[.xls T 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA A6 . ! i Downstream i Land-use Impervious • Total Area Total Area ! Upstream Node Node Designation Area (Acres) ! (km 2 ) i Percentage 1 '-i - .:1:1:i- 35 -7 du/ac -- 0.5 - .:*: -- ::::::.f: - .925-C . 0.0384 - - - jt!, - -:.?'; - ;: - : ;' - kfei.•=1 - ::::_::. = : = - -3oill - Li4 - =? - : ag,t,c,:!,; 5 -7 du/a c - 0.5r1 0.0407 . 5 -7 du/ac 0.5 1=:::;s, it-231.1 0.0050 '.. Public Park 0 .15 .................................. 0.0408 60='!W= 5 -7 du/ac . 0.5 r 0.0083 .:*':1":11; Schools 0.41,. 0.0374 :-. 1.2:;.'4,90 5 -7 du/a c 0.5 r: 0.0705 :•:,E,' 5 -7 du/ac 0.5 r :7,.:',72,1;::::,t',#.1. 0.0089 :::. 404:;'4 -7 du/ac I 0.51.• • 0.0099 • 10171-1;fi.: 5 -7 du/ac 0.51.E'.::ii 0.0380 . ..s.•::::11145T:•:','"• , :, - ;'-'7:.::::•kl.::'" , =,.. -- 712QT - k=. - -3:; 5 -7 du/ac 0.5 F:::,..;= . 0.0479 ;:=,: -- i;. 100t:::.345 -7 du/ac 0.5 k•::.7';-. . ' 0.0040 "..:• 0.9 [;:7 : 8.81 0.0357 =-•+-', 8'Commercial 0.9 l 0.0424 • :.:': 3i 5 -7 du/ac 0.5 'I.,' 0.0019 . al Commercial 0.9 V ';;••:i 0.0102 r ,:'.' .-- •-•'-':: 1701" Commercial 0.91 0.0032 - .Thi.=::=;: - .;:'-',.;:•: - .::; - : 21,014', Commercial 0.9 L'4F:' 0.0389 --- :':.:• . .,',:., -, -,;K , „ : ::: - .'-• - .:"';7!::_1:: 23a..-1.:;•5':!::„.7 Al Commercial 0.9 44.:.:=2,-4. 0.0298 .: Commercial 0.91:-:::c'N1 5,49.1 0.0222 .. _ V240:t-:-:-',',:81 Commercial 0 - 9 l'f• . 0.0219 •:: :- . , :". : ;'..:::• „ C. : '•.:: . i•' - '..i - ' - ? . :: : : :: :::::K 11- ::: : :? . .s':::•17'...'''' ,- ..:.'. -5 :',•=:. : :'::: : :' - %$:':!: : : ::: ;.". : ,1 *4- I .,.. - . o.0000 i I' . „ ...„._...,. :::f.:-.-1.,-,••: 0.0000 ** l: ; 0.0000 l . ' - : -- •::::'4 , ...1:• . :.;: 0.0000 '-'•':"':' ‘'''''';'::-.'•-: - ;:.;;•:,''''.: ::: •!..•:11''' . ::'' ,7 -•T-.7•-••: : •t5t - .1 - .:: - .' - 1;': - . - '-.VS'-'-Li-ii** i ,,* 1 F 00000 :1;_:::-.:,:::,=-..:,:,1-- I** 0.0000 I* [- , o.o o o o ,. - .. 0.0000 I rs.: 0.0000 [.,::.I. 0.0000 0.0000 • • ••':;:;=:': ..,-..-:••::: 1 L: 0.0000 ..:'.:::.;•-•'‘,;:;::::::::=:-,:•:.' 14::: ` I** o . o o o o I *-* 0.0000 0.0000 -_ • -- --....:-.: .,.- .,,,-..-.2„..-_,,,.. I** k. 0.0000 s..-. -.: "' L-:,.. 00000 - [.. :?_:- - 0.0000 , ** 1 fi-• 0.0000 1 * 0.0000 1 L:.:-..::::5.:, 0.0000 -:--'": ,:** ' ** ::: ; 0.0000 ,. ,• , , , ,,.;-. ...., },„•„.., 0.0000 • .:' -,, - .1 _ : ,.' , , ,:_ . _ ,. , - _,: I,* 0.0000 ,.--_ ....., , „ -- -,- ",-.:,„„ .,,.,...,..„ ,.„,,, ...,, -A- .0000 '- --- -.:,.."--- - .: ,- :.e.7:„ : 0 ;L:, ,.-..,-* -,k ii:i: '"' ' 0.0000 LAND USE SUMMARY: AREA AS Page 1 of 2 Last Saved: 1/15 ,a. 3:13 PM _ Eric-Land Use Designations 1-10 Channe1.xls Area Designation AREA A6 Impervious Total Area 1 Downstream Land -use Area Upstream Node 1 Node Desi gnation (Acres), Percentage Land -Use Total Acres Total km' PERCENTAGE 11+ dulac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 67.59 1273526997 50.00% 3 - 4 dulac 0 0 60.00% 2 du/ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac - 0 0 90.00% Commercial 50.47 0.204244822 10.00% Public Park 10.07 0.04075184 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 9.24 0.037392949 60.00% Total Area 137.37 0.555916609 N Total Area (km Z ) r Do Last Saved: 111512003 9 3:13 PM 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS AREA A6 Page 2 of 2 Eric -Land Use Designations 1 -10 Channel.xls 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA A6-4 I . . Downstream Land-use Impervious 1 Total Area ; Total Area 1 1 Upstream Node i Area Node Designation Percentage 1 (Acres) ; (km 2 ) "=.-- 1'0'''' Commercial 0.9 Vz:2 0.0364 :,30=ci,-_g:;;!=l Commercial 0.9 • ,..-. 0.0390 • i- Commercial 0.9 .' 7-124 0.0288 50.iii '8,=; Commercial 0.9 l;-.14 21,131 0.0086 i 1,l'il 0.0000 ** I ==:= - l - '' 0.0000 1** 0.0000 -=' .'' ** i. :--i... 0.0000 q,' ** , I tg:;:,:: -- ::', i-, 0.0000 • :`,!.cri';Tti=a-.V:'i i'=i1==i :"T-ltl 0.0000 p?,=4 ..ifli:.= „ ii. i ..;-,=1 r_ ** 1** .. . _ .. _ _ 7 .-c,!::,==; t:'7 ':ii 0.0000 . -1:'::: ' ** 1 ** 0.0000 :!: :: t:ij.---:"::::::41-===.===:::,;,',-.--4-,;.,747,.1C:k:',,'..:,•:;!=;:iPtq** !--- 0.0000 0.0000 ',4-:1 .: ;:)!- - 1** P.-: ::::: - , - :::'::.1 0.0000 1: A•=5-.4** I ri:'-.:::.-,:.,g===„i:V-=';=7=Tii:=,iiiQ2 0.0000 T.,::§::::,:7;:l',;:, ** o.0000 :6„;‘:':.:-.li.l'-,"M=....kn!.=.,:l ** !*-!*, :1 0.0000 1 ;',11** -'S.:'-.-''iz 0.0000 1 ‘':::. , F:.1 - -;':::: ** ,* 0.0000 . „ ** I ., . "':':.!,*,:',.;',:‘:! •1~ .-_'= 0.0000 - .=,•:==== T 1, : :". , ..:::i : .: 7- i':','-:: . : ,- . : ' ;:', : - . : 1 - :!::: , ::::= 1:‘ t.: ** - r: :::::'.. 0.0000 . '- ''‘''..?':'.; i • -:='-ii=i':1-1-..-==!:!:':='=;;:l.,:-,:=-2,„;:;:ii:,;=-','"ii=illl:-..2=';:ili** I** ki.,:::::?:' .il,=,=',,,;.,=!2:-=;, :41 0.0000 1 .31:::: , 3 3 .3.::t-l3:' ** ir* :''',."=';',: ': . 0.0000 ,2 1 i =:;',, - .: ? ;,':: .,..', 0.0000 0.0000 :::,- I V.,1 .,-.. 0.0000 1:'==!?='-' A 0.000 0 ** -k-* '== 0.0000 ,:-.:: i:ii-. --=:,,-i'i"-:;:i'.',:::ii;ll':=:-lS;ii-,Fi==','±-l.:i:ll!ii:Ilt:',•-;:;-,==.7:'-;1*.* 1 ** . li!- : i- = ' 1, i' - ' ,:.4 ;4: : :.:: : " , l 0.0000 . . . .„ „ .. , ......,, =l=l I** l,)'-.-==!l.& 0.0000 1** 0.0000 :• ** ,-* 0.0000 I ** . : .. :Y.-l-i . .=i-=7:!!,,',.l!Z- - .:=':=!, , = - i 0.0000 !** l - - =-7:=•.;,•:!:l:..1 0.0000 -- -y i .:„ = . ,:,,: .-,' '-‘-,"' -'';'-; : :j ' _'1 ‘ •, 7 , -. :77.: : 4::: . ?;:.:-', ' -::.:i';'1 . 1 :. ' -;: : :::.: : ; 2' :::if..':: : - :;:31** 1-*-* 1 :, 3 0.0000 4=-="= 0.0000 : 1 0.0000 1,, l':';=7 : ' 0.0000 I** ll,'',.il:=2:,F 0.0000 7iili.E41. , :: - .1 . ,ij, 0.0000 I** 0.0000 - - -==:=. = - ---1:1- ..== :ii.,:j.:-....,! 0.0000 -,,,.:, -,.,:, ** 0.0000 I - 0.0000 1 0.0000 l-:=';':= .:l.; 0.0000 _ LAND USE SUMMARY: AREA A 6-4 Page 1 of 2 Last Saved: 1/15'2002 if 3:' 5 FM Eric-Land Use Designations 1-10 ChanneLxls AINVIK Area Designation AREA A6-4 i Impervious ! Downstream . Land -use Total Area ; Total Area Upstream Node Node ' Designation i Area , (Acres) (km s) Percenta e PERVIOUS Land -Use Total Acres Total km' PERCENTAGE 11+ du /ac 0 0 20.00% 8 -10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 27.88 0.112826345 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 _ 35.00% Schools 0 0 60.00% Total Area 27.88 0.112826345 A Last Saved_ 111512003 @ 3:15 PM 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS - AREA A6 -4 Page 2 of 2 Eric -Land Use Designations I -10 Channel.x(s 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA A6-3 Impervious i Upstream Node Downstream Land-use ' Area • ; Total Area 1 Total Area , Node ! Designation Percentage (Acres) (km 2 ) ' i': - _. : --- , • --... 10 -' . IL -_, - .';, . 20:ti::::=L &Commercial 0.9 t4E,- 0.0361 ,:- f:;.::: Commercial 0.9 ,-- -.-1=: .- -ki:: - . 7 t , ,:::,= - 1 ,- , ,, : . g.:92 , ,, 0.0401 30-'''''f''"40 Commercial 0.91:::: !!'-'1-:':"..,:,'41'.419qt; 0.0201 it'':ti -: Commercial I 0.9 1::.:J=, T.-A-lii 0.0300 -=e4= 0.0000 - :, :,.,,,::::::; :,..'" ::':-::: y .::-',-, :: „:"•"., :'::: - :::: .! ; , :::: ; .!::'! : .!:,:.-p ! :: , :' , ::;:* - * 4;: 0.0000 ', I'. '',':'-', -, l,':::: - t==:-1 - 4,-.71 . - - : :- ,, _ ,, '',,, -- __= "--. t-',,,t:--,i.i** !** 0.0000 0.0000 f` 0.0000 1 '11 0.0000 1'.:::, .--. t,,-7--, ,.,t,-:-::--:::.-,,--jt,,.,:::::--;:-:-:.-;.;•-,'!..:--.,.:•;** ** 't":„.,t,*':-.-:-;:-,,t-itr",===,-7?;.;_==,,'--.A 0.0000 4 , "-,R -. '** ,,,,t -.,. 0 . 0000 I *. ;';::.' 0.0000 T'} ** I** 0.0000 .: ., ..• .H • --: :..::...;: j.:.:.-:.-:.- ' ....-.:-.--,,,.:,.:=;:.,.,,,,-;:. ;:..:' `-,:.,,,•-:, -';-:- -,...- :::: i 0.0000 ** . I L "='':'-'t 0.0000 :::,: :,..::::-.:... - :::,F. 7 :- - -,::•= 1 :'* - :: : ..i-.. - C-2...;: 7 : '-:-:.7•.--.;:,i:----==;.°..::::4.2-':i.:1'S';.':** ..-* rfc,;: . 0.0000 ''''--'''' ** '- : 0.0000 • ',' , . , -,''. , '..:=7, - ;1 2 .,:':i: .,' 1 V'-''''.. 0.0000 l I'', , ,-::::;::: , ... -,1- .. ,, .2' , 0.0000 !.,...:1".i .. 0.0000 .* - 0.0000 ** 1** ,',-..:.:': 0 . 0000 =?;:--:-•:-.1:.'::' .I** .*-A• 1 ; n ‘-';:=; 0.0000 1,-* 11*;::::''s 0.0000 ='-'', r ",::' :: '. '''• ''. -- :C: -1; - -.1:',:::::':::.::::.' , :::•'::::f5:',;::•2::: '-'..:];'-',.:':'''.."'i';1** 1 -*•* til:::: 0 .0000 i:', ':'..:- ** 0.0000 -* • 0.0000 1,k, , r 0.0000 ''"*--k ** , 7 .. ,•., '. j'.. . J 0.0000 1 ** b .,-:. : . ': '. : --'; ' 0.0000 , '.,-1- , 'i-.',:Z - ' , ,-,: - _ ,, ::',"- , - . ,-,-:,,,---- !,:., 0.0000 i-;-,..,-[...:i•.-i-jj':::::::• ,-;.-.- -,,-, - ,;::•, ' • .,:• ••'-' ";. := :::::•:::: 4i.-,.±.-!..=•:.:,;1*" ..* '--1 :.-,•,-;,..•,-,•:1-,:,-,--::: 0.0000 [ ** i- -=.-., 0.0000 1 , . l,. 0.0000 -,-- -:'•::., ,::-., =. .--:'-:::',.'-',': 1 "= ** -,,,,- l: - 0.0000 - ,' -:- ',!.-:'-':'''.'.." -‘,:-:-...::.!: 1 :,'"-,-- f:;,** , -,„*- , 0.0000 '.:::.‘,::: ;ar.i ' .,,. 0.0000 =:-::;:.'!''''.:-, --i'-' '4 - i i•-:::' - '': ,- .1:-:„1 , 0.0000 ' ** 0.0000 , -* -- .;: 2 1 ES -'.:'::;::' ; :::: - .'_ ': ' 0.0000 , ; ::.- 'A 0.0000 1 ,:.:-.'; ',,-:;:':',:, Tz::=1:=1...,:?1 0.0000 , --, t',7t 0.0000 , - !.- ' -:.=ii 0.0000 ,*-* ,,-_,,-,.:.:. ,t 0.0000 0.0000 LAND USE SUMMARY: AREA A6-3 Page 1 of 2 Last Saved: 11 ,F.-_ 1 PM Eric-Land Use Designations 1-10 ChanneLxls kw ol Area Designation AREA A6 -3 Land -use ! Impervious Total Area ' Total Area Upstream Node Downstream Area ! s No de Designation Percentage ' (Acres) (km ) PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 31.22 0.126342844 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Total Area 31.22 0.126342844 10 Las' Saved.• 111512003 @ 3:14 PM 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS AREA A6 -3- Page 2 of 2 Eric -Land Use Designations 1 -10 Channel.xls T 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA A7 g Total A rea 1 Downstream : Land-use Impervious T t I A ' Total Area Upstream Node ; Node 1 Designation Area Percentage (Acres) (km 2 ) ---- -20 'P. Commercial 0.9 t;V:,„:". 0.0298 2Cili:1- :: Commercial 0.9 ! " j".:',6 14 0.0289 :: Commercial 0.9 i ,.:=,'. E 0.0275 - ,- -" - 7 = ' -,40 ,i 501gft-8 ", Commercial 0.91 $ 0.0258 : : : _: - ._,,.... - „:"7 .. .:-:.r. i i , ...:;!..•-„z-,;...„. - _,..- - i.::'.50I- , Z4T-:ni;:',: : :: - =,;:: : 601R.I. : 3 5 -7 du/ac 0.5 . 0.0000 ,:,:;,__i_:::: 75I3Y:434i 5 -7 du/ac 0.51 . ."::.: ; :-:-.:- . : : _1i548 . 1 0.0222 ..-: -7 du/ac 0.51_-:: 0.0213 807,.,..i:KV 60:V.3j;) 5 -7 du/ac 0.5 l'-:::=-K,-.:-_.:::4;.-:l'i:':,P:1087:31 0.0440 i.,- ;', -7 du/ac 0.5 ii i-i,-=-:,--',.;-:'1-.:i4,l.-.S1 0.0405 : 5 -7 du/ac 0.5 : 111 0.0450 -,- ...- 10QP1, 5 -7 du/ac 0.5 '...'..n 0.0472 ...--.::::::.„.-::;:,..:.:-;_-_-,-,..„1-',--:•:••....-1'20K-A§:•'...-: ,. :7 7'1 , : r 7 , -,: , 1 2 0 V ';:::::::: 5 -7 du/ac 0.51' :-. . 0.1210 -"....: 1 olirr -7 duiac 0.5 i..";:-. 0.0087 ::7: -7 du/ac 0.5 i;j;;,.:;: 0.0388 1:60';:-' 5 -7 du/ac 0.5 l'.;;I:'_.... :,, f DI 0.0409 :1,60::::' 5 -7 du/ac 0.5 F: 4.731 0.0394 1701 1 .:5' -7 du/ac 0.51 ;.A"::;;i?.', 0.0457 1:801--7: 5 -7 du/ac 0 - 5 [:_.',..7:4i;;-:.':;!'..:_14:5T 0.0594 1-9.0i 5 -7 du/ac 0 . 5 ' :.18,96. 0.0363 :. 3 -7 du/ac 0.5 l212_, 0.0467 2201: 220:-. 5 -7 du/ac 0..5 l': - ;-', - .-,.t . .: 5 ' , ,...7'.'. 3- Q_;: 0.0298 -..230i::: -7 du/ac 0.5 ... . . 0.0355 '--.'-.:..::• 5 -7 du/ac 0.5 [ 0.0173 240:l- .... 240::r.: 3:15 -7 du/ac 0.5 F,18:02l. 0.0729 - 2501 ,,I Park 015 l'Zi:.:.'F,:''1...:';,.- 4447 0.0584 2,- .I. : .'-:-: 31 Schools 0.41 ... 7-.. ,:'5,63i 0.0228 i 260.1 5 -7 du/ac 0.5 l,:- -..,„ ,,ia 29 0.0416 2801. 5 -7 du/ac 0.5 l-: . '.. , :.'qT; -.7 3: 0.0274 ,..-.',. -7 du/ac . 0.51 . 0.0306 Z90:1 ',..;--..:',.......L'q!..::::','.':::- -7 du/ac 0.5 r.,-.:, 4:71 0.0191 '. 290 ''..-.:-.' I- 3004 .315 -7 du/ac 0.51 :=1_:-','I=I:i?i:;4'..4-; 0.0379 7...3001 -7 du/ac 0.5 K....,- 0.0374 :-, ..: rn:- -7 du/ac 0.5 I 0.0240 3201 . ' I, ',-;:...:....::::1::: -7 du/ac 0.5 l.,'7.:, 0.0397 3.304.- '..--..,:--„..:;'!--, 3404 . :::: 3 5 -7 du/ac 0.5 i: 0.0096 : 3 - .I'..1'. : -.'.;.::' , ,6Q42-,;- ., -,-4, 5 -7 du/ac 0.51.;..J 0.0346 3601 :3704 .-„i 5 -7 du/ac I 0.51 778'I 0.0315 3701 .',':;.--- 5 -7 du/ac 0.542::::-!;J:SP:6_4':'',:- ,I9 gild 0.0401 ,..- - -' - ':-....'.....i','..... 3801-:-II.;:_;- 5 -7 du/ac 0.5 F_'',.'::_'..;..?_-:- 8-.19:1 0.0331 -.,:• --' ' ',: '''- 390 i,==. 5-7 du/ac 0.0403 . „ . 2 Schools 1 0.4 i 0.0130 ,.. . 7,-- -.270::,:, ,.- " =, :: : -.,:,-.,-,:':= - z7G" :-.':'=;-- ';',: 5 -7 du/ac 1 0.5 [-].:.-..::.' - -=-2_95-.1 0.0119 34QE1-:-: ,':- 5 -7 du/ac 0.51 ' 0.0371 4107, . .:=, 1. -!__ . 3,5 -7 du/ac 0.5 l'---!..f.Z::...., 0.0340 420;...-- -..' ' i - -a . 5 -7 du/ac , 0.5 U-c 0.0501 H. •:: 3 5 -7 du/ac 1 0.51-, ..-.-!•_ - :1.9 : - .:.33. 0.0782 - 4401 . i ., -_ . 3 5-7 du/ac 1 0.5 i 0.0041 -7 _. :,- :-.---- _: . 4..5 Q;:i -.-::„: -45 5 -7 du/ac i . 0.51 : 0.0561 ' 460.: - a 5 -7 du/a c , , . 0 . 5 i:_---:.ii-:±::.,t,'A:1.-'-'-:-fi`....::::-2.-'0'...1451.! 0.0019 - AREA A7 - Page 1 of 2 t3,51: Saved: - 1/15 , '2003 cl 356 PM Bill-Land Use Designations I-10 Channel.xis 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA A7 . i i Downstre d Impervious a m 1 Lana'-use • Area i Total Area 1 Total Area I Upstream Node! Node i Designation i Percentage (Acres) i (km2) , 460 ,:.:_:',-,-,.:,',:...,•:.-i Commercial i 0.9: 0.0185 ' - i:: : .-: - Z,.. - :: : - ..t.: - .1 - , - .- - :-.• - :::1;:"Ti1 . 1470 - 4:11: - : , , - ;- iki i :E=1:::480iF;f ; : :: :3:: , 5 -7 du/ac , 0.5 !:'.1,-;:',',---i;i41:),-..071 0.0408 480. 7 1. - T7.;'_ -, :-..7' , ;73. - -t.51. r i:-i - 46cTE: , ., a 5 -7 du/ac i 0.5 i: .`d 0.0425 490:1: - .- 7,-;;'-i - f::;_iti - ,.7-"=:' , 2' - . 490A 5 -7 du/ac i 0.5l -, .;-,?!..-i3.32.1 - 0.0134 500VI:V:-: 3=,1, 5 -7 du/ac , . 0.5 ri."... 0.0327 5435-ri2:.= :,==.:',7i7:, 5 -7 du/ac i 0.5 11,-.99 - .1 0.0485, ‘7.: f 5t0i:: -- j :i:. - .=,::::: : :.: ::-- „: - .itA - , , - 4994.'::::.j: 81i Com m ercial i 0.91 -. .,..::',.;:Zt.. - :;:iLi!4 - i.-;:2Zi 0.0822 : i 0.0000 ;: - 1 't..-:::,7-; 0.0000 , :: -.1::,---;:ji** ,,,,, LIE::: --J- ' - - II 0.0000 -, . 1-:- .= -:-.;''' ' '=':7: 7 ** 1** 0.0000 „.. „... ....... ** -;-'..i.iiit'/;-.-iiLi;i'----.:---1 0.0000 ** ** ::- ' 0.0000 :*--r-:=:--1' 0.0000 --'.- ::::::-' - -:',•-•::: , _:1 - 17 - , -,. : - , :.-' ,- --:; - i::::-' 1 ::: 7- --'i=r5.- 4 '71 -- --:_;-:' , r , :::: ,- ;- -'..---.1** -<.„...:',-,-..-:::::::2:!::-,-:. 1::.'-?:-Ti.;::: ** 1.,,, V "--:-* ''._T-.':-.;:','-: '-;':'::-:.,'-'-' 't ' t. ::: ** i ,,t l'-; : .:-.•:::i:-:il ::: I - I' .':' -- '...-'..-L:-' l'- :I- .'-.=::-.7.:' ,:-.4-2- , ,,r - r,L,:: --:--,.-,.1** 1.* f.. :::'::i.:2."i: 1*. ii. '''H ** - -- . , :z."':: ---.,'•'-:,,,,,•---:: 0.0000 LAND USE SUMMARY: PERVIOUS . Land-Use Total Acres Total km 2 PERCENTAGE 11+ du/a° 0 0 20.00% 8 - 10 clurac 0 0 40.00% 5 -7 du/ac 422.78 1.711703298 50.00% 3 - 4 du/ac 0 0 60.00% 2 du/ac 0 0 70.00% 1 du/ac 0 0 80.00% 0.40 du/ac 0 0 90.00% Commercial 52.56 0.212798915 10.00% Public Park 14.44 0.05846302 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 8.84 0.035790381 60.00% Total Area 498.62 2.018755614 AREA A7 Fade 2 of 2 Last Saved:1/ rf 3. 6 PM Bill-Land Use Designations 1-10 Channel.xls 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation -",FEA A8 Downstream Upstream Node! I Node Land-use Designation 2 Commercial �-- - � Commercial 6Q 5 -7 du/ 6Q] 40 -7 du/ac 19 0. 5 -, -70 , 8',; commercial 0.022945674 0.020193811 30 8 0.020962714 & Commercial 100 .. ^ .-= - .:_"..: Z -i a Commercial 120 ":: ; Commercial 130, 3:;Commercial 50 -Z , I 6M 1 8 "', Commercial 170 0.030594231 = :::.:- 1 ; 200 , j -7 du/ac ­2101 -210; -7 du/ac 2101 20 Commercial _7 -7 du/ac 220 "" 3 -7 du/ac 220 ;250 3 -7 du/ac ',.:-,,.": 82211 50i 3 -7 du/ac 0.5 260,1- '!Cl a ommercia 280 5 7 du ac 0.014649619 260 , 3 :'5 -7 du/ac _ 1 7- 2 0.043382296 8'!Commercial 7 11801 ercial 300 300 8 0,51- • Commercial 31'0 310 310 a�Commercial 340 _ :340= 1:;;:".. Commercial 0.9i '3,', 5 -7 d U/ac_ 365 370,1 3, 5 -7 d u/ac 8.32ij 380 _315 -7 dulac '3M 39Qj ,­- 3�, 5 -7 duiac _38W' 390 ':,B�Commercial 0.0405494 40' 13 i S chools 1:2. P ublic Park 40 3 5 -7 du /ac 4 0 01 15 -7 du/ac 410' :: 4 20 -7 du/ac 41 0x 429- 8, Commercial 0_ 3 1 : 5 50z 13 Schools 0. 045891347 8,, commercial 430" 10 . 471 _P' 13- Schools 430 430 8- Commercial 9 40 ' 8 Commercial 45 450.;� 8= , Commercial 4 46o; _6: Commercial H- Z7 ­8z Commercial '480i -7 du/ac Impervious Area Percentage Total Area (A cres) Total Area (km 2) O,q 0.024969102 19 0. 5 5.671 0.022945674 0.020193811 0.5 0.020962714 0.9 Z -i 0.02080084 0.9 1=.. ` . :: ; : .7. 8 21 0.031646414 0.020477091 0.9 11 7.58 0.030594231 0.9 0.048198055 0.9 -4a, 10'4.1 0.026223627 0.042087302 0.9 10--6 41 0.043058548 0.079358846 0.51''z;-,:--,-'' ',.:-,,.": 82211 0.033265156 0.5 1'G 0,0413184 0 0.014649619 0.5 1Q,7 I 0.043382296 0.040266217 0,51- • 0.013273688 0.51 10.551 0.042694331 0.9i 3-1,6,"1 0,012788065 0.5 8.32ij 0.03366 0,5i 0.043220422 0_g [ 0. 02" 1 0.0405494 1:2. 0.051516477 _ 15 .:93:.1 0.064466416 0.9! 1 0.32 1 , O.U41 [63554 0.9 r 0.046053221 0.9j' _,':1 1341 0. 045891347 0 . 5 10 . 471 0.042370582 0.5 9 0.01 938444 0. 5 -1 1022743331 0. 175 0.05564427 0.9l, 5 0.021205525 0.4" 0,008134181 0.15 1 ��' 0.030270463 0.5! Bil 0.039659189 0.5, `7871 0.031848757 0-5 :,:12..93.1 1052325848 0.9 1198,j 0.056575047 _2 .4 = = 2,46- 1009955266 0.07081998 0.4:, 4.65 0.01881788 0.044879633 0. 1042896674 0.9 0-227, 0.041 ' 0 , 9 ': 0.9 0.5 15". 0.034762493 0.056575047 0.06211924 ; Use Designations AREA A8 Page 1 of12 1-10 Channel.x/s 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA A8 Downstream Land -use Impervious Area ' Total Area Total Area Upstream Node! Node i Designation Percentage (Acres) (km 2 ) 4.90 _, =:500 :.__ 35 -7 du /ac 0.5 - 1:3::59; 0.054996773 500£_= - 8 Commercial 0.9 - 153G 0.062159708 500 510 35 -7 du /ac 0.5 O _ _- 9 =:03, 0.03654311 50 520 -7 du /ac 0.5 ;; ` , w:: 9; 0.037757166 530,, 8` Commercial 0.9 10 =27 0.041561211 =._. ip 5.�0 :._ 56D{ &!Commercial 0.9 ..__ _- _ 0.031565477 ... ��= F -��;:: - = 54Qk =` :,Commercial ! 0.9� __,_= _8:96 0.03625983 _.:..= _._560� Commercial 0.9 7 4.; 0.029946734 _ _ - i; _. _ =F'� `_:�.��_:= °;_47D.,_.. , 0.9 is = T 6::1:49 � _ 0.024847696 8a:;8Commercial 0.030270483 85.00% Mobil Homes 0.021 48337 0 8;; Commercial 0.9; _11 1.5'47 0.066651718 °, . = erciai 0.91' =- = -=` = 24 -32j 0.082232114 - - , -: • : -.... F _ Commercial � 0 .9 °._4 =1 -s: . ..20. 2 0.0826368 _...,.. -._, r° I - -- 620,x: =: 58Q:, r 8;Commercial I 0.9 .: -:... 18..95 0.076687921 LAND USE SUMMARY. PERVIOUS Land -Use Total Acres Total km' PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 194.63 0.787639583 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 403.55 1.633108739 10.00% Public Park 7.48 0.030270483 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 9.12 0.036907327 60.00% Industrial 0 - 0 90.00% Total Area 614.78 2.487926132 Last Saved: 1/15/2003 9 318 PM AREA A8 Page 2 of 2 3X-Land Use Designations 1 -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA A8 -1 Downstream i I Land -use Impervious Area Total Area Total Area Upstream Node Node I Designation Percentage i (Acres) (km 2 ) AREA A8 -1 Page 1 of 2 Last Saved: 3125103 @ 9:22 AM Bill -Land Use Designations 1 -10 Channel.xls 0.029299237 10 20 j -8' Commercial 0.91 7.24.1 30 401 - .81Commercial 0.9 3.61 0.01460915 501 ' 8 :1 Commercial 0.9 8..,54 -1 0.03456015 80 8.1 Commercial 0.9 �.:. 5.661 0.022905205 70 - ,. 8 Commercial 0.9 .. 6..4_ 0.025899878 x.10 : _8 Commercial 0.9 0.038242789 9.Q t ::r.:::, .:.; ::`::.::.;.100 _: %: $:. Commercial 0.9 (: - =; _; -::, s ..., 6: 9.3.j 0.028044712 1'10 .' 140. 8> Commercial 99: 0.040428091 „ . ;3Q :.-': 8 Commercial EEE1 .9 ;= 8'.72; 0.035288584 _14D i'; '-.`.:,._ ?; <, = 'B:, Commercial 0.9 ::,; :::'; ;.::::.:;'9.:85,{ 0.039861532 ,.. . 160 8 Commercial 0.9 - 4 7 0.019020223 ,.:. 70,' 200 :.:::8` Commercial 0.9 0.0447 1B0 -'> 190 .= 8 Commercial 0.9: -. 7.54 0.030513294 ** ** 0 0 ** ** 0 ** ** 0 ** ** 0 ,. ** ** 0 ** ** 0 * ** 0 ., ** ** 0 ** 0 ** ** 0 ** ** 0 ** ** 0 0 0 0 0 0 * * ** 0 0 ** ( 0 ** * * ** AREA A8 -1 Page 1 of 2 Last Saved: 3125103 @ 9:22 AM Bill -Land Use Designations 1 -10 Channel.xls Last Saved: 3125103 @ 9:22 AM AREA A8 -1 Page 2 of 2 Bill -Land Use Designations 1 -10 Channel.xls I -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA A8 -1 I Area Total Area Total Area Upstream Node Downstream Land -use Impervious Designation I Percentage (Acres) (km Z ) I Node * 0 o Q 0 ** I ° ** * - o ** 0 ** 0 .............. ** ** 0 ** ** o ** ** 0 ** .. o * Q .�i r- LAND USE SUMMARY: PERVIOUS Land -Use Total Acres Total km' PERCENTAGE 20.00% 11+ du /ac 0 0 0 40.00% 8 - 10 du /ac 0 0 50.00% 5 -7 du /ac ° 0 60.00% 3 - 4 dulac ° 0 70.00% 2 du /ac 0 0 80.00% 1 du /ac 0 0 90.00% 0.40 du/ac ° 99.68 0.403390606 10.00% Commercial 0 85.00% Public Park 0 0 25.00% Mobil Homes 0 0 20.00% Apartments 0 0 35.00% Condos ° 0 0 60.00% Schools 0 90.00% Industrial 0 99.68 0.403390606 Total Area Last Saved: 3125103 @ 9:22 AM AREA A8 -1 Page 2 of 2 Bill -Land Use Designations 1 -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA A -2 I Downstream Land -use I Impervious Area Total Area Total Area Upstream Node i Node Designation i Percentage (Acres) I (km 2 ) 101. 20 j 8 Commercial 0.91- - - _ 4.13 -1 0.016713515 401 : :: - 8: Commercial 0.9 = ` " 5.671 0.022945674 - 50 ".; ' ? - "- 50 = 8] Commercial 0.9 _ 1,1.29 0.045689004 50; :: .:_ . _ ..; ". _:. -.:.: =':. ` 90 ._ -;81 Commercial 0.9 f ..: '.: - ". : _ : " 4.53-1 0.018332258 . -8: Commercial 0.9 ,`_ 5:14) 0.02080084 80: -: $• Commercial 0.040913714 ...;;: ::; 8 Commercial 0.9 .: :; , „ 4::57, 0.018494132 -..- 100:8ICommercial 0.9 ... "` ` -' " ` . 5.17 0.020922246 ,- .. 120,:> ;8 Commercial 0.041237 13.0.- : < 160: "` Commercial 0.9 ' °:.:::' 4.94 0.019991469 _1 0'x,::;': 8 Commercial 0.9 : `;: ':. '.:: :::` 8..54;1 0.03456015 :.1x60 ".:::._ 8 Commercial 0.9 ? :::.- .::.;.,_ - ; 7,.,59' 0.030715637 $Commercial 0.9 ''" 10.0 " 0.040549497 1 :7.0::: a;' ::_;< ` " >, , .1 80:: :.'...8 :. Commercial 0.9 ......: . -, :..:. .0364 0 N 220;' ., &Commercial 0 -9 12- 79' 0.051759288 200; :.: =' <;;-.::' =:`:. 2 :1 +0< ::: :'8 Commercial 0 -9 : "; .;.. .: ° <, .; "11; 03 0.04463 ** ** 0 0 * 0 ** 0 ** ** 0 ** 0 _ ** 0 0 ** ** 0 ** ** 0 -- 0 ** ** 0 ** ** 0 0 _ - 0 ** ** 0 ** ** 0 0 0 ** ** * * ** * ** * 0 AREA A8 -2 Page 1 of 2 Last Saved: 3125103 @ 9:22 AM Bill -Land Use Designations 1 -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA A8 -2 U stream Node p I Downstream Node Land -use Designation Impervious Area Percentage I Total Area (Acres) Total Area (km 2) PERVIOUS Land -Use Total Acres ** ** I 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% * * ** 0 0 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 ** ** f Commercial 0 0.504683412 10.00% Public Park ** ** 85.00% 0 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% ... _ 0 0 90.00% Total Area 0 0.504683412 ** ** 0 0 ** ** 0 0 ** ** ** ** 0 0 ** ** 0 ** LAND USE SUMMAKY: PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 124.71 0.504683412 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 124.71 0.504683412 Last Saved: 3125103 @ 9:22 AM AREA A8 -2 Page 2 of 2 Bill -Land Use Designations 1 -10 Channel.x/s 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA A8 -3 Upstream Node Downstream Node Land -use Designation Impervious Area Percentage Total Area i (Acres) Total Area (km 2) 10 20.1 : 8,' Commercial 0.91: 10.49; 0.042451519 30 30j 8jCommercial 0.9 _, '10.41! 0.042127771 70 : 8.' Commercial 0.91 4.821 0.019505846 40' ° - ::_`::' 50.1`. . 81 Commercial 0.9 : 4.781 0.019343972 60 60 8' Commercial 0.9 _ 10-271 0.041561211 _ 70.,..: '' _ :; 100 ; : 8; Commercial 0.9 . ; i -_ 0.831 0.00335889 80: '' =.,:" :,- 8d Commercial 0.9 - ,.. -..: 1.57J 0.006353564 90, .:?.:�90:. ` =.. ::. ..` 100; ;; 8' Commercal 0.9 .,;. ' ::. ; 4.03j 0.01630883 100. ' : _ 130. :. 8- Commercial 0.9 ::_ <`: .:.: - 1.85: 0.007486684 110 : I- 8. Commercial 0.9 3:4, 0.01375931 _:' ..::.. ..:. : ...: AM '.:;..�3 ' 8 Commercial 0.9 ,:::.:...8:77: 0.035490927 ;i :, ;, 1,60,1`'::', 8: Commercial 0.9 :; -_:._ ; : '..: 5:..17, 0.02 50 .: - :8, Commercial 0.9 5.36- 0.021691148 960. 160.,-:, 8; Commercial 0.9 16.62', 0.042977611 °'..:. ". 8: Commercial 0.9 ?'., ..._ 1,1 78! 0.047671964 ,....._:., -:.: 1.8.0 Commercial 0.9 ..:_ ' ;;° := . < .:, °; 6.4': 0.025899878 8; Commercial 0.9 `'<= `';.',= :;',;:;:,;1.2 0.052083037 200 21.0, $':Commercial 0.9 1 18; 0.049290706 ** ** ** ** 0 ** ** 0 ** ** 0 y. ** ** 0 ** ** 0 ** ** 0 ** ** 0 - * * 0 ** ** 0 ** ** 0 ** ** 0 ** ** ** ** 0 0 0 * * ** r 0 0 - * * ** 0 0 0 AREA A8 -3 Page 1 of 2 Last Saved: 3125103 @ 9:22 AM Bill -Land Use Designations 1 -10 Channel.xls / -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA A8 -3 LAND USE SUMMARY: Downstream Land -use Impervious Area I Total Area I Total Area Upstream Node Node Designation PERCENTAGE Percentage I (Acres) z (km ) 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 dufac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 ** 80.00% ** I 0 0 90.00% Commercial 125.6 * * 10.00% ** 1 0 85.00% Mobil Homes 0 ** 25.00% ** 0 0 20.00% Condos 0 ** 35.00% ** 0 0 60.00% Industrial 0 0 90.00% Total Area 125.6 0 00 00 0 0 0 - ** ** 0 *« 0 ** ** 0 ** ** 0 ** 0 LAND USE SUMMARY: PERVIOUS Land -Use Total Acres Total km' PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 dufac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 125.6 0.508285114 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 125.6 0. Last Saved: 3125103 @ 9:22 AM AREA A8 -3 Page 2 of 2 Bill -Land Use Designations 1 -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA A8 -4 Upstream Node Downstream Node i Land -use Designation Impervious Area I Percentage Total Area (Acres) Total Area (km 2 ) 10 20 = 81 Commercial 0.91 _ 8.91 j 0.036057487 30 - 30;' 8 • Commercial 0.9 12.191 0.049331175 40 . _ =. 40 :.. 8 Commercial 0.9 -_' 12.37= j 0.050059609 40.:.:;: °: :; 80�._` '8.1Commercial 0.9 .;. ;.:... 11 -,1 "9_ 0.045284319 60" ' %_ 8; Commercial 0 `:`, 8'.49 -) 0.034357807 :.:x;'70 ': Commercial 1 12T 0.045608067 80' _: -:;_: ? _:` :,. =: `, _8:: Commercial - <. ::. 30 f 0.012181037 , :1'00` ' 8; Commerc ial ::;.,::;. 9 1:1', 0.036866858 Commercial 9.:1.1` 0.036866858 Commercial 0.9 11::59 0.046903061 14.0;::; 8; Commercial 0.9 : =`' 11,.1, 0.044920102 ,1.46 =. ; ; ";' _:.' 170 Commercial 0.9 = . 1:4::67; 0.059367378 1.5:0::.`•:; w :. a 1,.60:.:. 8., Commercial 1 2,:43; 0.05030242 1.80.:: - :- :': >✓ ;:•`:';' :.. Commeraal 0.9 ;y',: ":``:: }:;k. ;' B.4'3 0.026021284 2.Q'0;' `:. °; 8 Commercial 0.9 ``..` ._;.. 1 0.04216824 "220 ? 170 8 -',; $; :: 8' Commercial Commercial Commercial 0.9 0.9 0.9 - `9:7 ; � 1.1.51; -' 12:06_ 0.039254503 0.046579313 0.048805083 ** ** 0 0 ** ** 0 ** ** 0 0 ** 0 0 ** 0 * ** 0 ** ** 0 * 0 , * 0 - - -- ** ** - -- - - - -- 0 - - O *# 0 0 0 0 0 0 0 0 0 AREA A8 -4 Page 1 of 2 Last Saved: 3125103 @ 9:21 AM Bill -Land Use Designations I -10 ChanneLxls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation A REA A8 -4 LAND USE SUMMAKY: Downstream Land -use Impervious Area Total Area Total Area Upstream Node Node I Designation PERCENTAGE Percentage (Acres) (km 2 ) 20.00% 8 - 10 du /ac 1 ** 40.00% ** 1 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 ** 80.00% 0.40 du /ac 1 .. 0 90.00% Commercial 185.56 0.750934599 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 ** 35.00% ** 0 0 60.00% Industrial 0 * * 90 -00% ** 185.56 o 0 ** ** 0 0 0 0 ** ** o o ** 0 ** ** 0 0 LAND USE SUMMAKY: PERVIOUS Land -Use Total Acres Total km PERCENTAGE 11 + du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 185.56 0.750934599 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90 -00% Total Area 185.56 0.750934599 Last Saved: 3125103 @ 9:21 AM AREA A8 -4 Page 2 of 2 Bill -Land Use Designations 1 -10 Channel -x1s I -1 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA B1 Downstream Land-use Impervious Area T otal Area Total Area Upstream Node : Node Designation Percentage (Acres) n ir -- ' - g - Commerc;al 0. 9.1. 0.022014897 2,0 m Commercial 0.9 -8-79 0.015337584 4, .Commercial 0. 9 -08, 0.032698596 M 5 -7 du /ac 0.5 - 3 0.012990408 , ,Commercial 0. 9' 8 & 0.019748657 5 -7 du /ac I 0.5 0.026790187 8�! C o m merci2l _3,�� 0.005260913 S ;5 -7 du/ac i 0.5!., 0.026952061 :P, Commercial 0.9, 3 2 0.00534185 Qj 5 -7 du/ac 71 0.019020223 Q Commercial 1 ,' 0.004046856 j5 -7 du /ac 0.5 1 67. 0.018898818 - 1 - T Commer cial 0. 9 0 0041 27793 0 .019789126 _:_ " 2 0,:- <:;y.;.:. _20fr­_ Commercial 0.9 0.005 90841 _5 50 15 3' 7 du /a 0.5 0.022055365 8" Com mercial ial 0 9 f" 81 0.00396591 _5 3 -7 du/ac 0. 5 - 06' 0.016430235 47 13 Commercial 0m0I9708189 15 5��) -7 du/ac 1 0.03091798 15 _:A Commercial - 0 9 1:0311 0.004168262 1�60 -7 du /ac --- - -- 7 0.011128854 14 0 a 5 -7 du/ac 0. 5 94,1 0.015539927 4 Commercial 0M006798718 ::..:. ..::..::.. 1.4 Q, 11 + du/ac 0 5' 0.018332258 17 11+ du/ac 0.81 " ; ;1. 0._46 � 0.042330114 3i 5 -7 du/ac 0.5! 83j 0.007405746 N 8-1 C ommercial 0 .002832799 -7 5 7 du/ac 5 0. 5i . ``: 1t:5,, 0,006070284 8 18 0! 1il 11 + d u/ac 0.8" 3 0m015378053 �i 5 -7 du/ac 0.5 0.023633639 2 '0 5 -7 du/ac O�5 94, 0.024038325 :22 -0, 2 11 + du/ac 9 7.�A 0.036300298 30'h�`-" 3z! 2 X 5 -7 d U/2C M19060692 230 11 + d ufac 0.81 2 71 0.017280075 5 -7 du/ac 0.5 0.02108412 22 Commercial �&A_Q 0m034236402 v 1 J+ du/ac 0.8 1_:::::: - 0 5'. '91 0 20598497 0 2 18a 3 5 -7 du/ac 0.5 �,7:011 0.028368461 25 0. -A-z�:48,q,!. 3 Commercial 0.9!' 0.014932899 n 259 180 - 1 11+ du/ac 0. 8 2.021 0.008174649 0- 5 -7 d u/ ac 0.5 7.59 0.030715637 .5 -7 du/ac 0. 5 .. :52T 0.021326931 27 B. � BQ�,_ 5 -7 du/ac 0,5 0.0178871 0 4 -2 3 Schools 0. 4 2;68__! 0.010845574 -7 du /ac 0.5 0-9 0.044151199 8 - 10 du/ac 0.6- 1`8.96 0.007648558 '2 8 - 10 du/ac 0.6 0.004815759 T-, 11 + dul 0-8 0.042451 Last Saved. 1,11512003 @ 3:25 PM AREA 31 Page I of 3 Eric-Land Use Designations /-10 ChanneLxls I -1 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA BI i Downstream Land-use Impervious Area Total Area Total Area Upstream Node Node Designation Percentage (A cres) (km 2) 5 Commercial 0. 9::, 0.004815759 02".'W" 3 ` - . 5 -7 du/ac 2 90 "2 0.012545254 14 11+ du/ac 0.8 4 4 0042249177 5 7 du/ac O 5 F, 1 0.203556857 1* 1+ du/2c 9 0.086157564 8 - 10 du/ac 0.260172372 -7 du/ac 0.5 0.59326909 Commercial 0.9'. 0168227804 - Schools 1 0.4 0.042491988 31 0 ' 15 -7 du/ac 0.5 10 0.04046856 + du/ac 0.01489243 :- 5 -7 du/ac � 0.422248955 ,3 Pj Commercial 0.9 2 0.092106443 Schools 0.007931838 3Qj 5 =7 du /ac 0.51 0.03905216 34 0 5 c 3 5 -7 du /ac 0. 5; 0.041318 4 �3 5 -7 du/ac 3 0.039254503 -15 -7 du/ac 0. 5I; 0.033022345 F _360, < 15 -7 du/ j 0 .5 0.035531 -7 du/ac 0.51 '2 3. 5 0.501203116 91 P P u blic Park 0.15 -,r4 -.1 0.018089446 1,31, Sc hools 0.4 0.019748657 B3 + du/ ac 0.81 20 �67;ij 0.083648514 2 8 - 10 du /ac i 0.61 0.009793392 1-: 15 7 0 .5 0.5 1 - Commercial 0.9 j' .,^';';_° 32 1 0.130025483 I Ll a P u blic Park 0.15 �.34+.T6�j 0.140668715 .71 11 Apartm ents 0.8" 0. 001780617 1+3 Schools 0.169603735 Q �:15 -7 du/ac 0.5 0.075231053 3' /ac 0.5 7260492 0.7 Commercial 0.101697491 131 6cnools j 0.4 1,73] 0,007001061 . 3 5 -7 du/ac 0.5 16 0.068756083 -38 3,8&` 5 -7 du/ac 0.51 14.1 0.057303481 = 400 7 du/ac 0.51 :9 0.037716698 4(1 -7 du/ac 0.5! 0.026102221 4-1 -��390 3 , 5 -7 du /ac EJ 0.5 0.019465377 3991.,l':.-i,:&! Commercial 0 . 9 5 67� 0.022945674 390 390 d u / a 5 -7 d c 0.5 0.015782738 B4 , .... . . 3, 5 -7 du/ac 7 0,436655762 4 Commercial 0.9 - 8Q 59 0.326136125 Public Park 0. 1 5rr 4.6411 0.018777412 Schools j 0.4 t 526w 0=1286 430 440. _ �':'-8, Commercial 8.1 2;' 0.032860471 0� Co mmercia l 8 07 , 0032658128 .45 46 0. 9 0.033022345 8 Commercial 8 8 0.035936081 AREA 31 Page 2 of 3 Last Saved. 111512003 @ 3:25 PM E:::ric-Land Use Designations 14 0 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B1 LAND USE SUMMARY. Last Saved: 1/75/2003 @ 3:25 PM AREA 81 Pace 3 01 , 3 Eric -Lard Use Designations 1 -10 Channel.x's PERVIOUS Land -Use Total Acres Total km s PERCENTAGE 11+ dulac 105.71 0.427793148 20.00% 8 - 10 du /ac 69.79 0.28243008 40.00% 5 -7 du /ac 1314.15 5.318175812 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 291.97 1.181560546 10.00% Public Park 43.87 0.177535573 85.00% Mobil Homes 0 0 25.00% Apartments 0.44 0.001780617 20.00% Condos 0 0 35.00% Schools 68.92 0.278909316 60.00% Industrial 0 0 90.00% Total Area 1894.85 7.668185092 Last Saved: 1/75/2003 @ 3:25 PM AREA 81 Pace 3 01 , 3 Eric -Lard Use Designations 1 -10 Channel.x's 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B290 -310 Last Saved: 3,26103 @ 11:52 AM AREA 8290 -310 Page 1 of 2 Vivian -Land Use Designations 1 -10 Channel.xls Downstream Land -use I Impervious Area I Total Area Total Area Upstream Node I Node I Designation I Percentage I (Acres) j (km 2 ) 290' . = 300;- 315 -7 du /ac i 0.51 4.8 0.019424909 300 : 310: . _ 3- 5 -7 d u /ac O.51 : 5.2 j 0.021043651 I _ ** ** ** ** ** ** ** * * ,... - * ** ** J. ** Last Saved: 3,26103 @ 11:52 AM AREA 8290 -310 Page 1 of 2 Vivian -Land Use Designations 1 -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation A REA B290 -310 j Downstream I Land -use I Impervious Area Total Area Total Area 2) PERVIOUS Upstream Node Node I Designation PERCENTAGE Percentage (Acres) i (km 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 10 0.04046856 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 0 0 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 10 0.04046856 _:. * * 0 0 ** ** 0 ** ** 0 7, 7777 ** ** _. 0 * * 0 ** ** 0 0 ** ** 0 ** ** 0 ** ** ** ** 0 r .. ** ** 0 ** ** 0 ** ** 0 ** ** 0 ** ** 0 LAND USE SUMMARY: PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 10 0.04046856 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 0 0 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 10 0.04046856 Last Saved: 3120103 @ 11:52 AM AREA B290 -310 Page 2 of 2 Vivian -Land Use Designations / -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B320 -360 I Downstream Land -use Impervious Area Total Area Total Area Upstream Node Node Designation Percentage (Acres) (km 2 ) 320 3601 315 -7 duiac 1 0.51 - 8.78.1 0.035531396 * * * * 5.; I: vI, m * Last Saved: 3/26103 @ 11:58 AM AKCA L5,SLU -.SOU Page 1 of 2 Vivian -Land Use Designations 1 -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B320 -360 LAND USE SUMMARY. Downstream Land -use i Impervious Area j Total Area ! Total Area Upstream Node Node I Designation i Percentage (Acres) (km Z ) 0 40.00% 5 -7 du /ac 8.78 0.035531396 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 0 0 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 8.78 0.035531396 0 0 ** ** 0 ** 0 �* 0 0 * ** 0 0 ". 0 ** 0 ** ** 0 0 ** ** 0 - ** 0 LAND USE SUMMARY. Last Saved: 3126103 @ 11:58 AM AREA B320 -360 Page 2 of 2 Vivian -Land Use Designations 1 -10 Channel.xls PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 dulac 0 0 40.00% 5 -7 du /ac 8.78 0.035531396 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 0 0 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 8.78 0.035531396 Last Saved: 3126103 @ 11:58 AM AREA B320 -360 Page 2 of 2 Vivian -Land Use Designations 1 -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B360 -370 Last Saved: 3126103 @ 11 :57 AM AREA B360 -:31U Page I of 2 Vivian -Land Use Designations 1 -10 Channel.xls Downstream Land - use Impervious Area i Total Area Total Area Upstream Node Node Designation Percentage I (Acres) (km ) 3601::: __ . "- ' ." : '. 365j. 315 -7 du /ac 1 0.51 4.921 0.019910532 . 365J 37011, 315 -7 du /ac 0.5 " . - 13.671 0.055320522 ** ** * * * * r . v 4 r V . n v. a ..- - - I Last Saved: 3126103 @ 11 :57 AM AREA B360 -:31U Page I of 2 Vivian -Land Use Designations 1 -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B360 -370 LAND USE SUMMARY: Downstream Land -use Impervious Area Total Area Total Area Upstream Node Node Designation PERCENTAGE Percentage (Acres) I (km 2) 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 18.59 0.075231053 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 0 0 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 Q4 Condos 0 0 35.00% Schools 0 0 60.00% :- 0 0 90.00% Total Area 18.59 0.075231053 , : ** ** 0 .:.. ; - _ 0 * * ** 0 * * 0 ** ** 0 0 ** ** 0 - 0 ** ** 0 - ** ** 0 ** ** 0 ** ** 0 , 0 0 , - L a. 'i 0 LAND USE SUMMARY: PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 18.59 0.075231053 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 0 0 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 18.59 0.075231053 Last Saved. 3126103 @ 11:57 AM AREA B360 -370 Page 2 of 2 Vivian -Land Use Designations 140 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B370 -380 Last Saved: 3126103 @ 3:13 PM Total Area (km 2 ) M19627252 19627252 0.049128832 0.057303481 AREA 8370 -380 Page 1 of 2 Vivian -Land Use Designations 1 -10 Channel.xis I Land -use ! Impervious Area Total Area Downstream Upstream Node Node Designation Percentage I (Acres) 380.E :' 3 -7 du /ac 0.5 : 4.851 37.0: 1 8 6 0 :: _- 380:1 ..:_ 31 -7 du /ac 0.5 12.14 j 380 ;._.:• 380 3. j 5 -7 du /ac 0.5 - : ; "_ .... : 14:16; j * * * op * Y * * rY __ ** ** * * ** .t t i Last Saved: 3126103 @ 3:13 PM Total Area (km 2 ) M19627252 19627252 0.049128832 0.057303481 AREA 8370 -380 Page 1 of 2 Vivian -Land Use Designations 1 -10 Channel.xis 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B370 -380 Downstream Land - use I Impervious Area Total Area Upstream Node Node Designation I Percentage I (Acres) 11 + du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 31.15 0.126059564 50.00% 3 - 4 du /ac 0 0 60.00% 0 0 70.00% 2 du /ac 0 0 80.00% 1 du /ac 0 0 90.00% 0.40 du /ac 0 10.00% Commercial 0 0 85.00% Public Park 0 0 25.00% Mobil Homes 0 0 20.00% Apartments 0 0 35.00% Condos 0 0 0 60.00% Schools 0 ** 90.00% * ::,Y Total Area 31.15 0.126059564 :> , * * * t:7 ** • ** * • LAND USE SUMMARY• Last Saved: 3126103 @ 3:13 PM Total Area (km 2 ) 0 D 0 D B MI E E Ire AREA 8370 -380 Page 2 of 2 Vivian -Land Use Designations 1 -10 Channel.xls PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11 + du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 31.15 0.126059564 50.00% 3 - 4 du /ac 0 0 60.00% 0 0 70.00% 2 du /ac 0 0 80.00% 1 du /ac 0 0 90.00% 0.40 du /ac 0 10.00% Commercial 0 0 85.00% Public Park 0 0 25.00% Mobil Homes 0 0 20.00% Apartments 0 0 35.00% Condos 0 0 0 60.00% Schools 0 0 90.00% Industrial Total Area 31.15 0.126059564 Last Saved: 3126103 @ 3:13 PM Total Area (km 2 ) 0 D 0 D B MI E E Ire AREA 8370 -380 Page 2 of 2 Vivian -Land Use Designations 1 -10 Channel.xls l -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B380 -390 Last Saved: 3/27/03 @ 9:17 AM AREA 3380 -390 Page 1 of 2 Vivian -Land Use Designations 1 -10 Channel.xls Land -use I 1 : Impervious Area P Total Area Total Area Upstream Node � Downstream Designation I Percentage (Acres) (km Z ) Node I 0.5 9.321 0.037716698 4 0 0'- .: - _ - ` 4051 315 -7 du /ac 405::' � :.' 4101 315 -7 du /ac I 0.5 ` 6..45; 0.026102221 .' 390. 3 5 -7 du /ac 0.51- 4.81 � 0.019465377 410 0.9:.;.' :..:. :67.� 0.022945674 390 81Commercial 390: 300..:'_f.3 -7 du /ac 0.5 ., ,,; :,. 3:9 0.015782738 . ** ** ** * * * * * * ** # - ** * * * * ** Last Saved: 3/27/03 @ 9:17 AM AREA 3380 -390 Page 1 of 2 Vivian -Land Use Designations 1 -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B380 -390 Total Area (km 2 ) V 0 0 0 E LHIVU wL- PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 0 00% 11 + du /ac p p p 40.00% 8 - 10 du /ac 0 24.48 0.099067035 50.00% 5 -7 du /ac p 60.00% 3 - 4 du /ac 0 p 70.00% 2 du /ac p p 80.00% 1 du /ac 0 p 90.00% 0.40 du /ac 0 5.67 0.022945674 10.00% Commercial p 85.00% Public Park 0 p 25.00% Mobil Homes 0 p 20.00% Apartments 0 p 35.00% Condos 0 p 60.00% Schools 0 p 90.00% Industrial 0 30.15 0.122012708 Total Area Last Saved: 3127103 @ 9:17 AM AREA 8380 -390 Page 2 of 2 Vivian -Land Use Designations 1 -10 Channei.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation A REA B430 -420 Upstream Node Downstream Land -use Impervious Area Total Area i Total Area z) Node Designation I Percentage (Acres) (km 430 440: '8' Commercial 0.9 8.12 0.032860471 . B.jCommercial 0.9� 8.07 0.032658128 4501. =_ -460 . =_ ..8 Commercial 0.91. 8.16.1 0.033022345 420 _ 8,1' Commercial 0.9 8.881 0.035936081 ** ** ** ** ** * I Last Saved: 3127103 @ 9: 17 AM AREA 8430 -420 Page 1 of 2 Vivian -Land Use Designations 1 -10 Channel-xls / -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation ARE B430 -420 LAND USE SUMMARY: Downstrea m Land-use Impervious Area I Total Area Tofa/ Area Upstream Node I Node Designation PERCENTAGE Percentage (Acres) I (km 2 ) 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 33.23 0.134477025 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 33.23 0.134477025 ** ** 0 ** ** o , ** ** 0 ** ** 0 o ... o ** = 1 0 ** ** 0 o ** 0 ** - o " ** 0 e ** o ** 0 ** o ** 0 ** .I 0 LAND USE SUMMARY: PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 33.23 0.134477025 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 33.23 0.134477025 Last Saved: 3/27/03 @ 9:17 AM AREA B430 -420 Page 2 of 2 Vivian -Land Use Designations 1 -10 Channel.xls 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA B2 Downstream Land-use Upstream Node Impervious Area Total Area Total Area Node Designation Percentage (Acres) L (kM 2) 8., Commercial 1 g! 0.9 _9 0.036381235 Commercial ;,1 O-qkk­,­_­;&_�, 89 -0 0M6057487 0 du/ac 0. 6 0.034762493 4 0 :a-Commercial 0.9H 0,010926511 8; Commercial 0. 9 , 0.007122467 5 66- 2 8 - 10 du/ac 0.6 c 7 0.028813615 Commercial 0. 9T 3_64 0.01473 0556 �8 10 du/ac 0.6 0.029744392 a Z 8 - 10 du/ac 0.6: 8- 68 0.03512671 Commercial 0. 9 0.007284341 8 - 10 du /ac 0.6 1.] 0.028732678 - 8 : Commercial 0.9 "Z - 0.010157609 01 ­9 ' 1 1 - '1 I O�[ 8 - 10 d u/ac 0.6 -47 7 0.03427687 21, 8 - 10 d ulac 0.6 `1: . 9 3,. 0.007810432 - ';`:_y 7 , 0` 3' ; i 5 -7 du/ac 0.5 0.026264095 j 8 - 10 du/acs 0.61z','� 3. 8 a j 0.01574227 3�,j 5 -7 d u/ac 0.5!" " 7 ` 0.029987203 '10 Commercial 0.9i 0 82 0.00331 8422 11 0` z : � 91 3 -7 du/ac 0. 5 7 , B70 0.031848757 2 !Commercial 0.9' 0.005746536 10 du /ac 0. 6 1: 2 ,l 63 0.010643231 'T 15 -7 du/ac 0.51�1 6- 0.028206586 "t'i 71 �1_1�' , -0 Q'I,, ,2, 8 10 du /ac 0.6 1 2-9,1 0.011735882 120 3 1001 -7 du /a 5 c 0.5k'' 0.024604884 V 1 01 2: 8 - 10 du ac 0. 61 2 371 0.009591049 1'00 3`5 7 du/ac 0.037838104 -7 du/ac 0.5 ' 4`65 0,01881788 7 1` 50 - 1 1 Schools 0.4 ', :. : 7 . : 3 j 0.007001061 111+ du/ac 0.8 1 0.007405746 J Commercial 0.91: 0.00619169 50FI" -, 5" 15 7 du/ac 0.5 0.038890286 --1'3 -7 du/ac 5 5 O�5! t 0.035855144 -13&­,`,'s' 8 10 du/ac 0.6 3. 2 6, 0.013192751 , ... _: - ....:- - .:,: 5 -7 du/ac 0 v99 0- 0323 34379 Commercial 0.9i _441 0M5827473 80,, -3 u 5 -7 d /a c 0.5 1; '1::51 0.006110753 < =': 1 8 0: 1 ;-:° -,- IN 11 + d u/a c 0.8 0.008741209 �,,1 1,1 Schools 0. 4 . . 2-A 0.011331197 . .. -1 0.4 ;� _ k Q36 0.001456868 _f 8 5 -7 du/ac 0.5;1 3' 0.013354625 _18 `-4 -"'11+du/ac 0.8 0.023026611 Commercial 0. 9 ;� 0.008336523 I+ du/ac 0.8 :' 0.0250095 7 5 -7 du/ac 0,5 0.009914797 1 6Q: : :;.;1;1 1 + du/ac j 0.8 0.021974428 3, 5 -7 du/ac 0.5 9.611 0.024119262 35 2W 21M` -7 du/ac 0,018413195 2 00 210 Commercial 0.9 0.00607028 13�_ Schools 0.4 57-6 U 0,02270 ­ 286 Last Saved. 1115 g 3:26 PM AREA 32 Page I of 2 Eric -Land Use Designations /-10 Channel.xis I -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AR 132 Downstream Land -use Impervious Area ' Total Area Total Area Upstream Node Node Designation Percentage (Acres) (km 2 ) 190 -_> 3_:5 du /ac PERCENTAGE 0.5 k15.1W 0.046579313 -7 - 20.00% 8 - 10 dulac 64 -29 220 2201, ° 3 5 -7 du /ac 40.00% 0.5 33 0.013637905 K 210 - 240,' _5 -7 du /ac 50.00% 0.5 _ = 5: 0.51 0.020436623 240 z= 250 ; ; 3 5 -7 du /ac 60.00% - 0.5 2;5 83a 0.10453029 -. 240 8, Commercial 7100% 0.9 = 249 0.010076671 .'. 250 __ 230t: 3 5 -7 du /ac 80.00% 79 0.031525008 r - 90.00% Commercial 41.57 0.168227804 _ ** ** 0 0 — W * * =3 ** r , � ? 0 Apartments 0 0 20.00% Condos 0 0 35.00% Schools r I 60.00% Industrial 0 • -` • 90.00% Total Area 284.25 1.150318818 0 „ i. z. a - - C IF -: -•`- _ - - - `".. y - p. x LAND USE SUMMARY. Last Saved: 111512063 @ 3:26 PM AREA 32 Page 2 of 2 Eric -Land Use Designations 1-10 Channel.xls PERVIOUS Land -Use Total Acres Total km' PERCENTAGE 11+ du /ac 21.29 0.086157564 - 20.00% 8 - 10 dulac 64 -29 0.260172372 40.00% 5 -7 du /ac 146.6 0.59326909 50.00% 3 - 4 du /ac 0 0 60.00% - 2 du /ac 0 0 7100% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 41.57 0.168227804 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 10.5 0.042491988 60.00% Industrial 0 0 90.00% Total Area 284.25 1.150318818 Last Saved: 111512063 @ 3:26 PM AREA 32 Page 2 of 2 Eric -Land Use Designations 1-10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B3 ..;..; ... + 11 du /ac 0 g 0.029825329 ., :....:....... �:; ,:,:.:. 1.1.0., - $0 .;: °-,. «;`1':11 +du /ac 7 9 ..:�::: _ : -....8 ; 0.031929694 120., 20 8 Commercial 0.9 ::�;:'''': ,.;.::,.;� 0,:09: 0.000364217 130:<; :::`.::. 1.30.:.. ,3.5 -7 du /ac 0.5 8 97' 0 036300298 1'40; ;. ? :- 3: 5 -7 du /ac 0.522'- 0.045405724 _ 1, 3. Schools 0.4:.: " :.::::::.. . .:.:',. ::$'.:4:5: 0.034195933 - . ::... ...... .:.., :,.16Q,: 150 160 1 = du /ac 0.8 0.003844513 :G :17.0;, . 5 -7 du /ac 0.5 3.:24. 0.013111813 - 1'` 11 du/ ac 0.8 2':23. 0.0 09024489 0.4 4* 0.001375931 17:Qi = `'.;" `' :'';.! - . 1 " 8.E Schools 0.5 ;. 8':72' 0 .035288584 _ c `'18'0;'; ':3 5 7 du /a 0.5 ,:::_; '',': 0.018453663 180 90, 3 5 -7 du /ac Schools :;.:. 0.4 1.74: 0.007041529 - = 180, ., : :: :s , :1:90`:. :1.3, 0.15 2_.4.2 0.009793392 ::..::.:..:... 0. ,:. ":. ;, ;,:.:190:::,,x.;'9: Public Park 0.5 4.94 0.019991469 190 200; ` : 3: 5 -7 du /ac Public Park 0.15 . -':;; `.::; :::; _ <' 4.97 0.020112874 19 -7 du /ac 0.5 "` ;:;''= :.. `.9.09 0.036785921 >.. :: "1;p' "_;. 3 "' 5 -7 du /ac 1 0.5 '.- °.:.;;'= _:'::9 78, 0 .039578252 230;;.::;:, .,::. = ,;2 ; 0.5 ' 4..6:1; 0.018656006 210 21.0 3' 5-7 du /ac 0.5 .. 10..091 0.040832777 - 240 '' ,3..15 -7 du /ac '. 0.5 " '`; _., 8.04, 0.03253 6722 �. - 260` 3 5 -7 du /ac { 0.5 :. _ . : ":: : :. 2.G.� 0.010521826 J� 270. ::3 5 -7 du /ac 0.5�. :: ; 8.7� : .;. :...',' 0.035207647 :.. -, _ . 280' 3 5 -7 du /ac 3.96 0.01602555 _ _2801 ' :.::. - : ; 290 315 -7 du /ac 0.5 0.51 = 5.25_ 0.021245994 3.10'; . 315 -7 du /ac 1 ,.. I (1 -5 : `- `. -9.641 0.03901 AREA B3 Last Saved: 3X26103 @ 3:25 PM Page 1 of 3 Eric -Land Use Designations 1 -10 Channel.x/s 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B3 LAND USE SUMMARY. Downstream Land -use Impervious Area Total Area i Total Area Upstream Node I Node Designation I Percentage (Acres) i (km 2) Total km 2 330:1; 9 -' Public Park 0.15 4.221 0.017077732 290 330 =- ` :: 3401.- 3' 5 -7 du /ac 0.5 9..08{ 0.036745452 340` .' :: 350 J . 3. -7 du /ac 0.5 4.52 0.018291789 350 350::::13: 0 Schools 0.4 f,_95:1 0.007891369 350.." 350 ..9 Public Park 0.15 10.:77 0.043584639 .240.:_ ..3.15 -7 du /ac 0.5 :.- _ : . , :: -: °, .3.56. 0.014406807 5 -7 du /ac 0.5 0.026061753 9 � Public Park u 0.15 ,.._._ . ` .... .. 1 5.:01 0.020274749 :=.3 5 -7 du /ac 0.5 °. ;':._`:::.;9.17 0.03710967 40.0 ".' .390` = .: `:, :4OQ., 11 ; :'.- ,3` 5 -7 du /ac 0.5 :.:.::. :.. . :.. .:. : - 8.1:3' 0.03290093 400 _:: •'. 410 .: -1 =3 Schools 0.4 9.57^ 0.038728412 400 ::;= -. :::':`.,41,0::. _ : 9 Public Park 0.15 1.711 0.006920124 410 ... 420 :;' 1;3 Schools 0.4 925;1 0.037433418 42 ; ::..'9. Public Park 0.15 O:.fi3' 0.002549519 4.20, „0 420 ; -.,; 3; 5 -7 du /ac 0.5 10 >88 0.044029793 ;.'.4.20!x; 37.Q:., ;, 3.5 -7 du /ac 0.5 0.031808288 430 ° 13- Schools 0.4 4. .72 0.01910116 „- ;...:..,..,:.44,0: 445- 7du /ac 0.5 1'0.0 h; 0.040509029 470 -7 du /ac 0.5 ::.,' .... .:.:....:,. 9:1 0.03682639 F,470,,, a'3 5 -7 du/ac 0.5 $15. 0.032981876 :. . -7 du /ac 0.5 - 7;63'; 0.030877511 5,0,0 5 -7 du /ac 0.5 9.25. 0.037433418 3' S 4.73: 0.019141629 51,0.,; .90':;:;', °''zv; !;;, � "':'; >.:3: 5 -7 du /ac 0.5 :..a ::':::: 5.;64 0.022824268 x 520 , ,5: 520 .... 3: 5 -7 du /ac 0.5 6.39. 0.02585941 ` � 450 ;:: -.;;� 3 5 -7 du / ac 0.5 , ;, .: `::. ' :: 7.�4 0.029299237 ....... .:3 5 -7 du /ac 0.5 -. :7.,..12 0.028813615 =` =550'; = °'.' :.`; >.560:; :::3: 5 -7 du /ac 0.5 0.019991469 560 .:.:: 570; 3: 5 -7 du /ac 0.5 7 33, 0.029663454 ; ,V' 5 -7 du /ac 0.5 _•. >.:.__° : :._ 9:29` 0.037595292 57D = 580 ,.3 3 5 -7 du /ac 0.5 4:77: 0.019303503 3. 5 -7 du /ac 0.5 :.. 11.16 0.045162913 _:.: 590` ;: : 540, 3, 5 -7 du /ac 0.5 '; ;: 6.2 5, 0.02529285 540,' :: :r <:`.:::., <: ;:..+3 °, 5 -7 du /ac 0.5 . :..`:...::_;. w_,::,.. 8 - .5: 0.034398276 :.':::,_ -540; `:3, 5 -7 du /ac :.,� 3 ,, 5. 0.021650 3 5 -7 du ac 0.5 ..:.,' :_ '_V ._'.:'4,:01'; 0.016227893 LAND USE SUMMARY. PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 20.67 0.083648514 20.00% 8 - 10 dulac 2.42 0.009793392 40.00% 5 -7 du /ac 352.91 1.428175951 50.00% 3 - 4 du /ac 0 0 60.00% 2 du,lac 0 0 70.00% 1 du /ac 0 0 80.00% AREA B3 Page 2 of 3 Eric -Land Use Designations I -10 Channel.xls Last Saved: 3126/03 @ 3:25 PM I -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B3 Downstream I Land -use Impervious Area Total Area Upstream Node I Node Designation Percentage (Acres) 0.40 du /ac 0 0 9U.UU io Commercial 32.13 0.130025483 10.00% Public Park 34.76 0.140668715 85.00% Mobil Homes 0 0 25.00% Apartments 0.44 0.001780617 20.00% Condos 0 0 35.00% Schools 41.91 0.169603735 60.00% Industrial 0 0 90.00% Total Area 485.24 1.963696405 Last Saved: 3126103 @ 3:25 PM Total Area (km 2 ) AREA B3 Page 3 of 3 Eric -Land Use Designations 1 -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B4 Land -use I Im ervious Area I Total Area Upstream Node Downstream P I Node I Designation Percentage I (Acres) 101 40 201 =.: 451:=. , - 8 j Commercial 315 -7 du /ac 50::-.:.. 315 -7 du /ac :. ..; ..:_50 .?:.<= :: =_" °: '..60_x' 3` 5 -7 du /ac fip .:''. = 70 TT 3T5 5 -7 du/ ac ....70_.:;::' " :.:::: ; 5 -7 du a c 80; `; ? .; ,- ;. , s 80 -` 3' 5 -7 du /ac 90T _ 13 Schools Public Park 3.0: ;: $ Commercial 1 - 01t 3 , 111 ' ..", _ 8 Commercial 5 -7 du /ac 1'1'5 3. 5 -7 du /ac ;'120. :. "'.:`; ": = ::1;30`.;: >% 3 5 -7 du /ac 5 -7 du /ac 1.45 .3: 5 -7 du /ac 1;50 "�' ;_ 3. 5 -7 du /ac 1" 301' -160 ':3,.5 _ 3, -7 du /ac 5 -7 du /ac :1 so 7 ua c 5 - d / 1 5 - d ul ac 7 4 : 190' 3. 5 -7 dulac -7 du /ac 1:70'`::'.. A;: "' :;.:170 _3 5 -7 du /ac 110 :.;,... Commercial 200` °'' 8 Commercial 5'; _ 3 5 -7 du /ac -7 du /ac 22.0; 230''° 3 5 -7 du /ac 2,1.0; = 8:. Commercial 24 0 , ;:;..:._,;_;;..:., >;'240 "`_::8 Commercial Commercial I* , 7-777:7777 1 1 I Last Saved: 3126103 @ 3:25 PM I * I �* I * 0.9 9.821 0.51. 2.15] 0.51 = .: 0..621 0.5 4:7.1 0.5'. �; =. � _ - 4.88 0.5 0.5�' -.' 9.53 0.4 5:26 0.9 0.5 0.5 0.5 2:23: 0.5:`_':::. -'_: 7:95 0.5 5.:04; 0.5 . 0.5 5 72 , 0.5 0.5 0.5'; a`. 4 0.9 10:78; 0.9 10.8 0.5 a 5.3`3:= 0.5 3:.23; 0.5 0.9 0.9 0.9 :.. ?s:..; f: Total Area (km 2 ) 0.039740126 0.00870074 0.002509051 0.019020223 0.019748657 0.017846635 0.038566538 0.021286463 0.018777412 0.042006365 0.043422765 0.013111813 0.011452602 0.032860471 0.009024489 0.032172505 0.020396154 4.04686E -05 0.02865174 0.002549 519 0 .0188 1788 0.023148016 0.045162913 0.017199138 0.043625108 0.043706045 0.021569742 0.013071345 0.04103512 0.044839164 0.027437684 0.041358868 0 0 0 0 0 0 0 0' 0 0 0 0 0 0 AREA B4 Page 1 of 2 Eric -Land Use Designations 1 -10 Channel.xls I -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B4 Last Saved: 3126103 @ 3:25 PM AREA 34 Page 2 of 2 Eric -Land Use Designations / -10 Channel.xis Downstream Land -use Impervious Area Total Area ; Total Area Upstream Node Node Designation Percentage (Acres) (km 2 ) 0 0 0 0 ** ** 0 * ** 0 0 * 0 1 0 ** ** - o ** - 0 0 0 ** ** 0 .. .- ..:.:... ** 0 * 0 ** o ** o :. ** ** 0 ** 0 LAND USE SUMMARY: PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 107.9 0.436655762 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 80.59 0.326136125 10.00% Public Park 4.64 0.018777412 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 5.26 0.021286463 60.00% Industrial 0 0 90.00% Total Area 198.39 0.802855762 Last Saved: 3126103 @ 3:25 PM AREA 34 Page 2 of 2 Eric -Land Use Designations / -10 Channel.xis 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B8 Downstream Land -use Upstream Node Node Designation 10 j. 20 j 8 j Commercial 201 - . 301_ 8 Commercial 0.9 40:1.":: 3; 5 -7 du /ac 0.91 50::::.3.5 0.030958448 -7 du /ac s... 60,,. _ ',::: :: :: =, `;;.60�:;::' -. -7 du /ac 70;::: .:';'`:. 7Q -f :: <` -3'j5 -7 du /ac 0.5 901::;; :8 Commercial ..:.60•' ` `,,._;:- :: %:': :; :. 0 : Commercial 0.9 ;. 7.53 0.030472826 =" 120 ;:: :::::: <'.,.': .:; :_1:2 :: 3'5 -7 du /ac 0.5 `';.. : :140:_ 315 -7 du /ac 0.5 1:5 .; ":.3` 5 -7 du /ac 1.50 1 : , 3 5 -7 du /ac 1.60 = :.160:':':::_;3; 0.036138424 5 -7 du /ac :.- ;, ; .';'•;'; f;; ::1:70' _ : 3 5 -7 du /ac ,.,..- "� :. =� 0.002792331 5 -7 du ac .:..:, ; " : >` -: •:: " ,17:,:4. 3.5 -7 du /ac 0.5 0.011938225 5 -7 du /ac 0.5 :<';;.:;', :'.: _:'682' 0.027599558 5 -7 du /ac 0.5 - 220 0.047024467 -7 du /ac 0.5 ,::r ., :;; ".:::: -`:; : _::,.5,7' 3, 5 -7 du /ac 24.0 ..; ;" ';:: < 24.0•., :..'. " 5 -7 du /ac 250 „.....,.;.: '; 260 3 5 -7 du /ac 250 260,:A ,3. Schools 260 240 3' 5 -7 du /ac 0.4'.•'.:, - 0.007001061 ' :_.' ": °: ,'. -';`'; _ • 8.:44 0.034155465 5 -7 du /ac 280' ::; ; ^`':,2$0;; 3 5 -7 du /ac _ ...5 :06; 0.020477091 ** 0.5 ',._;`'<'.;; :.;;1'7;97: 0.072722002 *« 0 0 ** 0 0 0 «* 0 ** 0 ,* 0 ** 0 ** o ** o 0 ** 11 o 0 I � 11 Last Saved: 3126103 @ 3:25 PM Impervious Area Total Area i Total Area Percentage I (Acres) (km 2 ) 0.9 2:62 0.010602763 0.91 ,. , 7.65; 0.030958448 0.5.. 5.07; 0.02051756 0.026466438 0.5 ` ; `::': ''' 5:93; 0.023997856 0.5 ,`.; _ " >.. 6..091 0.024645353 0.9 ;. 7.53 0.030472826 0.91 ':.': -"; -, ` -7.33 0.029663454 0.5 ::_ '' _:. ` : __;` = .. 5. 0.02023428 0.5 ,'': ` ` . ; - 8.5T 0.034681556 0.5 9..76: 0.039497315 0.5 : _.'; ';;,. :.'' ,;;;. =8.93 0.036138424 0.5 .:" ";'' %;' ° ": ;.5.29; 0.021407868 0.5 0.002792331 0.5 ; " : >` -: •:: " ,17:,:4. 0.070415294 0.5 0.011938225 0.5 :<';;.:;', :'.: _:'682' 0.027599558 0.5 1.1.6:2 0.047024467 0.5 ,::r ., :;; ".:::: -`:; : _::,.5,7' 0.023067079 0.5 ::;';: ".'. "„ "•,; :: ;;17_:4:7 0.069484518 0.5 :: > "' :':;: ' ::- .:5::'93; 0.023997856 0.5 . :',, :;.J'..::: 0.015256647 0.5 ",,,:. •' L , ` °, : ^:" 8.2 0.033184219 0.4'.•'.:, ?;' :73' - 0.007001061 0.5 :_.' ": °: ,'. -';`'; _ • 8.:44 0.034155465 0.5 ...5 :06; 0.020477091 0.5 ',._;`'<'.;; :.;;1'7;97: 0.072722002 *« 0 0 ** 0 0 0 «* 0 ** 0 ,* 0 ** 0 ** o ** o 0 ** 11 o 0 I � 11 0 ** o AREA 88 Page 1 of 2 Eric -Land Use Designations 1 -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B8 I Area j Total Area Total Area Downstream Land -use Impervious Z ) Upstream Node Node I Designation Percentage I (Acres) (km 0 1: 0 0 ** ** f ** ** 0 0 o 0 ** ** ** o ** o o ** o 0 - - 0 - 0 r ** 0 0 0 0 - 0 LAND USE SUMMARY. PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 0 0 0 00% 11 + du /ac 0 40.00% 8 - 10 du /ac 0 179.71 0.727260492 50.00% 5 -7 du /ac 0 60.00% 3 - 4 du /ac 0 0 70.00% 2 du /ac 0 0 80.00% 1 du /ac 0 0 90.00% 0.40 du /ac 0 25.13 0.101697491 10.00% Commercial 0 85.00% Public Park 0 0 25.00% Mobil Homes 0 0 20.00% Apartments 0 0 35.00% Condos 0 1.73 0.007001061 60.00% Schools 0 90.00% Industrial 0 Total Area 206.57 0.835959044 Last Saved: 3126103 @ 3:25 PM AREA B8 Page 2 of 2 Eric -Land Use Designations 1 -10 Channel.xls I -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B9 Downstream Land -use Upstream Node Node Designation 101 " . .._ - 201 3; 5 -7 du /ac 301 "" 30 1 "; 315 -7 du /ac 30 40:: .3 5 -7 du /ac 0.037716698 '...401'- ::3,'5 -7 du /ac 4 0: °: :,:; _: :: :._ 50 ,. ' 3 5 -7 du /ac 0.018898818 3' 5 -7 du /ac 0.51 5 -7 du /ac g0 901 9,; Public Park g"p`1:. 1;3: Schools _9:0_:._ _. 3° 5 -7 du /ac 90;:: -.: 70 . 3' 5 -7 du /ac 17.53-1 3;15 -7 du /ac 5 -7 du /ac 5 -7 du /ac `,._ =` 8.71 5 -7 du /ac 0.5 ` . `" `_ .. 4.12' 0.016673047 0.15 x'47'1 0.018089446 ** 0.4 - y .: , , ° '.: _4.881 0.019748657 0.5 ". `- `..." .', ,." ." 3.21." 0.012990408 ** 0.5 ** 0.031889225 0.5 :::...:. :. . ::.'. 9;9 -; 0.040144812 0.5 '' :; ... 9 ;6 0.038849818 0.5:..:r ::.:: ':',:,`,,,,10;:35 0.04188496 0.5 , -, .: ; .,: :` =:2Q:2 0.081746491 ** 0 Last saved: 3126103 @ 3:25 PM impervious Area Total Area Total Area Percentage (Acres) (km 2 ) 0.51 9.32; 0.037716698 0.5 4.671 0.018898818 0.51 7.71 0.03120126 0.043058548 17.53-1 0.070941386 0.5 1 :1. , `,._ =` 8.71 0.035207647 0.5 ` . `" `_ .. 4.12' 0.016673047 0.15 x'47'1 0.018089446 0.4 - y .: , , ° '.: _4.881 0.019748657 0.5 ". `- `..." .', ,." ." 3.21." 0.012990408 0.5 7:88' 0.031889225 0.5 :::...:. :. . ::.'. 9;9 -; 0.040144812 0.5 '' :; ... 9 ;6 0.038849818 0.5:..:r ::.:: ':',:,`,,,,10;:35 0.04188496 0.5 , -, .: ; .,: :` =:2Q:2 0.081746491 ** 0 0 ** 0 ** 0 ** 0 ** _- 0 ** 0 0 0 ** 0 ** 0 ** 0 ** 0 ** _ 0 0 0 0 ** _ - 1 0 ** O 1 - 0 ** - 0 ** o ** l 0 0 ** 1 0 ** 0 ** 1 0 AREA B9 Pagel of 2 Eric -Land Use Designations I -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B9 Downstream Land -use I Impervious Area I Total Area Upstream Node Node Designation I Percentage I (Acres) LAND USE SUMM i Land -Use Total Acres Total km 2 PERCENTAGE 20.00% 11+ du /ac ! 1 0 0 40.00% 8 - 10 du /ac 0 123.85 0.501203116 50.00% 5 -7 du /ac 0 60.00% 3 - 4 du /ac 0 p 70.00% 2 du /ac 0 0 80.00% 1 du /ac 0 p 90.00% 0.40 dulac 0 0 10.00% Commercial 0 4.47 0.018089446 85.00% Public Park 0 25.00% Mobil Homes 0 0 20.00% Apartments 0 0 35.00% Condos 0 4,88 0.019748657 60.00% Schools 0 90.00% Industrial 0 133.2 0.539041219 Total Area :.:. ARV LAND USE SUMM PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 20.00% 11+ du /ac 0 0 0 40.00% 8 - 10 du /ac 0 123.85 0.501203116 50.00% 5 -7 du /ac 0 60.00% 3 - 4 du /ac 0 p 70.00% 2 du /ac 0 0 80.00% 1 du /ac 0 p 90.00% 0.40 dulac 0 0 10.00% Commercial 0 4.47 0.018089446 85.00% Public Park 0 25.00% Mobil Homes 0 0 20.00% Apartments 0 0 35.00% Condos 0 4,88 0.019748657 60.00% Schools 0 90.00% Industrial 0 133.2 0.539041219 Total Area Total Area (km 2 ) Q 0 D 0 AREA 89 Page 2 of 2 Eric -Land Use Designations 1 -10 Channel-XIS Last Saved: 3126103 @ 3:25 PM 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA B10 Downstream Land -use Upstream Node Node Designation I 10� 151 _ 315 -7 du /ac 20 315 -7 du /ac 20 30 1{ 5 -7 du /ac 30'1 1,3o 4.56 = 50 !Z57 du/ac 40; ; ;- 13 Schools 40... - - ".:;: .... 50;. ; du /ac 40 . ._ 50 _.....8` Commercial _._. 50; .:::: V ":::.:.:;`,.;: 30 :; : 3'5 -7 du /ac 5 -7 du /ac `:. _ 4..36. 90:.. '8 Commercial 00> Commercial 100:':::'; 8: Commercial 1 5 -7 du /ac 5 -7 du /ac 5 -7 du /ac 5 -7 du /ac 5 -7 du/ac r.� 150, 3 5 -7 du /ac 0.38 5 -7 du /ac = ;,'(.70: 3; 5 -7 du /ac 180 190 3w 5 -7 du /ac 1 . g , 0 `;,,;w <.;:: ?_',:17:0` "; :3' 5 -7 du /ac :- ....4.:;... _.._: "..200 5 - ,.......,,,.:_,,;..:. 200:.�::; 3, 7du ac 0 , "; 8'63: ' ** 0.9 : ` -_ '' 8:.1 0.033143751 0 g 55.6 0.022500519 0.5 = `". _ 10:63 0.043018079 0.5 :`:.: x:0::09', 0.040832777 0.5 " ° 03:. 0.020355686 0.5 :,'`:;;" : ".'= :::::,'';;:.5,77 0.023350359 1. I Impervious Area Total Area I Total Area Percentage I (Acres) i (km 2 ) 0.5 � 4.46; 0.018048978 0.5 � 4.56 0.018453663 0.5 � - 9.18.1 0.037150138 0.41-1 .. 0:891 0.003601702 0.5� `:. _ 4..36. 0.017644292 0.4 _ 1.07-J 0.004330136 ":_ 3. 33 B.1 0.01489243 0 0.38 0.001537805 0.5 ;:_: " ..':= ::;:'.0..01'': 4.04686E -05 0 . 3.27'1 0.013233219 0 , "; 8'63: 0.034924367 0.9 : ` -_ '' 8:.1 0.033143751 0 g 55.6 0.022500519 0.5 = `". _ 10:63 0.043018079 0.5 :`:.: x:0::09', 0.040832777 0.5 " ° 03:. 0.020355686 0.5 :,'`:;;" : ".'= :::::,'';;:.5,77 0.023350359 0.5 6 94; 0.028085181 0.5 .:;:.`:' `, ".;1;.34 0.005422787 0.5 '':.;= .;r ";':;= .8;:08. 0.032698596 0.5 : -. ":.. -`. _ "2.3'7; 0.009591049 0.5 °- ::?:; ":<.. -_'.. "G..54, 0.026466438 .. 0.5 ':: _; '" :.; ...- ..::10.69'. 0.043260891 0.5 '','',: =::'' ;;; ' 1 0.044596353 ** 0 0 0 0 ** 0 0 ** 0 ** ** 0 0 0 ** 0 0 0 ** 0 ** 0 ** 1 0 ** 0 0 0 ** 0 AREA 810 Page 1 of 2 Eric -Land Use Designations 1 -10 Channel.x /s Last Saved: 3126103 @ 3:25 PM 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation A REA B10 LAND USE SUMMARY: Downstream Land -use Impervious Area I Total Area Total Area Upstream Node Node Designation Total km 2 Percentage I (Acres) I (km Z ) 0.01489243 20.00% 8 - 10 du /ac 0 I mo* I i 0 0.422248955 50.00% 3 - 4 du /ac ** 0 ** ( 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 22.76 0.092106443 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 i Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0.007931838 60.00% Industrial 0 0 90.00% Total Area o 0.537179665 ** ** 0 * * o ** ** o _ ** o ** ** o 0 o ** , ** * o * * o ** 0 ** ** o ** 0 - ** 0 ** O ** ** 0 0 LAND USE SUMMARY: PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11+ dulac 3.68 0.01489243 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 104.34 0.422248955 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 22.76 0.092106443 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 1.96 0.007931838 60.00% Industrial 0 0 90.00% Total Area 132.74 0.537179665 Last Saved. 3126103 @ 3:25 PM AREA B10 Page 2 of 2 Eric -Land Use Designations 1 -10 Channel.xls 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -US ANALYSIS Area Designation AREA B1 1 Downstream Land-use Impervious Area Total Area Total Area Upstream Node Node Designation Percentage (A cres) (km T, du/ac 0 8, _n 9_44'i� 0.042249177 2T -7 du/ac i , 15 65 .4j 0.027275809 5 -7 du/ac I 0.5 0037878572 40 , ;E 3,; 5 -7 du /ac 0.5 ­;, , 9.601, 0.03905216 -7 du/ac 0.5 0:01a 1020274749 3F -7 du /ac 4j 0.028489866 7Q 70 �3,+ 5 -7 du/ac 0.5 0.010481357 5 u/ac -7 d i 0. 5 1 ' -91, 0.022621925 Z 15 7 du/ac ...... 0.5� 43Z -7, 0.017482418 0 u. 0 22L, 0 v. 0 J" 0 j 0 0 7'i 0 0 0 0 0 0 0 0 0 a. 0 0 0 0 Ir 0 F. 0 — F 0 0 Vt , , , 4 0 0 O r G, 0 0 0 0 0 0 0 0 0 0 O Last Saved. 111512003 (a_� 3:29 PM AREA 311 Page I of 2 Eric-Land Use Designations 1-10 Channei.xis 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation ARE B11 i Downstream Land -use . Impervious Area Total Area Total Area Upstream Node Node Designation Percentage i (Acres) (km 2 ) i x _ !1 PERVIOUS Land - Use Total Acres 0 PERCENTAGE 0 t 10.44 0.042249177 20.00% 8 - 10 du /ac 0 0 M1 I 50.3 0.203556857 50.00% 3 - 4 du /ac 0 0 yy 0 0 0 70.00% 1 du /ac 0 0 80.00% x 0 0 90.00% w __ 0 t! - 10.00% _ ' I 0 1 _ Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools r 0 60.00% Industrial 0 0 90.00% vl 60.74 0.245806033 *x ** 0 - ** 0 ,._. v =, - - 0 I I A A /r) / /cam CI /A fA AA PV- Last Saved: 1 11512003 @ 3:29 FM AREA 311 Page 2 o'12 Eric -Land Use Designations 1 -10 Channel -xis PERVIOUS Land - Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 10.44 0.042249177 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 50.3 0.203556857 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 0 0 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 60.74 0.245806033 Last Saved: 1 11512003 @ 3:29 FM AREA 311 Page 2 o'12 Eric -Land Use Designations 1 -10 Channel -xis I -1 CHANNEL DESIGN MEMORA WATERSHED LAND-USE ANALYSIS Area Designation AREA C1 Downstream Land-use 1 Impervious Area Total Area Total Area Upstream Node Node Designation Percentage (A cres) &-' Commercial _ 6_49! 0.026264095 0 A -A _0 0 0 0 0 0 0 0 0 0 0 r. 0 0 0 0 s. R 0 0 0 0 0 0 0 0 w. 0 0 0 0 5, 0 0 _ 0 0 3i, 0 0 A 0 0 :4- 0 icer l 0 W�M 3 3 0 ........... 0 0 0 0 0 0 01 Last Saved: 111512003 @ 3•j 1 Plvf AREA C1 Page I of 2 Eric-Land Use Designations 1-10 Cf7annel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA C1 Downstream Land -use Impervious Area Total Area Total Area Upstream Node Land -Use Total Acres Total km 2 Node Designation Percentage (Acres) (km Z ) 20.00% 8 - 10 du /ac - 0 40.00% 5 -7 du /ac 0 0 n = 3 - 4 du /ac _ _ 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 6.49 0.026264095 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 - 0 90.00% Total Area 6.49 0 i. :•r i 0 0 x -1 _ k. - I - - - 0 _,. :may - _:. -'- - - ;ate 0 _ LAND USE SUMMARY. Last Saved: 1/15/2003 @ 3:11 PM AREA C1 Pace 2 of 2 Eric -Land Use Designations 1 -10 Channel.xfs PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 6.49 0.026264095 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 - 0 90.00% Total Area 6.49 0.02626409 Last Saved: 1/15/2003 @ 3:11 PM AREA C1 Pace 2 of 2 Eric -Land Use Designations 1 -10 Channel.xfs 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Desigration AREA C3 Impervious Downstream Land-use Total Area Total Area Upstream Node; Area 2) Node Designation (Acres) (km Percentage Commercial 0.9 r 0.0190 6 9" Commercial 0.9E A N 0.0193 0.9 4 Commercial O�0198 • _4 4 , Commercial 'Z�7 '2& 0.0291 0.0000 0.0000 w. , 0.0000 0-0000 0.0000 0.0000 0.0000 W . 0.0000 F 0.0000 1 0.0000 0.0000 0.0000 F`1_1 0.0000 0.0000 7 -c- 0,0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -LE 0.0000 0.0000 A 0.0000 0 .0000 00000 0.0000 0.0000 0.0000 4= z) 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 T 7 0.0000 7- 0,0000 10000 ODOOO 0.0000 LAND USE SUMMARY. Last Saved: 1/1512003 g 3:13 PM AREA C3 Page I of 2 Eric-Land Use Designations 1-10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA C3 Impervious Downstream Land -use Total Area Total Area Upstream Node' Node Designation Area (Acres) (km Z ) Percentage PERVIOUS Land -Use Total Acres Total km z PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 21.55 0.087209747 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Total A rea 21.55 0.087209747 Last Saved. 1/'512003 @ 3:13 PM AREA C3 Page 2 of 2 Eric-Land Use Designations 1 -10 Channel.xls I -1 CHANNEL DESIGN MEMORA WATERSHED LAND-USE ANALYSIS Area Designation AREA C4 : Impervious Downstream Land-use Total Area Total Area Upstream Node: Area 2) I i Node Designation (Acre ) (kM Percentage F 20,t iCommerc'al O�q f­ 5 , 3j 0.0224 _ gS&. Commercial 0.9 ' 4,_8 &�i 0.0197 - 8�Commercial 0. 9 i_ e 3.95 0.0160 0 Commercial . 0 9 0.0204 60_ Commercial 0 � 0.0434 • 80;W8. 0,0000 0.0000 0,0000 0.0000 0.0000 0.0000 0.0000 0.0000 Al 0.0000 0.0000 0.0000 0.0000 ei 0.0000 0.0000 0.0000 0.0000 0 0.0000 0.0000 0,0000 0.0000 0.0000 0.0000 0.0000 A 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 r 0.0000 a. 0.0000 _ 0.0000 0.0000 F ' IT 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0. LAND USE SUMMARY: AREA C4 Page I of 2 Last Saved. 1/ @ 3:1 PM Eric-Land Use Designations 1-10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA C4 Impervious Downstream Land -use Total Area Total Area Jpstream Node Node Designation Area j (Acres) (km 2 ) Percentage PERVIOUS Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 dulac 0 0 90.00% Commercial 30.14 0.12197224 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Total Area 30.14 0.12197224 Last Saved: 1%i 512003 @ 3:',4 Plvf AREA C4 Page 2 of 2 Eric -Land Use Designations l -10 Channel.xls I -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA C5 AREA C5 Page 1 of 2 Last Saved: 119512003 9 -3:16 PM 3ill -Land Use Designations 1 -90 Channel-xls 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA C5 Downstream Land-use Impervious Area li Total Area I Total Area Upstream Node Node : Designation Percentage (A cres) (kM 2) 1 0 1 0 0 0 2�l -tt 0 .................. ................ 0 U w . 0 0 ........... 0 A� 0 ........... 0 0 i. j -A LAND USE SUMMAR PERVIOUS Land-Use Total Acres Total km 2 PERCENTAGE 11+ du/ac 0 0 20,00% 8 - 10 dulac 0 0 40.00% 5 -7 du/ac 0 0 50.00% 3 - 4 du/ac 0 0 60.90% 2 du/ac 0 0 70.00% 1 du/ac 0 0 80.00% 0.40 du/ac 0 0 90.00% Commercial 32.6 0.131927506 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20-00% 0 0 35.00% Condos Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 32.6 0.131927506 Last Saved. 11,512003 9 3:36 Pfvf AREA C5 Page 2 of 2 3iff-Land Use Designations 1-10 Channef.xls 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS A rea Designation AREA C6 Downstream ; Land-use Impervious Area i Total Area i Total Area Upstream Node Node i Designation Percentage I (A cres) (km 2 2 a.Commercial i 0.9 3 47� 0.01404259 0 0 0 T7 0 0 0 - SA - 0 0 0 4 0 0 0 Al 0 LP 0 0 0 0 0 0 0 0 0 0 0 E 0 0 Y" __2 0 'M 0 .................... 0 0, 3 1� A 0 0 0 iv 0 7 0 0 0 0 U U Last Saved. Ili 512003 (_5 3:1 FM AREA C6 Page I of 2 Bill -Land Use Designations 1-10 Channel.,-Is I -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA C6 i Downstream Land -use Impervious Area Total Area Total Area Upstream Node Node j Designation Percentage (Acres) i (km 2 ) 11+ du /ac 0 _ __ 20.00% ** * - _ 40.00% w = ** ** 0 0 3 - 4 du /ac 0 0 0 2 du /ac 0 0 70.00% 1 du /ac 0 o 80.00% ** - 0 - 90 -00% r.i. ** 0. 01404259 10.00% LAND USE SUMMARY: PERVI UUS Land -Use Total Acres Total km 2 * 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 o 80.00% 0.40 du /ac 0 0 90 -00% Commercial 0 0. 01404259 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 ix. .I 0 0 35.00% Schools 0 0 i T Industrial 0 ** 90.00% Total Area 3.47 LAND USE SUMMARY: Las', Saved: 11151 (_ 3:16 r"'M AREA C6 Page 2 of 2 :Silt -Land Use Designations 1 -10 Channel.xls PERVI UUS Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90 -00% Commercial 3.47 0. 01404259 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 3.47 0.01404259 Las', Saved: 11151 (_ 3:16 r"'M AREA C6 Page 2 of 2 :Silt -Land Use Designations 1 -10 Channel.xls I -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA C7 Downstream Land-use Impervious Area Total Area 1 Total Area Upstream Node Node Designation Percentage (A cres) (km 2 ) i Com - 5, 0.9 24-1 0.021205525 0 0 0 7 r 0 0 0 0 0 ry 4� — L 0 0 0 0 0 0 0 0 0 0 0 U 0 4 0 0 0 0 0 4 4 , 0 0 7� 0 x 0 0 0 0 -77- 0 0 �a -D 0 0 0 0 0 0 Last Saved: Ill 5, @ 3: FM AREA C7 Page I of 2 5X-Land Use Designations I - 1 0 Channel x1s ­ 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA C7 i Downstream Land -use Impervious Area ! Total Area ! Total Area PERVIOUS Upstream Node Node Designation Percentage (Acres) (km Z ) 11+ du /ac ** 0 20.00% 8 - 10 du /ac 0 y 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 0 0 0 80.00% 0.40 du /ac 0 ** 90.00% Commercial 5.24 0.021205525 10.00% Public Park- 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 I 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 5.24 0.021205525 * X -u 0 z.:.::a......,: _ - ** 4 ,. 0 LAND USE SUMMARY. Last Saved: 111512003 @ 3:18 PM AREA C7 Page 2 of 2 Sill -Land Use Designations 1 -10 Channel.xls PERVIOUS Land -Use Total Acres Total km 1 PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 5.24 0.021205525 10.00% Public Park- 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 5.24 0.021205525 Last Saved: 111512003 @ 3:18 PM AREA C7 Page 2 of 2 Sill -Land Use Designations 1 -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Desigration AREA C8 AREA C8 _ Last Saved. 1/15/2003 9 3:19 PM Page 1 of 2 Bill -Land Use Designations 1 -10 Chan,nel.xis 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA C8 Downstream Land -use ;Impervious Area Total Area Total Area Upstream /Node Node Designation Percentage (Acres) (km 2) 11+ du /ac 0 0 20.00% ** i x* — 0 5 -7 du /ac 0 0 — i x 0 Q _ _ jx* 0 0 _ i ** — — 1 du /ac 0 0 = _ 0.40 du /ac 0 0 90.00% _x a 0.051111791 10.00% 0 - 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 Q .- Condos 0 _ 0 0 _... 0 0 60.00% Industrial 0 i\ . 90.00% Total Area 12.63 0.051111791 0 ** ! ** Q t r r i. 0 LAND USE SUMMARY. Last Saved: i11512003 9 3:19 PM AREA C8 Pace 2 of 2 Bill-Land Use Designations 1 -10 C,hannel.xls PEKVIUUJ Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 12.63 0.051111791 10.00% Public Park - 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 _ 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 12.63 0.051111791 Last Saved: i11512003 9 3:19 PM AREA C8 Pace 2 of 2 Bill-Land Use Designations 1 -10 C,hannel.xls I -1 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA C9 Downstream 1 Land-use Impervious Area Total Area Total Area Upstream Node !: Node Node 1 Designation Percentage (A cres) 2) Comm e rcial I - 57�i 2, 0.01040042 C ommercial 0. 9 0,013233219 0 0 P2, 0 0 0 0 0 w w 0 0 0 0 13,1 Z-1 0 0 . S 0 . . . . . . . . . T­ 0 0 0 if 0 0 0 0 0 z4 0 0 0 0 0 ....................................... .......................... J 0 U 0 `5 0 U 0 m. 0 0 0 0 0 k5 0 0 0 0 0 Last Saved: 1/1512003 f_D 3:19 PM AREA C9 Page I of 2 Bill -Land Use Designations I-10 Channel.xfs 1 -10 CHANNEL DESIGN MEMORANDUM WA T ERSHED LAND -USE ANALYSIS Area Designation AREA C9 Downstream Land -use Impervious Area Total Area Total Area Upstream Node ! Node Designation Percentage (Acres) (km 2 ) 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 0 w * 0 _ 0 ** ** 0 0 _ ' ** 0 0 0 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 5.84 0.023633639 10.00% w. 0 0 85.00% i 0 0 25.00% 9 - - * * � - j O 0 0 35.00% Schools 0 0 1 * I* i _ { 0 .W ,.aA ,• h r 5.84 0.023633639 ** o LAND USE SUMMARY Last Saved: 111512003 (a� 3:19 PM AREA C9 Pace 2 of 2 Bill -Land Use Designations 1 -10 ChanneLxls PERV1 UUS Land -Use Total Acres Total km' PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 5.84 0.023633639 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0• 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 5.84 0.023633639 Last Saved: 111512003 (a� 3:19 PM AREA C9 Pace 2 of 2 Bill -Land Use Designations 1 -10 ChanneLxls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA C10 AREA C10 Page 1 of 2 Last Saved: 1/1512003 @ 3:20 PM Bill -Land Use Designations I -10 Channel.xls 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA CIO Downstream Land-use [m pervious Area Total Area Total Area Upstream Node I Node Designation I Percentage j (Acres) (km 01 0 0 et 0 K K 0 0 0 0 0 T 7­4 0 0 LAND USE SUMMARY: PERVIOUS Land-Use Total Acres - Total km' PERCENTAGE 11+ du/ac 0 0 20.00 8 - 10 dulac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du/ac 0 0 60.00% 2 du/ac 0 0 70.00% 1 du/ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 2.9 0.011735882 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% 0 0 35.00% Condos Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 2.9 0.011735382 Last Saved.- 1, (_J 3:20 F1v1 AREA CIO Page 2 of 2 Sill-Land Use Designations 1 -10 Channel-xis 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA C11 AREA C91 Page 1 of 2 Last Saved: 9195/2003 @ 3:20 FM Bill -Land Use Designations 1 -10 Channel.xls Area Designation AREA C11 m LAND USE SUMMARY: Impervious Area Total Area I Total Area f Percentage (Acres) (km 2 ) PERCENTAGE 11+ du /ac 0 0 20.00% x = � 0 0 5 -7 du /ac 0 0 0 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 3.89 0.01574227 0 *, ;^ 0 0 Mobil Homes V 0 0 Apartments 0 0 20.00% Condos - 0 0 Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 3.89 0.01574227 __ 0 Last Saved: 1/1512003 9 3:20 PM 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS AREA C 11 Page 2 of 2 Bill -Land Use Designations 1 -10 Channel.x,'s f Land -Use Total Acres Total km 2 PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 3.89 0.01574227 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 3.89 0.01574227 Last Saved: 1/1512003 9 3:20 PM 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS AREA C 11 Page 2 of 2 Bill -Land Use Designations 1 -10 Channel.x,'s 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA C12 AREA C12 Page 1 of 2 Last Saved: 1%, 512002 @ 3:21 PM Bill -Land Use Designations 1 -10 ChanneLxls 1-10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA C12 L2St S2Ved.. 111512003 g 3:21 PM AREA C12 Page 2 of 2 Bill -Land use Designations 1-10 Channel.--,fs Land-use impervious Area Total Area Total Area Downstream (km 2) Upstream Node I Node Designation Percentage (Acres) ---------- 0 0 0 J 01 13. 0 u 0 . . . . . . . . . . . . U 7 7- 0 .......... 0 0 LAND USE SUMMARY., PERVIOUS Land-Use Total Acres Total km' PERCENTAGE 0 0 20.00% 11+ du/ac 0 40.00% 8 - 10 du/ac 0 0 0 50.00% 5 -7 du/ac 0 60.00% 3 - 4 du/ac 0 0 70.00% 2 du/ac- 0 0 80.00% 1 du/ac 0 0 90.00% 0.40 du /ac 0 5.56 0.022500519 10.00% Commercial 0 85.00% Public Park 0 25.00% Mobil Homes 0 0 20.00% Apartments 0 0 35.00% Condos 0 0 0 60.00% Schools 0 0 90.00% Industrial 0 -- 6. - 022500519 Total Area 5.56 - L2St S2Ved.. 111512003 g 3:21 PM AREA C12 Page 2 of 2 Bill -Land use Designations 1-10 Channel.--,fs 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA C13 AREA C;1,� Page 1 of 2 Last Saved: 9% 5/2003 @ 3:22 PM rill -Land Use Designations 1 -10 Channel. -Is 1-1 CHANNEL DESIGN MEMORANDUM WATERSHED LAND-USE ANALYSIS Area Designation AREA C13 Downstream Land-use Impervious Area Total Area Total Area Upstream Node Node Designation Percentage j (A cres) (km 2) 0 0 Z­` 0 a! 0 ;N,, 0 77� 41 0 0 0 0 j 0 Q� 0 0 0 L AND USE SUMMARY: PERVIOUS Land-Use. Total Acres Total km 2 PERCENTAGE 0 0 20.00% 11+ du/ac 0 0 40.00% 8 - 10 du /ac 0 0 50,00% 5 -7 du/ac 3 - 4 du /ac 0 0 60.00% 0 0 70.00% 2 du/ac; 0 0 80.00% 1 du/ac; 0 0 90.00% 0.40 du/ac Commercial 8.33 0.03371031 10.00% 0 0 85.00% Public Park 0 0 25.00% Mobil Homes 0 0 20.00% Apartments 0 0 35.00% Condos 0 0 60.00% Schools 0 90.00% Industrial 0 T otal Area 8.33 0.03371031 - Last Saved- 111512003 g 3:22 FM AREA C13 Page 2 of 2 Bill-Land Use Designations 1 -10 Channel.xfs 1 -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AREA C14 AREA C14 Page 1 of 2 1 Est saved: 111512003 CcD 3:22 RM Bill -Land Use Designations 1 -10 Channel-xls I -10 CHANNEL DESIGN MEMORANDUM WATERSHED LAND -USE ANALYSIS Area Designation AR C14 Downstream i Land -use Impervious Area `; Total Area ; Total Area Upstream Node Node Designation Percentage (Acres) j (km 2) 11+ du /ac * 0 20.00% 8 - 10 du /ac ** 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% * - 0 0 * 0.40 du /ac 0 0 -- ** * i 1 0 10.00% ** 0 0 ** Mobil Homes 0 0 ** ** 0 0 _,, ... Condos 0 0 35.00% Schools 0 0 i Industrial 0 0 Y 1 Total Area 17.55 0 LAND USE SUMMARY. I oc 111512003 (d) 3:22 PM AREA C14 Pace 2 or 2 Fill -Land Use Designations 1 -10 Channel.xls PLHVIUUJ Land -Use Total Acres Total km z PERCENTAGE 11+ du /ac 0 0 20.00% 8 - 10 du /ac 0 0 40.00% 5 -7 du /ac 0 0 50.00% 3 - 4 du /ac 0 0 60.00% 2 du /ac 0 0 70.00% 1 du /ac - 0 0 80.00% 0.40 du /ac 0 0 90.00% Commercial 17.55 0.071022323 10.00% Public Park 0 0 85.00% Mobil Homes 0 0 25.00% Apartments 0 0 20.00% Condos 0 0 35.00% Schools 0 0 60.00% Industrial 0 0 90.00% Total Area 17.55 0.071022323 I oc 111512003 (d) 3:22 PM AREA C14 Pace 2 or 2 Fill -Land Use Designations 1 -10 Channel.xls 10 Land Use Tabulation Loss Rates For A and C areas along I -10 Channel, refer to "Input Data Table for Flood Routing Analysis" under section titled "Flood Routing Input Data Spreadsheet" (in this volume) for conversion of computed loss rates from metric to US units. Lw� Land Use Tabulation Loss Rates AREA Al -A5, Q -0 (05 v,J 17 7 5) ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) = 0.203 AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: LOSS FRACTION, Y = 0.204 TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE Fp(in. /hr.) YIELD TYPE (Acres) PERVIOUS AREA NUMBER 0.843 1 37.02 20.00 52.( 32.) 0.742 2 207.85 50.00 52.( 32.) 0.742 0.650 3 331.56 10.00 52.( 32.) 0.742 0.907 4 6.88 85.00 52.( 32.) 0.742 0.424 5 28.39 60.00 52.( 32.) 0.742 0.585 TOTAL AREA (Acres) = 611.70 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.203 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.204 1 [A Page 1 of I YT6014011Ca1cslHydrolo2 21 031RatMet (re"v 032103)ICHI LossRa U1A5engdoc FjOYLE Printed: 312 712 003 1:56PM Saved: 312712003 1:55 PM Land Use Tabulation Loss Rates AREA AI-A5. C1 -C3 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM TOTAL AREA ( SQ KM) = 2.48 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 5.156 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.204 1 IN Pa elofl Y.-1F6014011Ca1cslHydrolo 103- 21- 031RatMet (rev 032103)1CH1- LossRatesul A5met.doc gp e Printed. 312712003 1:57 PM Saved: 312 7/2 003 1:57 PM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE Fp(MM /HR) YIELD TYPE (SQ KM) PERVIOUS AREA NUMBER 0.843 1 0.15 20.00 52.( 32.) 18.847 2 0.84 50.00 52.( 32.) 18.847 0.650 0.907 4� 3 1.34 10.00 52.( 32.) 18.847 4 0.03 85.00 52.( 32.) 18.647 0.424 5 0.11 60.00 52.( 32.) 16.847 0.585 TOTAL AREA ( SQ KM) = 2.48 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 5.156 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.204 1 IN Pa elofl Y.-1F6014011Ca1cslHydrolo 103- 21- 031RatMet (rev 032103)1CH1- LossRatesul A5met.doc gp e Printed. 312712003 1:57 PM Saved: 312 7/2 003 1:57 PM Land Use Tabulation Loss Rates AREA A6 C NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (F-n) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS.CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) 1 0.27 50.00 52.( 32.) 18.847 2 0.20 10.00 52.( 32.) 18.847 3 0.04 85.00 52.( 32.) 18.847 4 0.04 60.00 52.( 32.) 18.847 TOTAL AREA (SQ KM) = 0.56 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 7.264 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.276 YIELD 0.650 0.907 0.424 0.585 Y. 1F601401ICalcs)Hyd7-OIOSYiCHI LossRatesU6.doc -Pale I °f I I .,,,r.,, , �.,t nay F3aYL6 Land Use Tabulation Loss Rates AREA A6 -2 NON - HOMOGENEOUS WATERSHED AREA- A7\7ERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) YIELD 1 0.14 10.00 52.( 32.) 18.847 0.907 TOTAL AREA (SQ KM) = 0.14 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 Land Use Tabulation Kass Rates AREA A{--3 NON - HOMOGENEOUS WATERSHED AREA= AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) 1 0.13 10.00 52.( 32.) 18.847 TOTAL AREA (SQ KM) = 0.13 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 YIELD 0.907 Paze I of I Y. Ca1cslFvdroloGvl CF-I - LossRaresl 46 -3_ doc oncnnm 4- IR Phf _ Lamed Use Tabulation Loss Rates -AREA A6 -4 NON - HOMOGENEOUS WATERSHED P�RE.A- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA. PERCENT OF SCS CURVE LOSS RATE TYPE {SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) 1 0.11 10.00 52.( 32.) 18.847 TOTAL AREA (SQ KM) = 0.11 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 . 4 ✓ 5: YIELD 0.907 Page ofl Y.• 1F6014011Calcs' 'OvdroJo&CSl- LossXateslA64 ^doc^ Land Use Tabulation L OSS R ates -AREA 47 NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (F_n) . AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering - Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285' ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SAIL -COVER AREA PERCENT OF SCS CURVE LOSS-RATE YIELD TYPE (SQ KM) PERVIOUS AREA NIIMBER Fp(MM /HR) 1 1.71 50.00 52.( 32.) 18.847 .0.650 2 0.21 10.00 52.( 32.) 18.847 0.907 3 0.06 85.00 52.( 32.) 18.847 0.424 4 .0.04 60.00 52.( 32.) 18.847 0.585 TOTAL AREA (SQ KM) = 2.02 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 8.853 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.331 - K .. _ .. • 4 Pege 1 of I Y. 1F6014011CaTcsl3vdrolo�ylCF1- LossRatesc47doc ^ T � nSrLE Land Use Tabulation Loss Rages AREA A8 NON- HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: ( 909) 933 -5228 WWW..BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) PERCENT OF SCS CURVE LOSS RATE ( SOIL -COVER AREA (SQ KM) PERVIOUS AREA Fp( 2) TYPE 1 0.79 50.00 5 UM B 32 ) 847 1 v:: >• 2 1.63 10.00 52. ( 32. ) 18.847 3 0.03 85.00 52.( 32.) 18.847 4 0.04 60.00 52.( 32.) 18.847 TOTAL AREA (SQ KM) = 2.49 AREA - AVERAGED LOSS RATE, Fm (MM /HR) = 4.583 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.185 YIELD 0.650 0.907 0.424 0.585 Pace -1 of I P.• IF60W ODCalcs�Hvdrolo�lG3l- LossRateslAB.doc _ J [r7v[_E L9 Land Use Tabulation Loss Rates ARE A A8 =1 NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE YIELD TYPE (SQ KM) PERVIOUS AREA 5 32 ) Fp( 8 /HR) 0.907 1 0.40 10.00 TOTAL AREA (SQ KM) = 0.40 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 1 Y.-1F601401 Kcalcs ulyaraiogy Printed: 312512003 1:27 PM t (rev 032103)IC l- l.ossxa Saved: 31252003 1:27 PM doc 100 Land Use Tabulation Loss Rates AREA A8 -2 NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) YIELD 1 0.50 10.00 52.( 32.) 18.847 0.907 {' TOTAL AREA (SQ KM) = 0.50 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 1 D Y 1F601401 1CalcslHydrologylRatMet (rev 032103)1CH1- LossRatesl48 -2 doc Page 1 of 1 Printed: 312512003 1:30 PM Saved: 3/25/2003 1:29 PM F30YLE m Land Use Tabulation Loss Rates AREA AS -3 NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -20 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM Pq * ** NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) YIELD 1 0.51 10.00 52.( 32.) 18.847 0.907 TOTAL AREA (SQ KM) = 0.51 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 [A 1 Page Y 1 of I IF6014011CalcsVfydrology (rev 032103)ICHI LossRatesW8 3 doc gpYLE Printed: 312512003 1:32 PM Saved: 312512003 1:31 PM IN Land Use Tabulation Loss Rates AREA A8-4 NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM IN * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: * TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) YIELD 1 0.75 10.00 52.( 32.) 18.847 0.907 TOTAL AREA (SQ KM) = 0.75 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 Eq 1 Y Page 1 of I IF6014011Calcsffydrol (rev 032103)1CH1 LossRatesl48 -4 doc gpyLE Printed: 3125120031:33 PM Saved: 312512003 1:33 PM 3 i� 't Land Use Tabulation Loss Rates NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000. License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGI14EERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) YIELD 1 0.43 20.00 52.( 32.) 18.847 0.843 2 0.28 40.00 52.( 32.) 18.847 0.714 3 5.32 50.00 52.( 32.) 18.847 0.650 4 1.18 10.00 52.( 32.) 18.847 0.907 5 0.18 85.00 52.( 32.) 18.847 0.424 •6 0.01 20.00 52.( 32.) 18.847 0.843 7 0.27 60.00 52.( 32.) 18.847 0.585 TOTAL AREA (SQ- KM) = 7.67 AREA- AVERAGED RATE, Fm (MM /HR) = 8.088 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.305 Y.1h60! 441! Ca1csLFlydrolo� !CH_�- LossRatesVBl.doc Page 1 of] Printed. 711512002 4:04 PM Saved. 7 /15/2002 3:5? PM f3c7YLE. Land Use Tabulation Loss Rates AREA BL B2, B11 NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM TOTAL AREA (Acres) = 569.09 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.284 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.275 C� 1 Y 1F6014011Ca1cs&y 2I 031RatMet (rev 032103)ICHI LossRates1B IB2BIL doc Page 1 of I Printed: 312612003 3:59 PM Saved: 312612003 3:59 PM F30YLE * ** NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in. /hr.) YIELD 1 81.36 20.00 52.( 32.) 0.742 0.843 / 2 67.37 40.00 52.( 32.) 52.( 32.) 0.742 0.742 0.714 0.650 (1 3 314.72 50.00 4 92.46 10.00 52.( 32.) 0.742 0.907 5 13.18 60.00 52.( 32.) 0.742 0.585 TOTAL AREA (Acres) = 569.09 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.284 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.275 C� 1 Y 1F6014011Ca1cs&y 2I 031RatMet (rev 032103)ICHI LossRates1B IB2BIL doc Page 1 of I Printed: 312612003 3:59 PM Saved: 312612003 3:59 PM F30YLE Land Use Tabulation Loss Rates AREA B290 -310 NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE Fp(in. /hr.) TYPE (Acres) PERVIOUS AREA NUMBER 1 10.00 50.00 52.( 32.) 0.742 {(� AR EA (Acres) = TOTAL 10.00 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.371 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.350 1 19 Y.• 1F6014011 CaI U1Yarotogy Printed: 312612003 4:51 PM - 031RatMet (rev 032103)ICb Saved: 312 612 003 4:51 PM 10.doc YIELD 0.650 Page I of I F304'LE Land Use Tabulation Loss Rates AREA B320-360 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909) 933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = SOIL -COVER AREA PERCENT OF TYPE (Acres) PERVIOUS AREA 1 8.78 50.00 TOTAL AREA (Acres) = 8.78 8.50 (inches) SCS CURVE LOSS RATE NUMBER Fp(in. /hr.) YIELD 52.( 32.) 0.742 0.650 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.371 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.350 IN 1 Page 1 of Y F60l40llCaicslHydrolo I03- 21- 03kRatMet (rev 032103 )ICHI- LossRateso320- 360.doc EjOYLE Printed: 312612003 4:48 PM Saved: 312 612 003 4:48 PM rm Land Use Tabulation Loss Rates AREA B360 -370 NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.50 (inches) C�] SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in. /hr.) YIELD 1 18.59 50.00 52.( 32.) 0.742 0.650 TOTAL AREA (Acres) = 18.59 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.371 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.350 Is 1 Y IF6014011 Ca1csffydrology103 21 03IRatMet (rev 032103 )ICHI- LossRateslB360- 370.doc Page 1 of I Printed: 312612003 4:53 PM Saved: 312612003 4:53 PM F30YLE Land Use Tabulation Loss Rates Q AREA B370 -380 NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH= 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR)' YIELD 1 0.13 50.00 52.( 32.) 18.847 0.650 TOTAL AREA (SQ KM) = 0.13 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 9.423 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.350 1 Y IF6014011Ca1cs 21 03IRatMet (rev 032103)1CHI- LossRatesIB370 -380 doc Page 1 of I Printed. 312612003 3:10 PM Saved: 312 612 003 3:10 PM f30YCE Land Use Tabulation Loss Rates AREA B380 -390 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in. /hr.) YIELD 1 24.48 50.00 52.( 32.) 0.742 0.650 2 5.67 10.00 52.( 32.) 0.742 0.907 TOTAL AREA (Acres) = 30.15 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.315 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.302 1 YIF6014011CalcslUydrology103- 21- 031RatMet (rev 032103 )ICH1- LossRatesIB380- 390.doc Page 1 of] Printed: 3/27/2003 9:26AM Saved: 3/27/2003 9:26AM 1:30YCE Land Use Tabulation Loss Rates AREA B430 -420 NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE Fp(in. /hr.) YIELD TYPE (Acres) PERVIOUS AREA NUMBER 52.( 32.) 0.742 0.907 1 33.23 10.00 TOTAL AREA (Acres) = 33.23 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.074 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 1 Im Pa -e I of I Y-IF60I4011Calcslgvdrolo 103- 21- 03IRatMet (rev 032103 )ICHl- LossRatesIB430- 420.doc gOYLE Printed: 3/27/2003 9:27 AM Saved- 3127/2003 9 :27 AM Land Use Tabulation Loss Rates AREA B3 NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE Fp(in. /hr.) YIELD TYPE (Acres) PERVIOUS AREA NUMBER 52.( 32.) 0.742 0.843 1 20.67 20.00 52.( 32.) 0.742 0.714 ; t 1 2 2.42 40.00 50.00 52.( 32.) 0.742 0.650 3 352.91 32.13 10.00 52.( 32.) 0.742 0.907 4 34.76 85.00 52.( 32.) 0.742 0.424 5 0.44 20.00 52.( 32.) 0.742 0•.843 6 41.91 60.00 52.( 32.) 0.742 0.585 7 TOTAL AREA (Acres) = 485.24 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.366 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.346 1 Pa -e 1 of I Y.•IF6014011Caicsff drolo 103- 21- 03aaddd (rev 032103)ICHI- LossRates Printed: 312612003 3:45 PM Saved: 312612003 3:45 PM Land Use Tabulation Loss Rates AREA B4 NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 265 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE Fp(in. /hr.) YIELD TYPE (Acres) PERVIOUS AREA NUMBER 52.( 32.) 0.742 1 107.90 50.00 52.( 32. ) 0.742 0.907 2 80.59 10.00 52.( 32.) 0.742 0.424 g 4.64 85.00 52.( 32.) 0.742 0.585 4 5,26 60.00 TOTAL AREA (Acres) = 198.39 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.258 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.253 1 D P age I of I Y IF60140IlCalcslllydrology103 21 031RatMet (rev 032103)ICHI LossRa teslB4 doc gOYL�E Printed: 312612003 3:461M Saved: 312612003 3 :48 PM Land Use Tabulation Loss Rates AREA B8 NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE Fp(in. /hr.) YIELD TYPE (Acres) PERVIOUS AREA NUMBER 52.( 32.) 0.742 0.650 1 179.71 50.00 52.( 32.) 0.742 0.907 25.13 10.00 ' 2 52.( 32.) 0.742 0.585 3 1,73 60.00 TOTAL AREA (Acres) = 206.57 1 _ AREA - AVERAGED LOSS RATE, Fm (in. /hr.) = 0.336 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.319 1 [A Pa Y.IF6014011Ca1cslHydrolo 103- 21- 031RatMet (rev 032103XffJ- LossRateslB8_doc e 1 0 {1 gpYCE Printed: 32612003 3 :48 PM Saved: 312612003 3:48 PM A Land Use Tabulation Loss Rates AREA B9 NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 - 2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: im 0 BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 8.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE Fp(in. /hr.) YIELD TYPE (Acres) PERVIOUS AREA NUMBER 0.650 52.( 32.) 0.742 0.424 2 4.47 85.00 52.( 32.) 0.742 0.585 3 4.88 60.00 TOTAL AREA (Acres) = 133.20 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.382 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.360 1 Y" IF6014011Ca1cslHydro1o�103- 2 I- 031 RatMet (rev 032103)1Cb Printed: 312612003 3:51 PM Saved. 3126120 3.49 PM Page I of I F3QYLE Land Use Tabulation Loss Rates ARE_ AB10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NON - HOMOGENEOUS WATERSHED ARE LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 - 2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM ** HOMOG (Fm) FRACTION E3TIMATIONSRFORDAMCSIIIATE * NON- AND LOW DURATION RAINFALL DEPTH = 8.50 (inches) TOTAL 24-HoUR SOIL -COVER AREA PERCENT OF SCNUMCURVE Fp(in./hrE) YIELD TYPE (Acres) PERVIOUS AREA 52 ( 32.) 0.742 0.843 1 3.68 20.00 104.34 50.00 52.( 32') 0.742 0.650 0.907 �( 2 52 ( 32 . ) 0 .742 3 22.76 10.00 . 52.( 32.) 0.742 0.585 4 1.96 60.00 TOTAL AREA (Acres) = 132.74 AREA- AVERAGED LOSS RATE, Fm (in. /hr.) = 0.315 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.302 1 Page 1 0 1 103- 21- 031RatMet (rev 032103)1CHI- LossRates010.doc g pYLE Y.•1F601401iCa1cslHydrolo 3/2 6 /2 003 3:50 PM P.;nrvil• 3/2 62 003 3:50 PM Saved: Land Use Tabulation Loss Rates AREA CL NON - HOMOGENEOUS WATERSHED AREA- AvERAGED LOSS RATE ( ) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) {AWN'-,, SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) YIELD 1 0.03 10.0.0 52.( 32.) 18.847 0.907 TOTAL AREA (SQ KM) = 0.03 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 ♦nab tiA. Pale 1 o Y.•1F6014071CaIcs-Z- vdroZo.�yI CHI- LOSSRate71COl.dOC ff�l Land Use Tabulation Loss Rates A.PZEA C2 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND.LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 - 5225 FAX: (909) 933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE YIELD TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) f 1 0.04 10.00 52.( 32:) 18.847 0.907 TOTAL AREA (SQ KM) = 0.04 AREA= AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 W Paae 1 of I Y. 1F6014011CaIcslFlvdrolo�lC LI1- LossRates1CO2.doc ^ " n ` �DYG� 0 Land Use Tabulation Loss Rags AREA C3 NON - HOMOGENEOUS WATERSHED ARF_ AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (90'9)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) 080) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE YIELD TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) 1 0.09 10.00 52.( 32.) 18.847 0.907 TOTAL AREA (SQ KM) = 0.09 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 A r . Land Use Tabulation Loss Rates AREA C4 NON- HOMOGENEOUS WATERSHED AREA-A"vERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering SOJftWare (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX:.( 909) 933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fin) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) 1 0.12 10.00 52.( 32.) 18.847 TOTAL AREA (SQ KM) = 0.12 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 YIELD 0.907 Land Use 'Tabulation Loss Rates AREA C5 l C NON- HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND "LOW LOSS FRACTION ESTIMATIONS (C) Ver. 8.0 Release ODate: 01 /01 /2000eeLicensellDa1395aes) Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909) 933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE.(Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA BE 52UM ) F ( 847 1 0.13 10.00 TOTAL AREA (SQ M) = 0.13 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA AVERAGED LOW LOSS FRACTION, Y = 0.093 YIELD 0.907 Page 1 of I Y ',Cql- LossRaresICOS.doc Land Use Tabulation Loss Rates ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE () AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright. 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 . FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SO'IL -COVER AREA PERCENT OF SCS CURVE FO S RAT ) YIELD TYPE (SQ KM) PERVIOUS ARE A NUMBER t' 1 0.01 10.00 52.( 32.) 18.847 p.907 TOTAL AREA (SQ KM) = 0.01 AREA- AVERAGED LOSS RATE, Fm (MM/HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 Land Use Tabulation Loss Rates .0 AREA C7 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: .( 909) 933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC' III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) YIELD ! 1 0.02 10.00 52.( 32.) 18.847 0.907 TOTAL AREA (SQ KM) = 0..02 AREA - AVERAGED LOSS RATE, Fm (MM/HR). = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 Paae 1 of I v- l.FKnEQnnr'airT' vdroloPvICE7- LossRaresiC07.doc Q'r79_'/ ;= 9 Land Use Tabulation Loss Rates AREA C8 NON- HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: ( 909) 933 -5228 WWW.BOYLEENGINEERING.COM_ * ** NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fir,) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER 'AREA PERCENT OF SCS CURVE LOSS RATE TYPE' (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) 1 0.05 10.00 52.( 32.) 18.847 TOTAL AREA ($Q KM) = 0.05 AREA- AVERAGED LOSS 'RATE, Fm (MM /HR) _ •1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 YIELD 0.907 _ - - - Page 1 of 1 Y•IP 014011 CaZcskEydro [owICEI- LossR Qr_?9PrLA� C r mss: Land Use Tabulation Loss Rates AREA C9 NON - HOMOGENEOUS WATERSHED AREA-AVERAGED LOSS RATE (fin) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: ( 909) 933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE. (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) 1 0.02 10.00 52.( 32.) 18.847 TOTAL AREA (SQ KM) = 0.02 - AREA - AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 - AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 - YIELD 0.907 Page 1 of I 1C alc- vuyvdrolowlCFTi- LossRat -s C09.doc Rjr-7[JJLE Lm l C Land Lse Tabulation Loss Rates AREA CIO NON - HOMOGENEOUS WATERSHED AREA- P-VEERAGED LOSS RATE ( AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ. KM) PERVIOUS AREA 5 ) F 18 847 1 0.01 10.00 TOTAL AREA (SQ KM) = 0.01 AREA AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA AVERAGED LOW LOSS FRACTION, Y = 0.093 YIELD 0.907 _ — Pape I ofI P- 'F6m4oliCaksl27vdrolog)1 - LossRates1C10.doc FjpYL4� Land Use Tabulation Loss Rates. ARE C�11 NON - HOMOGENEOUS WATERSHED A1REA- AVERAGED LOSS RATE (F) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE YIELD PERVIOUS AREA NUMBER Fp(MM /HR) TYPE (s4) 52.( 32.) 18.847 0.907 1 0.02 10.00 TOTAL AREA (S4 KM) = 0.02 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 A l� Land Use Tabulation Loss Rates AREA C1 NON- HOMOGENEOUS WATERSHED A2,EA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON- HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL, 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) 1 0.02 10.00 52.( 32.) 18.847 TOTAL AREA (SQ KM) = 0.02 AREA - AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 YIELD 0..907 _ — — ?aae 1 - 0 {1 — Y.- IF6014011CaICSVTYdroZo�vI =I- LossRates F3t7YLE Land Use Tabulation Loss Rates -AREA C13 NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM C * ** NON - HOMOGENEOUS WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH 215.90 (MM) (1 SOIL -COVER AREA PERCENT OF f SCS CURVE LOSS -RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) 1. 0.03 10.00 _ 52.( 32.) 18.847 TOTAL AREA (SQ KM) 0.03 AREA- AVERAGED LOSS RATE, Fm (MM /HR) 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y 0.093 YIELD 0.907 Land Use Tabulation Loss Rates AREA Cl4 NON - HOMOGENEOUS WATERSHED AREA - AVERAGED LOSS RATE (FFm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL: (909)933 -5225 FAX: (909)933 -5228 WWW.BOYLEENGINEERING.COM * ** NON-HOMOGENEOUS-WATERSHED AREA- AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: TOTAL 24 -HOUR DURATION RAINFALL DEPTH = 215.90 (MM) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (SQ KM) PERVIOUS AREA NUMBER Fp(MM /HR) YIELD 1 0.07 10.00 52.( 32.) 18.847 0.907 TOTAL AREA (SQ KM) = 0.07 AREA- AVERAGED LOSS RATE, Fm (MM /HR) = 1.885 AREA- AVERAGED LOW LOSS FRACTION, Y = 0.093 Y: IF6014011CaicslHy &oloVICH1- L0ssRatesICl4 Page I of I _doc g pyL E n_. - -I. -- ,n;nnm s.7 0 PA/ VwP& 7/1 VMO2 4` Pt --a i Input Data Table for Flood Routing Analysis, Southern Calif. version _ -_ I -10 Channel Area A -C Upstream Downstream Stream Stream Comment TC Lag Time Total Total Loss Rate, Loss Low Channel Channel Channel Channel Upstream Upstrea Downstrea Downstrea I, Node No. Node No. Routing No. (min) (hr) Area Area (sq F Rate, F Loss Length Length Basewidth Basewidth Elev. m Elev. m Elev. m Elev. (station/100) (station/100) Process (ac) km) (in/hr) (mm/hr) Fraction (ft) (m) (ft) (m) (ft) (m) (ft) (m) No. y Sta. 168 +50 Citrus Ave Rational Method from Area A1-1 to A5 168.50 168.50 0 See Rational Method calcs for upstream 168.50 - 168.50 1 1 21.69 029 604.45 2.44621 0.2000 5.080 0.200 168.0. 164.40 - -. ` 5- 1.- . ..: - .. - .. 2 - _ . 452 11_ 410 - .00 .19 69. 6.00 10822D i_329.8�9 i;', 3_6 X90: °. Sta. 164 +40 Catawba Ave North side of channel 164.40 164.40 0 Area A6 164.40 164.40 1 2 16.04 0.21 137.37 0.55594 0.2860 7.264 0.276 2 added 164.40 164.40 7 to 1 164.40 164.40 11 1 164.40 164.40 6 Set 2 to 0 - ' 030 , 1 , . 16 , .... .... �.. ,,,,:=!':,,,,_:.• _. . : ".. : .. :.-13.45...}:-,„4:1 - " � : :,:6" ; •.107 0.89 = .326.3 °49. 325:.050 Sta. 160 +30 Poplar Ave North side of channel 160.30 160.30 0 Area A6 -2 160.30 160.30 1 2 19.52 0.26 35.40 0.14326 0.0742 1.885 0.093 2 added 160.30 160.30 7 ' to 1 160.30 160.30 11 1 160.30 160.30 6 Set 2 to 0 00 ......... 156.10:: • 5•:: t . 1. : �... .- ".:.. .... , ...: . _._.• - _ :. .... .. ' : -::::: �}9 ..25.05Q � 106.4:.4fi .: ` 324.4�6: . 1 7 S ' y North side of channel 156.10 156.10 0 Area A6 -3 156.10 156.10 1 2 22.27 0.30 31.24 0.12643 0.0742 1.885 0.093 - - -- 2 added - - 156.10 156.10 7 to 1 ! ' 156.10 156.10 11 1 156.10 156.10 6 Set 2to 0 ..55.15- 5: 1 15.1.0. , .. 1 . .. . . . . . , - -,,. ,.. , �1:1.:70::.::95.00 19:69. ° - .7 6.00. : - 1'9'04 47: 324.4.6 `.1 062.9 . 6. 323:973 Sta. 155 +15 107 m west of Elm Ave South side of channel 155.15 155.15 0 Area C4 155.15 155.15 1 2 59.18 0.79 30.15 0.12202 0.0742 1.885 0.093 2 added 155.15 155.15 7 to 1 155.15 155.15 11 1 155.15 155.15 6 Set 2 to 0 .._.15.5.15_. 11.70 -, 5:. _... _l _.. _ ._ _,. __, _ ...._ :.... :. - = =_ .6 °° 6:00 2 323 32 Sta. 151 +70 Beech Ave North side of channel 151.70 151.70 0 Area A6 -4 151.70 151.70 1 2 25.19 0.34 27.89 0.11287 0.0742 1.885 0.093 1 Input Data Table for Flood Routing Analvsis, Southern Calif. version I -10 Channel Area A -C Upstream Downstream Stream Stream Comment TC Lag Time Total Total Loss Rate, Loss Low Channel Channel Channel Channel Upstream Upstrea Downstrea Downstrea ii Node No. Node No. Routing No. (min) (hr) Area Area (sq F Rate, F Loss Length Length Basewidth Basewidth Elev. m Elev. m Elev. m Elev. (station/l00) (station/l00) Process (ac) km) (in/hr) (mm/hr) Fraction, (ft) (m) (ft) (m) (ft) (m) (ft) (m) No. Y 2 added 151.70 151.70 7 to 1 151.70 151.70 1 6 =-.-- - 151.70 151.70 6 Set 2to0 -- -- 15 1 _ . . .. 147 70 . -.: 5 _ . 1 ._. :. 1,31240; 400:00 ��J 22 - °15 °QO 105102 °`320._ > > - :10473. 3 9210 =. Sta. 147 +70 Hemlock Ave North side of channel 147.70 147.70 0 Area B1 147.70 147.70 10 2 Input hydrograph 2 added 147.70 147.70 7 to 1 147.70 147.70 11 1 147.70 147.70 6 Set 2 to 0 14"7.70..:7., . a43 -.70 -:: _. 5 1 . : __. .. . ...- -.,,,- .,.- „.1;1 -2;40 ,4OO - ; ° ; :49_:22` `.15.007...1047:x3, ° :19..210 ..- 1037_fl� -:::::'i, 3 Sta. 143 +70 Live Oak Ave North side of channel 143.70 143.70 0 Area A7 143.70 143.70 1 2 24.6 0.33 497.77 2.01448 0.3485 8.852 0.331 2 added 143.70 143.70 7 to 1 143.70 143.70 11 1 143.70 143.70 6 Set 2 to 0 3.- 5..70.. 5.. .- .:.:.� . . : ..:..: : .. : . .1 &40 `. S.O,O�OOi'= =" a4• _: '2 }:. - �: .. -: ,; .... ,: L,� >- � . -. ,- :: .. -. �: 03:7:03 - ,.3.16 070 : i•023..29 =.: ='1 31 Sta. 138 +70 91 m west of Redwood Ave South side of channel 138.70 138.70 0 Area C5 138.70 138.70 1 2 89.77 1.20 32.61 0.13197 0.0742 L885 0.093 2 added 138.70 138.70 7 to 1 138.70 138.70 11 1 138.70 138.70 6 Set 2 to 0 .1,4 7.20 . _ ... .. 1 _. 1$.70._ . _. ....:... - . ,. :�. ,::..�: ; n� ; . �15:fl ";4 9:�2 13_Q.O��� : N= :1:02:.2 .: _..�.: .....�. �r: .... .._ _ � = .�. Sta. 137 +20 171 m east of Cherry Ave 1 _ X1 .14.. . . _ South side of channel 137.20 137.20 0 Area C6 137.20 137.20 1 2 11.3 0.15 3.47 0.01404 0.0742 1.885 0.093 2 added . 137.20 137.20 7 to 1 137.20 137.20 11 1 __ - -__ 137.20 137.20 6 Set 2 to 0 -_ -- - -- C- - - -- _ _:_7 2 .0. _ ... . x • -. ._._ ..... _ . _... - ... - - -_ _ .: :: - - ? ; � - 59D:_... __ -.r.:. -00 _ > ,49 22 1500 - i=ifi ki1Dgt14; _ I3I229 I_Q1-70 x.1:0178. = : Sta. 135 +40 Cherry Ave North side of channel 135.40 135.40 0 Area A8 Input Data Table for Flood Routing Analysis, Southern Calif. version I -10 Channel Area A -C Upstream Downstream Stream Stream Comment TC Lag Time Total Total Loss Rate. Loss Low Channel Channel Channel Channel Upstream Upstrea Downstrea Downstrea Node No. Node No. Routing No. (min) (hr) Area Area (sq F Rate, F Loss Length Length Basewidth Basewidth Elev. m Elev. m Elev. m Elev. (station/100) (station/100) Process (ac) km) (inihr) (mm/hr) Fraction, (ft) (m) (ft) (m) (ft) (m) (ft) (m) No. y 135.40 135.40 1 2 22.08 0.29 614.89 2.48846 0.1804 4.582 0.185 Sta. 135 +40 Cherry Ave - South side of channel 135.40 135.40 0 Area C7 135.40 135.40 1 3 12.11 0.16 5.24 0.02121 0.0742 1.885 0.093 2 added 135.40 135.40 7 to 1 3 added 135.40 135.40 7 to 1 135.40 135.40 11 1 135.40 135.40 6 Set 2 to 0 135.40 135.40 6 Set 3 to 0 13540:.; 131.30' 5 -" - 1= . : , - _. 1345,2 1 ..4,10.00 ;.49:22: = :..15.00 " ;^. 1017 ;59 316.178 ., 1008.36 " 3;07.334: Sta. 131 +30 Almond Ave North side of channel 131.30 131.30 0 Area A8 -1 131.30 131.30 1 2 19.61 0.26 99.68 0.40340 0.0742 1.885 0.093 2 added 131.30 131.30 7 to 1 131.30 131.30 11 1 131.30 131.30 6 Set 2 to 0 ' _ " 131:30", :::' ` - . `= , 5.:... 1 : .. 6::307:334?~ : 1"006..71 306:830; - 59:58 180.:00 49.22; .::.1;,5.00 " ?:.1:008:3 , Sta. 129 +50 177 m west of Almond Ave South side of channel 129.50 129.50 0 Area C8 129.50 129.50 1 2 22.64 0.30 12.63 0.05111 0.0742 1.885 0.093 2 added 129.50 129.50 7 to 1 129.50 129.50 11 1 - 129.50 129.50 6 Set 2 to 0 1:2:9.50. 1 7.20 5 1 .: r • . -, ::754,63 2 ,0;00; _ `49 : - °°22 " ". "15.00- 1006.71" 3 :06.80.:;: ;1.005.32:��: ",?0 °: , .. Sta. 127 +20 Banana Ave _ -- - North side of channel 127.20 127.20 0 Area A8 -2 127.20 127.20 1 2 25.76 0.34 124.71 0.50470 0.0742 1.885 0.093 2 added - 127.20 127.20 7 to 1 127.20 127.20 11 1 127.20 127.20 6 Set 2 to 0 - . :-."[ ,. -- - - . - - ` - . - - - - ^1. 1 " ' 6 _ 3 _ -3, _ F - 43 125..90 5. 1. _ 42"6.5 ,:1�0.:Ofl 4.: :::-.,12-7-20-::,::::: -,. :.. _ ..:... .. . -- _ :, -_ 9 22 15.00 1 -005.2 X06 -408 1004 1� _� .�06 04� Sta. 125 +90 143 m west of Banana Ave South side of channel 125.90 125.90 0 Area C9 125.90 125.90 1 2 21.96 0.29 5.84 0.02;63 0.0742 1.885 0.093 ,.r.. Input Data Table for Flood Routing Analysis, Southern Calif. version I -10 Channel Area A -C Upstream Downstream Stream Stream Comment TC Lag Time Total Total Loss Rate, Loss Low Channel Channel Channel Channel Upstream Upstrea Downstrea Downstrea Node No. Node No. Routing No. (min) (hr) Area Area (sq F Rate, F Loss Length Length Basewidth Basewidth Elev. m Elev. m Elev. m Elev. (station /100) (station/100) Process (ac) km ) ) ( ) (ft) (m) (ft) ( ) (ft) (m) (in/hr) (mm/hr Fraction, (ft) m m No. Y 2 added 125.90 125.90 7 to 1 125.90 125.90 11 1 125.90 125.90 6 Set 2 to 0 125.90 124 -10. 5 1 - - 1 _ - - V _ " - :590.58 3 30b 043 30 _ - . 180 -00 ; 4922. �: -00 1004.1 10 _733: Sta. 124 +10 76 m east of Calabash Ave South side of channel 124.10 124.10 0 Area C10 124.10 124.10 1 2 11.74 0.16 2.90 0.01174 0.0742 1.885 0.093 2 added 124.10 124.10 7 to 1 124.10 124.10 11 1 124.10 124.10 6 Set 2 to 0 -- 124.10. 123.20 5 1 295.29 90 49.22 15,00 1003.11 305,733 1002.36 305.503 Sta. 123 +20 Calabash Ave North side of channel 123.20 123.20 0 Area A8 -3 123.20 123.20 1 2 21.42 0.29 125.59 0.50826 0.0742 1.885 0.093 2 added 123.20 123.20 7 to 1 123.20 123.20 11 1 123.20 123.20 6 Set 2 to 0 123.20 . 121.60 , 5 1 - 524.96: 6Q 49 22 0 - - - -- -- 1 Od 15.0 - 002.36 305.503 1001.77 - 305.324 1 Sta. 121 +60 168 m west of Calabash Ave - South side of channel 121.60 121.60 0 Area C11 121.60 121.60 1 2 13.02 0.17 3.89 0.01574 0.0742 1.885 0.093 2 added 121.60 121.60 7 to 1 121.60 121.60 11 1 121.60 121.60 6 Set 2to 0' 121.6.0:: , T18.90 _ 5 . 1 - - 49.22: 15.00 16 l 49,21 1001.77 _ 3051324 999.91 304.757 Sta. 118 +90 Mulberry Ave North side of channel 118.90 118.90 0 Area A8 -4 118.90 118.90 1 2 33.03 0.44 185.56 0.75096 0.0742 1.885 0.093 Sta. 118 +90 Mulberry Ave South side of channel 118.90 118.90 0 Area C12 - 118.90 118.90 1 3 13.4 0.18 5.56 0.02250 0.0742 1.885 0.093 Sta. 118 +90 Mulberry Ave South side of channel 118.90 118.90 0 Area C13 118.90 118.90 1 4 13.38 0.18 8.33 0.03371 0.0742 1.885 0.093 Input Data Table for Flood Routing Analysis. Southern Calif. version I -10 Channel Area A -C Upstream Downstream Stream Stream Comment TC Lag Time Total Total Loss Rate, Loss Low Channel Channel Channel Channel Upstream Upstrea Downstrea Downstrea Node No. Node No. Routing No. (min) (hr) Area Area (sq F Rate, F Loss Length Length BasewidthBasewidth Elev. m Elev. m Elev. m Elev. (station/100) (station/100) Process (ac) hln) (irD r) (mm/hr) Fraction, (ft) (m) (ft) (m) (ft) (m) (ft) (m) No. y 2 added 118.90 118.90 7 to 1 3 added 118.90 118.90 7 to 1 4 added 118.90 118.90 7 to 1 118.90 118.90 11 1 118.90 118.90 6 Set2to0 118.90 118.90 6 Set 3 to 0 118.90 118.90 6 Set 4 to 0 118.90 = 11 ..40 5 l 820.25 2 49:.2 - .15.00 999.91 304.757' 998.63 304.367 Sta. 116 =40 244 m w/o Mulberry Ave. South side of channel 116.40 116.40 0 Area C14 116.40 116.40 1 2 19.67 0.26 0.07 0.00029 1.8850 47.879 0.093 2 added 116.40 116.40 7 to 1 116.40 116.40 11 1 116.40 116.40 6 Set 2to 0 116 4p . 111: -00 5 1 . :1771:74 540.00 49.22. 15.00 99.8:63 304367 991..11 302.075 Y: \F60\ 401 Talcs \ Hydro] ogy \03- 21- 03\FloodRout \[ InputData - FloodRoutingPrg -A2C- Areas.xls] Sheetl Data for program: 1989 -2000 Advance Engineering Software (AES), Release Date 01/01/2000, version 7.0 Input Data Table for Flood Routing Analysis, Southern Calif. version Fontana Ave. Storm Drain Areas B Upstream Downstream Stream Stream Comment TC Lag Time Total Area Loss Rate Low Channel Upstream Downstream Node No. Node No. Routing No. (min) (hr) (ac) F Loss Length Elev. Elev. Process (in/hr) Fraction (ft) (ft) (ft) No. y Randall & Catawba & Fontana Avenue See Rational Method calcs for upstream 290.00 290.00 0 Bl, B2, B11 Area 290.00 290.00 1 1 20.82 0.28 569.10 0.284 0.275 290.00 310.00 4 -. T 93" dig: RCP 873 21 1 I14b:50 = ; 1.1 .30 Poplar & Fontana Avenue 310.00 310.00 0 Area B l - from node 290 to 310 310.00 310.00 1 2 18.14 0.24 10.00 0.371 0.350 Poplar & Fontana Avenue - -- -- - - - - - - 310.00 310.00 0 Area B 10 310.00 310.00 1 3 19.55 0.26 132.74 0.315 0.302 2 added - -- 310.00 310.00 7 to 1 3 added - 310.00 310.00 7 to 1 310.00 310.00 11 1 310.00 310.00 6 Set 2 to 0 - 310.00 310.00 6 Set 3 to 0 - 310.00 ' 320.00.: 5 : 1 8x8 RCP 3 3 - € :. _ _. _ = - = -= = = � a � 8 11- 21:.x.0 , . ::: 11,08.70 - - -- -- - -- Lime & Fontana Avenue 320.00 320.00 0 Area B1 - from node 330 to 320 320.00 320.00 1 2 19.95 0.27 - 37.72 0.400 0.500 2 added 320.00 320.00 7 to 1 320.00 320.00 11 1 - - - - - - -- 320.00 320.00 6 Set 2 to 0 320.00_: - , 60.00: 5 -1 ' 8'x8° RCB . r :.: = 935 .x;1108 7 0 106 Elm & San Bernardino & Fontana Avenue 360.00 360.00 0 Area Bl - from node 320 to 360 360.00 360.00 1 2 14.2 0.19 8.78 0.317 0.350 Elm & San Bernardino & Fontana Avenue -- 360.00 360.00 0 Area B9 360.00 360.00 1 3 19.86 0.26 133.20 0.382 0.360 Elm & San Bernardino & Fontana Avenue 360.00 360.00 0 Area B3 360.00 360.00 1 4 26.3 0.35 485.24 0.366 0.346 2 added -- - - - - -- -- -- - 360.00 360.00 7 to 1 Input Data Table for Flood Routing Analysis, Southern Calif. version Fontana Ave. Storm Drain Areas B Upstream Downstream Stream Stream Comment TC Lag Time Total Area Loss Rate Low Channel Upstream Downstream Node No. Node No. Routing No. (min) (hr) (ac) F Loss Length Elev. Elev. Process (in/hr) Fraction, (ft) (ft) (ft) No. Y 3 added 360.00 360.00 7 to 1 4 added 360.00 360.00 7 to 1 360.00 360.00 11 1 - - -_- 360.00 360.00 6 Set 2 to 0 360.00 360.00 6 Set 3 to 0 360.00 360.00 6 Set 4 to 0 350.00 . 370..00 : 5 1 12 RCB _ 1901 1096.20 1070.70 Beech & Fontana Avenue 370.00 370.00 0 Area Bl - from node 360 to 370 370.00 370.00 1 2 17.86 0.24 18.59 0.371 0.350 Beech & Fontana Avenue 370.00 370.00 0 Area B8 370.00 370.00 1 3 19.89 0.27 206.57 0.336 0.319 2 added 370.00 370.00 7 to 1 3 added 370.00 370.00 7 to 1 370.00 370.00 11 1 370.00 370.00 6 Set 2 to 0 370.00 370.00 6 Set 3 to 0 370.00 380 5 1. 16'x6'RCB - 941. 1070.70 1058 Carob & Fontana Avenue 380.00 380.00 0 .AreaBl - fromnode370to380 380.00 380.00 1 2 14.24 0.19 0.371 0.350 2 added 380.00 380.00 _ 7 to 1 • 380.00 380.00 11 1 380.00 380.00 6 Set 2 to 0 380.00. - 390.00 5 1 28'x6.5 : - 932 ` 108.00 1045.50 Valley & Hemlock & Fontana Avenue 390.00 390.00 0 Area Bl - from node 380 to 390 390.00 390.00 1 2 20.76 0.28 30.15 0.315 0.302 Valley & Hemlock & Fontana Avenue 390.00 390.00 0 Area B4 390.00 390.00 1 3 29.52 0.39 198.39 0.258 0.253 2 added 390.00 390.00 7 to 1 Input Data Table for Flood Routing Analysis. Southern Calif. version Fontana Ave. Storm Drain Areas B Upstream Downstream Stream Stream Comment TC Lag Time Total Area Loss Rate, Low Channel Upstream Downstream Node No. Node No. Routing No. (min) (hr) (ac) F Loss Length Elev. Elev. Process (in/hr) Fraction, (ft) (ft) (ft) No. Y 3 added 390.00 390.00 7 to 1 390.00 390.00 11 1 390.00 390.00 6 Set 2 to 0 390.00 390.00 6 Set 3 to 0 390.0 420.00 1_ 28'x7' RCB 1079 - 104:5.50 10 Washington Drive & Hemlock Avenue 420.00 420.00 0 Area B1 - from node 430 to 420 420.00 420.00 1 2 19.1 0.25 33.23 0.074 0.093 2 added 420.00 420.00 7 to 1 420.00 420.00 11 1 420.00 420.00 6 Set 2 to 0 420:00 _470..00 5 1 28'x7' RCB 209 1036:70 1035.00 I -10 Channel & Hemlock Avenue 470.00 470.00 0 See I -10 Channel Flood Routing Calcs 470.00 470.00 11 1 470.00 470.00 10 1 Y: \F60 \401 \ Calcs \Hydrology \03- 21- 03 \FloodRout \[ InputData - FloodRoutingPrg- B- Areas_xls] Sheetl Data for program: 1989 -2000 Advance Engineering Software (AES), Release Date 01/01/2000, version 7.0 Saved: 1112112003 4:50 PM FLOOD R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL:(909) 933-5225 FAX:(909) 933 -5228 www.boyleengineering.com * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** I -10 CHANNEL FLOOD ROUTING, ULTIMATE 100 -YR DISCHARGE NO DETENTION (METRIC) I -10 CHANNEL CAPACITY ANALYSIS OC -F60 -401 CITY OF FONTANA FILE NAME: I- 10 -M.DAT TIME /DATE OF STUDY: 12:02 03/27/2003 ** INPUT SUMMARY ** +---------------------------------------------------------- ---- ------- - - - - -+ STA. 168 +50 CITRUS AVENUE RATIONAL METHOD FROM AREA Al -1 TO A5 SEE RATIONAL METHOD CALCS FOR UPSTREAM +----------------------------------------------- ---------------------- - -- - -+ ********************************************* * * * * * * * * * * * * * * * * ** * * * * * * * * * * * ** FLOW PROCESS FROM NODE 168.50 TO NODE 168.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #1 <<<<< WATERSHED AREA = 2.450 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.290 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED IMUM WATERSHED LOSS RATE(mm /hr) = 5.080; LOW LOSS FRACTION = 0.200 PECIFIED PEAK RAINFALL DEPTHS (mm) 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.973; 30- MINUTE = 0.973; 1 -HOUR = 0.973 3 -HOUR = 0.996; 6 -HOUR = 0.998; 24 -HOUR = 0.999 ********************************************* * * * ** * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 168.50 TO NODE 164.40 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD <<<<< ----------------------------------------------------------- --------------- -- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 6.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 329.84; DOWNSTREAM ELEVATION(m) = 326.39 CHANNEL LENGTH(m) = 410.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 +---------------------------------------------------------- ----------- - - - - -+ STA. 164 +40 CATAWBA AVENUE NORTH SIDE OF CHANNEL AREA A6 ---- --------------- -- -------- - - - - -+ FLOW PROCESS FROM NODE 164.40 TO NODE 164.40 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< ATERSHED AREA = 0.423 sq km; BASEFLOW = 0.000 cu m /s /sq km SER ENTERED "LAG" TIME = 0.210 HOURS ALLEY (DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 7.264; LOW LOSS FRACTION = 0.276 SPECIFIED PEAK RAINFALL DEPTHS(mm): Page 1 of 24 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \F1oodRout \I- 10 -M.SUM Saved: 1112112003 4:50 PM 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.995; 30- MINUTE = 0.995; 1 -HOUR = 0.995 3 -HOUR = 0.999; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 164.40 TO NODE 164.40 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< FLOW PROCESS FROM NODE 164.40 TO NODE 164.40 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<< <<< FLOW PROCESS FROM NODE 164.40 TO NODE 164.40 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** FLOW PROCESS FROM NODE 164.40 TO NODE 160.30 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< ---------------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 6.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 326.39; DOWNSTREAM ELEVATION(m) = 325.05 .0041CHANNEL LENGTH(m) = 410.00 MANNING'S FACTOR = 0.015 ONSTANT LOSS RATE(cu m /s) = 0.00 - - - - --+ STA. 160 +30 POPLAR AVENUE SOUTH SIDE OF CHANNEL AREA A6 -2 +------------------------------------------------ ------- ----- --------- - - -- -+ FLOW PROCESS FROM NODE 160.30 TO NODE 160.30 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< WATERSHED AREA = 0.143 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.260 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.998; 30- MINUTE = 0.998; 1 -HOUR = 0.998 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.30 TO NODE 160.30 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 <<<<< FLOW PROCESS FROM NODE 160.30 TO NODE 160.30 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 160.30 TO NODE 160.30 IS CODE = 6 Page 2 of 24 Y: \F60\ 401 \Caics\ Hydrology \03- 21- 03 \F1oodRout \ I- 10 -M.SUM Saved: 1112112003 4:50 PM ---------------------------------------------------------------------------- >> >>> STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< FLOW PROCESS FROM NODE 160.30 TO NODE 156.10 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< -------------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 6.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 325.05; DOWNSTREAM ELEVATION(m) = 324.44 CHANNEL LENGTH(m) = 420.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 +--------------------------------------------------------------------- - - - - -+ STA. 156 +10 ELM AVE. NORTH SIDE OF CHANNEL AREA A6 -3 +------------------------------------------------- -------------------- - - - - -+ FLOW PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< WATERSHED AREA = 0.126 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.300 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: C MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< FLOW PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< FLOW PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 156.10 TO NODE 155.15 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 6.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 324.44; DOWNSTREAM ELEVATION(m) = 323.97 10) HANNEL LENGTH(m) = 95.00 MANNING'S FACTOR = 0.015 ONSTANT LOSS RATE(cu m /s) = 0.00 +---------------------------------------------------------- ----------- - - - - -+ Page 3 of 24 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \FloodRout \I- 10 -M.SUM Saved: 1112112003 4:50 PM STA. 155 +15 107 M WEST OF ELM AVE. SOUTH SIDE OF CHANNEL AREA C4 --------------------------------------------------------------------- - - - - -+ FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< WATERSHED AREA = 0.122 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.790 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 <<<<< ********************************************* * * * * * * * * * *** * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE = 11 ---------------------------------------------------------------------------- >> >>>VIEW STREAM NUMBER 1 HYDROGRAPH<< <<< FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 155.15 TO NODE 151.70 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1.INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 6.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 323.97; DOWNSTREAM ELEVATION(m) = 320.33 CHANNEL LENGTH(m) = 345.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 +- --- - --- - -- - - - --------- ------- ----------------- -------- --- --- --- --- -- - -- - -+ STA. 1551 +70 BEECH AVENUE NORTH SIDE OF CHANNEL AREA A6 -4 --------------------------------------- ----- --------------- - - - - -+ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< WATERSHED AREA = 0.113 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.340 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 0 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 RECIPITATION DEPTH -AREA REDUCTION FACTORS: MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 Page 4 of 24 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \FloodRout \1- 10 -M.SUM Saved: 1112112003 4:50 PM FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = 7 ---------------------------------------------------------------------- - -- - -- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 <<<<< ------------------------------------------- - - - - -- FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< FLOW PROCESS FROM NODE 151.70 TO NODE 147.70 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD <<<<< ---------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 320.33; DOWNSTREAM ELEVATION(m) = 319.21 CHANNEL LENGTH(m) = 400.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 +--------------------------------------------------------------------- - - - - -+ STA. 147 +70 HEMLOCK AVENUE NORTH SIDE OF CHANNEL AREA B1 ---------------------- ------------------------- ------ ------------- - - - - - -+ FLOW PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED RUNOFF HYDROGRAPH ADDED TO STREAM #2<<<<< ------------------------------------ - - - - -- - *USER SPECIFIED DATA: THE RUNOFF HYDROGRAPH IS DEFINED BY A SERIES OF DATA PAIRS OF THE FORM (N,Q) WHERE N IS THE 5- MINUTE INTERVAL NUMBER AND Q IS THE FLOWRATE. THE DATA PAIRS DEFINE POINTS ON THE HYDROGRAPH CURVE WHERE KNOWN VALUES EXIST. VALUES BETWEEN GIVEN DATA PAIRS ARE LINEARLY INTERPOLATED BY THE PROGRAM. DATA PAIR INTERVAL NUMBER FLOW RATE(cu m /s) TIME(HRS) 1 1 ( 0.08) 0.06 2 150 ( 12.50) 12.53 3 151 ( 12.58) 12.39 4 152 ( 12.67) 12.36 5 153 ( 12.75) 12.40 6 154 ( 12.83) 12.49 7 155 ( 12.92) 12.60 8 156 ( 13.00) 12.73 9 157 ( 13.08) 12.87 10 158 ( 13.17) 13.02 11 159 ( 13.25) 13.18 12 160 ( 13.33) 13.34 13 161 ( 13.42) 13.51 14 162 ( 13.50) 13.69 15 163 ( 13.58) 13.88 16 164 ( 13.67) 14.08 17 165 ( 13.75) 14.28 18 166 ( 13.83) 14.50 19 167 ( 13.92) 14.72 20 168 ( 14.00) 14.96 21 169 ( 14.08) 15.21 22 170 ( 14.17) 15.48 23 171 ( 14.25) 15.80 24 172 ( 14.33) 16.15 25 173 ( 14.42) 16.54 Page 5 of 24 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \F1oodRout \ I -10 -M. SUM Saved: 1112112003 4:50 PM 1 4 14.50) 26 174 1 17.35 27 175 14.75) 28 176 18.62 29 177 15.00) 30 178 20.16 31 179 15.25) 32 180 22.19 33 181 15.50) 34 182 25.93 35 183 15.75) 36 184 32.37 37 185 16.00) 38 186 38.61 39 187 16.25) 40 188 83.23 41 189 16.50) 42 190 67.69 43 191 16.75) 44 192 33.51 45 193 17.00) 46 194 22.52 47 195 17.25) 48 196 18.33 49 197 17.50) 50 198 15.75 51 199 17.75) 52 200 14.22 53 201 18.00) 54 202 13.12 55 203 18.25) 56 204 12.93 57 205 18.50) 58 206 13.27 59 207 18.75) 60 208 12.98 61 209 19.00) 62 210 12.54 63 211 19.25) 64 212 12.12 65 213 19.50) 66 214 11.74 67 215 19.75) 68 216 11.41 69 217 20.00) 11.20 20.08) 11.10 70 218 20.25) 71 219 10.82 72 220 ( 20.50) 73 221 10.57 74 222 75 223 76 224 77 225 78 226 79 227 80 228 81 229 82 230 83 231 84 232 85 233 86 234 87 235 88 236 89 237 90 238 91 239 92 240 93 241 94 242 95 243 96 244 97 245 98 246 99 247 100 248 1 4 14.50) 16.94 14.58) 17.35 14.67) 17.75 14.75) 18.17 14.83) 18.62 14.92) 19.09 15.00) 19.60 15.08) 20.16 15.17) 20.77 15.25) 21.44 15.33) 22.19 15.42) 23.08 15.50) 24.27 15.58) 25.93 15.67) 28.08 15.75) 30.43 15.83) 32.37 15.92) 33.51 16.00) 34.52 16.08) 38.61 16.17) 50.41 16.25) 68.61 16.33) 83.23 16.42) 87.81 16.50) 81.51 16.58) 67.69 16.67) 52.88 16.75) 41.26 16.83) 33.51 16.92) 28.37 17.00) 24.89 17.08) 22.52 17.17) 20.86 17.25) 19.53 17.33) 18.33 17.42) 17.29 17.50) 16.44 17.58) 15.75 17.67) 15.17 17.75) 14.67 17.83) 14.22 17.92) 13.81 18.00) 13.44 18.08) 13.12 18.17) 12.90 18.25) 12.84 18.33) 12.93 18.42) 13.09 18.50) 13.22 18.58) 13.27 18.67) 13.22 18.75) 13.12 18.83) 12.98 18.92) 12.84 19.00) 12.69 19.08) 12.54 19.17) 12.40 19.25) 12.26 19.33) 12.12 19.42) 11.99 19.50) 11.87 19.58) 11.74 19.67) 11.63 19.75) 11.51 19.83) 11.41 19.92) 11.30 20.00) 11.20 20.08) 11.10 20.17) 11.00 20.25) 10.91 20.33) 10.82 ( 20.42) 10.73 ( 20.50) 10.65 ( 20.58) 10.57 ( 20.67) --------------------------------- 10.49 - - - - -- FLOW PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE = 7 >>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< Page 6 of 24 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \F1oodRout \1- 10 -M.SUM Saved: 1112112003 4:50 PM FLOW PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE = 11 ---------------------------------------------------------------------------- » »VIEW STREAM NUMBER 1 HYDROGRAPH<< <<< ------------------------------------------------------------------------- FLOW PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< FLOW PROCESS FROM NODE 147.70 TO NODE 143.70 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 319.21; DOWNSTREAM ELEVATION(m) = 316.07 CHANNEL LENGTH(m) = 400.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 +- ---- ------- --------- ---- ------- ------------------------------------- - - - - -+ STA. 143 +70 LIVE OAK AVENUE NORTH SIDE OF CHANNEL AREA A7 ---------------------------- ------------------------- - - - - -+ FLOW PROCESS FROM NODE 143.70 TO NODE 143.70 IS CODE = 1 ---------------------------------------------------------------------------- » >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< WATERSHED AREA = 1.783 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.330 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 8.853; LOW LOSS FRACTION = 0.331 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5-MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.980; 30- MINUTE = 0.980; 1 -HOUR = 0.980 3 -HOUR = 0.997; 6 -HOUR = 0.999; 24 -HOUR = 0.999 FLOW PROCESS FROM NODE 143.70 TO NODE 143.70 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< ********************************************* * * * * * ** * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 143.70 TO NODE 143.70 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< FLOW PROCESS FROM NODE 143.70 TO NODE 143.70 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 143.70 TO NODE 138.70 IS CODE = 5.2 ---------------------------------------------------------------------------- » »>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). _ Page 7 of 24 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \F1oodRout \I- 10 -M.SUM Saved: 1112112003 4:50 PM ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 316.07; DOWNSTREAM ELEVATION(m) = 311.89 EL LENGTH(m) = 500.00 MANNING'S FACTOR = 0.015 ONSTANT LOSS RATE(cu m /s) = 0.00 +----------------------------------------------- ---------------------- - - - - -+ STA. 138+70 91 M WEST OF REDWOOD AVENUE SOUTH SIDE OF CHANNEL AREA CS +----------------------------------------------- -- -------------------- - - - - -+ ********************************************* * * * * * * ** * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE = 1 ---------------------------------------------------------------------------- >>>>> SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< WATERSHED AREA = 0.132 sq km; BASEFLOW 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 1.200 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 <<<<< FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE = 11 ( >>>>VIEW STREAM NUMBER 1 HYDROGRAPH<< «<--------------------------- ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< FLOW PROCESS FROM NODE 138.70 TO NODE 137.20 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< ---------------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 311.89; DOWNSTREAM ELEVATION(m) = 311.23 CHANNEL LENGTH(m) = 150.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 +-------------------------------------------- ------ ----------------- -- - - - - -+ STA. 137 +20 171 M EAST OF CHERRY AVENUE SOUTH SIDE OF CHANNEL AREA C6 +------------------------------------------------------------------- -- - - - - -+ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS CODE = 1 W » >>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< ATERSHED AREA 0.100 sq km; BASEFLOW = 0 000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.150 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED Page 8 of 24 Y : \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \F1oodRout \I- 10 -M.SUM Saved: 1112112003 4 :50 PM MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 RECIPITATION DEPTH -AREA REDUCTION FACTORS: - MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS CODE = 6 >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * ** * * * * * * * * * * * * * * * * ** * * * * * ** FLOW PROCESS FROM NODE 137.20 TO NODE 135.40 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 PSTREAM ELEVATION(m) = 311.23; DOWNSTREAM ELEVATION(m) = 310.18 �HANNEL LENGTH(m) = 180.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- +-------------------------------------------------------------------- - - - -- -+ STA. 135+40 CHERRY AVENUE NORTH SIDE OF CHANNEL AREA A8 +--------------------------------------------------------------------- - - - - -+ FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE = 1 ---------------------------------------------------------------------------- >>>>> SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- WATERSHED AREA 2.197 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.290 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 4.583; LOW LOSS FRACTION = 0.185 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.976; 30- MINUTE = 0.976; 1 -HOUR = 0.976 3 -HOUR = 0.996; 6 -HOUR = 0.998; 24 -HOUR = 0.999 +----------------------------------------------------- --- --- ---------- - - - - -+ STA. 135 +40 CHERRY AVENUE SOUTH SIDE OF CHANNEL AREA C7 +--------------------------------------------------------------------- - - - - -+ FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE = 1 ---------------------------------------------------------------------------- >> » SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #3<< WATERSHED AREA = 0.100 sq km; BASEFLOW 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.160 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED Page 9 of 24 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \F1oodRout \I- 10 -M.SUM Saved: 11/21/2003 4:50 PM - Page 10 of 24 MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 'RECIPITATION DEPTH -AREA REDUCTION FACTORS: - MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE = 7 » »> STREAM NUMBER 3 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.40 TO NODE ' 135.40 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH « «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE = 6 » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE 6 » » > STREAM NUMBER 3 CLEARED AND SET TO ZERO«<« ,,******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 135.40 TO NODE 131.30 IS CODE = 5.2 » »>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, it Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 310.18; DOWNSTREAM ELEVATION(m) = 307.33 CHANNEL LENGTH(m) = 410.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 STA. 131 +30 ALMOND AVENUE NORTH SIDE OF CHANNEL AREA A8 -1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2««< WATERSHED AREA = 0.403 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.260 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 "RECIPITATION DEPTH -AREA REDUCTION FACTORS: ,- MINUTE = 0.996; 30- MINUTE = 0.996; 1 -HOUR = 0.996 3 -HOUR = 0.999; 6 -HOUR = 1.000; 24 -HOUR = 1.000 Y: \F60\ 401 \Calcs\ Hydrology \03 -21 -03 \FloodRout \I- 10 -M.SUM Saved: 1112112003 4:50 PM FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 <<<<< ------------------------------------------------------------------------- FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< ********************************************* * ** * * * ** * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 131.30 TO NODE 129.50 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD <<<<< ---------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 307.33; DOWNSTREAM ELEVATION(m) = 306.83 CHANNEL LENGTH(m) = 180.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 +--------------------------------------------------------------------- - - - --+ STA. 129 +50 177 M WEST OF ALMOND AVENUE SOUTH SIDE OF CHANNEL - AREA C8 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -+ FLOW PROCESS FROM NODE 129.50 TO NODE 129.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< WATERSHED AREA = 0.100 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.300 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 129.50 TO NODE 129.50 IS CODE = 7 ---------------------------------------------------------------------------- >> >>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 <<<<< FLOW PROCESS FROM NODE 129.50 TO NODE 129.50 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<< <<< FLOW PROCESS FROM NODE 129.50 TO NODE 129.50 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< --------------------------------------------------- -- ------------------- FLOW PROCESS FROM NODE 129.50 TO NODE 127.20 IS CODE = 5.2 Page 11 of 24 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \F1oodRout \I- 10 -M.SUM Saved: 1112112003 4:50 PM ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO OUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS Reference: the National Engineering Handbook, Hydrology, hapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 306.83; DOWNSTREAM ELEVATION(m) = 306.41 CHANNEL LENGTH(m) = 230.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- +-------------------------------------------------- ------ ------------- - - - - -+ STA. 127 +20 BANANA AVENUE NORTH SIDE OF CHANNEL AREA A8 -2 +--------------------------------------------------------------------- - - - - -+ FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- WATERSHED AREA = 0.505 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.340 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.16; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.994; 30- MINUTE = 0.994; 1 -HOUR = 0.994 3 -HOUR = 0.999; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE = 7 --------------------------------------------------------------------------- ( 0*%> >> »STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 <<<<< FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< ********************************************* * * * * * * * * * * ** * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE = 6 ---------------------------------------------------------------------------- >> >>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 127.20 TO NODE 125.90 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< ---------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 306.41; DOWNSTREAM ELEVATION(m) = 306.04 CHANNEL LENGTH(m) = 130.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 +--------------------------------------------------------------------- - - - - -+ STA. 125 +90 143 M WEST OF BANANA AVENUE SOUTH SIDE OF CHANNEL EA C9 ------------------------------------------------------------- ------ - - - - -+ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Page 12 of 24 Y: \F60\ 401 \CalcS\ Hydrology \03- 21- 03 \FloodRout \ 1- 10 -M.SUM Saved: 1112112003 4:50 PM FLOW PROCESS FROM NODE 125.90 TO NODE 125.90 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< AONNATERSHED AREA = 0.100 sq km; BASEFLOW = 0.000 cu m /s /sq km SER ENTERED "LAG" TIME = 0.290 HOURS ALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 125.90 TO NODE 125.90 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER l<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 125.90 TO NODE 125.90 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 125.90 TO NODE 125.90 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< FLOW PROCESS FROM NODE 125.90 TO NODE 124.10 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD <<<<< ---------------------------------------------------------------------------- (HE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO OUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 306.04; DOWNSTREAM ELEVATION(m) = 305.73 CHANNEL LENGTH(m) = 180.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 +----------------------------------------------- -- -------------------- - - - - -+ STA 124+10 76 M EAST OF CALABASH AVENUE SOUTH SIDE OF CHANNEL AREA CIO +---------------------------------------------- ----------------------- - - - - -+ FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< WATERSHED AREA 0.100 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.160 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 7 >>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER l<<<<< Page 13 of 24 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \FloodRout \I- 10 -M.SUM Saved: 1112112003 4:50 PM FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< FLOW PROCESS FROM NODE 124.10 TO NODE 123.20 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< ---------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 305.73; DOWNSTREAM ELEVATION(m) = 305.50 CHANNEL LENGTH(m) = 90.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- +---------------------------------------------------- ----------------- - - - - -+ STA. 123 +20 CALABASH AVENUE NORTH SIDE OF CHANNEL AREA A8 -3 +-------------------------------------------- ------------------ ------- - - - - -+ FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2 <<<<< ATERSHED AREA = 0.508 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.290 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.994; 30- MINUTE = 0.994; 1 -HOUR = 0.994 3 -HOUR = 0.999; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 <<<<< FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO<< <<< FLOW PROCESS FROM NODE 123.20 TO NODE 121.60 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD <<<<< O HE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). Page 14 of 24 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \F1oodRout \1- 10 -M.SUM Saved: 1112112003 4:50 PM ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 305.50; DOWNSTREAM ELEVATION(m) = 305.32 HANNEL LENGTH(m) = 160.00 MANNING'S FACTOR = 0.015 ONSTANT LOSS RATE(cu m /s) = 0.00 +--------------------------------------------------------------------- - - - - -+ STA. 121 +60 168 M WEST OF CALABASH AVENUE SOUTH SIDE OF CHANNEL AREA C11 +-------------------------------------------- ---- --- -- ----- ----- --- --- -- -- -+ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.60 TO NODE 121.60 IS CODE = 1 ---------------------------------------------------------------------------- >>>>> SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- WATERSHED AREA = 0.100 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.170 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 121.60 TO NODE 121.60 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ********************************************* * * * * * ** * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.60 TO NODE 121.60 IS CODE = 11 >>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< ------------------------------------------------------------------------ ********************************************* ** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 121.60 TO NODE 121.60 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 121.60 TO NODE 118.90 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 305.32; DOWNSTREAM ELEVATION(m) = 304.76 CHANNEL LENGTH(m) = 270.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 +--------------------------------------------------------------------- - - - - -+ STA. 118 +90 MULBERRY AVENUE NORTH SIDE OF CHANNEL AREA A8 -4 +------------------------------------------------------------ -- ------ - - - - - -+ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 1 ---------------------------------------------------------------------------- >>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< ** WATERSHED AREA = 0.751 sq km; BASEFLOW 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.440 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED Page 15 of 24 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \FloodRout \I- 10 -M.SUM ar Saved: 11/21/2003 4:50 PM Page 16 of 24 MAXIMUM WATERSHED LOSS RATE(mm/hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: - MINUTE = 0.992; 30- MINUTE = 0.992; 1 -HOUR = 0.992 3 -HOUR = 0.999; 6 -HOUR = 0.999; 24 -HOUR = 1.000 STA. 118 +90 MULBERRY AVENUE SOUTH SIDE OF CHANNEL AREA C12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #3««< WATERSHED AREA = 0.100 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.180 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 STA. 118 +90 MULBERRY AVENUE SOUTH SIDE OF CHANNEL AREA C13 i ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #4««< 'ATERSHED AREA = 0.100 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.180 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm/hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): it 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.90 TO NODE 1-18.90 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 7 » »> STREAM NUMBER 3 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 7 » »> STREAM NUMBER 4 ADDED TO STREAM NUMBER 1««< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRAPH« «< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 6 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \FloodRout \I -10 -M.SUM Saved: 1112112003 4:50 PM ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO<< <<< C **** ************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** LOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 3 CLEARED AND SET TO ZERO <<<<< FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 4 CLEARED AND SET TO ZERO<< <<< ********************************************* * * * * * * * * * ** * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 118.90 TO NODE 116.40 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< --------------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 304.76; DOWNSTREAM ELEVATION(m) = 304.37 CHANNEL LENGTH(m) = 250.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< i ------------------------------------------------ ------------------ - - - - - -+ TA. 116 +40 244 M WEST OF MULBERRY AVE. SOUTH OF I -10 CHANNEL AREA C14 +----------------------------------------------------- ---------------- - - - --+ FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE = 1 ------------------------------------------------- 7 -------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2<<<<< WATERSHED AREA = 0.100 sq km; BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.260 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(mm): 5- MINUTE = 11.18; 30- MINUTE = 22.86; 1 -HOUR = 35.56 3 -HOUR = 63.50; 6 -HOUR = 91.44; 24 -HOUR = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 <<<<< FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< G ****** ************************************ * * * ** * * * * * * * * * * * * * * * * * * * * * * * * ** LOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< Page 17 of 24 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \FloodRout \ I- 10 -M.SUM Saved: 1112112003 4:50 PM FLOW PROCESS FROM NODE 116.40 TO NODE 111.00 IS CODE = 5.2 --------------------------------------------------------------- >>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 304.37; DOWNSTREAM ELEVATION(m) = 302.08 CHANNEL LENGTH(m) = 540.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< +--------------------------------------------------------------------- - - - - -+ SAN SEVAINE CHANNEL HYDROLOGY (OC \5201 \130 \CALCS \1995 ... \CHAP6 \TBL67 -1 ULTIMATE CONDITIONS MULTIPLE DAY W/ STORM CENTER (TAB. 6.7) STORM CENTER NO. 1 +------------------------------------------------- ------- -- --- -------- - - - - -+ 1 N Page 18 of 24 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \F1oodRout \I- 10 -M.SUM Saved: 512 5:55 ? F L O O D P. O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BZRNARDINO(1986) (c) Copyright 1989 -2000 Ad Engineering Software (aes) Ver. 7.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE - ENGINEERING- CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL :(909) 933 -5225 FAX:(909) 933 -5228 w _boyleengineering.com + +rrxx }rff + +x:x +xrrrx + + ++ DESCRIPTION OF STUDY r r xxx + +r +rr + +fi> +r + +xxxxx * > I -10 CHANNEL FLOOD ROOTING, ULTIMATE 100 -YR DISCHARGE * NO DETENTION (US UNITS) * I -10 CHANNEL CAPACITY ANALYSIS OC -F60 -401 CITY OF FONTANA + rfx rrxrrr + + + + +r + > +xr + + +xrrfrxxx ++ xxx+++++ x * + +rxxx > +xrrxrx* + +r + +xxxxx + + + FILE NAME: I- 10- US.DAT TIME /DATE OF STUDY: 17 :51 05/13/2003 r} INPUT SUMMARY ** +____________________________________________ ______________________________+ STA. 168 +50 CITRUS AVENUE RATIONAL METHOD FROM AREA Al -1 TO AS SEE RATIONAL METHOD CALCS FOR UPSTREAM + * +r +r +r + +rxw + + +rxxf +r + + + +xxxxf r + + +xxx*r +fffxxxf rrxxx* >+ +xxx + * + + + +rrxr + + + + +x FLOW PROCESS FROM NODE 168.50 TO NODE 168.50 IS CODE = 1 _____________________________________________ _______________________________ »> »SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #1«< =s = WATERSHED AREA = j= = = 604.450 ACRES; BASEFLOW == 0.000 CPS /SQUARE -MILE *USER ENTERED "LAG" TIME . 0.290 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.200; LOW LOSS FRACTION - 0.200 SPECIFIED PEAK RAINFALL DEPTHS (INCH) : 5- MINUTE . 0.44; 30 -MIIZM = 0.90; 1 -HOUR = 1.40 3 -HOUR - 2.50; 6 -HOUR - 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.973; 30- MINUTE - 0.973; 1 -HOUR . 0.973 3 -HOUR 0.996; 6 -HOUR = 0.998; 24 -HOUR = 0.999 *xxxff +* + *+*f*xff +ef xf x } * * 4fi*fix } }x*f +f x+xx * ++ + fix* * + *ffxx ** ***r+rx * * +f +4rrx FLOW PROCESS FROM NODE 168.50 TO NODE 164.40 IS CODE = 5.2 _____________________________________________ _____ __________________________ »»,MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD.« « MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS Terence: the National Engineering Handbook, Hydrology, _ .apter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASBWIDTH(FT) . 19.69 CHANNEL Z - 0.00 UPSTREAM ELEVATION(FT) . 1082.15; DOWNSTREAM ELEVATION(FT) 1070.83 CHANNEL LENGTH(FT) = 1345.14 MANNING -S FACTOR . 0.015 CONSTANT LOSS RATE(CFS) - 0.00 STA. 164 +40 CATAWBA AVENUE NORTH SIDE OF CHANNEL AREA A6 +____________________________________________ _____________ _________________+ FLOW PROCESS FROM NODE 164.40 TO NODE 164.40 IS CODE = 1 ­-SUBAREA RUNOFF ( UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2cc = = WATERSHED = AREA= = = == = = ...... 137 370 ACRES; BASEFLOW= = = 0. = = == 000 CPS /SQUARE- MILE *USER ENTERED "LAG" TIME - 0.210 HOURS VALLEY ( DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) - 0.286; LOW LOSS FRACTION = 0.276 SPECIFIED PEAR RAINFALL DEPTHS (INCH) : 5- MINUTE . 0.44; 30- MINUTE = 0.90; 1 -HOUR - 1.40 3 -HOUR . 2.50; 6 -HOUR - 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE - 0.994; 30- MINUTE = 0.994; 1 -HOUR = 0.994 3 -HOUR = 0.999; 6 -HOUR = 1.000; 24 -HOUR . 1.000 >r + >xr * ++ rarer+ rr** xrwxxrrx+* xx*+** f> rfrrx* r + + + >xx >xr* * +x *x » + + + +rxxrxx + + »> FLOW PROCESS FROM NODE 164.40 TO NODE 164.40 IS CODE = 7 __________________________________________-__ ____________________- __________ ­­STREAM NUMBER 2 ADDED TO STREAM NUMBER 1cc ++ +> x*++++ + » +xrrr+* * + +rfrxx + *rxxrrrrxr +x+ xrx >fff + + + > +* *r + + » + +f + + +r rxrx} FLOW PROCESS FROM NODE 164.40 TO NODE 164.40 IS CODE = 11 _____________________________________________ _______________________________ »»>VIEW STREAM NUMBER 1 HYDROGRAPH«c x *x + } + >rx * +r >r + *r * +x* rrrrr*+++ f++ r> rxrx +rrxx +* > + +rx + + *x + > +r +xr *x + ** > + + *x* xw PROCESS FROM NODE 164.40 TO NODE 164.40 IS CODE . 6 _ STREAM = NUMBER = 2 - CLEARED AND SET = TO Z= RO FLOW PROCESS FROM NODE 164.40 TO NODE 160.30 IS CODE = 5.2 _____________________________________________ _______________________________ Y: \F60\ 401\ Ca1 CS\i iydrology\ 03- 2i- 03 \72cod2out \I- IO- US.SUK Pace I of 15 Saved: 511312003 5 :55 PM ­MODEL CFJaTNiL ROUTING- OF STREAM #1 BY THE CONV`E C MET -HOD -c THE MODIFIED C- ROUTINC- COEFFICIENT - IS ESTIMATED IN ORDER r TO ROUTE THE STREAM 1 INFLOW F-YDROGRAPH BY 5 -MIN' TE INTERVALS Reference: the National Engineering Handbook, Hydrology, IL) apter 17, pace 17 -52, Augnst,1972, L.S. Department of Co=erce)_ IUMED REGULAR C7,4NNEL INFORMATION: - .aSEWIDTH(r T) . 19.69 OrA=EL Z - 0.00 UPSTREAM PlaRVATION(FT) - 1070.83; DOWNSTREAM ELEVATION(FT) 1066.44 CHANNEL LENGTH(FT) = 1345.14 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(CFS) = 0.00 +-------------------------------------------- ------------------------ ------+ STA. 160 +30 SOUTH SIDE OF CHANNEL AREA A6 -2 ..____________________________________________ ____ _______________ ___________+ + r rrr ++ ++ rrr+• r+++ fr+ r+• x• r+ rrarrf++ + + + +• +•rrr +rar + + + + + +r +rx + + +r +f+ + FLOW PROCESS FROM NODE 160.30 TO NODE 160.30 IS CODE = 1 _____________________________________________ _____ _______________ ___________ »» SVBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2c< WATERSHED AREA 35.400 ACRES; BASEFLOW . = = = 0.000 CPS /SQUARE -MILE c _ *USER ENTERED "LAG" TIME . 0.260 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074; LOW LOSS FRACTION . 0.093 SPECIFIED PEAK RAINFALL. DEPTHS (INCH) : 5- MINUTE . 0.44; 30- MINUTS . 0.90; 1 -HOUR = 1.40 3 -HOUR . 2.50; 6 -HOUR . 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.998; 30- MINUTE - 0.998; 1 -HOUR . 0.998 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 160.30 TO NODE 160.30 IS CODE - 7 _____________________________________________ ________ ________ _____________ __ ­­STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 «« r + # +a +xar +rrx+rxxrr + + #rr +r +rf rxxxx+ xxxr++++# r # + + + +rr +x•rx + + + + +x + + + +#xfr +rf ++ FLOW PROCESS FROM NODE 160.30 TO NODE 160.30 IS CODE - 11 _____________________________________________ __________ _____ _____________ ___ »-VIEW STREAM NUMBER 1 HYDROGRAPH<c + + FLOW + PROCESS FROM NODE 160.30 TO NODE 160.30 IS CODE = 6 ____________________________________ ______ _______________________ __ �`oov"',t> »STREAM = ID CLE AR AND SET = TO = ZERO === = . f • r++ r+ rr++++• rxr++ rrr+ xrrrxxxxr # + # +rrr+ + + + + +r + +x + + + + + + +x + ++ FLOW PROCESS FROM NODE 160.30 TO NODE 156.10 IS CODE . 5.2 ____________________________________ _____ _________ _______ __________ » >>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD-­ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce) . ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) . 19.69 CHANNEL Z - 0.00 UPSTREAM ELEVATION(FT) . 1066.44; DOWNSTREAM ELEVATION(FT) = 1064.42 CHANNEL LENGTH(FT) . 1377.95 MANNING'S FACTOR . 0.015 CONSTANT LOSS RATE(CFS) - 0.00 +____________________________________________ __________________ __ __________+ STA. 156+10 ELM AVENUE NORTH SIDE OF CHANNEL AREA A6 -3 +----------------------------------------- ---------------------"'- --' ---+ + +++++++++ r+ rr+ ax+ rra+#+ ra+ rr+ rrr+ xrrxr + + + + + +rf + + + + + ++ + + + + + + + + + + + + + +++ FLOW PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE - 1 _____________________________________________ _______ ____ ____ __ ______________ ­­SUBAREA RUNOFF ( UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2 «< WATERSHED AREA = . =` = == = 316 = t 31.240 ACRES; . = = 0 000 = CPS /SQUARE-MILB = *USER ENTERED "LAG" TIME . 0.300 HOURS VALLEY (DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) . 0.074; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE . 0.999; 30- MINUTE - 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 ++ +++++++ xr++ f++++ r++ rff+ fr+•+ r#++++ r++++++ x+rx + + + + + + +r + + + + + + +x + + + + + + + + +++ + FLOW PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE - 7 ____________________________________________________________________________ ­-STREAM NUMBER 2 ADDED TO STREAM NUMBER 1« c P tor+ x++ rrrr+ ra++++r rr++++++++++ r• xxx++ 4r ++ ++ + + + + ++ + xxx+r ++f + ++ + ++ + + + +++ W PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE = 11 _________________________________________ _____ ___ __ _____ __________ _____ -VIEW STREAM NUMBER 1 HYDROGRA RH« Race 2 of 15 ++ FLOW a PROCESS i FROM + NODE + ++ 156 *10 + T0 + NODE + ++ 15610 + IS i CODE += + + +6. +. + + + + + + + ++ Y: \F60\ 402 \Calcs \Aydrolo yy \03- 22- 03\PloodROUt \5- 10 -US.SW Saved: 511312003 5 :55 P_M _____________________________________________ _______________________________ »STREAN Ni"7N3i EP. 2 CLEARED AND SET TO ZERO-­ PROCESS + FROM r NODE +i + i56 *10 + TO NODE +r+ 155 *15 + IS + CODE x = +5r2rrrrr :rxrr +r ._______________________________________ __________________------------- -MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD-« = = Tdn = ,, ODIFIED = C-RO"UTING = COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hvdrology, Chapter 17, page 17 -52, August, 1972, U.S. Department of Commerce)_ ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) - 19.69 CHANNEL Z - 0.00 UPSTREAM BLEVATION(FT) = 1064.42; DOWNSTREAM ELEVATION(FT) 1062.90 C NEL LENGTR(FT) - 311.68 MANNING'S FACTOR - 0.015 CONSTANT LOSS RATE(CPS) = 0.00 +------------------------------------------ ------------------------ ------+ STA_ 155 +15 107 M WEST OF ELM AVE_ SOUTH SIDE OF C HANNEL AREA C4 + + + +rrwrrrrr * ++ r+++ r++ x++ rrr+ x*++* rtx+ rrx+ rt+ rrr *x ++ *rrrrrr + + +x + *rwr4rrt #rt *rt + *r FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE = 1 _____________________________________________ ____________________ ___________ »» SUBAREA RUNOFF ( UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2 «= == _ == _ _ = 31 150 ACRES; BASEFLOW - 0 000 = CFS /SQUARE-MILE WATERSHED AREA *USER ENTERED "LAG" TIME - 0.790 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) - 0.074; LOW LOSS FRACTION - 0.093 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR - 1.40 3 -HOUR - 2.50; 6 -HOUR - 3.60; 24 -HOUR . 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE - 0.999; 1 -HOUR - 0.999 3 -HOUR - 1.000; 6 -HOUR = 1.000; 24 -HOUR - 1.000 + exxxrr+ rxw++++* w+ x* ww*+*++* x+ w* xxx+ xwxx + + + + + + *x + + + +rx + + + * +x #w + +wrr FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE - 7 _____________________________________________ _______________________________ ­-STREAM NUMBER 2 ADDED TO STREAM NUMBER 1«« •+ * * #**+ +*+ + + + * * #+ err+ tr* r+++ w++ wi+ fi *ri * * * * * % *+ * * * *wi * + ++ ++* * * * * +++ * * FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE = 11 }»VIEW = STREAM = NUMBER === RYD= OGRAPH =====__ ________________________ = = = = == + * FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE 6 _____________________________________________ _____ _____ _____________________ »» STREAM NUMBER 2 CLEARED AND SET TO ZERO - << + +xrr+ rtrt+++**+ wxxrx+ xx+ r+ r+++ r+ + + +wrx + + + + + + +rtx +xx* *x *4xxx + *wx4 FLOW PROCESS FROM NODE 155.15 TO NODE 151.70 IS CODE = 5.2 __________________________________ ______________________ _________ > »>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD-­ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August, 1972, U.S. Department of Commerce) . ASSUMED REGULAR CHANNEL INFORMATION: HASEWIDTH(FT) - 19.69 CHANNEL Z - 0.00 UPSTREAM ELEVATION(FT) = 1062.90; DOWNSTREAM ELEVATION(FT) = 1050.97 CHANNEL LENGTH(FT) - 1131.89 MANNING'S FACTOR - 0.015 CONSTANT LOSS RATE(CFS) - 0.00 +--------------------------------------------- ----------------------------+ STA. 151 +70 BEECH AVE. NORTH SIDE OF CHANNEL AREA A6 -4 +____________________________________________ ______________________________+ # *+++++* xrt+ r++ w+*+ x* rtxrt# 4xr++++ rwwrw *w *rtrt4 + + + + + + + +ew ++ + +xe + + ++ +rtrt + + + + ++r+ +r FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE - 1 _____________________________________________ _______________________________ ..-SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2 « = « WATERSHED AREA = = 27.890 ACRES; BASEPLOW - 0.000 CPS/SQUARE-MILE MILE *USER ENTERED "LAG" TIME - 0.340 HOURS VALLEY (DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS (INCH) : 5- MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR - 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE - 0.999; 30- MINUTE = 0.999; 1 -HOUR - 0.999 3 -HODR - 1.000; 6 -HOUR - 1.000; 24 -HOUR - 1.000 + xr++ r*++ wx * + + +r+ + + + # * + # *4rt + + +xr + + +r + + #+ +rtrt + + + + + * + + + + + ++ +rtrt + +r ++ A * PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE - 7 _ _____________________________________ _______________________________ ­­STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 «« Page 3 of 15 Y: \r 60\ 401 \Ca1cs \zy2 olooy \03 -2i -03 \F1ooa?ovt \I- 10- DS_SU!✓, Saved: 512 5:55 PM FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = 11 _____________________________________________ _____________________________ __ ­-VIEW S=-AN. Y [--::R 1 - - DROGRI:PH«« C 1W r PROCESS FROM + NODE ++ + 151.70 + TO + NODE + x 151 *70 + IS + CODE += +x6r + +:+r + + + +rr . __________________________________________ _______________________________ »STREAM NUMBER 2 CLEARED AND SET TO ZERO-­ FLOW PROCESS FROM NODE 151.70 TO NODE 147.70 IS CODE - 5.2 __________________________________ _______________________________ » >>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD-­ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGPAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) . 49.21 CHANNEL Z - 0.00 UPSTREAM ELEVATION(FT) = 1050.97; DOWNSTREAM ELEVATION(FT) = 1047.28 CHANNEL LENGTR(FT) . 1312.34 MANNING'S FACTOR - 0.015 CONSTANT LOSS RATE(CFS) - 0.00 +-------------------------------------------- ------------------------------+ STA. 147 +70 HEMLOCK AVE. NORTH SIDE OF CHANNEL AREA B1 FLOW PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE . 10.2 _____________________________________________ _______________________________ ­-ADD RUNOFF HYDROGRAPH FROM A FILE: [B- USI.TXT ) TO STREAM #2 - - + FLOW PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE . 7 _____________________________________________ _______________________________ »» STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 «« FLOW PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE = 11 ---------------------- _----------------------------------------------------- >> ­VIEW STREAM NUMBER 1 HYDROGRAPH«« _uOW # PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE = 6 _____________________________________________ _______________________________ » >> STREAM NUMBER 2 CLEARED AND SET TO ZERO- ­ FLOW PROCESS FROM NODE 147.70 TO NODE 143.70 IS CODE = 5.2 __________________________________ _______________________________ ­­MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD-­ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) - 49.21 CHANNEL Z . 0.00 UPSTREAM ELEVATION(FT) . 1047.28; DOWNSTREAM ELEVATION(FT) . 1036.98 CHANNEL LENGTH(FT) - 1312.34 MANNING'S FACTOR - 0.015 CONSTANT LOSS RATE(CFS) - 0.00 STA. 143 +70 LIVE OAR AVE. NORTH SIDE OF CHANNEL AREA A7 +____________________________________________ ______________________________+ PLOW PROCESS FROM NODE 143.70 TO NODE 143.70 IS CODE . 1 ______________________________________________ ___________________ ___ ________ ­­SUBAREA RUNOFF (UNIT- RYDROGRAPH ANALYSIS) ADDED TO STREAM #2­­ - = = == = = = WATERSHED AREA = 497 770 ACRES BASEFLOW - 0 000 CFS /SQUARE-MILE *USER ENTERED 'LAG' TIME = 0.330 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.349; LOW LOSS FRACTION - 0.331 SPECIFIED PEAR RAINFALL DEPTHS(INCH): 5- MINUTE . 0.44; 30- MINUTE . 0.90; 1 -HOUR - 1.40 3 -HOUR = 2.50; 6 -HOUR - 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.978; 30- MINUTE - 0.978; 1 -HOUR • 0.978 3 -HOUR = 0.997; 6 -HOUR = 0.998; 24 -HOUR = 0.999 r+}+++++++++ rr+ r+#« rxx+ r+ x+ rrr #xrrr + +rr + # + # + + + + + + + + + + +r + + +xrr W PROCESS FROM NODE 143.70 TO NODE 143.70 IS CODE = - - 7 ________________________ ______________________ ______ ___ ____________ ,-STREAM NUMBER 2 ADDED TO STREAM NUMBER 1c« r+« r+ r++ rr++r X«+++} rxr+ rrr++ r++ x+ X++ x+++ x+++ x + + + + + ++ + + +x + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 143.70 TO NODE 143.70 IS CODE - 11 _____________________________________________ ___________________________ _ ___ Pace 4 of 25 . °: \ ?60 \40I)Ca_l cs�wdrologj \03 -2I -03 \Flood out \1 US.SON, Saved: 51- 312003 5.55 223 > - viN STP.E.'*7 N - UMBER 1 OW PROCESS FROM NODE 143.70 TO NODE 143.70 IS CODE = 6 _ = == STP.EAM - NUMBER = 2 = CLEARED - AND - SET = TO ZE ROL === = =________________________ +* 4++ r+++ 4rxxxx++ 4+* rt4rt+ rt+ rr+ rr+ x+ + + + + +rxrr + +xr + ++ ++rx +x + +x + + + + *+ FLOW PROCESS FROM NODE 143.70 TO NODE 138.70 IS CODE = 5.2 ____________________________________ ______ _______________________ ­­MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD-; THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER T'O ROUTE THE STREAM 1 INFLOW HYDROCRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August, 1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) - 49.21 CHANNEL Z - 0.00 UPSTREAM ELEVATION(FT) = 1036.98; DOWNSTREAM ELEVATION(FT) = 1023.24 CHANNEL LENGTH(FT) - 1640.42 MANNING'S FACTOR - 0.015 CONSTANT LOSS RATE(CFS) - 0.00 +____________________________________________ __________________ __ __ ___ __ ___+ STA. 138 +70 91 M WEST OF REDWOOD AVE. SOUTH SIDE OF CHANNEL AREA CS +____________________________________________ _________ _____ ________________+ + r+ 4* 4+++ 4r++ xr++ 4#+ r+++ 4++ rt» rt4x4+ rt*» x» xrt+» + + + + + +xr + +xr +xr + + + + + + + + + + + +r + ++ + + FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE - 1 _____________________________________________ __________________ __ _____ _ _ ____ ­­SUBAREA RUNOFF ( UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2­ ­ WATERSHED AREA =32.610 = ACRES; BASEFLOW = 0.000 CFS /SQUARE MILfi = = == *USER ENTERED "LAG" TIME - 1.200 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) - 0.074; LOW LOSS FRACTION - 0.093 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE _ 0.44; 30- MINUTE - 0.90; 1 -HOUR = 1.40 3 -HOUR - 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR - 1.000; 24 -HOUR - 1.000 4+ 4++ 4++ rr++++++ x++ x+ r» r+++++»++++ xrxr+ x+++ 4x +xx + + * + + # +r4 + # *rtrt # * * + +rt + # * # ## # + FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE - 7 _____________________________________________ ________________ __ __ ___ __ __ __ __ c -STREAM NUMBER 2 ADDED TO STREAM NUMBER lccccc FLOW + PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE = 11 _____________________________________________ ___ ____________________________ » -VIEW STREAM NUMBER 1 HYDROGRAPHa< +»+++»»»++»»»» x» x+ x+ xx+++» x+»+ x+* x++++ xxx+»+ r +x » +xx + » »+ » » + » » » +x » » » + + » +x +»» +» FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE - 6 ______________________________________________ ______ __ __ ___ ______ __ ___ __ _ _ __ ­­STREAM NUMBER 2 CLEARED AND SET TO ZERO-­ FLOW PROCESS FROM NODE 138.70 TO NODE 138.20 IS CODE - 5.2 __________________________________ _______ ________ ____ __ _____ _ ____ ­­MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD­ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August, 1972, U.S. Department of Commerce) . ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) - 49.21 CHANNEL Z - 0.00 UPSTREAM ELEVATION(FT) 1023.24; DOWNSTREAM ELEVATION(FT) 1021.09 CHANNEL LENGTH(FT) - 492.13 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(CFS) 0.00 +____________________________________________ _________ ______________ __ _____+ STA. 137 +20 171 M EAST OF CHERRY AVE. SOUTH SIDE OF CHANNEL AREA C6 +____________________________________________ ______________________________+ ++ + rt4 rt + ++ + 4rtrt++++++ r+++++ r+++++++++# 4 » + » *4 + + + + +4rt + + + #r + + + +44r + + ++x+ FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS CODE - 1 _____________________________________________ _________________ ______________ ­­SUBAREA RUNOFF ( UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #lccccc = = WATERSHED = AREA 10.000 ACRES BASEFLOW = = = = = 0.000 CFS /SQUARE -MILE _ *USER ENTERED "LAG" TIME - 0.150 HOURS _ VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE -(INCH /HOUR) = 0.074; LOW LOSS FRACTION = 0.093 PECIFIED PEAK RAINFALL DEPTHS(INCH): MINUTE - 0.44; 30- MINUTE = 0.90; 1 -HOUR - 1.40 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR - 8.50 3CIPITATION DEPTH -AREA REDUCTION FACTORS- Mill= - 1.000; 30- MINUTE = 1.000; 1 -HOUR = 1.000 3 -HOUR - 1.000; 6 -HOUR = 1.000; 24 -HOUR - 1.000 Paoe 5 of 15 + + FLOW PROCESS FROM NODE x 137 *20 NODE + + + 137.20 x IS + CODE + = + + +? Y : \F60\ 401\ Caics\? ycL ology\ 03- 21- 03 \FioodRout \I- 10- US.SU-v Saved: 5/13/2003 5:55 R _____________________________________________ _______________________ __ ______ » - STRE34M NUMBER 2 ADDED TO STREAM NUMBER 1-- + PROCESS + FROM + NODE ++ + 137.20 TO NODE + ++ 137.20 + IS + CODE + +r 11 +rrrr + +r + + +r _______________________________________ _________ ___ ______ __ ___________ .'» VIBW STREPI.1 NUMBER 1 HYDROGF.7.PHc« :++ r++++: z+:«+ r++ xrx++ rxr++ rrrr++ rx+ rrx+ z+ r+ r + + + FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS CODE 6 _____________________________________________ __ ___ __________________________ ­­S NUMBER 2 CLEARED AND SET TO ZERO-- r+++ x+ x+ r+r +r + +r + rr +r ++ FLOW PROCESS FROM NODE 137.20 TO NODE 135.40 IS CODE S. ___________________________________ ___ _____ ___ _____ ____________ »» >MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD-­ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U-S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) . 49.21 CHANNEL Z . 0.00 UPSTREAM ELEVATION(FT) = 1021.09; DOWNSTREAM ELEVATION(FT) = 1017.64 CHANNEL LENGTH(FT) = 590.55 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(CFS) = 0.00 +____________________________________________ ______________________________+ STA. 135 +40 CHERRY AVE. NORTH SIDE OF CHANNEL AREA A8 +____________________________________________ ______________________________+ + FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE - 1 _____________________________________________ _______________________________ ­-SUBAREA RUNOFF ( UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2­­ . 000 CPS/SQUARE-MILE *USER ENTERED "LAG" TIME 0.290 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.180; LOW LOSS FRACTION = 0.185 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE . 0.44; 30- MINUTE . 0.90; 1 -HOUR = 1.40 3 -HOUR . 2.50; 6 -HOUR . 3.60; 24 -HOUR = 8.50 CIPITATION DEPTH -AREA REDUCTION FACTORS: MUTE - 0.973; 30- MINUTE - 0.973; 1 -HOUR - 0.973 HOUR = 0.996; 6 -HOUR - 0.998; 24 -HOUR - 0.999 + ._________________________________________ _______________ _______________ STA. 135 +40 CHERRY AVE. SOUTH SIDE OF CHANNEL AREA C7 +____________________________________________ ___ ____ ______________ _________+ + # FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE = 1 _____________________________________________ _____________________ ____ ___ ___ »» SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #3« < = = WATERSHED AREA = � == ='65 000 ACHES; =_ = 0 000 CFS /SQUARE-MILE _ *USER ENTERED "LAG' TIME = 0.160 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074; LOW LOSS FRACTION - 0.093 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE . 0.44; 30- MINUTE - 0.90; 1 -HOUR - 1.40 3 -HOUR 2.50; 6 -HOUR . 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 1.000; 30- MINUTE = 1.000; 1 -HOUR = 1.000 3 -HOUR = 1.000; 6 -HOUR - 1.000; 24 -HOUR - 1.000 FLOW PROCESS FROM NODE __135 IS CODE ___7 ------------------------- --- ____ ---- _ ---------------- ------------- ­­STREAM NUMBER 2 ADDED TO STREAM NUMBER 1< < FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE - 7 _____________________________________________ ___________________________ ____ . »> STREAM NUMBER 3 ADDED TO STREAM NUMBER 1«« FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE - 11 _____________________________________________ ______________________ ___ ______ ­­VIEW STREAM NUMBER 1 HYDROGRAPH« « FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE = 6 > STREAM = NUMBER - 2 = CLEARED - AIM SET - TO - ZERO == = =_________________________ FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE 6 _____________________________________________ ______________________ ____ _____ ­-STREAM NUMBER 3 CLEARED AND SET TO ZERO-­ Page 6 of 15 Saved: 5/2 3/2003 5:55 nu taarrrrfrrr +r :ftrt rfrr:+ xtt+++ atrtx+ ttt+ t+ rtrrrrrtrxxt + +rrt +ra+trrr + +f +rrrtr FLOW PROCESS FROM NODE 135.40 TO NODE 131.30 IS CODE = 5.2 -MODEL CriANNF2. RO -- NG OF STREAM #1 BY THE CONVEX METHOD- - SMOD FIED C-ROUTINv COEFFICIENT IS = ESTIMATED IN ORDER = TO = _.JUTE THE STREAM 1 INFLOW RYDROGRAPH BY 5- N.SN�i _ INTER v7�i.S (Reference: the National Engineering Handbook, Hydrology, Chap 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR MUU4NEL INFORMATION: BASEWIDTH(FT) - 49 -21 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 1017.64; DOWNSTREAM ELEVATION(FT) = 1008.31 CHANNEL LENGTH(FT) - 1345.14 MANNING'S FACTOR = 0.015 CONSTANT LOSS RP_TE(CFS) = 0.00 ______________________________________________ _________________- ___________. STA. 131 +30 ALMOND AVE. NORTH SIDE OF CHANNEL AREA AB -1 rr + ++ rr Tara rxx ++ + r+ ar +xarr + + +xr + + + + + + ++ + + FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE - 1 _____________________________________________ _______________________________ »>-SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2««< _ = WATERSHED = AREA 99.680 = ACRES; BASEFLOW = = = 0.000 CPS /SQUARE - MILE = - == *USER ENTERED "LAG" TIME = 0.260 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE (INCH /HOUR) = 0.074; LOW LOSS FRACTION - 0.093 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.996; 30- MINUTE = 0.996; 1 -HOUR = 0.996 3 -HOUR - 0.999; 6 -HOUR - 1.000; 24 -HOUR = 1.000 r*+ xxxxa* arrr+ rrraxr+« r+ rrrrrrrr+ xarr+ raraaxaa + + +aax + « +rx + « + + « + +xa+ + +x « «ft rx FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE = 7 _____________________________________________ _______________________________ »>- STREAM NUMBER 2 ADDED TO STREAM NUMBER 1- < FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE = 11 -------------------------- _------------------------------------------------- - > >VIEW STREAM NUMBER 1 HYDROGRAPH« - � rax« rrarx* r* t+ x+ a+ xaxx*+ xaaraxxxxxxaaa* xxxtxxax «xxxxr + + + + «xx «xx + «x * «r+xx JW = PROCESS FROM = NODE = 131 30 TO NODE 131.30 IB CODE = == = 6 _ __________________________________________ _______________________________ >,- STREAM NUMBER 2 CLEARED AND SET TO ZERO -- FLOW PROCESS FROM NODE 131.30 TO NODE 129.50 IS CODE = 5.2 __________________________________ _______________________________ »» >MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD-- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) - 49.21 CHANNEL Z . 0.00 UPSTREAM ELEVATION(FT) = 1008.31; DOWNSTREAM ELEVATION(FT) 1006.66 CHANNEL LENGTH(FT) - 590.55 MANNING'S FACTOR - 0.015 CONSTANT LOSS RATE(CFS) = 0.00 + ____________________________________________ ______________________________ STA. 129 +50 177 M WEST OF ALMOND AVE. SOUTH SIDE OF CHANNEL AREA CB +____________________________________________ ______________________________+ + + + ++ +r +rr +r +x + « +r * +xrrx+ art+ xrarreraxr+ rr++« rrrrr + +r +x +r + + + + ++ + + + + +xx + + + + +a FLOW PROCESS FROM NODE 129.50 TO NODE 129.50 IS CODE = 1 _____________________________________________ _______________________________ » RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2-- == = WATERSHED AREA = = = 12.630 = ACRES; BASEFLOW = 0.000 CFS /SQUARE MILE = = == *USER ENTERED "LAG" TIME = 0.300 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE - 0.90; 1 -HOUR - 1.40 3 -HOUR = 2.50; 6 -HOUR - 3.60; 24 -HOUR - 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE - 0.999; 30- MINUTE - 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR - 1.000 + r rr +r + trr x x+ x + + +xxxax +xxx +rxrr + + + + + + + + ++ W PROCESS FROM NODE 129.50 TO NODE 129.50 IS CODE - 7 _z- -STREAM - NUMBER = 2 = ADDED = TO - STREAM = NUMBER ++++ rx++r aatxt+++ xt++ r+++ t+++ ttt+ x+++*+ xtxxr +ax + *xxa +t ++ + *rt +rr + + + +t + +t ++ ++ + FLOW PROCESS FROM NODE 129.50 TO NODE 129.50 IS CODE = 11 ______________________________________________ _______________ _______________ --VIEW STREAM NUMBER 1 HYDROGRAPH -- Page 7 of 25 Y: \F60\ 401\ C CS\ HY d' oioFyI O3- 21- 03\Fl000Rout\2- 20- JS.su -K Saved: 512312003 5:55 P!; + «x + OW + PROCESS + FROM, + NODE x + + 129t50 x T0 NODE r + + 129r50 r IS + CODE + = + + 6 rrrr +r + + +r «+ - STREAM NUMBER 2 CLEARED AND SET TO ZER0-- + x« rx++ xr+ x+ x+ rrrrr+« r«+ r: rr« r++«+ + :rx :rrr : +rr +rrr +x «x + +xr + :r :rr FLOW PROCESS FROM NODE 129.50 TO NODE 127.20 IS CODE - 5.2 __________________________________ ___________________ ____________ - -MODEL CHANNEL ROUTING OF STREAM =1 BY THE CONVEX METHOD-- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) - 49.21 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) 1006.66; DOWNSTREAM ELEVATION(FT) = 1005.28 CHANNEL LENGTH(FT) - 754.59 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(CFS) 0.00 +____________________________________________ _____________ ____________ _____+ STA. 127 +20 BANANA AVE. NORTH SIDE OF CHANNEL AREA A8 -2 +____________________________________________ ______________________________+ + «r x«+ x« r+« r« x+ r+ rr++««++ x+++++ x+++ rxx + + + + +rxr + + « « + «x +re + + + + + + +x ++ «rrxr + FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE = 1 _____________________________________________ _____ __ ________ ________________ -- SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2 - - .............. = = WATERSHED AREA 124` = 710 ACRES; BASEFLOW == 0.000 CPS /SQUARE -MILE _ *USER ENTERED "LAG" TIME - 0.340 HOURS VALLEY (DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS (INCH): 5- MINUTE - 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR - 2.50; 6 -HOUR = 3.60; 24 -HOUR - 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.994; 30- MINUTE = 0.994; 1 -HOUR - 0.994 3 -HOUR - 0.999; 6 -HOUR - 1.000; 24 -HOUR - 1.000 + r+ r+ r+ r+« x+ x+ r+ r+++ rx+ xxx« + + + + + + ++x +x + +x + + ++ ++ + + + +xrxrx +x FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE = 7 _____________________________________________ ____________ _________________ __ --STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<-- .,OW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE = 11 _____________________________________________ __________ _______________ ______ -VIEW STREAM NUMBER 1 HYDROGRAPH -- FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE = 6 _____________________________________________ __________ _____________________ -- STREAM NUMBER 2 CLEARED AND SET TO ZERO -- FLOW PROCESS FROM NODE 127.20 TO NODE 125.90 IS CODE = 5.2 __________________________________ _______________________________ - -MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD-- THE MODIFIED C- ROOTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, Augost,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) - 49.21 CHANNEL Z - 0.00 UPSTREAM ELEVATION(FT) 1005.28; DOWNSTREAM ELEVATION(FT) = 1004.08 CHANNEL LENGTH(FT) - 426.51 MANNING'S FACTOR - 0.015 CONSTANT LOSS RATE(CFS) 0.00 +____________________________________________ _______________ ________ _______ STA. 125 +90 143 M WEST OF BANANA AVE. SOUTH SIDE OF CHANNEL AREA C9 +------------------------------------------- ------------------------- -----* ++ + + e x rx + + x+ r+ rr+ r+ x++++++ + +r +r + + + + + + +x + + ++ ++ + +x + + + +x +rrr FLOW PROCESS FROM NODE 125.90 TO NODE 125.90 IS CODE 1 _____________________________________________ _______________________________ - -SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2 « c« == WATERSHED = AREA = = = = = == = 10. = = ........ 000 ACRES` BASEFLOW = - = 0.000 CFS /SQUARE - MILE = = == *USER ENTERED "LAG" TIME - 0.290 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) - 0.074; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTES(INCH): CINUT INUTE = 0.44; 30- MINUTE - 0.90; 1 -HOUR - 1.40 HOUR = 2.50; 6 -HOUR - 3.60; 24 -HOUR - 8.50 CIPITATION DEPTH -AREA REDUCTION FACTORS: - 1.000; 30- MINUTE = 1.000; 1 -HOUR = 1.000 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR - 1.000 FLOW PROCESS FROM NODE 125.90 TO NODE 125.90 IS CODE = 7 _____________________________________________ ___________________________ ____ Paae 8 of 15 Y: \'60\ 402 \Ca1cs \r.'ydr ology\ 03- 21- 03 \Fl.00dRout \5- 20- uS.SU!✓. Saved: 51-312003 5:55 RM »- STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 CFROM NODE 125.90 TO NODE 125.90 IS CODE = 11 »VIEW STREAM N�f03ER 1 H1LR rzr+ +rz r+ r: r z +rzr +z + : +zrrr + + +z +rrr + + +rr + : +z rzr + + +r+zzrrrzz +r +rzxrr + +: + +x + + FLOW + PROCESS FROM NODE 125.90 TO NODE 125.90 IS CODE 6 ____________________ _______________________________ »»> STREAM NUMBER 2 CLEARED AND SET TO O ZEROc< c .9 + +rr +z + +rxxx +x + +rrxr ++ xxx+ +xxx :r+ xxx++ x + k+ x+ x +z ++ + + + + ++ + + +x +x + + +rxr +zzrrr +xz OW PROCESS FROM NODS 1250 TO N FL 124.10 IS CODE = 5.2 _____________________________________________ _______________________________ ­-MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<c<c< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROM THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 49.21 CHANNEL Z - 0.00 UPSTREAM ELEVATION(FT) - 1004.08; DOWNSTREAM ELEVATION(FT) = 1003.06 CHANNEL LENGTH(FT) . 590.55 MANNING'S FACTOR - 0.015 CONSTANT LOSS RATE(CPS) . 0.00 STA. 124 +10 76 M EAST OF CALABASH AVE. SOUTH SIDE OF CHANNEL AREA C10 +____________________________________________ ____ _______ ________ ______ _____+ * FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE - 1 ------------------------------ _--------------------------------------------- »»> SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2«< = WATERSHED = AREA = : = = = = 1Oc000 ACRHSj = = Oc000 CFS /SQUARE MILE *USER ENTERED "LAG" TIME = 0.160 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) . 0.074; LOW LOSS FRACTION . 0.093 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE . 0.90; 1 -HOUR . 1.40 3 -HOUR - 2.50; 6 -HOUR - 3.60; 24 -HOUR - 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: MINUTE = 1.000; 30- MINUTE = 1.000; 1 -HOUR - 1.000 -HOUR = 1.000; 6 -HOUR = 1.000; -HOUR - 1.000 FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE . 7 _______________________________ _______________________________ ­­STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<c_________________`_______....._ _..._._ =_ = =_ = =__..._...._._. - -- r +r +xrrr+ xxx++ ++ + + +xx + + + + +xxrxr + + + + ++ +x + + + +xx +xxxxx + +x + +kx + + + + +xx + +x + + ++ +FLOW _ _ _ ___ PROCESS FROM NODE 124.10 _TO _NODE ___124.10 _IS _CODS _= __11 ____________ ________________________________ ______________ »-VIEW STREAM NUMBER 1 HYDROGRAPH«< ++++ rr +xrrrrr ++ + +xx +x +x+ + + + + +rrxr + ++ xxx++ xxz+ +rr + + +r + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 6 ______________________________________________ ______________________________ » >> STREAM NUMBER 2 CLEARED AND SET TO ZERO<ccc< x+ r+ r+ xx+: rxrxrre+++ r+ xx+ rx+ x+ xr+ r +r +rzxz +.rxx +x + +x + +x + +xxr + + + + +z FLOW PROCESS FROM NODE 124.10 TO NODE 123.20 IS CODE . 5.2 __________________________________ __________________________ _____ »»>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD-­ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) - 49.21 CHANNEL Z - 0.00 UPSTREAM ELEVATION(FT) = 1003.06; DOWNSTREAM ELEVATION(FT) = 1002.31 CHANNEL LENGTH(FT) . 295.28 MANNING'S FACTOR - 0.015 CONSTANT LOSS RATE(CFS) 0.00 +------------------ ------------------------------- STA. 123 +20 CALABASH AVE. NORTH SIDE OF CHANNEL AREA A8 -3 +____________________________________________ ______________________________+ FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE = 1 »SUBAREA RUNOFF (JNIT- AYDROGRAPA ANALYSIS) ADDED TO STREAM ,.2 ««c___ SERSHED AREA 125.590 ACRES; BASEFLOW = = = = 0 000 CFS /SQUARE -MILE -USER ENTERED "LAG" TIME = 0_290 HOURS VALLEY(DFV ELOPED) S- G SELECTED MAXIMUM WATERSHED LOSS RATE(INCE /HOUR) = 0.074; LOW LOSS FRACTION = 0.093 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE - 0.44; 30- MIN = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR . 8.50 Y: \P60\ 408\ Ca1CS\ Hyd: oi09Y\ 03- 21- 03 \Fiood?out \I- 10- DS.SU_M Page 9 of 15 Saved: 5 11312003 5 :55 RM PRECIPITATION DEPTH - ARREA REDUCTION FACTORS: 5- MINTTB = 0.994; 30-MINUTE = 0.994; 1 -HOUR = 0.994 3 -HOUR - 0.999; 6- HO"UP. 1.000; 24 -HOUR - 1.000 W PROCESS + FROM + NODE + + + 123.20 x TO + NODE x #r 1 23420 + - IS +CODE = + +7xx + + +w :r+ :r ________________________________________ ________ _______________________ ­­STREAM NUMBER 2 ADDED TO STREAM NUMBER 1c« t + r+ ++ +Y t t +xt # x ## + # +x +Y # ++Xx +xt + +x +x +xxt +x+xt # ++ X Y + + +x + # + « Y4 Y #x ++ #xY + +Sx # +Y FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE - 11 _____________________________________________ _____________ ______________ __ __ »»>VIEW STREAM NUMBER 1 h-DROGRAPH« « + r x+ r++ r+ r+++ YYt+ r++ r++++++ r++ Ytx++++ tx+ x++++ + + + + + + + + +rr + + + #r + + + + + + ++ + + + + + ++ FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE = 6 ---------------------------------------- ------------------------------- --- »» STREAM NUMBER 2 CLEARED AND SET TO ZERO-­ FLOW PROCESS FROM NODE 123.20 TO NODE 121.60 IS CODE = 5.2 _________________________________________________________________ »» MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD-­ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW EYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) . 49.21 CHANNEL Z - 0.00 UPSTREAM ELEVATION(FT) = 1002.31; DOWNSTREAM ELEVATION(FT) 1001.72 CHANNEL LENGTH(FT) . 524.93 MANNING'S FACTOR . 0.015 CONSTANT LOSS RATE(CFS) = 0.00 +_____________________________________________ ____ ____ ___________ __________+ STA. 121 +60 168 M WEST OF CALABASH AVE. SOUTH SIDE OF CHANNEL AREA C11 +____________________________________________ ________________ _______ _______+ + FLOW PROCESS FROM NODE 121.60 TO NODE 121.60 IS CODE . 1 _____________________________________________ __________ _____________________ ­-SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2cc ........... AREA ......... TERSHED=10`000 ACRES; BASEFLOW = . =_ = 0.000 = CFS /SQUARE-MILE ER ENTERED "LAG" TIME = 0.170 HOURS LEY(DEVELOPED) S -GRAPH SELECTED {IMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074; LOW LOSS FRACTION = 0.093 sPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE . 0.44; 30- MINUTE - 0.90; 1 -HOUR - 1.40 3 -HOUR . 2.50; 6 -HOUR . 3.60; 24 -HOUR - 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE . 1.000; 30- MINUTE - 1.000; 1 -HOUR = 1.000 3 -HOUR = 1.000 6 -HOUR - 1.000; 24 -HOUR = 1.000 + + + ++ raver++ rr+ rwxr+«+++ r++ r++++ r# wxr++« X« X+ + + + + + + + + + + +xxx + + + + + + + + + +xxxwxx + FLOW PROCESS FROM NODE 121.60 TO NODE 121.60 IS CODE = 7 _____________________________________________ __ ___ ___ _____________ __ ________ ­-STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<« rr FLOW PROCESS FROM NODE 121.60 TO NODE 121.60 IS CODE = 11 ____________________________________________________________________________ ­­VIEW STREAM NUMBER 1 HYDROGRAPHcc FLAW PROCESS FROM NODE 121.60 TO NODE 121.60 IS CODE - 6 »» STREAM NUMBER 2 CLEARED AND SET TO ZERO-­ FLOW PROCESS FROM NODE 121.60 TO NODE 118.90 IS CODE = 5.2 _________________________________________________________________ ­­MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD-­ THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) . 49.21 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 1001.72; DOWNSTREAM ELEVATION(FT) 999.86 CHANNEL LENGTH(FT) . 885.83 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(CPS) 0.00 +____________________________________________ _______________ __________ _____+ C _ 118 +90 MULBERRY AVE. RTE SIDE OF CHP.NNEL EA A8 -4 _ ________________________________________ ____ _____________________ _____+ #+ FLOW + PROCESS + FROM + NODE + + 118.90 + NODE x * + 118.90 x IS + CODE + = + + rl + + + + + + + + +tx _____________________________________________ ___ ____________________________ » » >SUBAREA RUNOFF (UNIT- EYDROGRAPH ANALYSIS) ADDED TO STREAM #2 « « Y: \F60\ 402 \Cai CS \Hydr Ogy \03- 21- 03 \2 out \1- 20 -LTS. Sill. Page 20 of 15 Saved: 511312003 5 :55 PM a = WATERSHED AREA a == 185.560 ACRES; BASEFLOW = 0.000 CFS/SQuApE-mT_v8 -USER ENTERED "LAC" TIME . 0.440 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM W=I RSRED LOSS P.ATE(INM /HOUR) a 0.074; LOW LOSS FRACTION = 0.093 C CIF:ED PEAK RAINPALL DEPTHS (INC_H): IN=U . 0.44; 30- MINUTE = 0.90; 1 -HOUR - 1.40 -HOUR 2.50; 6 -HOUR 3.60; 24 -HOUR = 8.50 CIPITATION DEPTH -AREA REDUCTION FACTORS: S -M - .MUTE = 0.992; 30- MINUTE = 0.992; 1 -HOUR = 0.992 3 -HOUR = 0.999; 6 -HOUR - 0.999; 24 -HOUR - 1.000 STA. 118+90 MULBERRY ALE_ SOUTH SIDE OF CHANNEL AREA C12 FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 1 _____________________________________________ _______________________________ ­­SUBAREA RUNOFF (UgIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #3 «« = WATERSHED AREA 10.000 = ACRES BASEFLOW = 0.000 CPS /SQUARE -MILE *USER ENTERED "LAG" TIME - 0.180 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) - 0.074; LOW LOSS FRACTION . 0.093 SPECIFIED PEAK RAINFALL DEPTHS (INCH) : 5- MINUTE - 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR . 2.50; 6 -HOUR - 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE . 1.000; 30- MINUTE . 1.000; 1 -HOUR - 1.000 3 -HOUR - 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 +___________________________________________________________________________ STA. 118 -90 MULBERRY AVE. SOUTH SIDE OF CHANNEL AREA C13 t # x wkwxx +iii +x ++ w FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE . 1 _____________________________________________ _______________________________ ­­SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #4 «< =a WATERSHED AREA = . = = : = = = _ = ___ 10 000 ACRES; BASEFLOW =0.000 CFS /SQUARE MILE -USER ENTERED "LAG" TIME = 0.180 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) - 0.074; LOW LOSS FRACTION 0.093 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE . 0.44; 30- MINUTE - 0.90; 1 -HOUR = 1.40 3 -HOUR . 2.50; 6 -HOUR . 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: MINUTE a 1.000; 30- MINUTE = 1.000; 1 -HOUR . 1.000 -HOUR . 1.000; 6 -HOUR . 1.000; 24 -HOUR = 1.000 eww +#+#**+ ffikkxf%% f+#%%# it# ittt + +t %xtxx +*+ # + +4t +kfi % #x +wwt +fi wtt % %x + #w +# FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE - 7 _____________________________________________ ____________________________ ___ » >> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1«« FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 7 _____________________________________________ _______________ ________________ ­­STREAM NUMBER 3 ADDED TO STREAM NUMBER l«« FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 7 _____________________________________________ ________________ _______________ > > > STREAM NUMBER 4 ADDED TO STREAM NUMBER 1«« FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE _____________________________________________ _______________________________ ­­VIEW STREAM NUMBER 1 HYDROGRAPH«« FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE - 6 _____________________________________________ ____________________________ ___ ­STREAM NUMBER 2 CLEARED AND SET TO ZERO­ FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE - 6 _____________________________________________ ___________________________ _ ___ > »> STREAM NUMBER 3 CLEARED AND SET TO ZERO«« FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE . 6 _____________________________________________ ____________________ ___________ ­­STREAM NUMBER 4 CLEARED AND SET TO ZERO « « Y PROCESS FROM NODE 118.90 TO NODE 116.40 IS CODE - 5.2 ______________________________________ _____ __________ ________________ » ­­MODEL CHANNE ROUTING OF STREAM #1 BY THE CONVEX METHOD « «< THE MODIFIED = C -ROUTING COEFFICIENT IS ESTIMATED = IN = ORDER TO ROUTE THE STREAM 1 INFLOW EYDROGRP_PH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Y: \'60 \401 \Ca1 cs \Fiya= oiogy \03 -2i -03 \Flood ?out \5- 10- u'5.5,7?: Pao= 11 of 15 Saved: 5/13/2003 5 :55 ??d Chapter 17, page 17 -52, Augest,1972, U.S. Department of Commmerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 49.21 CFANYEL Z = 0.00 UPSTREAM ELZI7ATION(FT) = 999.86; DOWNSTREAM ELEVA TION(FT) 998.58 NN­_-L LENGTH(FT) - 820.21 NANNINC'S FACTOR - 0.015 'TANT LOSS RATE(CFS) = 0.00 -------------------____--________-__-________ _________________- ____________ STA. 116.40 244 M W/O MULBERRY i;3E. SOUTH SIDE OF CHANNEL AREA C14 i ____________________________________________ ______________________________ ++ r# fi+ x###++** rrrrr+ rxrirrrf+ fxfxxri++++ rxxrx +rx « +fi + +r + *rir # +r +xrtx «xix + + + +e FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE 1 _____________________________________________ ___________________ ____________ > »>SUBARHA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2­­ ... ATERSHE = = - == = D AREA = � 175 = 540 ACRES` BASEFLOW = 05 _ 000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.260 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074; LOW LOSS FRACTION = 0.093 SPECIFIED PEAR RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE - 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR - 1.000; 24 -HOUR = 1.000 * # FLOW * PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE = 7 ____________________________________________________________________________ ­­STREAM NUMBER 2 ADDED TO STREAM NUMBER 1«« + +x +r # +f # + + xx *fi rxx * #ffffr fix+ r+++ r++++ xx+ r+ xf +x ++ +r + +rrxx «rt +x + +r + +rtrtrt * « + + ++ FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE = 11 _____________________________________________ __ __________ __________ _________ >­-VIEW STREAM NUMBER 1 HYDROGRAPH« « . rf+ kfifxfi+ x++ x+# r+« xxrrx+ fr+ r+ f++ xr +r + +e + + + + #xr + +r + «rt «xrf +fx + + +x *xxx * + +r FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE = 6 _____________________________________________ __ ________________ _____________ »»> STREAM NUMBER 2 CLEARED AND SET TO ZERO« « + r+ f+ rf* x+ xxxfirrxrtfi+ f+ rrf + ++ +rt « * + * +xxr + + + + + +rt +x + + + + ++ +xxx• + +rt +rt + + + +x + + + + +r ++ LOW PROCESS FROM NODE 116.40 TO NODE 111.00 IS CODE = 5.2 »MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD­ << ¢ MODIFIED C- ROUTING COEFFICIENT ­ IS ESTIMATED . ORDER ­ TO = ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 49.21 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) 998.58; DOWNSTREAM ELEVATION(FT) = 991.06 CHANNEL LENGTH(FT) = 1771.65 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(CPS) 0.00 + # FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE 11 _____________________________________________ _________ ____________ __________ »»-VIEW STREAM NUMBER 1 HYDROGRAPH«« ?age 12 of 15 Y : \- 60\401 \Cai cs \9ydroiogy \03- 21 -03 \ ?i oodROUt \I- i0 -uS. Sil!. Saved: 312712003 10:02 AM F L O O D R 0 U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL:(909) 933 -5225 FAX:(909) 933 -5228 www.boyleengineering.com +x + + + +xx + + + + + + +x + +x + +xxxxx DESCRIPTION OF STUDY ++ +xxx + + + + + + + + + + +x +xx + + + +x • I -10 CHANNEL CAPACITY ANALYSIS OC -F60 -401 CITY OF FONTANA • FLOOD ROUTING - FUTURE FONTANA AVENUE STORM DRAIN • AREA B1 x +xxx + + + + + +x ++ xxx + + + + + + + + +x+ xxx + + + +x + + + + +x+ xxx +x + + + + + + + + + + + + +x + + + + + + + +xx + +x FILE NAME: B- US.DAT TIME /DATE OF STUDY: 10:01 03/27/2003 ** INPUT SUMMARY ** + - - - - - - — - - - - - - - - - - - - - — — — - - - - — — - - - - - - - - - - - - - - - - - — - - - - - - - - - - - - - - RANDALL & CATAWBA & FONTANA AVENUE SEE RATIONAL METHOD CALCS FOR UPSTREAM B1, B2, B11 AREAS +-----------------------------------------.----- ----- -- --- --- --- ------- - - - - -+ + + + + + + + + + + + + ++ + + +xx+xxxxxx+ xxx++++ x +x + + + + +x +xx + + + + + + + + + + + + + ++ + + ++ +xxx + + + + + ++ FLOW PROCESS FROM NODE 290.00 TO NODE 290.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #1 « — WATERSHED AREA = 569.100 ACRES; BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.280 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.284; LOW LOSS FRACTION = 0.275 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.975; 30- MINUTE = 0.975; 1 -HOUR = 0.975 3 -HOUR = 0.996; 6 -HOUR = 0.998; 24 -HOUR = 0.999 + +xx +xxxxxx+ xxx+++ x+ xx++++ x+++++ x+++ x+++ xx +x + + + + + + + + + + + + + + + + + +x +x +x + +x +x FLOW PROCESS FROM NODE 290.00 TO NODE 310.00 IS CODE = 4 --- — -- --- ---- ----------- — ------------------------------------------------- ­­MODEL PIPEFLOW ROUTING OF STREAM #1« « ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL(NORMAL DEPTH, Dn), AND FLOWS IN EXCESS OF (.82)(DIAMETER) ARE PONDED AT THE UPSTREAM INLET. UNIT INTERVAL FLOW VELOCITY COMPUTED USING Dn UP TO (0.938)(DIAMETER): PIPELENGTH(FT) = 1873.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) = 1146.50; DOWNSTREAM ELEVATION(FT) = 1121.30 PIPE DIAMETER(FT) = 7.75 + - - - - - - - - - - - - - - - — - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + POPLAR & FONTANA AVENUE AREA B1 - FROM NODE 290 TO 310 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - — - - - - - - - - - - - — - - - - - - - - - - - - - - - + +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 ---------------------------------------------------------------------------- » ­­SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2< «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- WATERSHED AREA = 10.000 ACRES; BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.240 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.371; LOW LOSS FRACTION = 0.350 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 1.000; 30- MINUTE = 1.000; 1 -HOUR = 1.000 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 -- --- ------ --- ----- ---- -- --- - -+ ' & FONTANA AVENUE EA B10 +------------------------------------------------- ---- --- --------- -- --- ----+ Page 1 of 10 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \B- US- SUM.FLD Saved: 3/27/2003 10:02 AM FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 ---------------------------------------------------------------------------- » » SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #3,< TERSHED AREA = 132.740 ACRES; BASEFLOW = 0.000 CFS /SQUARE -MILE SER ENTERED "LAG" TIME = 0.260 HOURS LLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.315; LOW LOSS FRACTION = 0.302 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.994; 30- MINUTE = 0.994; 1 -HOUR = 0.994 3 -HOUR = 0.999; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 7 ---------------------------------------------------------------------------- » » STREAM NUMBER 2 ADDED TO STREAM NUMBER 1« « FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 7 ---------------------------------------------------------------------------- > >> STREAM NUMBER 3 ADDED TO STREAM NUMBER 1« <<< FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO« « < FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 6 ---------------------------------------------------------------------------- / II,,II��z »> STREAM NUMBER 3 CLEARED AND SET TO ZERO<<<<< Ili __________________________________ ---- ___ __________________ FLOW PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 5.2 ---------------------------------------------------------------------------- » > >MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD« << ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 8.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 1121.30; DOWNSTREAM ELEVATION(FT) = 1108.70 CHANNEL LENGTH(FT) = 938.00 MANNING'S FACTOR = 0.013 CONSTANT LOSS RATE(CFS) = 0.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- + -------------------------------------------- ------- --- --------------- - -- -- LIME & FONTANA AVENUE AREA B1 - FROM NODE 330 TO 320 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2 « - ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- WATERSHED AREA = 37.720 ACRES; BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.270 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400; LOW LOSS FRACTION = 0.500 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.998; 30- MINUTE = 0.998; 1 -HOUR = 0.998 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 OW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 7 ­-STREAM NUMBER 2 ADDED TO STREAM NUMBER 1« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Page 2 of 10 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \B- US- SUM.FLD Saved: 3/27/2003 10:02 AM FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 11 ---------------------------------------------------------------------------- »> >VIEW STREAM NUMBER 1 HYDROGRAPH« « FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< ---------------------------------------------- -------------------- - - - - -- FLOW PROCESS FROM NODE 320.00 TO NODE 360.00 IS CODE = 5.2 --------- - ----------- --------------------- ---------- - --------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD­­ ---------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 8.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 1108.70; DOWNSTREAM ELEVATION(FT) = 1096.20 CHANNEL LENGTH(FT) = 935.00 MANNING'S FACTOR = 0.013 CONSTANT LOSS RATE(CFS) = 0.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- +- --- ---- ---- -- ---- -- --- --- ------ - -- --- - - --- -- ----- -- -- --- ---- --- --+ ELM & SAN BERNARDINO & FONTANA AVENUE AREA B1 - FROM NODE 320 TO 360 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 ---------------------------------------------------------------------------- ­­SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #2­­< WATERSHED AREA = 10.000 ACRES; BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.190 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.371; LOW LOSS FRACTION = 0.350 SPECIFIED PEAK RAINFALL DEPTHS(INCH): O MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 ECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 1.000; 30- MINUTE = 1.000; 1 -HOUR = 1.000 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ELM & SAN BERNARDINO & FONTANA AVENUE AREA B9 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #3<<<<< WATERSHED AREA = 133.200 ACRES; BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.260 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.382; LOW LOSS FRACTION = 0.360 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.994; 30- MINUTE = 0.994; 1 -HOUR = 0.994 3 -HOUR = 0.999; 6 -HOUR = 1.000; 24 -HOUR = 1.000 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ELM & SAN BERNARDINO & FONTANA AVENUE AREA B3 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>SUBAREA RUNOFF ( UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #4< << WATERSHED AREA = 485.240 ACRES; BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.350 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED 'IMM WATERSHED LOSS RATE(INCH /HOUR) = 0.366; LOW LOSS FRACTION = 0.346 CECIUD IE PEAK RAINFALL DEPTHS(INCH): MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.978; 30- MINUTE = 0.978; 1 -HOUR = 0.978 Page 3 of 10 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \B- US- SUM.FLD Saved: 312712003 10:02 AM 3 -HOUR = 0.997; 6 -HOUR = 0.998; 24 -HOUR = 0.999 FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 7 p -STREAM NUMBER 2 ADDED TO STREAM NUMBER 1« « FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 7 ­>-STREAM NUMBER 3 ADDED TO STREAM NUMBER 1« <<< FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 7 ---------------------------------------------------------------------------- >> »-STREAM NUMBER 4 ADDED TO STREAM NUMBER l<<<<< FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH <<<<< FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 6 ---------- -- ------ --- --- --------- ---- - - -- - - ------------------------------- >> »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« « +++++++++++ x+ xx+* xxx xx* x xxxx***++**+***++++ + + + +x + + + + + xx + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 3 CLEARED AND SET TO ZERO<<<<< FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 6 ------------------------------- -- -- -------- ------- --- -- ----- -- - ----- �` - > »STREAM NUMBER 4 CLEARED AND SET TO ZERO«< < FLOW PROCESS FROM NODE 360.00 TO NODE 370.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD-- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 12.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 1096.20; DOWNSTREAM ELEVATION(FT) = 1070.70 CHANNEL LENGTH(FT) = 1901.00 MANNING'S FACTOR = 0.013 CONSTANT LOSS RATE(CFS) = 0.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- +-------------------------------------------- --- ---- -------- ----- ----- - -- - -+ BEECH & FONTANA AVENUE AREA B1 - FROM NODE 360 TO 370 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2 « - WATERSHED AREA = 18.590 ACRES; BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.240 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.371; LOW LOSS FRACTION = 0.350 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ECH & FONTANA AVENUE EA BB +--- --- --- --- ----- ---- --- -- ---- - -- - -- ----- ---- ----- ---- ------- -- - - - -+ Page 4 of 10 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \B- US- SUM.FLD Saved: 312712003 10:02 AM +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 1 ---------------------------------------------------------------------------- ­­SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #3 - - AMObCd ATERSHED AREA = 206.570 ACRES; BASEFLOW = 0.000 CFS /SQUARE -MILE SER ENTERED "LAG" TIME = 0.270 HOURS LEY(DEVELOPED) S -GRAPH SELECTED IMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.336; LOW LOSS FRACTION = 0.319 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.991; 30- MINUTE = 0.991; 1 -HOUR = 0.991 3 -HOUR = 0.999; 6 -HOUR = 0.999; 24 -HOUR = 1.000 x++++++++++ r+++++++++++++++++++++++ r++++ xr+++ rrr + +rrrrrrrrr +r + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1« « ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ++ rxr+ r+ rrr+ xrrr+ rrr+ r+ rrrrr++ rr+++++ r+++++++ + + + + + + + + + + + + + + + + + + + + + + + +rxrrrrr FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>,STREAM NUMBER 3 ADDED TO STREAM NUMBER 1« « ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ++++++++++++++ xr+ xxxxrrrrrrrrrrrxrrxxrr+ xrrr+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 11 ---------------------------- ------------------------------- - --- ------ - ----- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH« « ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< ----------------------------------------------------- ---- ------- ------------ ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 6 ---------------------------------------------------------------------------- �'" - » »,STREAM NUMBER 3 CLEARED AND SET TO ZERO« «< ++ x++ x+ x+ xxr++ rx+++ rxrrrrrrr+ rr+ x++ xx+ x+++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 370.00 TO NODE 380.00 IS CODE = 5.2 ---------------------------------------------------------------------------- ­>-MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD« « ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) _ 11070.70; DOWNSTREAM ELEVATION(FT) = 1058.00 CHANNEL LENGTH(FT) = 941.00 MANNING'S FACTOR = 0.013 CONSTANT LOSS RATE(CPS) = 0.00 +-- - - ---- - ---- - ---------------------------- --- -------- -------- ------ -- ---+ CAROB & FONTANA AVENUE AREA B1 - FROM NODE 370 TO 380 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2 « << WATERSHED AREA = 31.150 ACRES; BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.190 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.371; LOW LOSS FRACTION = 0.350 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 OW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 7 ---------------------------------------------------- » -STREAM NUMBER 2 ADDED TO STREAM NUMBER 1­­ ------------ Page 5 of 10 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \B- US- SUM.FLD Saved: 3/27/2003 10:02 AM FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 11 ----- -- - --- ---------------------------------------------------------- » »>VIEW STREAM NUMBER 1 HYDROGRAPH« <<< ______________ FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 6 ------ - ------------- - ----- - -------------------- - ------------------------ >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO « << FLOW PROCESS FROM NODE 380.00 TO NODE 390.00 IS CODE = 5.2 ------- -------- ---- --------- --- - - - - --- -- ---------------------------------- >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD« « ---------------------------------------- --------------- ------- --- ----- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 28.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 1058.00; DOWNSTREAM ELEVATION(FT) = 1045.50 CHANNEL LENGTH(FT) = 932.00 MANNING'S FACTOR = 0.013 CONSTANT LOSS RATE(CFS) = 0.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- + - --- 'r ----------------------------------------- -- --- -- --- --- ------ -- ---- -+ VALLEY & HEMLOCK & FONTANA AVENUE AREA B1 - FROM NODE 380 TO 390 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ------- ----- -- --------- ------- - - - - -- ------------------------ » >>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2­­< ---------------------------------------------------------------------------- WATERSHED AREA = 30.150 ACRES; BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.280 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.315; LOW LOSS FRACTION = 0.302 �' SPECIFIED PEAK RAINFALL DEPTHS(INCH): MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 a3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 ECIPITATION DEPTH -AREA REDUCTION FACTORS: - MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 +-------------------------------------------- ----------- ------ --- ----- - -- - -+ VALLEY & HEMLOCK & FONTANA AVENUE AREA B4 + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ---------------------------------------------------------------------------- » > >SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) ADDED TO STREAM #3<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- WATERSHED AREA = 198.390 ACRES; BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.390 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.258; LOW LOSS FRACTION = 0.253 SPECIFIED PEAK RAINFALL DEPTHS(INCH): 5- MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.991; 30- MINUTE = 0.991; 1 -HOUR = 0.991 3 -HOUR = 0.999; 6 -HOUR = 0.999; 24 -HOUR = 1.000 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 3 ADDED TO STREAM NUMBER 1«<<< OW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 11 ---------------------------------------------------- » » >VIEW STREAM NUMBER 1 HYDROGRAPH« « ---- -------------- -- - ---- --- - ---- Page 6 of 10 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodROUt \B- US- SUM.FLD Saved: 312712003 10:02 AM FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 6 ---------------------------------------------------------------------------- » >> STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< - - --- ------------------------------------------------------------------- FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 6 --------- ------------------------- - ----- - -------------------- --- -- - - - -- - -- >>>>> STREAM NUMBER 3 CLEARED AND SET TO ZERO<< c< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ++ xxxx+ x+++++ xxxxxx++ xx+ x+ x++++++++ ++++++++++ + + + +xxx +xxxxx + +xx + + + + + +x + + + + + ++ FLOW PROCESS FROM NODE 390.00 TO NODE 420.00 IS CODE = 5.2 ---------------------------------------------------------------------------- ­­MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD« «c THE MODIFIED C ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 28.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 1045.50; DOWNSTREAM ELEVATION(FT) = 1036.70 CHANNEL LENGTH(FT) = 1079.00 MANNING'S FACTOR = 0.013 CONSTANT LOSS RATE(CFS) = 0.00 ---------------------------------- ---- ------ - - - - -- + - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + WASHINGTON DRIVE & HEMLOCK AVENUE AREA B1 - FROM NODE 430 TO 420 + - - - - - - - - - - - - - - - - - -- ---- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ADDED TO STREAM #2« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- WATERSHED AREA = 33.230 ACRES; BASEFLOW = 0.000 CFS /SQUARE -MILE -USER ENTERED "LAG" TIME = 0.250 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED _ MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074; LOW LOSS FRACTION = 0.093 j SPECIFIED PEAK RAINFALL DEPTHS(INCH): ( MINUTE = 0.44; 30- MINUTE = 0.90; 1 -HOUR = 1.40 3 -HOUR = 2.50; 6 -HOUR = 3.60; 24 -HOUR = 8.50 RECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE = 0.999; 30- MINUTE = 0.999; 1 -HOUR = 0.999 3 -HOUR = 1.000; 6 -HOUR = 1.000; 24 -HOUR = 1.000 FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 7 ---------------------------------------------------------------------------- ­­STREAM NUMBER 2 ADDED TO STREAM NUMBER 1« << --------------------------------------------- -- ----- - -- -- ---------- - - - --- FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>,>VIEW STREAM NUMBER 1 HYDROGRAPH« <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 6 -- -- -- --- --------------- --- - ----- - ----------------------------------------- ­­STREAM NUMBER 2 CLEARED AND SET TO ZERO« « FLOW PROCESS FROM NODE 420.00 TO NODE 470.00 IS CODE = 5.2 ---------------------------------------------------------------------------- » » MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD« « THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 28.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) 1036.70; DOWNSTREAM ELEVATION(FT) = 1035.00 CHANNEL LENGTH(FT) = 209.00 MANNING'S FACTOR = 0.013 CONSTANT LOSS RATE(CFS) = 0.00 -10 CHANNEL & HEMLOCK�AVENUE SEE I -10 CHANNEL FLOOD ROUTING CALCS +--- - --------------------------------------- ---------------- --- ---- -- -- ---+ Page 7 of 10 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03\FloodROVt \B- US- SUM.FLD Saved: 312712003 10:02 AM FLOW PROCESS FROM NODE 470.00 TO NODE 470.00 IS CODE = 11 -------------------------------------------------------------------------- » >VIEW STREAM NUMBER 1 HYDROGRAPH-- x+* YxYYxx+*+ Y*+* t#* xxx++ xYY++*+** xxxxxx++ t#*# # # xYx + + * * * ** * * * Y # + + + * * * * * *tt #Y+ FLOW PROCESS FROM NODE 470.00 TO NODE 470.00 IS CODE = 10.3 ---------------------------------------------------------------------------- »> -WRITE STREAM HYDROGRAPH TO A FILE« << STREAM HYDROGRAPH # 1 STORED IN FILE [B- USI.TXT ] Page 8 of 10 Y: \F60 \401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \B- US- SUM.FLD Stream Hydro graph in Five - Minute Intervals (cfs) - Area B1 Confluence at I -10 (Mulberry Channel and Hemlock Avenue 501 r* See B Area Flood Routing Calculations Time (hrs) Q (cfs) No. of data pairs 5 -min interval no. (n) Q (cros) 0.083 2.02 1 1 0.06 0.167 12.19 2 2 0.35 0.250 36.15 3 3 1.02 0.333 88.97 4 4 2.52 _ 0.417 155.60 5 5 4.41 0.500 208.62 6 6 5.91 0.583 243.41 7 _ 7 6.89 0.667 264.98 8 8 7.50 0.750 277.56 9 - - 9 -- 7.86 0.833 284.74 10 10 8.06 0.917 288.88 _ 11 11 8.18 1.000 291.37 12 12 8.25 1.083 293.35 13 13 8.31 1.167 294.99 14 14 8.35 .1.250 295.95 15 15 8.38 1.333 296.56 16 16 8.40 1.417 297.17 17 17 8.41 1.500 297.78 18 18 8.43 1.583 298.41 19 19 8.45 1.667 299.05 20 20 8.47 1.750 299.69 21 21 8.49 1.833 300.34 22 22 8.50 1.917 300.99 23 _ 24 23 8.52 2.000 301.65 24 8.54 2.083 302.32 25 25 8.56 2.167 302.98 26 26 8'.58 2.250 303.66 27 27 8.60 2.333 304.34 28 28 8.62 2.417 305.02 29 29 8.64 2.500 305.72 30 30 8.66 2.583 306.41 31 31 8.68 2.667 307.12 32 32 8.70 2.750 307.82 33 33 8.72 2.833 1 308.54 34 1 34. 1 8.74 2.917 309.25 35 35 8.76 B- Area -Hydro graph- US2Metric.xls Pale 1 of 8 3/27/2003 10:41 AM [A IN [A Time (brs) Q (cfs) No. of data pairs 5 -min interval no. (n) Q (cros) 3.000 309.98 36 36 8.78 3.083 310.71 37 37 8.80 3.167 311.45 3 8 3 $ 8.82 3.250 312.20 39 39 8.84 3.333 312.95 40 40 8.86 3.417 313.71 41 41 8.88 3.500 314.47 42 42 8.90 3.583 315.24 43 43 8.93 3.667 316.02 44 44 8.95 3.750 316.81 45 45 8.97 3.833 317.60 46 46 8.99 3.917 318.40 47 47 9.02 4.000 319.21 48 48 9.04 4.083 320.03 49 49 9.06 4.167 320.85 50 50 9.09 4.250 321.68 51 51 9.11 4.333 322.52 52 52 9.13 4.417 323.37 53 53 9.16 4.500 324.23 54 54 9.18 4.583 325.09 55 55 9.21 4.667 325.96 56 56 9.23 4.750 326.84 57 57 9.26 4.833 327.73 58 58 9.28 4.917 328.63 59 59 9.31 5.000 329.53 60 60 9.33 5.083 330.45 61 61 9.36 5.167 331.38 62 62 9.38 5.250 332.31 63 63 _ 9.41 - 9.44 5.333 333.25 -- 64 - -- - 64 - 5.417 334.21 65 65 9.46 5.500 335.17 66 66 9.49 5.583 336.15 67 67 9.52 5.667 337.13 68 68 9.55 5.750 338.13 69 69 9.57 5.833 339.14 70 70 9.60 5.917 340.15 71 71 9.63 6.000 341.18 72 72 9.66 6.083 342.22 73 73 9.69 6.167 343.27 74 1 74 9.72 6.250 344.33 1 75 1 75 9.75 B- Area- Hydrograph- UKMetricals Pale 2 of 8 3/27/2003 10:41 AM [7 big Time Ors) Q (cfs) No. of data pairs 5 -min interval no. (n) Q (cros) 0333 345.41 76 76 9.78 6.417 346.50 77 77 9.81 6.500 347.60 78 78 9.84 6.583 34851 79 79 9.87 0667 349.84 80 80 191 6550 35198 81 81 9.94 6.833 352.13 82 82 9.97 1917 35330 83 83 10.00 7.000 354.48 84 84 10.04 7.083 355.67 85 85 1017 7.167 356.88 86 86 1111 7250 358.11 87 87 1114 7.333 359.35 88 88 1118 7.417 36050 89 89 10.21 7.500 361.88 90 90 1025 7.583 363.17 91 91 1028 7.667 364.47 92 92 1032 7.750 36539 93 93 1036 7.833 367.14 94 94 10.40 7917 36850 95 95 10.43 8.000 36187 96 96 10.47 8083 37127 97 97 1051 8167 37168 98 98 1155 8250 374.12 99 99 1059 8.333 375.58 100 100 10.64 8.417 377.05 101 101 1168 8.500 378.55 102 102 1052 8.583 380.07 103 103 1056 8.667 381.61 104 104 1011 8.750 383.18 105 105 1085 8.833 384.77 106 106 1000 8.917 3 86.3 8 107 107 1004 9.000 388.02 108 108 1009 9.083 389.68 109 109 1113 9.167 391.37 110 110 1118 9.250 393.09 111 111 11.13 9.333 394.83 112 112 1118 9.417 396.60 113 113 1113 9.500 398.41 114 114 1118 9.583 400.24 115 115 11.33 B- Area- Hydro,raph -U S2Metric.xls Pale 3 of 8 3/27/2003 10:41 AM C7 Vq H -1 Time (his) Q (cfs) No of data pairs 5 -min interval no. (n) Q (cros) 9.667 402.10- 116 116 11.3 9 9.750 404.00 117 117 11.44 9.833 405.93 118 118 11.49 9.917 407.89 119 119 11.55 10.000 409.88 120 120 11.61 10.083 411.92 121 121 11.66 10.167 413.99 122 122 11.72 10.250 416.10 123 123 11.78 10.333 418.24 124 124 11.84 10.417 420.43 125 125 11.91 10.500 422.66 126 126 11.97 10.583 424.94 ^ 127 127 12.03 10.667 427.26 128 128 12.10 10.750 429.62 129 129 12.17 10.833 432.04 130 130 12.23 10.917 434.50 131 131 12.30 11.000 437.02 132 - 132 12.38 11.083 439.59 133 133 12.45 11.167 442.22 134 134 12.52 11.250 444.90 135 135 12.60 11.333 447.65 136 136 12.68 11.417 450.45 137 137 12.76 11.500 453.33 138 138 12.84 11.583 456.27 139 139 12.92 11.667 459.28 140 140 13.01 11.750 462.36 141 141 13.09 11.8 465.50 142 142 13.18 11 .917 468.73 143 143 13.27 12.000 472.05 144 144 13.37 12.083 474.84 145 145 13.45 12.167 475.06 146 146 13.45 12.250 470.60 147 147 1333 12.333 461.76 148 148 13.08 12.417 451.20 149 149 12.78 12.500 442.51 150 150 12.53 12.583 437.66 151 151 12.39 12.667 436.51 152 152 12.36 12.750 438.01 153 153 12.40 12.833 441.07 154 154 12.49 12.917 445.06 155 155 12.60 B -Area- Hydrograph- US2Metric.xls Pale 4 of 8 3/27/2003 10:41 AM m � Time (hrs) Q (cfs) No. of data pairs 5 -min interval no. (n) Q (cros) 13.000 449.64 156 156 12.73 13.083 454.61 157 157 12.87 13.167 459.86 158 158 13.02 13.250 465.35 159 159 13.18 13.333 471.12 160 160 13.34 13.417 477.18 161 161 13.51 13.500 483.53 162 162 13.69 13.583 490.16 163 163 13.88 13.667 497.08 164 164 14.08 13.750 504.32 165 165 14.28 13.833 511.89 166 166 14.50 13.917 519.84 167 167 14.72 14.000 528.19 168 168 14.96 14.083 537.07 169 169 15.21 14.167 546.84 170 170 15.48 14.250 557.95 171 171 15.80 14.333 570.49 172 172 16.15 14.417 584.17 173 173 16.54 14.500 598.35 174 174 16.94 14.583 612.58 175 175 17.35 14.667 626.96 176 176 17.75 14.750 641.81 177 177 18.17 14.833 657.45 178 178 18.62 14.917 674.17 179 179 19.09 15.000 692.22 180 180 19:60 15.083 711.87 181 181 20.16 15.167 733.41 182 182 20.77 15.250 757.19 183 - - --- 184 - - 183 - - 21.44 - 22.19 15.333 -- 783.63 184 15.417 814.94 185 185 23.08 15.500 857.02 186 186 24.27 15.583 915.84 187 187 25.93 15.667 991.61 188 188 28.08 15.750 1074.65 189 189 30.43 15.833 1143.19 190 190 32.37 15.917 1183.42 191 191 33.51 16.000 1218.99 192 192 34.52 16.083 1363.41 193 193 38.61 16.167 1780.22 194 194 50.41 16.250 2422.98 195 195 68.61 B -Area- Hydrograph- US2Metric.xls Page 5 of 8 3/27/2003 10:41 AM A IN U O Time (hrs) Q (cfs) No. of data pairs 5 -min interval no. (n) Q (cros) 16.333 2939.35 196 196 83.23 16.417 3101.07 197 197 87.81 16.500 2878.57 198 198 81.51 16.583 2390.29 199 199 67.69 16.667 1867.34 200 200 52.88 16.750 1456.99 201 201 41.26 16.833 1183.37 202 202 33.51 16.917 100 1.71 203 203 28.37 17.000 878.88 204 204 24.89 17.083 795.13 205 205 22.52 17.167 736.51 206 206 20.86 17.250 68 9.69 207 207 1933 17.333 647.22 208 208 18.33 17.417 610.60 209 209 17.29 17.500 580.56 210 210 16.44 17.583 556.38 211 211 15.75 17.667 535.82 212 212 15.17 17.750 517.91 213 213 14.67 17.833 50105 214 214 14.22 17.917 487.76 215 215 13.81 18.000 474.76 216 216 13.44 18.083 463.41 217 217 13.12 18.167 455.66 218 218 12.90 18.250 453.56 219 219 12.84 18.333 456.72 220 220 12.93 18.417 462.39 221 221 13.09 18.500 466.99 222 222 13.22 18.583 468. 223 223 13 18.667 466.92 224 224 13.22 18.750 463.25 225 225 13.12 18.833 458.52 226 226 12.98 18.917 453.36 227 227 12.84 19.000 448.07 228 228 12.69 19.083 442.84 229 229 12.54 437.76 230 230 12.40 F 9 9. , 2 432.86 231 231 12.26 428.11 232 232 12.12 . 423.50 233 233 11.99 19.500 419.051 234 234 11.87 19.583 414.761 235 235 11.74 B- Area -Hydro Graph- US2Metric.xls Page 6of8 3/27/2003 10:41 AM W" ES NO Time (his) Q (cfs) No. of data pairs 5 -min interval no. (n) Q (cros) 19.667 410.63 236 236 11.63 19.750 406.64 237 237 11.51 19.833 402.79 238 238 11.41 19.917 399.07 239 239 11.30 20.000 395.47 240 240 11.20 20.083 391.99 241 241 E 1.10 20.167 388.61 242 242 11.00 20.250 385.34 243 243 10.91 20r 20.417 333 382.17 244 244 379.09 245 245 376.10 246 246 110.49 373.19 247 247 2. 370.36 248 248 20.750 367.61 249 249 20.833 364.94 250 250 10.33 20.917 362.33 251 251 10.26 21.000 359.79 252 252 10.19 21.083 357.31 253 253 10.12 � 21.167 354.89 254 254 10.05 21.250 352.53 255 255 21.333 350.23 256 256 21.417 347.98 257 257 21.500 345.78 258 258 A9.61 21.583 343.63 259 259 21.667 341.53 260 260 21.750 339.48 261 261 21.833 337.47 262 262 9.56 21.917 335.50 263 263 9.50 22.000 333.57 264 264 9.45 22.083 331.69 265 265 22.167 329.84 266 26 6 A9.29 22.250 328.03 267 267 22.333 326.25 268 268 9.24 22.417 324.51 269 269 9.19 22.500 322.80 270 270 9.14 22.583 321.13 271 271 9.09 22.667 319.48 272 272 9.05 ' 22.750 317.87 273 273 9.00 22.833 316.28 274 274 8.96 22.917 314.73 275 275 8.91 B- Area- Hydro,raph- US2Metric.xls Page 7 of 8 3/27/2003 10:41 AM 14 NO Time (his) Q (cfs) No. of data pairs 5 -min interval no. (n) Q (cros) 23.000 313.20 276 276 8.87 23.083 311.70 277 277 8.83 23.167 310.22 278 278 8.78 23.250 308.76 279 279 8.74 23.333 307.33 280 280 8.70 23.417 305.92 281 281 8.66 23.500 304.54 282 282 8.62 23.583 303.18 283 283 8.59 23.667 301.85 284 284 8.55 23.750 300.53 285 285 8.51 23.833 299.24 286 286 8.47 23.917 297.97 287 287 8.44 24.000 296.71 288 288 8.40 Y:\F60\ 401 \Calcs\ Hydrology \03- 21- 03\F1oodRout \[B- Area- Hydrograph -U 51Metric.xisl �)neeu B- Area -Hydro graph- US2Metric.xls Pale 8 of 8 3/27/2003 10:41 AM Saved: 3/27/2003 .10:03 P1. rr rrr: trrrrrr trrtrrrr tttrrrrr:r txr trtxrrrrr rr ttrrrrtrrrrrxxrrrrrtrrxxrrrtrrx FLOW PROCESS FROM NODE 470.00 TO NODE 470.00 IS CODE = 11 0-VIEW = S - L - RE-AM N 01-MER 1 -- MROG'xApH « «< STREAM HYDROGF.APH IN FiT- MIN - -OOT UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME (HRS) VOLUME OAF) Q(CFS) 0. 800.0 1600.0 2400.0 3200.0 ---------------------------------------------------------------------------- 0.083 0.0139 2.02 Q 0.167 0.0979 12.19 Q 0.250 0.3468 36.15 Q 0.333 0.9596 88.97 VQ 0.417 2.0312 155.60 VQ - 0.500 3.4680 208.62 V Q _ - - 0.583 5.1444 243.41 V Q - - - 0.667 6.9693 264.98 V Q 0.750 8.8808 277.56 V Q 0.833 10.8418 284.74 V Q 0.917 12.8314 288.88 V Q 1.000 14.8381 291.37 V Q - - 1.083 16.8584 293.35 V Q 1.167 18.8900 294.99 V Q - 1.250 20.9282 295.95 V Q 1.333 22.9707 296.56 V Q 1.417 25.0173 297.17 .V Q - - 1.500 27.0681 297.76 ,.V Q 1.563 29.1232 298.41 V Q 1.667 31.1828 299.05 .V Q 1.750 33.2467 299.69 .V Q 1.833 35.3152 300.34 V Q 1.917 37.3881 300.99 .V Q 2.000 39.4656 301.65 .V Q 2.083 41.5477 302.32 .V Q 2.167 43.6344 302.98 V Q 2.250 45.7257 303.66 .V Q - 2.333 47.8217 304.34 VQ - 2.417 49.9224 305.02 VQ - 2.500 52.0279 305.72 VQ 2.583 54.1382 306.41 VQ 2.667 56.2533 307.12 VQ 2.750 58.3733 307.82 VQ 2.833 60.4982 308.54 VQ 2.917 62.6280 309.25 _ VQ 3.000 64.7629 309.98 VQ 083 66.9028 310.71 VQ - I .167 69.0477 311.45 VQ 3.250 71.1978 312.20 Q - 3.333 73.3531 312.95 Q 3.417 75.5136 313.71 Q 3.500 77.6794 314.47 Q - - 3.583 79.8505 315.24 Q - - 3.667 82.0270 316.02 Q 3.750 84.2088 316.81 Q - - 3.833 86.3962 317.60 Q 3.917 88.5891 318.40 Q - 4.000 90.7875 319.21 Q 4.083 92.9916 320.03 VQ 4.167 95.2013 320.85 Q - - 4.250 97.4167 321.66 Q 4.333 99.6380 322.52 Q 4.417 101.8650 323.37 Q - - 4.500 104.0980 324.23 Q 4.583 106.3369 325.09 Q 4.667 108.5818 325.96 Q _ - 4'.750 110.8328 326.84 Q 4.833 113.0899 327.73 Q - 4.917 115.3531 328.63 _ Q - 5.000 117.6227 329.53 Q - 5.083 119.8985 330.45 _ QV - 5.167 122.1807 331.38 QV 5.250 124.4693 332.31 QV _ 5.333 126.7645 333.25 QV - - 5.417 129.0662 334.21 QV - 5.500 131.3745 335.17 QV - 5.583 133.6896 336.15 QV 5.667 136-0115 337.13 QV - 5.750 138.3402 338.13 QV - 5.833 140.6758 339.14 QV 5.917 143.0185 340.15 Q V 6.000 145.3682 341.18 Q V - - 6.083 147.7251 342.22 Q V 6.167 150.0892 343.27 Q V 6.250 152.4607 344.33 Q V 6.333 154.8395 345.41 Q V - 6.417 157.2259 346.50 Q V - 6.500 159.6198 347.60 Q V 6.583 162.0214 346.71 Q V - i0 6-667 164.4307 349.84 Q V - 6.750 166.8479 350.96 Q V 6.833 169.2731 352.13 Q V 6.917 171.7062 353.30 Q V 7.000 174.1475 354.48 _ Q V _ - 7.083 176.5970 355.67 Q V 7.167 179.0549 356.88 Q V 7.250 181.5212 358.11 Q V - - - 7.333 183.9960 359.35 Q V ?age 1 of 4 C:\ aes2000 \hydrosft \ratscx \B- US- DTL.FLD Saved: 3/27/2003 10:03 AM 7.417 186.4795 360.60 Q V 7.500 188.9718 361.88 Q V 7.Sfi3 191.4729 363.17 _ Q V _ 667 193.9831 364.47 Q V _ _750 0 196.5023 365.79 _ Q V _ 7 .833 199.0308 367.14 Q V _ 7.917 201.5686 368.50 Q V - 8.000 204.1160 369.87 Q V _ 8.083 206.6729 371.27 Q V . 8.167 209.2396 372.68 Q V . 8.250 211.8162 374.12 Q V 8.333 214.4028 375.58 Q V. _ 8.417 216.9996 377.05 Q V. 8.500 219.6067 378.55 Q V. 8.583 222.2243 380.07 Q V. 8.667 224.8524 381.61 Q V. 8.750 227.4914 383.18 Q V. 8.833 230.1413 384.77 Q V. 8.917 232.8023 386.38 Q V. 9.000 235.4746 388.02 Q V- 9.083 238.1584 389.68 Q V 9.167 240.8538 391.37 Q V 9.250 243.5610 393.09 Q V 9.333 246.2802 394.83 Q V 9.417 249.0117 396.60 Q V 9.500 251.7555 398.41 Q V 9.583 254.5119 400.24 Q V 9.667 257.2813 402.10 Q V 9.750 260.0636 404.00 Q V 9.833 262.8592 405.93 Q V 9.917 265.6684 407.89 Q V 10.000 268.4913 409.88 Q V 10.083 271.3282 411.92 _ Q .V 10.167 274.1794 413.99 Q V 10.250 277.0450 416.10 Q .V 10.333 279.9255 418.24 Q V 10.417 282.8210 420.43 Q N 10.500 285.7320 422.66 Q V 10.583 288.6585 424.94 Q V 10.667 291.6011 427.26 Q V _ 10.750 294.5599 429.62 Q V 10.833 297.5354 432.04 Q V 10.917 300.5279 434.50 Q V 11.000 303.5377 437.02 Q - V 11.083 306.5652 439.59 Q V 11.167 309.6107 442.22 Q V Adftil.250 312.6748 444.90 Q V 11.333 fINOOKi. 315.7578 447.65 Q V 417 318.8600 450.45 Q V 11.500 321.9821 453.33 Q V 11.583 325.1245 456.27 _ Q V 11.667 328.2875 459.28 Q V 11.750 331.4718 462.36 _ Q V _ 11.833 334.6777 465.50 Q V 11.917 337.9059 468.73 Q V 12.000 341.1569 472.05 Q V 12.083 344.4272 474.84 Q V 12.167 347.6989 475.06 Q V 12.250 350.9400 470.60 _ Q V 12.333 354.1201 461.76 Q V 12.417 357.2276 451.20 Q - V 12.500 360.2751 442.51 Q - V 12.583 363.2893 437.66 Q _ V 12.667 366.2956 436.51 Q V 12.750 369.3122 438.01 Q V 12.833 372.3499 441.07 Q V 12.917 375.4150 445.06 Q - V 13.000 378.5117 449.64 Q V 13.083 381.6427 454.61 Q V 13.167 384.8098 459.86 Q V - 13.250 388.0146 465.35 _ Q V 13.333 391.2592 471.12 Q V 13.417 394.5456 477.18 Q - v - 13.500 397.8757 483.53 Q V 13.583 401.2514 490.16 Q V 13.667 404.6748 497.08 Q V 13.750 408.1481 504.32 Q V - 13.833 411.6735 511.89 Q V 13.917 415.2537 519.84 Q V - 14.000 418.8913 528.19 Q - V 14.083 422.5901 537.07 Q V 14.167 426.3563 546.84 Q V 14.250 430.1989 557.95 Q V _ 14.333 434.1279 570.49 Q V - 14.417 438.1511 584.17 Q V - 14.500 442.2720 598.35 Q V 14.583 446.4909 612.58 Q V - 14.667 450.8088 626.96 Q V- 14.750 455.2290 641.81 Q - V- 14.833 459.7569 657.45 Q V. 464.4000 674.17 Q V_ 10 4.917 5.000 469.1673 692.22 Q V. 15.083 474.0700 711.87 Q _ V. -- 15.167 479.1210 733.41 Q_ V 15.250 484.3359 757.19 Q. V 15.333 489.7328 783.63 Q. V 15.417 495.3453 814.94 _ Q V 15.500 501.2476 857.02 Q •V 15.583 507.5550 915.84 .Q -V Page 2 of 4 C:\ aes2000 \hydrosft \ratscx \B- US- DTL.FLD Saved: 3/27/2003 10:03 AM Page 3 of 4 15.667 514.3843 991.61 - Q .V . 15.750 521.7855 1074.65 . Q .V . . '5.833 529.6586 1143.19 . _ Q . V . .917 537.8089 1183.42 . Q . V ._ .000 546.2042 1218.99 . Q . V . 16.083 555.5941 1363.41 . . Q V . 16.167 567.8546 1780.22 . - QV - 16.250 584.5417 2422.98 . - V Q - 16.333 604.7852 2939.35 . V Q - 16.417 626.1424 3101.07 . . . V . Q - 16.500 645.9672 2878.57 . . V . 0 . 16.583 662.4253 2390.29 . . . V Q. . 16.667 675.2897 1867.34 . . . Q V . . 16.750 685.3241 1456.99 . . Q . V . . 16.833 693.4741 1183.37 . . 0 . V. . 16.917 700.3729 1001.71 . . Q - V. . 17.000 706.4258 878.88 . Q . V. . 17.083 711.9019 795.13 Q. . V - 17.167 716.9743 736.51 . Q. . V - 17.250 721.7242 689.69 Q - . V - 17.333 726.1816 647.22 . Q . . V - 17.417 730.3868 610.60 . Q . V - 17.500 734.3851 580.56 . Q . . V - 17.583 738.2169 556.38 . 0 . .V . 17.667 741 :9071 535.82 . Q • . .V . 17.750 745.4740 517.91 . Q . .V . ` 17.833 748.9316 502.05 . Q . . .V . 17.917 752.2909 487.76 . Q . . .V . 18.000 755.5605 474.76 . 0 . . .V . 18.083 758.7521 463.41 . Q . . .V . 18.167 761.8903 455.66 . Q . . _ V . 18.250 765.0140 453.56 . Q . . . V . 18.333 768.1594 456.72 . Q . . . V - 18.417 771.3439 462.39 . 0 . . . V - 18.500 774.5601 466.99 . 0 . . . V . 18.583 777.7866 468.49 0 V 18.667 781.0023 466.92 Q . V 18.750 784.1927 463.25 . 0 . . . V . 18.833 787.3506 458.52 . Q . . . V . '' 18.917 790.4729 453.36 . Q . . . V . 19.000 793.5588 448.07 . Q . . . V . 19.083 796.6086 442.84 . Q . . . V - 19.167 799.6235 437.76 . Q . . . V . 19.250 802.6047 432.86 . Q . . . V - 19.333 805.5531 428.11 . Q . . . V . 19.417 808.4698 423.50 . Q . . . V . " 19.500 811.3558 419.05 . Q . . . V - I 9.583 814.2123 414.76 . Q . . . V . X9.667 817.0403 410.63 . Q . . . V . 19.750 819.8409 406.64 . Q . . . V . 19.833 822.6149 402.79 . Q . . . V . 19.917 825.3633 399.07 . Q . . . V . 20.000 828.0870 395.47 . Q . . . V . 20.083 830.7866 391.99 . Q . . . V . 20.167 833.4630 388.61 . Q . . . V . 20.250 836.1169 385.34 . Q . . . V . 20.333 838.7489 382.17 . Q . . . V . 20.417 841.3597 379.09 Q . . V - 20.500 843.9499 376.10 . Q . . . V - 20.583 846.5201 373.19 . Q . . . V - 20.667 849.0708 370.36 . Q . . . V . 20.750 851.6026 367.61 . Q . . . V - 20.833 854.1159 364.94 . Q . . . V . 20.917 856.6113 362.33 . Q . . . V . 21.000 859.0891 359.79 . Q . . . V . 21.083 861.5499 357.31 . Q . . . V - 21.167 863.9941 354.89 . Q . . . V . 21.250 866.4220 352.53 . Q . . . V . 21.333 868.8340 350.23 . Q . . . V . 21.417 871.2306 347.98 . Q . . . V . 21.500 873.6120 345.78 . Q . . . V . 21.583 875.9786 343.63 . Q . . . V . 21.667 878.3308 341.53 . Q . . . V - 21.750 880.6688 339.48 . Q . . . V - 21.833 882.9930 337.47 . Q . . . V . 21.917 885.3036 335.50 . Q . . . V - 22.000 887.6010 333.57 . Q . . . V . 22.083 889.8853 331.69 . Q . . . V . 22.167 892.1569 329.84 . Q . . . V - 22.250 894.4161 328.03 . Q . . . V . 22.333 896.6630 326.25 . Q . . . V - 22.417 898.8979 324.51 . Q . . _ V . 22.500 901.1210 322.80 . Q . . . V - 22.583 903.3326 321.13 . Q . . V - 22.667 905.5330 319.48 . Q . . . V . 22.750 907.7222 317.87 . Q . . . V . 22.833 909.9005 316.28 . Q . . . V - 22.917 912.0680 314.73 . Q . . V - 23.000 914.2250 313.20 . Q . . _ V . 23.083 916.3717 311.70 . Q . . . V . 23.167 918.5082 310.22 . Q . . . V . i 23.250 920.6346 308.76 . Q . . . V . 23.333 922.7512 307.33 . Q . . . V - 23.417 924.8581 305.92 . Q . . . V - 23.500 926.9555 304.5 . Q . . . V. 23.583 929.0436 303.18 . Q . . . V. 23.667 931.1224 301.85 . Q . . . V. 23.750 933.1923 300.53 . Q . . . V. 23.833 935.2532 299.24 . Q . . . V. C: \aes2000 \hydros =t \ratscx \B- US- D2L.FLD Saved: 312712003 20:03 AM 23.917 937.3053 297.97 Q _ V. 24.000 939.3468 296.71 _ Q V. C -"O * y * l ******** 1: t**************************** * * * * * ** * * ** * * * zr * * * * ** * * ** * * ** PROCESS FROM NODE 470.00 TO NODE. 470.00 IS CODS = 10.3 »r»WRITE STREAM HYDROGRAPH TO A FILE--< STREAM HYDROGRAPH # 1 STORED IN FILE [B- US1.TXT ] END OF FLOODSCx ROUTING ANALYSIS Page 4 of 4 C: \aes2000 \hydrosft \ratscx \B- US- DTL.PLD Saved: 511312003 5:55 PM _______ _______________________________ * ASS FLOODSCX PROGRAM RESULTS SUMMARY JINPUT FILENAME: [I- 10- US.DAT ) Page: 1 of I ----------------------------------------------------- >�EEAM DO NODE R ## I-------------------------------------------------------------- MAX. I HYDROLOGIC /HYDRAULIC PROCESS IP (CPS) PEAK PEAK I ELED ( FOOTNOTES ________________________________________________________________________________________________________________ _68.50 168.50 Subarea (UH) Added to Stream #1 0.0 1149.5 16.333 168.50 164.40 Convex Routing: Stream #1 1149.5 1115.1 16.417 7 164.40 164.40 Subarea (UH) Added to Stream #2 0.0 301.0 16.250 164.40 164.40 Stream #2 Added to: Stream #1 1115.1 1395.2 16.333 164.40 164.40 View: Stream #1 1395.2 16.333 417.93 3 _____________________________________________________________________________________________________________________ 164.40 164.40 Zero Out: Stream #2 301.0 0.0 164.40 160.30 Convex Routing: Stream #1 1395.2 1344.0 16.333 160.30 160.30 Subarea (UH) Added to Stream #2 0.0 78.9 16.333 160.30 160.30 Stream #2 Added to: Stream #1 1344.0 1422.9 16.333 160.30 160.30 View: Stream #1 1422.9 16.333 440.83 3 -____________________ ____- _____________- ___________. 160.30 160.30 Zero Out: Stream #2 78.9 0.0 160.30 156.10 Convex Routing: Stream #1 1422.9 1408.3 16.417 156.10 156.10 Subarea (UH) Added to Stream #2 0.0 63.3 16.333 156.10 156.10 Stream #2 Added to: Stream #1 1408.3 1470.9 16.417 156.10 156.10 View: Stream #1 1470.9 16.417 461.03 3 56.10 156.10 Zero Out: Stream #2 63.3 0.0 56.10 155.15 Convex Routing: Stream #1 1470.9 1465.4 16.417 55.15 1 1 155.15 Subarea (UH) Added to Stream #2 0.0 41.1 16.833 55.15 155.15 Stream #2 Added to: Stream #1 1465.4 1498.9 16.417 55. 155.15 View: Stream #1 1498.9 16.417 481.18 3 -____________________-________________________________-______________________-________ ____- _____________- ___________+ 155.15 155.15 Zero Out: Stream #2 41.1 0.0 155.15 151.70 Convex Routing: Stream #1 1495.9 1480.3 16.417 151.70 151.70 Subarea (UH) Added to Stream #2 0.0 54.7 16.417 151.70 151.70 Stream #2 Added to: Stream #1 1480.3 1535.0 16.417 151.70 151.70 View: Stream #1 1535.0 16.417 499.22 3 t ____________________ + ________________________________-______________________-____________-_____________-___________- 151.70 Zero Out: Stream #2 547 0.0 51.70 147.70 Convex Routing: Stream #1 1535..0 1481.8 16.500 1 51.70 47.70 147.70 Read /Add Hydrograph: Stream #2 0.0 3101.1 16.417 47.70 147.70 Stream #2 Added to: Stream #1 1481.8 4576.8 16.417 47.70 147.70 View: Stream #1 4576.8 16.417 1447.95 3 t ____________________________________________________________________________________________________________________ 147.70 147.70 Zero Out: Stream #2 3101.1 0.0 147.70 143.70 Convex Routing: Stream #1 4576.8 4501.7 16.417 143.70 143.70 Subarea (UH) Added to Stream #2 0.0 833.0 16.417 143.70 143.70 Stream #2 Added to: Stream #1 4501.7 5334.7 16.417 143.70 143.70 View: Stream #1 5334.7 16.417 1689.06 3 ._____________________________________________ 143.70 143.70 Zero Out: ________- Stream #2 ______________________ 833.0 0.0 --------------------------------------- 143.70 138.70 Convex Routing: Stream #1 5334.7 5212.8 16.417 138.70 138.70 Subarea (UH) Added to Stream #2 0.0 35.2 17.250 138.70 138.70 Stream #2 Added to: Stream #1 5212.8 5237.1 16.417 138.70 138.70 View: Stream #1 5237.1 16.417 1710.15 3 --------------------- I ________________________________-______________________y____________t_____________}-__________- tes: 1 - BASIN MODEL VOLUME EXCEEDED; 2 - TIME IS AT END OF 5- MINUTE UNIT INTERVAL _ - - 3 = RUNOFF ESTIMATES DO NOT EXTEND PAST 2 DAYS AFTER THE PEAK DAY OF THE DESIGN STORM Page 13 of 15 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \F1oodRout \I 10 - US. SUM Saved: 511312003 5:55 PM _____ _______________________________ AES FLOODSCx PROGRAM RESULTS SUMMARY INPUT FILENAME: [I- 10- US.DAT ) Page: 2 of STREAM DO I MAX RA ODE # HYDROLOGIC /HYDRAULIC PROCESS IP U EAK (CPS) PEAK PPEA K( (HR) FOOTNOTES _38.70 138.70 Zero Out: Stream ##2 35.2 0.0 138.70 138.20 Convex Routing: Stream #1 5237.1 5200.8 16.500 137.20 137.20 Subarea (UH) Added to Stream #2 0.0 28.0 16.250 137.20 137.20 Stream #2 Added to: Stream #1 5200.8 5209.7 16.500 137.20 137.20 View: Stream #1 5209.7 16.500 1716.62 3 137.20 137.20 Zero Out: Stream #2 28.0 0.0 13720 135.40 Convex Routing: Stream #1 5209.7 5208.3 16.500 135..40 135.40 Subarea (UH) Added to Stream #2 0.0 1179.8 16.333 135.40 135.40 Subarea (UH) Added to Stream #3 0.0 27.8 16.250 135.40 135.40 Stream #2 Added to: Stream #1 5208.3 6266.8 16.417 135.40 135.40 Stream #3 Added to: Stream #1 6266.8 6279.1 16.417 135.40 135.40 View: Stream #1 6279.1 16.417 2081.55 3 135.40 135.40 Zero Out: Stream #2 1179.8 0.0 135.40 135.40 Zero Out: Stream #3 27.8 0.0 135.40 131.30 Convex Routing: Stream #1 6279.1 6159.8 16.417 131.30 131.30 Subarea (UH) Added to Stream #2 0.0 221.6 16.333 131.30 131.30 Stream #2 Added to: Stream #1 6159.8 6349.1 16.417 131.30 131.30 View: Stream #1 6349.1 16.417 2146.01 3 131.30 131.30 Zero Out: Stream #2 221.6 0.0 131.30 129.50 Convex Routing: Stream #1 6349.1 6280.0 16.500 129.50 129.50 Subarea (UH) Added to Stream #2 0.0 25.6 16.333 129.50 129.50 Stream #2 Added to: Stream #1 6280.0 6300.4 16.500 129.50 129.50 View: Stream #1 6300.4 16.500 2154.18 3 129.50 129.50 Zero Out: Stream #2 25.6 0.0 129.50 127.20 Convex Routing: Stream #1 6300.4 6300.3 16.500 127.20 127.20 Subarea (UH) Added to Stream #2 0.0 243.3 16.417 127.20 127.20 Stream #2 Added to: Stream #1 6300.3 6516.9 16.500 127.20 127.20 View: Stream #1 6516.9 16.500 2234.82 3 127.20 127.20 Zero Out: Stream #2 243.3 0.0 127.20 125.90 Convex Routing: Stream #1 6516.9 6509.5 16.500 125.90 125.90 Subarea (UH) Added to Stream #2 0.0 20.8 16.333 125.90 125.90 Stream #2 Added to: Stream #1 6509.5 6525.1 16.500 125.90 125.90 View: Stream #1 6525.1 16.500 2241.28 3 125.90 125.90 Zero Out: Stream #2 20.8 0.0 125.90 Convex Routing: Stream #1 6525.1 _6506_5 }________ 16.500 ____ }_____________ }___________} }________ 124.10 __ __124.10 }_ 124.10 _______________ Subarea (UH) Added to ________ Stream #2 }__________ 0.0 27.81 16.250 124.10 124.10 Stream #2 Added to: Stream #ll 6506.5 6515.6 16.500 124.10 124.10 View: Stream #1 6515.6 16.500 2247.75 3 124.10 124.10 Zero Out: Stream #2 27.8 0.0 124.10 123.20 Convex Routing: Stream #1 6515.6 6502.4 16.500 tes: 1 = BASIN MODEL VOLUME EXCEEDED; 2 = TIME IS AT END OF 5- MINUTE UNIT INTERVAL __3 = RUNOFF ESTIMATES DO NOT EXTEND PAST 2 DAYS AFTER THE PEAK DAY OF THE DESIGN STORM Page 14 of 15 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \FloodRout \I- 10- US.SUM Saved: 511312003 5:55 PM _______ _______________________________ - AES FLOODSCx PROGRAM RESULTS SUMMARY INPUT FILENAME: [I- 10- US.DAT ] Page: 3 of C TREAM DOWNSTR ODE #A"I HYDROLOGIC /HYDRAULIC PROCESS IPEAK (CFS) PEAK PEAK I OM DELED FOOTNOTES _13.20 123.20 Subarea (UH) Added to Stream #2 0.0 259.8 16.333 12320 123.20 Stream #2 Added to: Stream #1 6502.4 6698.2 16.500 123.20 123.20 View: Strea m # 1 6698.2 16.500 2328.96 3 123..20 123.20 Zero Out: Stream #2 259.8 0.0 123.20 121.60 Convex Routing: Stream #1 6698.2 6671.0 16.500 121.60 121.60 Subarea (UH) Added to Stream #2 0.0 27.4 16.250 121.60 121.60 Stream #2 Added to: Stream #1 6671.0 6680.6 16.500 121.60 121.60 View: Stream #1 6680.6 16.500 2335.43 3 121.60 121.60 Zero Out: Stream #2 27.4 0.0 121.60 118.90 Convex Routing: Stream #1 6680.6 6627.9 16.500 +____________________+________________________________+______________________-________ ____ +_____________ +___________+ 118.90 118.90 Subarea (UH) Added to Stream #2 0.0 318.8 16.500 118.90 118.90 Subarea (UH) Added to Stream #3 0.0 26.7 16.250 118.90 118.90 Subarea (UH) Added to Stream #4 0.0 26.7 16.250 118.90 118.90 Stream #2 Added to: Stream #1 6627.9 6946.7 16.500 118.90 118.90 Stream #3 Added to: Stream #1 6946.7 6956.8 16.500 118.90 118.90 Stream #4 Added to: Stream #1 6956.8 6966.8 16.500 118.90 118.90 View: Stream #1 6966.8 16.500 2468.32 3 118.90 118.90 Zero Out: Stream #2 318.8 0.0 118.90 118.90 Zero Out: Stream #3 26.7 0.0 118.90 118.90 Zero Out: Stream #4 26.7 0.0 118.90 116.40 Convex Routing: Stream #1 6966.8 6892.7 16.500 116.40 116.40 Subarea (UH) Added to Stream #2 0.0 39.1 16.333 116.40 116.40 Stream #2 Added to: Stream #1 6892.7 6917.7 16.500 116.40 116.40 View: Stream #1 6917.7 16.500 2479.67 3 116.40 116.40 Zero Out: Stream #2 39.1 0.0 +____________________+________________________________+______________________+________ ____ +_____________ +___________+ Routing: 6917.7 1 111.00 111.001 Vietw: Stream #1 6829.61 16.583 I 2479.671 3 I 1 = BASIN MODEL VOLUME EXCEEDED; 2 = TIME IS AT END OF 5- MINUTE UNIT INTERVAL INotes: 3 RUNOFF ESTIMATES DO NOT EXTEND PAST 2 DAYS AFTER THE PEAK DAY OF THE DESIGN STORM END OF FLOODSCx ROUTING ANALYSIS Page 15 of I5 Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \F1oodRout \I- 10- US.SUM Saved: 312712003 12:05 Rya -- - - ----- ----- -------- --------------------------------------- ------ ------- -- ----- ---- - - - - - -- --- ----- - - - - -+ * AES FLOODSCx PROGRAM RESULTS SUMMARY N"T UT FILENAME: [I- 10 -M.DAT ] _= METRIC UNITS(4) _= Page: 1 of - -------L--+--------------- --- -------- --- + - - --- DOWNSTREAM TIME (2) TO MAX. STORAGE --------------- + - ---- - -- - -- _ REM WNSTREAM UPSTREAM O AM DE # NODE # ------------------------------------------- ---------- 44112 +-- - -- ------ + - - - --- +------ - -- --+ 168.50 168.50 Subarea (Sri) Added to Stream #1 0.0 32.6 16.333 168.50 164.40 Convex Routing: Stream #1 32.6 31.6 16.417 164.40 164.40 Subarea (UH) Added to Stream #2 0.0 6.5 16.250 164.40 164.40 Stream #2 Added to: Stream #1 31.6 37.7 16.333 164.40 164.40 View: Stream #1 37.7 16.333 495.07 3 +--------------------+--------------------------------+----------------------+---------- -- +------------- +------ - - - --+ 164.40 164.40 Zero Out: Stream #2 6.5 0.0 164.40 160.30 Convex Routing: Stream #1 37.7 36.4 16.417 160.30 160.30 Subarea (UH) Added to Stream #2 0.0 2.2 16.333 160.30 160.30 Stream #2 Added to: Stream #1 36.4 38.4 16.333 160.30 160.30 View: Stream #1 38.4 16.333 523.31 3 +--------------------+--------------------------------+----------------------+----------- - +-- ----------- +----- - - - - - -+ 160.30 160.30 Zero Out: Stream #2 2.2 0.0 160.30 156.10 Convex Routing: Stream #1 38.4 38.2 16.417 156.10 156.10 Subarea (UH) Added to Stream #2 0.0 1.8 16.333 156.10 156.10 Stream #2 Added to: Stream #1 38.2 40.0 16.417 156.10 156.10 View: Stream #1 40.0 16.417 548.22 3 +--------------------+--------------------------------+----------------------+----------- - +- --- ---- ----- +------ -` - --+ 156.10 156.10 Zero Out: Stream #2 1.8 0.0 156.10 155.15 Convex Routing: Stream #1 40.0 39.8 16.417 155.15 155.15 Subarea (UH) Added to Stream #2 0.0 1.1 16.833 155.15 155.15 Stream #2 Added to: Stream #1 39.8 40.8 16.417 155.15 155.15 View: Stream #1 40.8 16.417 572.26 3 +--------------------+--------------------------------+----------------------+---------- -- +- ------- ----- +--- --- -----+ 155.15 155.15 Zero Out: Stream #2 1.1 0.0 155.15 151.70 Convex Routing: Stream #1 40.8 40.2 16.417 151.70 151.70 Subarea (UH) Added to Stream #2 0.0 1.5 16.417 151.70 151.70 Stream #2 Added to: Stream #1 40.2 41.7 16.417 151.70 151.70 View: Stream #1 41.7 16.417 594.50 3 +--------------------+--------------------------------+----------------------+-------- ---- +--- -------- -- +-- --- -- -- - -+ 151.70 151.70 Zero Out: Stream #2 1.5 0.0 151.70 147.70 Convex Routing: Stream #1 41.7 40.5 16.500 147.70 147.70 User - Defined Runoff: Stream #2 0.0 87.8 16.417 147.70 147.70 Stream #2 Added to: Stream #1 40.5 127.8 16.417 147.70 147.70 View: Stream #1 127.8 16.417 1480.69 3 147.70 147.70 Zero Out: Stream #2 87.8 0.0 147.70 143.70 Convex Routing: Stream #1 127.8 125.6 16.417 _ 143.70 143.70 Subarea (UH) Added to Stream #2 0.0 20.9 16.417 • 43.70 143.70 Stream #2 Added to: Stream #1 125.6 146.6 16.417 ��. 43_70 - - - - -- 143_70 + - view: ----------- - - - - -- Stream - #1 +------ - - - - -- - 146.6 - - -- 16_417 +- 1743_95 3 + - - 143.70 143 .70 Zero Out: Stream #2 20.9 0.0 143.70 138.70 Convex Routing: Stream #1 146.6 143.1 16.417 138.70 138.70 Subarea (UH) Added to Stream #2 0.0 1.0 17.250 138.70 138.70 Stream #2 Added to: Stream #1 143.1 143.8 16.417 138.70 138.70 View: Stream #1 143.8 16.417 1769.96 3 +--------------------+--------------------------------+----------------------+----------- - +----- ----- -- - +------ --- --+ (Notes: 1 BASIN MODEL VOLUME EXCEEDED; 2 - TIME IS AT END OF 5- MINUTE UNIT INTERVAL 3 RUNOFF ESTIMATES DO NOT EXTEND PAST 2 DAYS AFTER THE PEAK DAY OF THE DESIGN STORM 4 METRIC UNITS: PEAK FLOW (cu m /s): STORAGE (1000 cu m)_ [A Page 16 of 18 C:\ aes2000 \hydrosft \ratscx \1- 10 -M.SUM Saved: 3/27/2003 12:05 PM Page 27 of IS --------------------------------------------------------- ------- --- --- -------- ---- -- - - -- --- - - -- -- ---- - ----+ ( * AES FLOODSCx PROGRAM RESULTS SL UT FILENAME: (I- 10 -M -DAT ) P 2 -- 1----------------- - - ------------- + --------------------- + ------------ +---- ------- +-- ---- - - -+ )., TREAM DOWNSTREAM( I UPSTREAM DOWNSTREAMI TIME(2) ^_O MAX- STORAGE ODE # NODE # P.YDROLOGIC /HYDRAULIC PROCESS - o^ E AK ( � PEAK (Eps� PEAK (-t) I MODELED (AF)I FOOTNOTES - PUT 138.70 138.70 Zero Out: Stream 1 2 1 -0 0.0 138.70 137 -20 Convex Routing: Stream #1 143.8 143.3 16 -500 137.20 137.20 Subarea (UH) Added to Stream #2 0.0 2.0 16.250 137.20 137 -20 Stream #2 Added to: Stream #1 143.3 143 -9 16 -500 137.20 137.20 View: Stream #1 143.9 16 -500 1769.67 3 +- --- ------ - --------+--------------------------------+----------------------+--------- --- +--- -- ------ -- +-- ---- - -- - -+ 137.20 137.20 Zero Out: Stream #2 2.0 0.0 137.20 135.40 Convex Routing: Stream #1 143.9 143.8 16.500 135.40 135-401 Subarea (UH) Added to Stream #2 0.0 29 -6 16.333 135.40 135.40 Subarea (UH) Added to Stream #3 0.0 1.9 16.250 135.40 135.40 Stream #2 Added to: Stream #1 143.8 169.9 16.417 +-'----------- ------- +- --- ---- ----- ------- --- ------ --- +---------- -- +'----- ------ - +---- -- - --- -+ +-------'------- --- - -- 135.40 135.40 Stream #3 Added to: Stream #1 169.9 170.7 16.417 135.40 135.40 View: Stream #1 170.7 16 -417 2199.90 3 135 -40 135 -40 Zero Out: Stream #2 29.6 0.0 135.40 135.40 Zero Out: Stream #3 1.9 0.0 135.40 131.30 Convex Routing: Stream #1 170.7 167 -5 16 -417 +--------------------+--------------------------------+---------------------+--------- --- +------ ---- --- +--- --- ---- -+ 131.30 131.30 Subarea (UH) Added to Stream #2 0.0 6.3 16.333 131.30 131.30 Stream #2 Added to: Stream #1 167.5 172.8 16.417 131.30 131.30 View: Stream #1 172.8 16.417 2279.40 3 131.30 131.30 Zero Out: Stream #2 6.3 0.0 131.30 129 -50 Convex Routing: Stream #1 172.8 171.5 16.500 +--------------------+--------------------------------+----------------------+-------- ---- +-- ------ ----- +- ---- -- - - --+ 129.50 12 9.50 Subarea (UH) Added to Stream #2 0.0 1.4 16.333 129.50 129.50 Stream #2 Added to: Stream #1 171.5 172.6 16.500 129.50 129.50 View: Stream #1 172.6 16.500 2299.12 3 129.50 129.50 Zero Out: Stream #2 1.4 0.0 129.50 127 -20 Convex Routing: Stream #1 172.6 172.5 16.500 +--------------------+--------------------------------+----------------------+-------- -- -- +---- -- ---- --- +--- --- -----+ 127.20 127 -20 Subarea (UH) Added to Stream #2 0.0 6.9 16.417 127.20 127.20 Stream #2 Added to: Stream #1 172.5 178.7 16.500 127.20 127 -20 View: Stream #1 178.7 16.500 2398.59 3 127.20 127.20 Zero Out: Stream #2 6.9 0.0 127.20 125.90 Convex Routing: Stream #1 178.7 178.4 16.500 + 125 . 90 125 -90 Subarea (UH) Added to Stream #2 0.0 1.5 --- ----------- .5+ 16-333 ------ ------------ 6 333 -+- +------ - - - -'+ 12590 125.90 Stream #2 Added to: Stream #1 178.4 179.5 16.500 125.90 125.90 View: Stream #1 179.5 16.500 2418.30 3 f 125.90 125.90 Zero Out: Stream #2 1.5 0.0 t� 125.90 - - - - -- 124.10 Convex Routing: -- Stream #1 179.5 - - - - -- - 179_0 16.500 11 -------------------------------------------------------------- -- --- --- +---- ------- -- ------ -- --- +---- -- - - -- -+-------- ---- +- ---- ------- - +-- ---- -----+ 124.10 124.10 Subarea (UK) Added to Stream #2 0.0 1.9 16.250 124.10 124.10 Stream #2 Added to: Stream #1 179.0 179.7 16.500 124.10 124.10 View: Stream #1 179.7 16.500 2438 -01 3 124.10 124.10 Zero Out: Stream #2 1.9 0.0 124.10 123.20 Convex Routing: Stream #1 179 -7 179.3 16.500 +--------------------+--------------------------------+-------------------------------------------------------------- (Notes: 1 = BASIN MODEL VOLUME EXCEEDED; 2 = TIME IS AT END OF 5- MINUTE UNIT INTERVAL 3 = RUNOFF ESTIMATES DO NOT EXTEND PAST 2 DAYS AFTER THE PEAK DAY OF THE DESIGN STORM 4 = METRIC UNITS. PEAK FLOW (cu m /s): STORAGE (1000 cu m) - --- ------ ----- ----- --- - -- --- - -- - - -+ C:\ aes2000 \hydrosft \ratscx \I - 10 -M.SUM Saved: 3/27/2003 22:05 PM Page 18 of 28 (�CND OF FLOODSCx ROUTING ANALYSIS C:\ aes2000 \hydrosft \ratscx \I- 20 -M_SUM ----- - - - - - - - -- -+ ------------------- ---------------------------------------------------------------------- [I 10 ?2 * S M DAT ] FLOODSCX PROGRAM RESULTS SUMMARY * i ------------------------- age_ --- 3 -- I of _FILENAME: -----------------+-------------------------------''----------------------'------------- ' TREAM DOWNSTREAM UPSTREAM DO'WSTRELILM TIME(2) TO MAX. I STORAGE I NODE # NODE # I -11Y ROLOGIC /HYDRAULIC PROCESS LEAK (2! PEAR (£=�I PEAK (r MODELED (AF)I FOOTNOTES 4--- - 4#-A3 -- ---- +----- ------- +-- ---- --- --+ 123.20 12 3.20 Subarea (UH) Added to Stream #2 0.0 7.4 16.333 123.20 123.20 Stream #2 Added to: Stream #1 179.3 184.9 16.500 123.20 123,20 View: Stream #1 184.9 16.500 2538.17 3 123.20 123.20 Zero Out: Stream #2 7.4 0.0 123.20 121.60 Convex Routing: Stream #1 184.9 184.1 16.500 ------- - +-- --- - - -- --+ +--------------------+--------------------------------+----------------------+--------- 121.60 121.60 Subarea (UR) Added to Stream #2 0.0 1.9 --- +----- 16.250 121.60 121.60 Stream #2 Added to: Stream #1 184.1 184.8 16.500 121.60 121.60 View_: Stream #1 184.8 16.500 2557.88 3 121.60 121.60 Zero Out: Stream #2 1.9 0.0 121.60 118.90 Convex Routing: Stream #1 184.8 183.4 16.500 - - -- - - -+ 118.90 -- ---- -------- ----- - ----- 118.90 Subarea (UH) Added to Stream #2 ---------------------+------- 0.0 9.0 --- -- +- 16.500 ----- ---- --- +- -- 118.90 118.90 Subarea (UH) Added to Stream #3 0.0 1.9 16.250 118.90 118.90 Subarea (UH) Added to Stream #4 0.0 1.9 16.250 118.90 118.90 Stream #2 Added to: Stream #.1 183.4 192.5 16.500 118.90 118.90 Stream #3 Added to. Stream #1 192.5 193.2 16.500 +--------------------+-----`--------------------------+----------------------+--------- --- +- ---- ------ -- +- --- ---- ---+ 118.90 118.90 Stream #4 Added to: Stream #1 193.2 193.9 16.500 118.90 118.90 View: Stream #1 193.9 16.500 2745.29 3 118.90 118.90 Zero Out: Stream #2 9.0 0.0 118.90 118.90 Zero Out: Stream #3 1.9 0.0 118.90 118.90 Zero Out: Stream #4 1.9 0.0 +--------------------+--------------------------------+----------------------+-------- ---- +- ---- ------ -- +-- ---- -- ---+ 118.90 116.40 Convex Routing: Stream #1 193.9 192.0 16.500 116.40 116.40 View: Stream #1 192.0 16.500 2745.29 3 116.40 116.40 Subarea (UH) Added to Stream #2 0.0 1.6 16.333 116.40 116.40 Stream #2 Added to: Stream #1 192.0 193.0 16.500 116.40 116.40 View: Stream #1 193.0 16.500 2765.00 3 ------- --------------+--------------------------------+----------------------+-----,--- --- - +-- ------ ----- +--- -- - - ----+ 116.40 116.40 Zero Convex Stream #1 193.0 190.3 I 111.00 111.001 Stream #11 190.31 16.583 2765.001 3 - -- ---- - ----- +----------------------+-------- -- -- +-- ----- ----- - +-- ---- - - - - -+ Notes: 1 BASIN MODEL VOLUME EXCEEDED; 2 - TIME IS AT END OF 5- MINUTE UNIT INTERVAL 3 RUNOFF ESTIMATES DO NOT EXTEND PAST 2 DAYS AFTER THE PEAK DAY OF THE DESIGN STORM 4 = METRIC UNITS: PEAK FLOW (cu m /s): STORAGE (1000 cu m) ------ --- ----- ----- ----- ---- --- - ---+ (�CND OF FLOODSCx ROUTING ANALYSIS C:\ aes2000 \hydrosft \ratscx \I- 20 -M_SUM Saved: 312712003 10:02 AM +-- - --- - ---- - - --- -- - - - - -- ----------- ---- - - --- --------- ----- ---------- - --- - ------ - * AES FLOODSCx PROGRAM RESULTS SUMMARY IN?UT FILENAME: [B- US.DAT ] -a 1 -- TREAM DOWNSTREAM( NODE DOWNSTREAM TIME(2) TO ^ O y -- DE - # - - -- - NODE # --- rYDROLOGIC /h1- DRAULIC PROCESS (PEAK (CFS) PEAR (CFS)I PEAK (HR) I MODEL ED(AP)I FOOTNOTES - - - - +- ----------------------------+----------------------'------------ 290.00 290.00 Subarea (UH) Added to Stream #1 0.0 1070.5 16.333 290.00 310.00 Pipe Flow Routing: Stream #1 1070.5 572.1 16.417 310.00 310.00 Subarea (UH) Added to Stream #2 0.0 20.01 16.333 310.00 310.00 Subarea (UH) Added to Stream #3 0.0 263.7 16.333 310.00 310.00 Stream #2 Added to: Stream 1 1 972.1 987.3 16.417 +--------------------+--------------------------------+----------------------+- 310.00 310.00 Stream #3 Added to: Stream #1 987.3 1246.3 16.333 310.00 310.00 View: Stream #1 1246.3 16.333 368.85 3 310.00 310.00 Zero out: Stream #2 20.0 0.0 310.00 310.00 Zero Out: Stream #3 263.7 0.0 310.00 320.00 Convex Routing: Stream #1 1246.3 1231.9 16.333 _ +------------ ------ -- +- ---- -- ---- --- ---- -- -------------------- 320.00 320.00 Subarea (UH) Added to Stream #2 0.0 70.1 16.333 320.00 320.00 Stream #2 Added to: Stream #1 1231.9 1302.0 16.333 320.00 320.00 View: Stream #1 1302.0 16.333 383.15 3 320.00 320.00 Zero out: Stream #2 70.1 0.0 320.00 360.00 Convex Routing: Stream #1 1302.0 1283.6 16.333 +--------------------+-------- -------------------+-------------------- 360.00 360.00 Subarea (UH) Added to Stream #2 0.0 23.0 16.250 360.00 360.00 Subarea (UH) Added to Stream #3 0.0 256.1 16.333 360.00 360.00 Subarea (UH) Added to Stream #4 0.0 785.5 16.417 360.00 360.00 Stream #2 Added to: Stream #1 1283.6 1302.4 16.333 360.00 360.00 Stream #3 Added to: Stream #1 1302.4 1558.5 16.333 +--------------------+------------------------- --- ---- +-- --- ------ ---- -- ----- --- ------ 360.00 360.00 Stream #4 Added to: Stream #1 1558.5 2288.1 16.417 360.00 360.00 View: Stream #1 2288.1 16.417 680.00 3 360.00 360.00 Zero Out: Stream #2 23.0 0.0 360.00 360.00 Zero Out: Stream #3 256.1 0.0 360.00 360.00 Zero Out: Stream #4 785.5 0.0 +--------------------+------------------------------ --+- --+-------- ---- +-- ----- -- ---- +- ----- -----+ 360.00 370.00 Convex Routing: Stream #1 2288.1 2284.2 16.417 370.00 370.00 Subarea (UH) Added to Stream #2 0.0 37.2 16.333 370.00 370.00 Subarea (UH) Added to Stream #3 0.0 395.8 16.333 370.00 370.00 Stream #2 Added to: Stream #1 2284.2 2312.5 16.417 370.00 370.00 Stream #3 Added to: Stream #1 2312.5 2659.3 16.417 +--------------------+-------------------------------+-------------------- -- +----- ------ - +--- ----- --- -- +- + -- -- -- - - -- 370.00 370.00 View: Stream #1 2659.3 16.417 790.62 3 370.00 370.00 Zero Out: Stream #2 37.2 0.0 370.00 370.00 Zero Out: Stream #3 395.8 0.0 370.00 380.00 Convex Routing: Stream #1 2659.3 2657.1 16.417 . 'j 8 ------ - - - +--- -- -- 0.00 380.00 Subarea (UH) Added to Stream #2 0.0-------- 71_6 +----- 16.250 - +------- ------ +---- -- ---- -+ { ---- ------+- ------- -- -- -- --- - - -- ----- - -- --- --- 80.00 380.00 Stream #2 Added to: Stream #1 2657.1 2693.4 16.417 380.00 380.00 View: Stream #1 2693.4 16.417 805.34 3 380.00 380.00 Zero Out: Stream #2 71.6 0.0 380.00 390.00 Convex Routing: Stream #1 2693.4 2688.9 16.417 390.00 390.00 Subarea (UH) Added to Stream #2 0.0 57.4 16.333 +--------------------+--------------------------------+----------------------+-------- ---- +------ ---- --- +--- --- --- --+ (Notes: 1 = BASIN MODEL VOLUME EXCEEDED; 2 = TIME IS AT END OF 5- MINUTE UNIT INTERVAL 3 RUNOFF ESTIMATES DO NOT EXTEND PAST 2 DAYS AFTER THE PEAK DAY OF THE DESIGN STORM +--------------------------------------------------------------------------------------------------------- D Page 3 of 10 C:\ aes2000 \hydrosft\ratscx \B- US- SUM.FjD Saved: 3/27/2003 10:02 AM +'----------------------------------------------------------------- -------- -- ---- -- -- ---- --- --- - -- ----------------- * AES FLOODSCx PROGRAM RESULTS SUMMARY IN�iJT FILENA*iF,: [B- US.DAT ) Page: 2 of ------------ ----- =----------------------------------------------------------------- -- +---- ------- ---- ---- -------- REAM D0WNSTREAi✓ UPSTREAM DOv7NSTREAMI TIME(2) TO I NLAX_ STORAGE( E # NODE # I F:'YDROLOGIC /HYDRA�i,IC PROCESS IPFAK (CPS) PEAK (CPS) PEAK (ham) MODELED (At) FOOTNOTES =--------------------+--------------------------------+----------------------+-------- --- - +-------- ------ ------- -- - -+ 390.00 390.00 Subarea (UH) Added to Stream #3 0.0 318.7 16.417 390.00 390.00 Stream #2 Added to: Stream #1 2688.9 2741.5 16.417 390.00 390.00 Stream #3 Added to: Stream #1 2741.5 3060.2 16.417 390.00 390.00 View: Stream #1 3060.2 16.417 927.24 3 390.00 390.00 Zero Out: Stream #2 57.4 0.0 ---------------------'---------------------------------+----------------------+-- --------- - +------------- +---- -- - ---+ 390.00 390.00 Zero Out: Stream #3 318.7 0.0 390.00 420.00 Convex Routing: Stream #1 3060.2 3043.7 16.417 420.00 420.00 Subarea (UH) Added to Stream #2 0.0 75.3 16.333 420.00 420.00 Stream #2 Added to: Stream #1 3043.7 3105.5 16.417 420.00 420.00 View: Stream #1 3105.5 16.417 948.73 3 +--------------------+--------------------------------+----------------------+--------- -- - +------ --- ---- +-- -- ---- ---+ 420.00 420.00( Zero Out: Stream #2 75.3 0.01 420.00 470.00 Convex Routing: Stream #1 3105.5 3101.1 16.417 470.00 470.00 View: Stream #1 3101.1 16.417 948.73 3 470.00 470.00 Store: Stream #1 3101.1 3101.1 16.417 +--------------------+--------------------------------+----------------------+--------- ---+-------- ----- +-- -- -- - -- - -+ (Notes: 1 = BASIN MODEL VOLUME EXCEEDED; 2 = TIME IS AT END OF 5- MINUTE UNIT INTERVAL 3 = RUNOFF ESTIMATES DO NOT EXTEND PAST 2 DAYS AFTER THE PEAK DAY OF THE DESIGN STORM +---------------------------------------------------------- -- ---------------- --- ----- - ---- -- ---------- --- ---- ------+ END OF FLOODSCx ROUTING ANALYSIS IN Page 10 of 10 C:\ aes2000 \hydrosit \ratsc.X\B- US- SUM.FLD Saved: 51812003 10:34 A_V F L O O D R 0 U T I N G- A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL 933 -5225 FAX:(909) 933 -5228 www.boyleengineering.com DESCRIPTION OF STUDY +xxxxx + + +xx + +xxxxxxxxxxxxx * I -10 CHANNEL FLOOD ROUTING, ULTIMATE 100 -YR DISCHARGE * NO DETENTION (METRIC) * I -10 CHANNEL CAPACITY ANALYSIS OC -F60 -401 CITY OF FONTANA FILE NAME: I- 10 -M_DAT TIME/DATE OF STUDY: 12:00 03/27/2003 +------------------------------------------- ---- ---- --------- --- ---- - --- --+ STA. 168 +50 CITRUS AVENUE RATIONAL METHOD FROM AREA Al -1 TO AS SEE RATIONAL METHOD CALCS FROM UPSTREAM +-------------------------------------------- --- -------- --------- -- --'--- --+ FLOW PROCESS FROM NODE 168.50 TO NODE 168.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) < << (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 2.450 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.290 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAR FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 5.080 LOW LOSS FRACTION = 0.200 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.973 30- MINUTE FACTOR = 0.973 1 -HOUR FACTOR = 0.973 3 -HOUR FACTOR = 0.996 6 -HOUR FACTOR - 0.998 24 -HOUR FACTOR = 0.999 , UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES .UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.736 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME (EOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(1000 cu m) = 100.3895 Page 1 of 94 Y: \F60\ 401\ Calcs\ Fydrolog y\ 03- 2i- 03 \F1oodRout \I- 10- M- DTL.FLD UNIT HYDROGRAPH DETERMINATION ------------------------------------ INTERVAL ---- "S" GRAPH -- -- ---- ---- ---- -- -- -- - -- -- - - --- - -- UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) ---------------------------------------------------------------------------- 1 1.773 3.676 2 9.991 17.039 3 26.923 35.105 4 49.543 46.896 5 71.731 46.003 6 85.340 28.214 7 92.570 14.991 8 96.413 7.967 9 98.146 3.594 10 98.712 1.173 11 99.251 1.117 " 12 99.700 0.932 13 99.925 0.466 -- 14 100.000 0.155 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(1000 cu m) = 100.3895 Page 1 of 94 Y: \F60\ 401\ Calcs\ Fydrolog y\ 03- 2i- 03 \F1oodRout \I- 10- M- DTL.FLD Sav ed: 51812003 10:34 AM TOTAL STORM RUNOFF 4OLUM"(1000 cu m) = 427.7014 --------------------------------------------------------------------------- 0 0 Page 2 of 94 Y: \F60\ 401 \Cale--\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M_- DTL.FLD Saved: 51812003 10:34 AM 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 Page 3 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \l- 10- M- DTL.FLD HYDROGRAPH IN FIVE- MINUTE UNIT INTERVALS (cu m /s) (Note: Time indicated is at END of Each Unit Intervals) --------------------------------------------------------------------------- TIME VOLJME Q (ERS) (1000 cu m) (cu m /s)0. 8.5 17.0 25.5 34.0 ---------------------------------------------------------------------------- 14.000 192.2313 5.60 _ Q _ V - - 14.083 193.9418 5.70 Q V _ 14.167 195.6882 5.82 Q V _ 14.250 197.4783 5.97 _ Q V 14.333 199.3177 6.13 _ Q V - - 14.417 201.2084 6.30 Q V _ - - 14.500 203.1466 6.46 Q V _ - 14.583 205.1306 6.61 _ Q _ V. 14.667 207.1607 6.77 Q V. 14.750 209.2391 6.93 _ Q V. - 14.833 211.3683 7.10 Q V. 14.917 213.5529 7.28 Q - V. - - 15.000 215.7972 7.48 Q V - 15.083 218.1073 7.70 _ Q. V 15.167 220.4891 7.94 Q- V 15.250 222.9511 8.21 Q. V 15.333 225.5021 8.50 Q .V 15.417 228.1633 8.87 Q •V 15.500 230.9800 9.39 -Q V 15.583 234.0139 10.11 .Q -V - 15.667 237.3141 11.00 Q V - 15.750 240.8788 11.88 Q V - - 15.833 244.5948 12.39 - Q V - 15.917 248.3557 12.54 - Q V 16.000 252.2115 12.85 Q V - 16.083 256.7486 15.12 Q V 16.167 263.1212 21.24 - VQ 16.250 271.6836 28.54 - V Q 16.333 281.4651 32.61 - V Q 16.417 290.8525 31.29 - V Q 16.500 298.0943 24.14 VQ 16.583 303.6266 18.44 _ _ -Q V - 16.667 308.0061 14.60 - Q - V 16.750 311.5328 11.76 - Q - V. - 6.833 314.5109 9.93 -Q V. ff %6 917 317.2427 9.11 Q V. -000 319.7585 8.39 _ Q. V. 17.083 322.0729 7.71 Q. V - 17.167 324.2282 7.18 Q V 17.250 326.2525 6.75 _ Q - V 17.333 328.1713 6.40 _ Q - - V 17.417 329.9972 6.09 - Q - - V 17.500 331.7461 5.83 Q .V 17.583 333.4302 5.61 Q -V 17.667 335.0581 5.43 Q •V - 17.750 336.6362 5.26 _ Q .V 17.833 338.1698 5.11 Q -V 17.917 339.6625 4.98 _ Q _ -V 18.000 341.1177 4.85 Q •V 18.083 342.5422 4.75 Q V 18.167 343.9534 4.70 _ Q - V - 18.250 345.3733 4.73 Q - V 18.333 346.8170 4.81 Q - V 18.417 348.2854 4.89 Q - - V 18.500 349.7609 4.92 _ Q - - - V 18.583 351.2305 4.90 Q V 18.667 352.6877 4.86 _ Q - - V - 18.750 354.1289 4.80 Q - - V 18.833 355.5524 4.75 Q V 18.917 356.9591 4.69 Q - - V - 19.000 358.3495 4.63 Q V - 19.083 359.7238 4.5B Q - - V 19.167 361.0826 4.53 _ Q - - V 19.250 362.4261 4.48 Q - - V 19.333 363.7551 4.43 Q - V - 19.417 365.0700 4.38 Q V - 19.500 366.3715 4.34 _ Q - - V 19.583 367.6600 4.29 - Q - - - V 19.667 368.9359 4.25 Q - - V 19.750 370.1997 4.21 Q - V - 19.833 371.4519 4.17 Q - - V 19.917 372.6927 4.14 Q V 20.000 373.9226 4.10 Q - - V - FLOW PROCESS FROM NODE 168.50 TO NODE 164.40 IS CODE = 5.2 ---------------------------------------------------------------------------- »> »MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S_ Department of Commerce). Page 3 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \l- 10- M- DTL.FLD Saved: 51812003 10:34 AM ASSUMED REGULAR CHANNEL INtOR NI - ION: BASEWID H (m) = 6-00 C Z = 0.00 UPSTREAM ELEVATION (m) = 329.84 DOWNSTREAM ELEVATION(m) = 326.39 CHANNEL LENGTH(m) = 410.00 . MAIWING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 32.61 AVERAGE FLOWRATE IN EXCESS OF 50 °s MAXIMUM INFLOW = 26.04 CHANNEL NORMAL VELOCITY FOR Q = 26.04 cu m/s = 4.80 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.903 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.999 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 5.60 5.58 5.58 14.083 5.70 5.68 5.68 14.167 5.82 5.79 5.79 14.250 5.97 5.93 5.93 14.333 6.13 6.09 6.09 14.417 6.30 6.26 6.26 14.500 6.46 6.42 6.42 14.583 6.61 6.57 6.57 14.667 6.77 6.73 6.73 14.750 6.93 6.89 6.69 14.833 7.10 7.05 7.05 14.917 7.28 7.23 7.23 15.000 7 -48 7.43 7 -43 15.083 7.70 7.64 7.64 15.167 7 -94 7.88 7.88 15.250 8.21 8.14 8.14 15.333 6.50 8.43 8.43 15.417 8.87 8.78 8.78 15.500 9.39 9.26 9.26 15.583 10.11 9.93 9.93 15.667 11.00 10.77 10.77 15.750 11.88 11.65 11.65 15.833 12.39 12.26 12.26 15.917 12.54 12.50 12.50 16.000 12.85 12.77 12.77 14.54 16.083 15.12 14.54 ' 16.167 21.24 19.66 19.66 16.250 28.54 26.66 26.66 16.333 32.61 31.56 31.56 16.417 31.29 31.63 31.63 16.500 24.14 25.98 25.98 16.563 18.44 19.91 19.91 16.667 14.60 15.59 15.59 - 16.750 11.76 12.49 12.49 16.833 9.93 10.40 10.40 16.917 9.11 9.32 9.32 17.000 8.39 8.57 8.57 17.083 7.71 7.89 7.89 17.167 7.18 7.32 7.32 17.250 6.75 6.86 6.86 17.333 6.40 6.49 6.49 17.417 6.09 6.17 6.17 17.500 5.83 5.90 5.90 17.583 5.61 5.67 5.67 17.667 5.43 5.47 5.47 17.750 5.26 5.30 5.30 17.833 5.11 5.15 5.15 17.917 4.98 5.01 5.01 18.000 4.85 4.88 4.88 18.083 4.75 4.77 4.77 18.167 4.70 4.72 _ 4.72 18.250 4.73 4.73 4.73 18.333 4.81 4.79 4.79 18.417 4.69 4.87 4 -87 18.500 4.92 4.91 4 -91 18.583 4.90 4.90 4.90 18.667 4.86 4 -87 4.87 18.750 4.80 4.62 4.62 18.833 4.75 4.76 4.76 18.917 4.69 4.70 4.70 19.000 4.63 4.65 4.65 19.083 4.58 4.60 4.60 19.167 4.53 4.54 4.54 19.250 4.48 4.49 4.49 19.333 4.43 4.44 4.44 19.417 4 4.40 4.40 19.500 4.34 4.35 4.35 19.583 4.29 4.31 4 -31 19.667 4.25 4.26 4.26 19.750 4.21 4 -22 4.22 - 19.833 4 -17 4.18 4.18 19.917 4.14 4.15 4 -15 20 000 4.10 4.11 4.11 PROCESS SUMMARY OF STORAGE: Y \F60\ 401 \Calcs\ Hydrology\ 03 21- 03 \FZoodRo \ 10- N- DTL.FLD Page 4 of 94 saved: 5 1812003 10:34 AM INFLOW VOLUME = 427.701 x 1000 cu m OUTFLOW VOL = 427.701 x 1000 cu m C LOSS VOLUME - = - - - - -- 0.000 - x 1000 cu m - - - - -- -- ------------ -- --- -- --- ----- - -- - ----- A. 164 +40 CA_TAWBA AVENUE i40RTH SIDE OF CHANNEL AREA A6 +----------- --- ----------------------------- ---- --- ----------- -- --- ---- ---+ FLOW PROCESS FROM NODE 164.40 TO NODE 164.40 IS CODE = 1 -- ------- ------- - - - - -- ----------------------------------------------------- >> »>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) < «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.423 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.210 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY (DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 7.264 LOW LOSS FRACTION = 0.276 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR - 0.995 30- MINUTE FACTOR = 0.995 1 -HOUR FACTOR = 0.995 3 -HOUR FACTOR = 0.999 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 39.683 C� RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME (HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME (HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) ---------------------------------------------------------------------------- 1 2.872 1.029 2 19.165 5.834 3 48.437 10.483 4 76.826 10.167 5 90.830 5.015 6 96.604 2.068 7 98.430 0.654 8 99.173 0.266 9 99.669 0.178 10 99.917 0.089 11 100.000 0.030 ------------------------ ------------------------------- --------------- ----- TOTAL SOIL -LOSS VOLUME(1000 cu m) = 23.9419 TOTAL STORM RUNOFF VOLUME (1000 cu m) = 67.3686 --------------------------------------------- -- --- ----- --- ----- -- --- - ------ [A Page 5 of 98 Y: \F60\ 401 \Ca1cs\ hydrology\ 03- 21- 03 \FloodRout \I- 10- N- DTL.FLD Saved: 51812003 10:34 AM + r++ t t+ z++ xx++ x+ x+ txx+ x+ x+ xt+++ xzxx+ xxx++++ xxr +zxx +rt + + + rxx + +x +x +rrzz + +rx +xt FLOW PROCESS FROM NODE 164.40 TO NODE 164 -40 IS CODE = 7 ---------------------------------------------------------------------------- » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1«<<< - - � xxxz xx+ rrxx+++ x+ xx+++ xz++++ r+ t++ xxzz+ rx+ x + +rxxx +t + + +x + +xx +xzxrx + + +xxx FLOW PROCESS FROM NODE 164 -40 TO NODE 164.40 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH< « < Page 6 of 94 Y: \F60\ 401\ Calcs\ Aydrolog y\ 03- 21- 03 \FloodROUt \I- 20- M- DTL.FLD 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 - -- -- - -- - -- EYDROGP.APH IN FIVE - MINUTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME VOLUME Q (HRS) (1000 Cu m) (cu m /s)0. 2 -1 4 -2 6 -4 8.5 -------------------------------------=-------------------------------------- 14 -000 30.3195 0 -89 Q - V - - 14 -083 30.5909 0 -90 Q V - 14.167 30.8679 0.92 Q - V - - 14.250 31.1508 0 -94 Q V - 14.333 31 -4402 0.96 Q V - 14.417 31.7359 0.99 - Q V - - 14.500 32 -0382 1.01 Q - V. - 14.583 32.3473 1.03 Q V- 14.667 32.6640 1 -06 - Q V. 14.750 32.9885 1 -08 Q - V. - 14.833 33.3217 1.11 Q V. - 14 -917 33.6643 1.14 Q V. - - 15.000 34.0172 1.18 Q V - - 15 -083 34.3814 1.21 Q V - 15.167 34.7583 1.26 Q V 15.250 35.1491 1 -30 Q - V 15.333 35.5559 1.36 Q .V - - 15.417 35.9834 1 -42 Q -V - 15.500 36.4475 1.55 Q - -V - 15.583 36.9635 1.72 Q •V 15.667 37.5352 1.91 Q - V 15.750 38.1464 2.04 Q. V - 15 -833 38.7619 2.05 Q. V - 15.917 39.3582 1.99 Q. V 16.000 39.9634 2.08 Q. - V - - 16.083 40.8440 2.87 Q - V - 16.167 42.3166 4.91 - Q V - 16.250 44.2668 6.50 - V Q - 16.333 46.0983 6.11 - VQ - - 16.417 47.3313 4.11 Q- V - 16.500 48.1934 2.87 Q - V 16.583 48.8265 2.11 Q- V 16.667 49.3430 1.72 Q - V. - 16.750 49.7942 1.50 Q V. 6.833 50.1966 1.34 Q V. - 917 50.5645 1.23 Q V .000 50.9068 1.14 - Q - V t .083 51.2304 1.08 Q - - V - 17.167 51.5378 1.02 Q - - V 17.250 51.8312 0.98 Q V - 17.333 52.1122 0.94 Q - V 17.417 52.3625 0.90 Q - - -V 17.500 52.6436 0.87 Q - .V 17.583 52.8963 0 -84 Q V 17.667 53.1416 0.82 Q •V - 17.750 53.3800 0.79 Q V 17.833 53.6122 0.77 Q - -V 17.917 53.8386 0.75 Q - - -V 18.000 54.0596 0.74 Q - - V - 18.083 54 -2768 0.72 Q V 18.167 54.4952 0.73 Q - - V - 18.250 54.7199 0.75 Q V 18.333 54.9509 0.77 Q V 18.417 55.1834 0.77 Q - - - V 18.500 55 -4145 0 -77 Q - V 18.583 55.6429 0.76 Q V 18.667 55.86B6 0.75 Q - - - V 18.750_ 56.0914 0.74 Q - V 18.833 0.73 Q - - V 18.917 _56.3115 56 -5290 0.72 Q - - V - 19.000 56.7439 0.72 Q - V 19.083 56 -9563 0.71 Q - V 19.167 57.1664 0.70 - Q - - - V - 19.250 57 -3741 0.69 Q V 19.333 57.5797 0.69 Q V - 19.417 57 -7832 0.68 Q - V 19.506 57.9846 0.67 Q - V 19.583 58.1841 0.66 Q V 19.667 58.3817 0.66 - Q - V 19.750 58.5775 0 -65 Q V 19.833 58.7715 0.65 Q V 19.917 58.9638 0.64 Q V - 20.000 59 -1544 0.64 Q - - V + r++ t t+ z++ xx++ x+ x+ txx+ x+ x+ xt+++ xzxx+ xxx++++ xxr +zxx +rt + + + rxx + +x +x +rrzz + +rx +xt FLOW PROCESS FROM NODE 164.40 TO NODE 164 -40 IS CODE = 7 ---------------------------------------------------------------------------- » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1«<<< - - � xxxz xx+ rrxx+++ x+ xx+++ xz++++ r+ t++ xxzz+ rx+ x + +rxxx +t + + +x + +xx +xzxrx + + +xxx FLOW PROCESS FROM NODE 164 -40 TO NODE 164.40 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH< « < Page 6 of 94 Y: \F60\ 401\ Calcs\ Aydrolog y\ 03- 21- 03 \FloodROUt \I- 20- M- DTL.FLD Saved: 51812003 10:34 AM FLOW PROCESS FROM NODE 164.40 TO NODE 164.40 IS CODE = --- 6 ------------ ------------------------------------------------ _ ----------------- » »,STREAM NUMBER 2 CLEARED AND SET TO ZERO« c<< Y * #Y #Y # * # * * # Yx xxxxxx * # #x #x *x #Y # * *Y *Y #Y #Y *Yx #xxY# *xxx *Y -r #xxxx #xxxx #xxxxxxx #x i- FLOW PROCESS FROM NODE 164.40 TO NODE ' 160.30 IS CODE - 5_2 ------------ » >>, MODEL - CHANNEL - ROOTING -OF - STREAM #1 BY THE _COIN IEX- METfiODc_ «<== __ -____ THE MODIFIED C- RO COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 7 of 94 Y: \F60\ 401\ talcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FLD STREAM ED ROGRAPH IN Fn MIN -- = UNIT I1,"PERV- 4LS(cu m /s) (Note: Time indicated is at CiMs END of Each Unit Intervals) ------------------------- { (HRS) VOLUME (1000 cu m) Q (cu m /s)0. 9.9 -- - 19_8 - - - - -- 29_7 - - - -- -39_6 - --------------------------------------------- 14.000 222.1169 6.47 Q V 14.083 224.0912 6 -58 Q - ' 14.167 226.1052 6.71 Q J 14.250 228.1669 6.87 Q - V ' 14.333 230.2830 7 -05 Q V 14.417 232.4562 7.24 Q - V 14.500 234.6844 7.43 Q V " 14.583 236.9657 7.60 Q V 14.667 239.3006 7.78 Q V 14.750 241.6910 7.97 Q - V " 14 244.1403 8.16 Q - V ' -833 14.917 246.6531 8 -38 Q V 15.000 249.2350 8.61 4 V 15.083 251 -8923 8.86 - Q V 15.167 254.6325 9.13 Q. V 15.250 257.4646 9.44 Q. V ' 15.333 260 -3995 9.78 Q. V 15.417 263.4597 10.20 Q V ' 15.500 266.7004 10.80 Q V ' 15.583 270.1941 11.65 •Q V ' 15.667 273 -9973 12.68 - Q V V . 15.750 278.1050 13.69 Q V 15.833 282.3974 14.31 - Q V ' 15.917 286.7429 14.49 Q V . 16.000 291.1994 14.86 Q V 16.083 296.4214 17.41 - Q Q 16.167 303.7931 24.57 - V Q 16.250 313.7404 33.16 V Q 16.333 325.0385 37.66 _ V Q 16.417 335.7602 35.74 V Q. 16.500 344.4174 28.86 - Q V . . 16.583 351.0243 22.02 V 16.667 356.2180 17.31 Q V 16.750 360.4162 13.99 Q V " " 16.833 363.9385 11.74 •Q - V " 16.917 367.1018 10.54 Q V 17.000 370.0157 9.71 Q. V 17.083 372.7057 8.97 Q. V 375.2095 8.35 Q . V 0 17.167 7.250 377.5609 7.84 Q V 7.333 379.7880 7.42 Q V 17.417 381.9082 7.07 Q . 17.500 383.9380 6.77 Q .V _ V 17.583 385.8917 6.51 Q V 17.667 387.7793 6.29 Q V 17.750 389.6087 6.10 Q - V 17.833 391.3860 5.92 Q V 17.917 393.1157 5. Q V 18.000 394.8016 5.62 Q - V 18.083 396.4512 5.50 Q - V 18.167 398.0843 5.44 Q V 18.250 399.7267 5.47 Q V 18.333 401.3953 5.56 Q V 18.417 403.0898 5.65 Q V 18.500 404..7945 5.68 Q V 18.583 406.4941 5.67 Q V 18.667 408.1801 5.62 Q - V 18.750 409.8483 5.56 Q V 18.833 411.4965 5.49 - Q V 18.917 413.1250 5.43 Q V 19 -000 414.7345 5.36 - Q - V 19.083 416.3254 5.30 _ Q V 19.167 417.8962 5.24 Q V 19.250 419.4534 5.18 Q _ V 19.333 420.9918 5.13 Q V 19.417 422.5138 5.07 Q V . 19.500 424.0202 5.02 _ Q - V 19.583 425.5115 4.97 Q V . 19.667 426.9883 4.92 '. Q V . 19.750 428.4510 4.88 Q V . 19.833 429.9002 4.83 _ Q - V 19.917 431.3362 4. Q V _ 20.000 432.7596 4.74 - Q ' FLOW PROCESS FROM NODE 164.40 TO NODE 164.40 IS CODE = --- 6 ------------ ------------------------------------------------ _ ----------------- » »,STREAM NUMBER 2 CLEARED AND SET TO ZERO« c<< Y * #Y #Y # * # * * # Yx xxxxxx * # #x #x *x #Y # * *Y *Y #Y #Y *Yx #xxY# *xxx *Y -r #xxxx #xxxx #xxxxxxx #x i- FLOW PROCESS FROM NODE 164.40 TO NODE ' 160.30 IS CODE - 5_2 ------------ » >>, MODEL - CHANNEL - ROOTING -OF - STREAM #1 BY THE _COIN IEX- METfiODc_ «<== __ -____ THE MODIFIED C- RO COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 7 of 94 Y: \F60\ 401\ talcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FLD Saved: 51812003 10:34 ALM U-S. Department of Commerce) . ' ASSUMED REGULAR CHANNEL IN FORMATION: 3ASEWIDTH(m) = 6.00 CHANNEL UPSTREAM ELEVATION(m) = 326.39 DOWNSTREAM ELEVATION(m) = 325_ CHANNEL LENGTH(m) = 410.00 CONSTANT LOSS RATE(cu m /s) = 0. Z = 0.00 05 MANN FACTOR = 0.015 00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 37.66 AVERAGE FLOWRATE IN EXCESS OF 50°s MAXIMUM INFLOW = 30.33 CHANNEL NORMAL VELOCITY FOR Q = 30.33 cu m/s = 3.67 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.876 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.993 ?age 8 of 94 Y: \F60 \ ?O1 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- N,- DTL.FLD CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 6.47 6.43 6.43 14.083 6.58 6.54 6.54 14.167 6.71 6.67 6.67 14.250 6.87 6.82 6.82 14.333 7.05 6.99 6.99 14.417 7.24 7.18 7.18 14.500 7.43 7.37 7.37 14.583 7.60 7.55 7.55 14.667 7.78 7.72 7.72 14.750 7.97 7.91 7.91 14.833 8.16 8.10 8.10 14.917 8.38 8.31 8.31 15.000 8.61 8.53 8.53 15.083 8.86 8.77 8.77 15.167 9.13 9.04 9.04 15.250 9.44 9.34 9.34 15.333 9.78 9.67 9.67 15.417 10.20 10.06 10.06 15.500 10.80 10.60 10.60 15.583 11.65 11.36 11.36 15.667 15.750 12.68 13.69 12.33 13.35 12.33 13.35 15.833 14.31 14.10 14.10 t 15.917 14.49 14.42 14.42 " 16.000 14.86 14.73 14.73 16.083 17.41 16.56 16.56 16.167 24.57 22.19 22.19 16.250 33.16 30.30 30.30 16.333 37.66 36.15 36.15 16.417 35.74 36.36 36.36 16.500 28.86 31.14 31.14 16.583 22.02 24.30 24.30 16.667 17.31 18.89 18.89 16.750 13.99 15.10 15.10 16.833 11.74 12.50 12.50 16.917 10.54 10.95 10.95 17.000 9.71 9.99 9.99 17.083 8.97 9.22 9.22 17.167 8.35 8.55 8.55 17.250 7.84 B_01 8.01 17.333 7.42 7.56 7.56 17.417 7.07 7.19 7.19 17.500 6.77 6.87 6.87 17.583 6.51 6.60 6.60 17.667 6.29 6.37 6.37 17.750 6.10 6.16 6.16 17.833 5.92 5.98 5.98 17.917 5.77 5.82 5.82 18.000 5.62 5.67 5.67 18.083 5.50 5.54 5.54 18.167 5.44 5.46 5.46 18.250 5.47 5.46 5.46 18.333 5.56 5.53 5.53 18.417 5.65 5.62 5.62 18.500 5.68 5.67 5.67 18.583 5.67 5.67 5.67 18.667 5.62 5.64 5.64 18.750 5.56 5.58 5.58 1B.833 5.49 5.52 5.52 18.917 5.43 5.45 5.45 19.000 5.36 5.39 5.39 19.083 5.30 5.32 5.32 19.167 5.24 5.26 5.26 19.250 5.18 5.20 5.20 19.333 19.417 5.13 5.07 5.15 5.09 5.15 5.09 19.500 5.02 5.04 5.04 19.583 4.97 4.99 4.99 19.667 4.92 4.94 4.94 19.750 4.88 4.89 4.89 19.833 4.83 4.85 4.85 19.917 4.79 4.80 4.80 20.000 4.74 4.76 4.76 ?age 8 of 94 Y: \F60 \ ?O1 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- N,- DTL.FLD Saved: 51812003 10:34 AN PROCESS SUMMARY OF STORAGE: ) ilFLOW VOLUME = 495.070 x 1000 cu m OUTFLOW VOLUME = 495 -070 x 1000 cu m LOSS VOLUME = 0.000 x 1000 cu m ---------------------------------------------------------------------- - - - - -+ I STA. 160 +30 POPLAR AVENUE SOUTH SIDE OF CHANNEL AREA A6 -2 -+ FLOW PROCESS FROM NODE 160.30 TO NODE 160.30 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) <<<<< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.143 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.260 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAR FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION - 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAR 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63 -50 SPECIFIED PEAR 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAR 24 -HOUR RAINFALL(mm) = 215.90 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION -=-------------------------------------------------------------------------- INTERVAL PRECIPITATION DEPTH -AREA REDUCTION FACTORS: UNIT HYDROGRAPH 5- MINUTE FACTOR = 0.998 MEAN VALUES 30- MINUTE FACTOR = 0.998 -------------------------------------------------- 1 1 -HOUR FACTOR = 0.998 0.248 - 3 -HOUR FACTOR = 1.000 12.541 6 -HOUR FACTOR = 1.000 3 24 -HOUR FACTOR = 1 -000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES Syr/ UNIT INTERVAL PERCENTAGE OF LAG -TIME = 32.051 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION -=-------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) -------------------------- -------------------------------------------------- 1 2.050 0.248 - 2 12.541 1.272 3 32.902 2.468 4 59.287 3.199 5 79.698 2.474 6 90.409 1.298 7 95.683 0.639 8 97.996 0.280 9 98.702 0.086 10 99.294 0.072 11 99.718 0.051 12 99.929 0.026 13 100.000 0.009 TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 2.6721 TOTAL STORM RUNOFF VOLUME(1000 Cu m) = 26.2409 ------------------------------------------- --- ---- ------- --- -- --- -- - - -- Is Page 9 of 94 Y: \F60\ 401 \calcs\ Hydrology\ 03- 21- 03 \FloodRout \l- i0- M- D?2.Fi,D Saved: 51812003 10:34 AM + + +xx + xxr +x +rx + +xx + +rxxt ++ xxx ++ xxx + +xx + +xxxx + + + + + + +xxxx + + + xxxx + ++ +xxx + + +xx ++ FLOW PROCESS FROM NODE 160 -30 TO NODE 160.30 IS CODE = 7 ---------------------------------------------------------------------------- » C,>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1«<<< x +rxxx x xx + : +xx +xxxx+ xxx+ rxxx++ x+ xx++ xx+++ xxxx + +xxxx +x + + + +x + +xx + + ++xx + + +xxxx FLOW PROCESS FROM NODE 160.30 TO NODE 160 -30 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 HYDROGRAPH« <<< Page 10 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \1- 10- M- DTL.FLD 2 4 - H O U R S T O R M N r H Y D R O G R A P H ,C - O - F - R - U =ROGRP?H IN FIVE -MINT TE UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME VOLUME Q (HRS) (1000 cu m) (cu m /s)0. 0 -6 1 -1 1 -7 2 -3 -------------------------------------------------------------------------- 14 -000 12.7872 0.37 Q V - 14.083 12.9011 0.38 - Q V 14.167 13 -0171 0 -39 Q V 14.250 13.1353 0 -39 Q V - 14 -333 13 -2561 0 -40 Q V - - 14.417 13.3794 0 -41 - Q V - 14.500 13 -5054 - 0 -42 Q - V. - 14.583 13.6343 0.43 Q V. 14.667 13 -7661 0.44 Q - V. - - 14.750 13 -9012 0 -45 Q - V- 14.833 14.0398 0.46 Q V. 14.917 14.1822 0.47 Q - V 15.000 14.3288 0 -49 4 V - 15.083 14.4799 0.50 Q V 15.167 14.6361 0 -52 4- V - 15 -250 14.7978 0.54 Q. V 15.333 14.9659 0.56 Q. .V - 15.417 15.1420 0.59 - Q -v - 15.500 15.3311 0.63 4 v 15.583 15.5387 0.69 O V 15.667 15.7696 0.77 4 V 15.750 16.0209 0.84 Q V - 15.833 16.2811 0 -87 - Q V - 15.917 16.5412 0.87 - Q - V - - 16.000 16.8052 0.88 Q V 16.083 17.1213 1.05 Q V - 16.167 17.5808 1.53 - - V Q - 16.250 18.1853 2 -01 V 4 16.333 18.8560 2.24 V 4• 16.417 19 -4291 1.91 - V 4 16.500 19 -8564 1.42 Q V 16.583 20 -1850 1.10 Q- V - 16 -667 20.4423 0.86 O V - 16.750 20.6517 0.70 Q V. 20 -8390 0.62 -Q V. 6.917 21.0082 0 -56 Q- V. P 6.833 7.000 21 -1629 0 -52 Q. V. 1 7.083 21.3066 0.46 Q - V '- 17 -167 21 -4417 0.45 Q V 17.250 21.5701 0.43 Q - V 17 -333 21 -6927 0.41 Q - V 17 -417 21.8104 0 -39 - Q V 17.500 21.9238 0 -38 Q - •V 17 -583 22.0334 0.37 Q - •V 17.667 22 -1395 0.35 Q v 17.750 22.2426 0.34 Q - •V 17.833 22.3428 0.33 Q - -V 17.917 22.4404 0.33 4 - -V 18.000 22.5357 0.32 Q - -V 18.083 22.6290 0.31 Q - - V 18.167 22.7219 0.31 Q - V 18.250 22.8160 0.31 - Q - - - V 18.333 22.9124 0.32 - Q - - V 18 -417 23 -0103 0.33 Q V 18 -500 23.1083 0.33 Q - - V - 18.583 23.2057 0.32 Q V 18.667 23.3021 0.32 Q - V 18.750 23 -3973 0 -32 - Q - V - 18.833 23.4914 0.31 Q - V 18.917 23.5843 0 -31 - Q - V 19.000 23 -6762 0.31 4 - - V 19.083 23 -7670 0.30 Q - V 19 -167 23.8567 0.30 Q V 19.250 23 -9455 0 -30 - Q V - 19.333 24 -0333 0 -29 - Q - V - 19.417 24 -1201 0.29 Q - V 19 -500 24 -2061 0.29 Q - - - V - 19.583 24 -2913 0 -28 Q - - V 19.667 _ 24 -3756 0.28 Q V 19.750 24.4592 0 -28 - Q - - V - 19.833 24.5419 0 -28 Q - V 19.917 24.6240 0.27 Q V 20.000 24 -7053 0.27 Q V - + + +xx + xxr +x +rx + +xx + +rxxt ++ xxx ++ xxx + +xx + +xxxx + + + + + + +xxxx + + + xxxx + ++ +xxx + + +xx ++ FLOW PROCESS FROM NODE 160 -30 TO NODE 160.30 IS CODE = 7 ---------------------------------------------------------------------------- » C,>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1«<<< x +rxxx x xx + : +xx +xxxx+ xxx+ rxxx++ x+ xx++ xx+++ xxxx + +xxxx +x + + + +x + +xx + + ++xx + + +xxxx FLOW PROCESS FROM NODE 160.30 TO NODE 160 -30 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 HYDROGRAPH« <<< Page 10 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \1- 10- M- DTL.FLD Saved: 51812003 10.34 AN ****}*}*} k**}*}*+* k}* t#***##*# k* ***# kt* f t * } * *YkxYt # * * * *ttk *kt * * * *t *k # *k FLOW PROCESS FROM NODE 160.30 TO NODE 160 -30 IS CODE = 6 ------ - - - - -- ------------ ------------------------- ,, » , STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< O PLOW PROCESS FROM NODE 160.30 TO NODE 156.10 IS CODE - = - S_2 ............ >>>>,MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW h'YDROGRAPH BY 5- MINUTE INTERVALS (Reference the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page it of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03 -21- 03 \FloodRout \I- 10- M- DTL -FLD STREAM h °H IN FIVE - MINUTE UNIT 1NTERVALS(cu m /s) (Not_ Time indicated is ------ at END 0i Each ------------------------------- Unit Intervals) - ------------------ IME (rRS) VOLUME (1000 cu m) Q (cu m /s)0. 9.9 _9.8 29.7 39.6 --------------------------------------------------------------- 14.000 234 -2569 6.81 Q - V 14.063 236 -3336 6.92 Q J 14 -167 238.4504 7.06 - Q V " 14 240 -6145 7 -21 Q V -250 14 242 -6332 7 -40 Q - V " -333 14.417 245.1107 7.59 _ Q V " 14.500 247 -4465 7 -79 Q V ' 14.583 249.8389 7 -97 Q V. 14.667 252 -2878 8 -16 Q V- ' 14.750 254.7948 8.36 Q - V. ' 14.833 257.3631 8.56 _ Q - V. ' 14.917 259.9971 8.78 - Q V. ' 15.000 262.7025 9 -02 Q. V 15 265.4858 9.28 Q. V -083 15.167 268.3545 9.56 _ Q. V " 15.250 271.3177 9.88 Q- V 15.333 274.3864 10 -23 Q V ' 15.417 277.5810 10.65 Q V 15.500 260.9506 11 -23 Q V 15.583 284.5677 12.06 Q .V 15.667 288.4987 13.10 Q V 15.750 292.7560 14.19 Q V 15 297.2468 14.97 Q V ' -833 15.917 301.8343 15.29 Q V 16.000 306.5179 15.61 Q V " 16.083 311.8022 17.61 Q V " 16.167 318.9194 23.72 Q V Q " 16.250 328.6128 32.31 _ V Q ' 16.333 340.1280 38.38 V Q - 16.417 351.6105 38.28 - V Q ' 16.500 361.3805 32.57 - Q V " 16.583 369.0001 25 -40 V - 16.667 374.9241 19.75 - Q. V. 16.750 379.6649 15.80 Q - V. 16.833 383.6007 13.12 Q V. 16.917 367.0537 11.51 -Q ' V. 17.000 390.2057 10.51 Q " V 17.083 393.1142 9.69 Q• " V 17.167 395.8153 9.00 Q. ' V 7.250 398.3461 8.44 4 " V '7.333 400.7374 7.97 Q V F4 7.417 403.0110 7 -58 7.24 Q Q V 17.500 405.1844 V 17.583 407.2730 6.96 Q - 17.667 409.2689 6.72 - Q .V " 17.750 411.2408 6.51 Q - 'V " 17.833 413.1357 6.32 Q - ' 17.917 414.9789 6.14 Q 'V " V ' 18.000 416.7747 5.99 Q - - ' 18.083 418.5297 5.85 Q - "V " V 16.167 420.2612 5.77 Q - " V ' 18.250 421.9947 5.78 Q V 18.333 423.7510 5.85 Q V 18.417 425.5347 5 -95 Q V 18.500 427.3340 6.00 Q - " V 18.583 429.1327 6 -00 Q V 18.667 430.9196 5.96 Q V 16.750 432.6890 5.90 Q - " V 18.833 434.4379 5.83 Q V 18.917 436.1659 5 -76 - Q - - V 19.000 437.8736 5 -69 Q " V 19.083 439.5615 5.63 Q - 19.167 441.2301 5.56 Q V 19.250 442.6799 5.50 Q " V 19.333 444.5117 5.44 Q V 19.417 446.1261 5.38 Q - - " V 19.500 447.7237 5.33 Q " V 19.583 449.3052 5.27 Q " V 19.667 450.8711 5.22 Q " V 19.750 452.4221 5.17 Q " V 19.833 453.9586 5.12 Q V 19.917 455 -4610 5.07 _ Q - - " V 20.000 456 -9899 5.03 _ Q - " ****}*}*} k**}*}*+* k}* t#***##*# k* ***# kt* f t * } * *YkxYt # * * * *ttk *kt * * * *t *k # *k FLOW PROCESS FROM NODE 160.30 TO NODE 160 -30 IS CODE = 6 ------ - - - - -- ------------ ------------------------- ,, » , STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< O PLOW PROCESS FROM NODE 160.30 TO NODE 156.10 IS CODE - = - S_2 ............ >>>>,MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD <<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW h'YDROGRAPH BY 5- MINUTE INTERVALS (Reference the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page it of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03 -21- 03 \FloodRout \I- 10- M- DTL -FLD Saved: 51812003 10:34 PM U-S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 6.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 325.05 DOWNSTREAM ELEVATION(m) = 324.44 CHANNEL LENGTH(m) = 420.00 MAhNNINC-'S FACTOR. = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM IN m /s) = 38.38 AVERAGE FLOWRATE IN EXCESS OF 50 MAXIMUM INFLOW = 30.06 CHANNEL NORMAL VELOCITY FOR Q = 30.06 cu m/s = 2.77 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.842 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.970 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 6.81 6.76 6.76 14.083 6.92 6.87 6.87 14.167 7.06 7.00 7.00 14.250 7.21 7.14 7.14 14.333 7.40 7.31 7.31 14.417 7.59 7.50 7.50 - 14.500 7.79 7.70 7.70 14.583 7.97 7.89 7.89 14.667 8.16 8.08 8.08 14.750 8.36 8.27 8.27 14.833 8.56 8.47 8.47 14.917 8.78 8.68 8.68 15.000 9.02 8.91 8.91 15.083 9.28 9.16 9.16 15.167 9.56 9.43 9.43 15.250 9.86 9.73 9.73 15.333 10.23 10.07 10.07 15.417 10.65 10.46 10.46 15.500 11.23 10.97 10.97 15.583 12.06 11.68 11.68 15.667 13.10 12.63 12.63 15.750 14.19 13.69 13.69 15.833 14.97 14.61 14.61 15.917 15.29 15.14 15.14 16.000 15.61 15.47 15.47 16.083 17.61 16.72 16.72 16.167 23.72 20.99 20.99 16.250 32.31 28.42 28.42 16.333 38.38 35.57 35.57 16.417 38.28 38.24 38.24 16.500 32.57 35.10 35.10 16.583 25.40 28.65 28.65 16.667 19.75 22.35 22.35 16.750 15.80 17.63 17.63 16.833 13.12 14.36 14.36 16.917 11.51 12.26 12.26 17.000 10.51 10.97 10.97 17.083 9.69 10.07 10.07 17.167 9.00 9.32 9.32 17.250 8.44 8.70 8.70 17.333 7.97 B -19 8.19 17.417 7.58 7.76 7.76 17.500 7.24 7.40 7.40 17.583 6.96 7.09 7.09 17.667 6.72 6.83 6.83 17.750 6.51 6.60 6.60 17.833 6.32 6.40 6.40 17.917 6.14 6.22 6.22 18.000 5.99 6.06 6.06 18.083 5.85 5.91 5.91 18.167 5.77 5.81 5.81 18.250 5.78 5.78 5.78 18.333 5.85 5.82 5.82 18.417 5.95 5.90 5.90 18.500 6.00 5.97 5.97 18.583 6.00 6.00 6.00 18.667 5.96 5.97 5.97 18.750 5.90 5.92 5.92 18.833 5.83 5.86 5.86 18.917 5.76 5.79 5.79 19.000 5.69 5.72 5.72 19.083 5.63 5.66 5.66 19.167 5.56 5.59 5.59 19.250 5.50 5.53 5.53 19.333 5.44 5.4 5.4 19.417 5.38 5.41 1 5.41 1 19.500 5.33 5.35 5.35 19.583 5.27 5.30 5.30 =- 19 -667 5.22 5.24 5.24 19.750 5.17 5.19 5.19 19.833 5.12 5.14 5.14 19.917 5.07 5.10 5.10 20.000 5.03 5.05 5.05 Page 12 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \1- 20- N,- DTL.FLD Saved: 51812003 10:34 AM --- ------- ---- -- -- - - - - -- - -- - - -- --- --------------- - -- -- PROCESS SUMMARY OF STORAGE: NrLOW VOLUME = 523.311 x 1000 cu m UTFLOW VOLUME = 523.311 x 1000 cu m LOSS VOLUME = 0.000 x 1000 cu m �. ------------- ---------- -- ------- ---- - -- --- -- ----- --- -- ---- -------- --- -- - --+ I STA. 156 +10 ELM AVE. NORTH SIDE OF CHANNEL AREA A6 -3 +---------------------------------------------- ----- ------------------ - ----+ * # #f #* 444**** 4**##*************** t* 4 4#* t * * * *4 ** * * *4 * *f * *4 * ** *x4* * * * * * *4 FLOW PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE = 1 >> >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) « «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.126 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.300 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS_ THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE T00 LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION = 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: DETERMINATION 5- MINUTE FACTOR = 0.999 "S" GRAPH 30- MINUTE FACTOR = 0.999 NUMBER 1 -HOUR FACTOR = 0.999 ORDINATES(CU m /s) 3 -HOUR FACTOR = 1.000 1.701 6 -HOUR FACTOR = 1.000 2 24 -HOUR FACTOR = 1.D00 UNIT HYDROGRAPH TIME UNIT = 5.0D0 MINUTES i UNIT INTERVAL PERCENTAGE OF LAG -TIME = 27 -778 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 2.3565 TOTAL STORM RUNOFF VOLUME(1000 Cu m) 24.9058 --------------------------------- -- ---- -- ---- --- --- -- ---- - - - - - -- LIWA Page 13 of 94 Y: \F60\ 401\ calcs\ iiydrologY\ 03- 21- 03 \F1oodRout \I- 10- N- DTL.FLD UNIT HYDROGRAPH DETERMINATION ------------------------------------------- INTERVAL "S" GRAPH ---------------- UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CU m /s) ------------------------------------------------------------------- 1 1.701 0.182 2 9.283 0.811 3 25.290 1.711 4 46.738 2.293 5 68.920 2.371 6 83.414 1.550 7 91.365 0.850 8 95.710 0.465 9 97.845 0.228 10 98.542 0.074 11 99.062 0.056 12 99.583 0.056 13 100.000 0.045 TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 2.3565 TOTAL STORM RUNOFF VOLUME(1000 Cu m) 24.9058 --------------------------------- -- ---- -- ---- --- --- -- ---- - - - - - -- LIWA Page 13 of 94 Y: \F60\ 401\ calcs\ iiydrologY\ 03- 21- 03 \F1oodRout \I- 10- N- DTL.FLD Saved: 51812003 10:34 AM Page 14 of 94 Y: \F60\ 401\ Calcs\ Hydroloo y\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FLD 2 a - 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 rYDROGRA.PH IN FIVE - MINUTE UNIT INTERVALS(cu M IS) (Note: Time indicated is at END of Each Unit Intercals)- ---------------------------------------------------------------------------- TIME VOLUME Q (HRS) (1000 cu m) (cu m /s)0- 0.5 1 -0 1 -5 2 -0 ---------------------------------------------------------------------------- 14.000 11.2274 0 -33 _ Q V 14.083 11.3270 0.33 Q - V - - 14.167 11.4283 0.34 Q V - 14.250 11.5316 0 -34 Q V - - 14.333 11.6370 0 -35 Q V - 14.417 11 -7447 0 -36 Q V - - 14.500 11.8546 0.37 Q V. - 14.583 11.9670 0.37 Q V. 14.667 12.0819 0.38 Q V. - - 14.750 12.1997 0.39 Q V. 14.833 12.3204 0.40 Q - V. - 14.917 12.4443 0.41 Q V. - - 15.000 12.5718 0.42 Q V 15.083 12.7031 0.44 Q V - 15.167 12.8386 0.45 Q. V - 15.250 12.9789 0.47 _ Q- V - 15.333 13 -1245 0.49 Q. •V - 15.417 13.2767 0.51 Q •V 15.500 13.4387 0.54 Q -V 15.583 13.6149 0.59 -Q •V 15.667 13.8089 0.65 Q - V 15.750 14.0211 0.71 Q - V 15.833 14.2446 0.74 Q V - - 15.917 14 -4719 0.76 Q V 16.000 14.7047 0.78 Q - V 16.083 14.9717 0.89 Q V 16.167 15.3293 1.19 Q 16.250 15.8013 1.57 V -Q 16.333 16 -3388 1.79 V Q 16.417 16.8704 1.77 V Q 16.500 17.2972 1.42 - VQ - 16.583 17.6290 1.11 Q V 16.667 17.8933 0.68 Q V - 16.750 18.1059 0.71 Q V. 6.833 18.2823 0.59 - -Q V. j6.917 18.4414 0.53 Q V. !!t` % 00 � 7.000 18.5879 0.49 Q. V. \; 17.083 18.7232 0.45 Q. - V 17.167 18.8464 0.41 Q - V 17.250 18.9632 0.39 Q V 17.333 19.0743 0.37 Q - V 17.417 19.1806 0.35 Q V 17.500 19.2827 0.34 Q - - V 17.583 19.3812 0.33 Q 17.667 19.4764 0.32 Q - •V 17.750 19.5688 _ 0.31 Q -V 17.833 19.6585 0.30 Q •V 17.917 19.7459 0.29 Q .v ' 18.000 19.8310 0.28 Q .v ' 18.083 19.9143 0.28 Q .V - 16.167 19.9967 0.27 Q V 18.250 20.0796 0.28 - Q V ' 18.333 20.1637 0.28 Q V 18.417 20.2494 0.29 Q V - 18.500 20.3356 0.29 _ Q - - V ' 18.583 20.4216 0.29 Q - V 18.667 20.5069 0.28 Q - - V ' 18.750 20.5914 0.28 - Q - V 18.833 20.6748 0.28 Q V ' 18.917 20.7572 0.27 Q V 19.000 20 -8387 0.27 Q - - V 19.083 20 -9192 0.27 Q - V ' 19.167 20.9989 0.27 Q - V ' 19.250 21 -0776 0.26 Q - - V ' 19.333 21.1555 0.26 Q - V ' 19.417 21.2325 0.26 - Q - V 19.500 21.3088 0.25 Q - - V 19.583 21.3842 0.25 Q V 19.667 21.4590 0.25 Q - V ' 19.750 21 -5330 0.25 Q V 19.833 21 -6064 0.24 Q V 19.917 21.6790 0 -24 Q V 20.000 21.7511 0 -24 - Q - V ' rrrr+++ rr+ r++ r++ r++ rr+ x+ r+ rr+ r+ r+++++ r++ rr++ rr + + + + +xr + + +r +xr +x +rrr + +r +x +r ++ FLOW PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE = 7 ---------------------------------------------------------------------------- » »> STREAM NUMBER - 2 ---------------------- ADDED TO STREAM NUMBER 1<<<<< t r+ rx+++ x+ rx+++ xrr+++ x+, rrx- x+ xxr+ xx�rx++ r+++ r+ xx +r +x +r +xxrx +xrxr + + +rrxxrr +rrx+ FLOW PROCESS FROM NODE 156.10 TO NODE 156 -10 IS CODE = 11 --------------------------------------------------------------------------- , > >VIEW STREAM NUMBER 1 HYDROGRA -DF<< «< Page 14 of 94 Y: \F60\ 401\ Calcs\ Hydroloo y\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FLD Sa✓edc 5/8/2003 10 :34 AM Page 15 of 94 STREAM HYDROGRAFH IN FIVE-MINUTE UNIT INTERVA_LS(Cu m /s) (Note: Time indicated is at END of Each Unit Intervals) .INE VOLUME Q (H3E) (1000 cu m) (cu m /s)0_ 10.6 21.2 31.9 42.5 14.000 244.5507 7.08 _ Q . V _ . 14.083 246.7110 7.20 . Q . V . . _ 14.167 248.9109 7.33 _ Q . V _ _ . ( 14.250 251.1568 7.49 . Q V . _ 14.333 253.4561 7.66 _ Q _ V _ f 14.4.17 255.8143 7.86 Q V . 14.500 258.2334 8.06 . Q . V . _ . 14.583 260.7123 8.26 . Q . V. _ 1 14.667 263.2503 B_46 . Q _ V. . 14.750 265.8485 6.66 Q _ V. _ _ 14.833 268.5095 8.87 Q V. . 14.917 271.2375 9.09 . Q . V. _ 1 15.000 274.0378 9.33 . Q . V. _ . j 15.083 276.9168 9.60 . Q. V . 1 15.167 279.8820 9.88 . Q. V . 15.250 282.9425 10.20 . Q. V _ . j 15.333 286.1086 10.55 . Q. V . 15.417 289.3981 10.96 . Q .V . 15.500 292.8503 11.51 . 0 .V . 15.583 296.5315 12.27 . .0 .V . 15.667 300.5139 13.27 . . Q .V . 15.750 304.8344 14.40 . . 0 . V . 15.833 309.4405 15.35 . • Q . V . 15.917 314.2092 15.90 . . Q . V . 16.000 319.0815 16.24 . . Q . V _ . 16.083 324.3650 17.61 . . Q V _ 16.167 331.0186 22.18 . . Q V . 16.250 340.0164 29.99 . . . V Q . . 16.333 351.2256 37.36 . . . V 0 . 16.417 363 12289 40.01 . . . V . Q . 16.500 374.1851 36.52 . . . V . Q . 16.583 383.1133 29.76 . VQ _ . 16.667 390.0833 23.23 . . .Q V . . 16.750 395.5851 18.34 . . 0 V . . 16.833 400,0710 14.95 . . Q . V. . 16.917 403.9085 12.79 . . Q . V. . 17.000 407,3474 11.46 . Q . V. . 17.083 410.5035 10.52 . Q. V. . • 17.167 413.4232 9.73 . Q. . V . .7.250 416.1493 9.09 . 0 . . V . 17.333 418.7159 8.56 . 0 . . V . • �\ 17.417 421.1498 8.11 . Q . . V . 17.500 423.4714 7.74 . Q . . V . 17.583 425.6976 7.42 . Q . . .V . 17.667 427.8422 7.15 . Q . . ,V . 17.750 429.9158 6.91 . Q _ . _V . 17.833 431.9266 6.70 . Q . _V . 17.917 433.8808 6.51 . Q • . _V . 18.000 435.7834 6.34 . Q . . .V . 18.083 437.6405 6.19 . 0 . . .V , 18.167 439.4655 6.08 . 0 . . . V . 18.250 441.2813 6.05 . Q . . . V . 18.333 443.1115 6.10 . Q . . V . 18.417 444.9685 6.19 . Q . . . V . 16.500 446.8467 6.26 . Q . . . V . 18.583 448.7314 6.28 . Q . . . V . 18.667 450.6089 6.26 . Q . . . V . 18.750 452.4706 6.21 . Q . . . V _ 18.833 454.3123 6.14 . 0 . . . V . 18.917 456.1323 6.07 . 0 . . . V . 19.000 457.9307 5.99 . 0 . . . V . 19.083 459,7082 5.92 . 0 . . . V . 19.167 461.4652 5.86 . Q . . . V . 19.250 463.2024 5.79 . Q . . . V , 19.333 464,9203 5.73 . 0 . . . V . 19.417 466.6197 5.66 . 0 . . . V . 19.500 468.3012 5.61 . Q . . . V . 19.583 469.9656 5.55 . 0 . . . V . 19.667 471.6135 5.49 . 0 . . . V . 19.750 473.2453 5.44 . 0 . . . V . 19.833 474.8618 5.39 . Q . . . V . 19.917 476.4633 5.34 . Q . . . V . 20.000 478.0504 5.29 . Q . . . V . ********************************************* **** ** ** *** * ** *** * * *** ** * ** * * ** FLOW PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE = 6 > » »STREAM NUMBER 2 CLEARED AND SET TO ZERO« « < FLOW PROCESS FROM NODE 156.10 TO NODE 155.15 IS CODE = 5.2 » »»MODEL CHANNEL ROUTING OF STREAM r1 BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Y: \F60 1.801 \Ca1cs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL_FLD Saved: 51 812003 10:34 AM U.S. Department 0�f Commerce_). ASSUMED REGULAR CHANNEL INFORMATION: li, C, BASEWIDTH(m) = 6.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) 324.44 DOWNSTREAM ELEVATION(m) 323.97 CHANNEL LENGTH(m) = 95.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 40.01 AVERAGE FLOWRATE IN EXCESS OF 50'c MAXIMUM INFLOW 31.29 CHANNEL NORMAL VELOCITY FOR Q = 31.29 cu m/s 4.24 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.891 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 Page 16 of 94 Y: \F60\ 401 \Caics\ Hydrology\ 03- 21- 03 \F1oodRout \I- iO- M_-DTL.FLD CONVEX METHOD CHANNEL ROSTTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 7.08 7.07 7.07 14.083 7.20 7.19 7.19 14.167 7.33 7.32 7.32 14.250 7.49 7.48 7.48 14.333 7.66 7.65 7.65 14.417 7.86 7.85 7.85 14.500 8.06 8.05 8.05 14.583 8.26 8.25 8.25 14.667 8.46 8.45 8.45 14.750 8.66 8.65 8.65 14.833 8.87 8.86 8.86 14.917 9.09 9.08 9.08 15.000 9.33 9.32 9.32 15.083 9.60 9.58 9.58 15.167 9.88 9.87 9.87 15.250 10.20 10.18 10.18 15.333 10.55 10.53 10.53 15.417 10.96 10.94 10.94 15.500 11.51 11.47 11.47 15.583 12.27 12.22 12.22 15.667 15.750 13.27 14.40 13.21 14.33 13.21 14.33 15.29 t, 15.833 15.35 15.29 15.917 15.90 15.86 15.86 16.000 16.24 16.22 16.22 16.083 17.61 17.52 17.52 16.167 22.18 21.87 21.87 16.250 29.99 29.47 29.47 16.333 37.36 36.87 36.67 16.417 40.01 39.83 39.83 16.500 36.52 36.75 36.75 16.583 29.76 30.21 30.21 16.667 23.23 23.67 23.67 16.750 18.34 18.67 18.67 16.833 14.95 15.18 15.18 16.917 12.79 12.94 12.94 17.000 11.46 11.55 11.55 17.083 10.52 10.58 10.58 17.167 9.73 9.78 9.78 17.25D 9.09 9.13 9.13 17.333 8.56 8.59 8.59 17.417 8.11 8.14 8.14 17.500 7.74 7.76 7.76 17.583 7.42 7.44 7.44 17.667 7.15 7.17 7.17 17.750 6.91 6.93 6.93 17.833 6.70 6.72 6.72 17.917 6.51 6.53 6.53 18.000 6.34 6.35 6.35 18.083 6.19 6.20 6.20 18.167 6.08 6.09 6.09 18.250 6.05 6.05 6.05 18.333 6.10 6.10 6.10 18.417 6.19 6.18 6.1B 18.500 6.26 6.26 6.26 18.583 6.28 6.28 6.28 18.667 6.26 6.26 6.26 18.750 6.21 6.21 6.21 18.833 6.14 6.14 6.14 18.917 6.07 6.07 6.07 19.000 5.99 6.00 6.00 19.083 5.92 5.93 5.93 19.167 5.66 5.86 5.86 19.250 5.79 5.79 5.79 19.333 19.417 5.73 5.66 5.73 5.67 5.73 5.67 19.500 5.61 5.61 5.61 19.583 5.55 5.55 5.55 19.667 5.49 5.50 5.50 19.750 5 5.4 5.44 19.833 5.39 5.39 5.39 19.917 5.34 5.3 5.34 20.000 5.29 5.29 5.29 Page 16 of 94 Y: \F60\ 401 \Caics\ Hydrology\ 03- 21- 03 \F1oodRout \I- iO- M_-DTL.FLD Saved_ 51812003 10:34 Art PROCESS SUMMARY OF STORAGE: Al"kINFLOW VOLUME = 548.216 x 1000 cu m to - UT - FLOW VOLUME = 548.216 x 1000 cu m VAWOLOSS VOLUME = 0.000 x 1000 cu m --- -- - ----- ------------------------------ ---- ---- -- ----- ---- --- --- - ---+ I STA. 155 +15 107 M htST OF ELM AVE_ SOUTH SIDE OF CHANNEL AREA C4 + ------------------ FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE = 1 ---------------------------------------------------------------------------- »» >SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<<<<< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.122 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.790 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) LOW LOSS FRACTION = 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAR 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAR 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAR 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 10.549 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 2.2750 TOTAL STORM RUNOFF VOLUME(1000 Cu m) = 24 -0443 ------------------------------------- ----------------- -- -- - - -- -- Page 17 of 94 Y. \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \1- 10- -M_- DTL.FLD INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /S) ----------------------------------------------------------------------- 1 0.603 0.062 2 1.845 0.128 3 3.591 0.180 4 6.791 0.330 5 11.869 0.524 6 17.995 0.632 7 24.595 0.681 8 31.798 0.743 9 39.997 0.846 10 49.673 0.999 11 58.050 0.865 12 66.721 0.895 13 73.703 0.721 14 79.081 0.555 15 83.725 0.479 16 87.419 0.381 17 90.034 0.270 18 92.242 0.228 19 94.132 0.195 20 95.512 0.142 21 96.529 0.105 22 97.356 0.085 23 98.020 0.068 24 98.242 0.023 25 98.440 0.020 26 98.637 0.020 27 98.835 0.020 28 99.033 0.020 29 99.231 0.020 30 99.428 0.020 31 32 99.626 99.624 0.020 0.020 33 100.000 0.018 TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 2.2750 TOTAL STORM RUNOFF VOLUME(1000 Cu m) = 24 -0443 ------------------------------------- ----------------- -- -- - - -- -- Page 17 of 94 Y. \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \1- 10- -M_- DTL.FLD Saved: 5 1812003 10:34 AM IM 1� It Page 18 of 94 Y: \F60\ 401 \Calcs\ Hydro3.ogy\ 03- 21- 03 \FloodRovt \I- 10- M- DTL.FLD Saved: 51812003 10:34 AM Page 19 of 94 Y: \P60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \I- 10- M- DTL.FLD 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 HYDROGRAPH IN r'1VE- MIN UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Interc- ---------------- -------------- 7 --------------------------------------------- TIME (HRS) VOLUME (1000 cu m) Q (cu m /s)0- 0 -3 0 -6 -- - - - - - - ------------------------------------------------------ 14.000 10.2837 0.29 Q V 14 -083 10.3716 0 -29 Q V 14.167 10 -4609 0.30 Q V 14.250 10.5514 0 -30 _ Q V " 14.333 10.6434 0.31 Q V ' 14.417 10.1369 0 -31 - -Q V 14.500 10.8320 0.32 -Q V - 14.583 10 -9288 0 -32 -Q V 14.667 11.0273 0.33 Q V 14.750 11.1277 0.33 •Q V 14.833 11.2302 0.34 Q V 14.917 11.3348 0.35 Q V 15.000 11.4417 0.36 Q V. - 15.083 11.5512 0.36 Q V- 15.167 11.6633 0.37 - Q V. ' 15.250 11.7782 0.38 _ - Q V- 15.333 11.8964 0.39 Q V- 15.417 12.0181 0.41 Q V. 15.500 12.1442 0.42 Q V - 15.583 12.2751 0.44 - Q V - - 15.667 12 -4120 0.46 Q V ' 15.750 12.5556 0.48 Q V - 15 -833 12.7065 0.50 Q •V 15.917 12.8656 0.53 Q •V ' 16.000 13.0344 0.56 Q•V 16.083 13.2183 0.61 Q 16.167 13.4192 0.67 - VQ ' 16.250 13.6375 0.73 V Q 16.333 13.8840 0.82 - V Q. ' 16.417 14.1593 0.92 V Q ' 16.500 14.4511 0.97 - V - Q ' 16.583 14.7538 1.01 V Q ' 16 15 -0670 1.04 V Q - -667 16.750 15.3923 1.08 V Q ' 15.7300 1.13 V Q- 6.917 16.0491 1.06 V Q ' lIC 6.833 7.000 16.3623 1.04 V Q V Q 17.083 16.6462 0.95 17.167 16.9015 0.85 V Q " 17.250 17.1363 0.78 - QV ' 17.333 17.3477 0.70 Q V ' 17.417 17.5364 0.63 - Q V. ' 17.500 17.7106 0.58 - Q V. 17.583 17 -8715 0.54 Q - V. 17.667 18.0186 0.49 Q V. 17.750 18.1547 0.45 Q V " 17.833 18 -2820 0.42 - Q V ' 17.917 18.4010 0.40 - Q V ' 18.000 18.5103 0.36 - Q V ' 18.083 18.6150 0.35 Q - V ' 18.167 18.7157 0 -34 Q V 18.250 18.8132 0.32 Q V 18.333 18.9080 0.32 Q V 18 19.0006 0.31 Q V -417 18.500 19 -0917 0.30 Q - - ' 18.583 19.1814 0 -30 Q •V ' 18.667 19.2697 0.29 Q V 18.750 19 -3565 0.29 - Q - V ' V 18.833 19.4407 0.28 Q- - - ' V 18.917 19.5242 0.28 Q- 19 19.6072 0.28 Q. - V ' -000 19 19.6894 0.27 Q- - V ' -083 19.167 19.7710 0.27 Q. V " 19.250 19.8519 0.27 Q. - V " V 19.333 19.9321 0.27 Q. - ' V 19 -417 20.0115 0 -26 Q. " V 19.500 20.0901 0.26 Q. - V 19 -583 20.1680 0 -26 Q- ' V 19 -667 20.2450 0.26 Q. V 19.750 20.3213 0.25 Q - V 19.833 20.3968 0.25 Q - V 19.917 20.4715 0.25 Q - ' V 20.000 20.5455 0.25 Q - - .' rrr+ xrrxxrx r+ rxrr++ xrrrrx+ x+ r++ r+ rr+ r++ r++ xrrr +r +xrxxrr +xr + + + +r +rx +rx +r + + ++ FLOW PROCESS FROM NODE 155.15 TO NODE 155 -15 IS CODE = 7 ------------------------------------------------------------------- ,,,STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< - rz+ xzrxrr++ zrrzxrzxrx +zz + +rxx +rzz +rzx :xz +r + + + +r + +rr +rrrrxz +rr rrr+ rrx+ x+ zx+ r+ FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE = 11 ------- ---------------------------------------------------------------- » >>>VIEW STREAM NUMBER 1 RYDROGRAPH« «< Page 19 of 94 Y: \P60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \I- 10- M- DTL.FLD Saved: 51812003 10:34 AM FLOW PROCESS FROM NODE 155 -15 TO NODE 155.15 IS CODE = 6 ---------------------------------------------------------------------------- » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« « < LOW PROCESS FROM NODE 155.15 TO NODE 151.70 IS CODE = 5 -2 ---- - - - - -- , » >>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX I✓iETHOD« « < THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE TEE STREAM 1 INFLOW HYDROGRAPH BY S- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chanter 17, page 17 -52, August, 1972, Page 20 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FLD STREAM H )RoGRAPH IN FiJE- MIN UNIT INTERVALS (cu m /s) (Note_ Tine indicated is at END of Each Unit Intervals) lME - voLU�-Ib 4 --------------------------------------- (HRS) (1000 cu m) (cu m /s)0. 10.6 21.2 31.9 42.5 ---------------------------------------------------------------------------- 14.000 254.6930 7.36 Q - v - - 14.083 256.9389 7.49 4 v 14.167 259 -2254 7.62 Q - v 14.250 261 -5588 7.78 Q v - - 14.333 263.9465 7.96 Q v 14.417 266.3943 8.16 _ Q - v - - - 14 -500 268 -9044 8.37 Q - v - 14.583 271.4761 8.57 - 4 v _ 14.667 274.1087 8.78 - Q _ V. - 14.750 276.8033 8.98 Q - V- 14.833 279.5625 9.20 Q V- 14.917 282.3907 9.43 _ Q - V. 15.000 285.2931 9.67 Q. V. 15.083 288.2763 9.94 _ Q. v - 15.167 291.3480 10.24 Q. v - 15.250 294.5170 10.56 Q. v - 15.333 297.7943 10.92 Q v 15.417 301 -1973 11.34 Q •v 15.500 304.7647 11.89 -Q •v 15.583 308.5616 12.66 4 -V 15.667 312.6609 13 -66 4 -v 15 -750 317.1024 14.81 Q - v - 15.833 321.8405 15.79 _ 4 v 15.917 326.7576 16.39 4 v 16.000 331.7916 16.78 Q v 16.083 337.2317 18 -13 Q v 16.167 343.9950 22.54 - •Q V - - 16.250 353.0551 30.20 v 4 - 16.333 364.3636 37.70 _ v - 4 16.417 376.5894 40.75 - - v Q 16.500 387.9070 37.73 - - v Q 16.583 397.2730 31.22 - - v Q. 16.667 404.6865 24.71 4 v 16.750 410.6113 19.75 Q v - 16.833 415.5024 16.30 _ Q V. 16.917 419.7023 14.00 Q V. 17.000 423.4809 12.60 •4 V. ' 17.083 426.9397 11.53 Q V. 17.167 430.1304 10.64 Q v 250 433.1041 9.91 4• v '7.333 435.8928 9.30 Q - V 7.417 438 -5243 8.77 8.34 4 - Q - v v - 17.500 17.583 441.0276 443.4210 7.98 - Q v ' 17.667 445.7181 7.66 Q .v ' 17.750 447.9325 7.38 Q •v 17.833 450.0748 7.14 Q •v ' 17.917 452.1519 6.92 Q - -v ' 18.000 454.1672 6.72 Q - •v ' 18.083 456.1320 6.55 Q •v ' 18.167 458.0598 6.43 Q v ' 18.250 . 459.9736 6.38 Q v 18.333 461.8977 6.41 Q v 18.417 463.8456 6.49 _ Q v - 18.500 465.8135 6.56 - Q - - v ' 18 467.7874 6.58 Q - v -SB3 18.667 469.7537 6.55 Q - v ' 18.750 471.7033 6.50 Q - v 18.833 473.6305 6.42 Q v 18.917 475.5354 6.35 4 - - - v ' 19.000 477.4182 6.2B _ Q v ' 19.083 479.2794 6.20 Q v 19.167 481.1194 6.13 Q - - - v 19.250 482.9388 6.06 Q - - v ' 19.333 484.7382 6..00 Q v 19.417 486.5182 5.93 - Q - v ' 19.500 488.2796 5.87 Q - v ' 19.583 490.0229 5.81 _ Q - v ' 19.667 491.7489 S.75 Q - - v ' 19.750 493.4581 5.70 Q - - v ' 19.833 495.1510 5.64 Q v ' 19.917 496.8283 5.59 Q - v ' 20.000 498.4903 5.54 Q - v ' FLOW PROCESS FROM NODE 155 -15 TO NODE 155.15 IS CODE = 6 ---------------------------------------------------------------------------- » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« « < LOW PROCESS FROM NODE 155.15 TO NODE 151.70 IS CODE = 5 -2 ---- - - - - -- , » >>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX I✓iETHOD« « < THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE TEE STREAM 1 INFLOW HYDROGRAPH BY S- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chanter 17, page 17 -52, August, 1972, Page 20 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FLD Saved: 51812003 10:34 AM U.S. D=epartment of Commerce) . ASSUMED REGUt,AR CHANNEL II.rORMATION: BASEWIDTH(m) = 6.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 323.97 DOWNSTREAM ELEVATION(m) = 320.33 CHANNEL LENGTH(m) = 345.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INrLOW(cu m /s) = 40.75 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 32.12 CHANNEL NORMAL VELOCITY FOR Q = 32.12 cu m/s = 5.55 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.915 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 - 7.36 7.34 7.34 14.083 7.49 7.46 7.46 14.167 7.62 7.60 7.60 14.250 7.78 7.75 7.75 14.333 7.96 7.92 7.92 14.417 8.16 8.12 8.12 14.500 8.37 8.33 8.33 14.583 8.57 8.53 8.53 14.667 6.78 8.74 8.74 14.750 8.98 8.94 8.94 14.833 9.20 9.16 9.16 14.917 9.43 9.38 9.38 15.000 9.67 9.63 9.63 15.083 9.94 9.89 9.89 15.167 10.24 10.18 10.18 15.250 10.56 10.50 10.50 15.333 10.92 10.86 10.86 15.417 11.34 11.26 11.26 15.500 11.89 11.79 11.79 15.583 12.66 12.51 12.51 15.667 13.66 13.47 13.47 15.750 14.81 14.59 14.59 - 15.833 15.79 15.61 15.61 15.917 16.39 16.28 16.28 16.000 16.78 16.71 16.71 16.083 18.13 17.88 - 17.88 16.167 22.54 21.71 21.71 16.250 30.20 28.75 28.75 16.333 37.70 36.27 36.27 16.417 40.75 40.17 40.17 16.500 37.73 38.30 38.30 16.583 31.22 32.45 32.45 16.667 24.71 25.95 25.95 16.750 19.75 20.69 20.69 16.833 16.30 16.96 16.96 16.917 14.00 14.44 14.44 17.000 12.60 12.86 12.86 17.083 11.53 11.73 11.73 17.167 10.64 10.81 10.81 17.250 9.91 10.05 10.05 17.333 9.30 9.41 9.41 17.417 8.77 8.87 8.87 17.500 8.34 8.43 8.43 17.583 7.98 8.05 8.05 17.667 7.66 7.72 7.72 17.750 7.38 7.43 7.43 17.833 7.14 7.19 7.19 17.917 6.92 6.96 6.96 18.000 6.72 6.76 6.76 18.083 6.55 6.58 6.58 18.167 6.43 6.45 6.45 18.250 6.38 6.39 6.39 18.333 6.41 6.41 6.41 18.417 6.49 6.48 6.48 18.500 6.56 6.55 6.55 18.583 6.58 6.58 6.58 18.667 6.55 6.56 6.56 18.750 6.50 6.51 6.51 18.833 6.42 6.44 6.44 18.917 6.35 6.36 6.36 19.000 6.28 6.29 6.29 19.083 6.20 6.22 6.22 19.167 6.13 6:15 6.15 19.250 6.06 6.08 6.08 19.333 6.00 6.01 6.01 19.417 5.93 5.95 5.95 I C 19.500 5.87 5.88 5.88 19.583 5.81 5.82 5.82 - 19.667 5.75 5.76 5.76 19.750 5.70 5.71 5.71 19.833 5.64 5.65 5.65 19.917 5.59 5.60 5.60 20.000 5.54 5.55 5.55 Page 21 of 94 Y: \F60\ 401\ Calcs\ Eydr ology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FLD Sav ed: 51812003 10:34 AM PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 572.261 x 1000 cu m UTFLOW VOLUME = 572.261 x 1000 cu m OSS VOLUME = 0.000 x 1000 cu m ---- ----- ----- --- ----- -- -----+ I STA. 1551 +70 BEECH AVENUE NORTH SIDE OF CHANNEL AREA A6 -4 FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA. RUNOFF (UNIT- HYDROGRAPH ANALYSIS) « «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) . WATERSHED AREA = 0.113 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.340 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE T00 LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION = 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 UNIT HYDROGRAPH SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 MEAN VALUES SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 ---------------------------------------------------------------------------- 1 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 0.139 SPECIFIED PEAR 6 -HOUR RAINFALL(mm) = 91.44 7.103 SPECIFIED PEAR 24 -HOUR RAINFALL(mm) = 215.90 3 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 1.236 5-MINUTE FACTOR = 0.999 37.087 30- MINUTE FACTOR = 0.999 5 1 -HOUR FACTOR = 0.999 1.985 3 -HOUR FACTOR = 1.000 75.054 6 -HOUR FACTOR = 1.000 7 24 -HOUR FACTOR = 1.000 1.033 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES 92.044 UNIT INTERVAL PERCENTAGE OF LAG -TIME = 24.510 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) ---------------------------------------------------------------------------- 1 1.460 0.139 2 7.103 0.539 3 20.046 1.236 4 37.087 1.627 5 57.881 1.985 6 75.054 1.640 7 85.873 1.033 8 92.044 0.589 9 95.730 0.352 10 97.707 0.189 11 98.419 0.068 12 98.879 0.044 13 99.333 0.043 14 99.733 0.038 15 99.933 0.019 16 100.000 0.006 TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 2.1045 TOTAL STORM RUNOFF VOLUME(1000 Cu m) = 22.2427 ---------------------------------------------- ---- ---- --- ---- ------- -- - - - - -- It Page 22 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \I- .10- M- DTL.FLD Saved: 51812003 10:34 AM ++++ xtr t+ rxrrt+ rt+ rtt++ tx+ xxrtxtrt+ rxxrxx++ rt +rxt +rrx +xtx +xxtrt +xttrrttrrt FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = 7 ---------------------------------------------------------------------------- » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<< «< - -- ++ tr++ t+ ttrrxrrtx+ xx+ xxt+ xxxxtt++ xtt+ tt+ rtttxtttxxrtt + +xtr +t +rtt +rxrrx +rxtt+ FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = 11 ---------------------------------------------------------------------------- »» >VIEW STREAM NUMBER 1 HYDROGRAPH <<<<< Page 23 of 94 Y: \F60 \401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FLD - HOIIR STORM R II N O F F H Y D R O C- RAP H -- - - HYDROGRl PH IN FIVE - MINUTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME VOI;UKE Q (HRS) (1000 cu m) (cu m /s)0. 0.4 0 -8 1.3 1.7 ---------------------------------------------------------------------------- 14.000 9.9826 0.29 Q V 14.083 10.0708 0.29 Q - V - - 14.167 10.1606 0 -30 Q V 14.250 10.2520 0.30 Q V - 14.333 10.3452 0.31 Q V - 14 -417 10.4403 0 -32 Q V - 14.500 10 -5375 0.32 Q V - 14.583 10 -6368 0.33 Q V. - 14.667 10.7383 0.34 - Q V- 14.750 10.8422 0 -35 Q - V. - 14.833 10.9487 0.35 Q V. 14.917 11.0580 0 -36 Q V. - 15.000 11.1703 0.37 Q V 15.083 11.2859 0.39 Q. V 15.167 11.4051 0 -40 Q- V - 15.250 11.5284 0.41 Q. V 15.333 11.6561 0.43 Q V - 15.417 11.7894 0.44 Q -V - 15.500 11.9305 0.47 .Q -V - 15.583 12 -0828 0.51 •Q -V - 15.667- 12.2488 0.55 Q V 15.750 12.4302 0.60 Q - V 15.833 12.6234 0.64 Q V - 15.917 12.8227 0.66 Q V 16.000 13.0290 0.69 Q V 16.083 13.2607 0.77 Q V 16.167 13.5512 0.97 Q V 16.250 13.9305 1.26 V Q. 16.333 14.3619 1.44 V Q 16.417 14.8261 1 -55 V Q 16.500 15.2393 1.38 V Q 16.583 15.5716 1.11 - Q V - 16.667 15.8375 0.89 Q V 16.750 16.0553 0.73 - Q V 6.833 16.2350 0.60 Q V. 6.917 16.3864 0.50 -Q V. 7.000 16.5233 0.46 Q V. 17.083 16.6502 0.42 4- - V. - 17.167 16.7685 0 -39 - Q. - V - 17.250 16.8783 0.37 Q - V 17.333 16.9813 0.34 Q - V 17.417 17.0789 0.33 Q V 17.500 17.1724 0.31 Q - V - 17.583 17.2623 0.30 Q - •V 17.667 17.3490 0.29 Q - -V ' 17.750 17.4330 0.28 Q .V 17.833 17.5145 0.27 - Q -V - 17.917 17.5937 0.26 Q V 18.000 17.6706 0.26 Q - - •V - 18.083 17.7461 0 -25 Q - - -V ' 18.167 17.8204 0.25 Q V 18.250 17.8947 0 -25 Q - V - 18.333 17.9694 0.25 Q - V ' 18.417 18.0453 0.25 Q. - V - 18.500 16.1220 0.26 Q - V ' 18.583 18.1988 0.26 Q - V - 18.667 18.2751 0.25 Q V ' 18.750 18.3508 0.25 Q - V - 18.833 18.4258 0.25 Q - - - V ' 18.917 18.4998 0.25 Q V 19.000 18.5730 0.24 Q - - V ' 19.083 18.6453 0.24 Q - - V ' 19.167 18.7168 0.24 Q - V ' 19.250 18.7875 0.24 Q - V 19.333 18.8575 0.23 Q V 19.417 18.9267 0.23 Q V 19.500 18.9952 0 -23 Q - V ' 19.583 19.0629 0.23 Q V 19.667 19.1300 0.22 Q - V ' 19.750 19.1965 0.22 Q V 19.833 19.2623 0.22 Q V 19.917 19 -3275 0.22 Q - V ' 20.000 19.3922 0.22 Q V ++++ xtr t+ rxrrt+ rt+ rtt++ tx+ xxrtxtrt+ rxxrxx++ rt +rxt +rrx +xtx +xxtrt +xttrrttrrt FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = 7 ---------------------------------------------------------------------------- » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<< «< - -- ++ tr++ t+ ttrrxrrtx+ xx+ xxt+ xxxxtt++ xtt+ tt+ rtttxtttxxrtt + +xtr +t +rtt +rxrrx +rxtt+ FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = 11 ---------------------------------------------------------------------------- »» >VIEW STREAM NUMBER 1 HYDROGRAPH <<<<< Page 23 of 94 Y: \F60 \401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FLD Saved: 5 1812003 10:34 AM FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = 6 ------------------------------- -- ---- -- -- --- -- ----- -- -- --- -- -' » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO«« < -- _ -__ -_- C FLOW PROCESS FROM NODE 151.70 TO NODE 147.70 IS CODE -=-S_2------------ - >>>>>MODEL CHANNEL ROUTING OF STREAM rl BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW =ROGRAPH BY 5- MINUTE INTERVALS (Reference- the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 24 of 94 Y: \F60 \40i \Ca2cs\ Hydrology\ 03- 21- 03 \FloodRout \1- 10- K- DTL.FLD STREAM HYDROGRAPH IN F3:VE- MIN= -E UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each unit Intervals) ------------------------------------------------------------------- . THE (RRS) VOLUME (1000 cu m) Q (cu m /s)0. 10.6 - -- 21_2 - - - -- - 31_9 -- - -42.5 ----------------------------------------------- 14.000 264.2566 7.63 Q - V ' 14.083 266 -5837 7.76 Q V 14.167 268.9523 7.90 Q - V ' 14 -250 271.3682 8.05 Q - V 14.333. 273.8388 8 -24 Q - V 14.417 276.3704 8.44 _ Q - V 14 -500 278.9658 8 -65 Q - V - 14 -583 281 -6251 6.86 Q - V 14 -667 284.3476 9 -08 Q - V. - - 14.750 287.1344 9.29 Q - V. 14.833 289.9879 9 -51 Q - V. 14.917 292.9123 9.75 Q- V. ' 15 -000 295.9129 10.00 Q. V. 15.083 298.9964 10.28 _ Q. V ' 15.167 302 -1705 10.58 _ Q. V ' 15.250 305.4443 10.91 Q V " 15.333 308.8288 11.28 Q V 15.417 312.3413 11.71 -Q -V " 15.500 316.0186 12.26 -Q •V ' 15.583 319.9242 13.02 Q -V 15.667 324.1322 14.03 Q V 15.750 328.6902 15.19 Q V 15.833 333.5652 16.25 Q V 15.917 338.6477 16.94 Q - V ' 16.000 343.8659 17.39 Q - V ' 16.083 349.4607 18.65 - Q V 16.167 356 -2635 22.68 Q V V 16.250 365.2673 30.01 Q V Q 16.333 376.5807 37.71 Q : 16.417 389.0967 41.72 V Q 16.500 400.9997 39.68 V 16.583 411 -0682 33.56 V .Q 16.667 419 -1179 26.63 Q V ' 16.750 425.5428 21.42 - Q V ' 16.833 430.8097 17.56 - V Q ' 16.917 435.2921 14.94 - Q V. ' 17.000 439.2875 13.32 - Q - V. ' 17.083 442.9339 12.15 -Q V. ' 17.167 446.2937 11.20 Q V ' 17.250 449.4184 10.42 4 - V 7.333 452.3452 9.76 Q. V 17.417 t 455.1042 9 -20 Q - V ' 17.500 457.7253 8 -74 Q 17.583 460.2294 8.35 Q V V 17.667 462.6315 B.01 Q - V - 17.750 464.9456 7.71 Q 17.833 467.1830 7.46 Q .V V 17.917 469.3517 7.23 Q - V ' 18.000 471.4557 7.01 Q - V ' 18.083 473.5055 6.83 Q - V ' 18.167 475.5147 6.70 Q V - 16.250 477.5054 6.64 Q V ' 18.333 479.5023 6.66 Q V ' 18 -417 481.5215 6.73 Q V ' 18.500 483.5623 6.80 Q V 18.583 485.6118 6.83 Q V 18.667 487.6559 6.81 _ Q V ' 18.750 489.6844 6.76 Q V 18.833 491.6908 6.69 Q V 18.917 493.6740 6.61 _ Q - V ' 19.000 495.6342 6.53 Q V ' 19.083 497.5717 6.46 Q V 19.167 499.4873 6.39 Q V 19.250 501.3813 6.31 _ Q - V ' 19.333 503.2545 6.24 Q V 19.417 505.1073 6.18 Q V ' 19.500 506.9407 6.11 Q - V ' 19.583 508.7552 6.05 Q V " 19.667 510.5516 5 -99 Q - V ' 19.750 512.3304 5.93 Q V ' 19.833 514.0923 5 -87 - Q - V 19.917 515.8377 5.82 Q V 20.000 517.5673 5.77 Q ' FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = 6 ------------------------------- -- ---- -- -- --- -- ----- -- -- --- -- -' » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO«« < -- _ -__ -_- C FLOW PROCESS FROM NODE 151.70 TO NODE 147.70 IS CODE -=-S_2------------ - >>>>>MODEL CHANNEL ROUTING OF STREAM rl BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW =ROGRAPH BY 5- MINUTE INTERVALS (Reference- the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 24 of 94 Y: \F60 \40i \Ca2cs\ Hydrology\ 03- 21- 03 \FloodRout \1- 10- K- DTL.FLD Saved. 51812003 10:34 AM U.S_ Departneat of Commerce). f`. ASSUMED REGULAR CHANNEL INFORMATION: 3ASEWIDTH (m) = 15-00 CHANNEL Z = 0 . 00 UPSTREAM ELEVATION(m) = 320.33 DOWNSTREAM ELEVATION (m) = 319.21 CHANNEL LENGTH(m) = 400.00 MANNING IS FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 CHANNEL ROUT114G COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 41.72 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 31.70 CHANNEL NORMAL VELOCITY FOR Q = 31.70 cu m/s = 2.76 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.842 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.974 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 7.63 7.58 7.56 14.083 7.76 7.70 7.70 14.167 7.90 7.64 7.84 14.250 B -05 7.98 7.98 14.333 8.24 8.16 8.16 14.417 8.44 8.35 8.35 14.500 B.65 8.56 8.56 14.5B3 8.86 8.77 8.77 14.667 9.08 8.98 8 -98 14.750 9.29 9.20 9.20 14.833 9.51 9.42 9.42 14.917 9.75 9.65 9.65 15.000 10.00 9.89 9.89 15.083 10.28 10.16 10.16 15.167 10.58 10.45 10 -45 15.250 10.91 10.77 10.77 15.333 11.28 11.12 11.12 15.417 11.71 11.52 11.52 15.500 12.26 12.02 12.02 15.583 13.02 12.69 12.69 15.667 14.03 13.59 13.59 15.750 15.19 14.69 14.69 t Q, 15.833 16.25 15.79 15.79 15.917 16.94 16.64 16.64 16.000 17.39 17.20 17.20 16.083 18.65 18.11 18.11 16.167 22.68 20.96 20.96 16.250 30.01 26.87 26.67 16.333 37.71 34.38 34.38 16.417 41.72 39.94 39.94 16.500 39.68 40.49 40.49 16.583 33.56 36.16 36.16 16.667 26.83 29.74 29.74 16.750 21.42 23.78 23.7B 16.833 17.56 19.25 19.25 16.917 14.94 16.09 16.09 17.000 13.32 14.03 14.03 17.083 12.15 12.66 12.66 17.167 11.20 11.62 11.62 17.250 10.42 10.76 10.76 17.333 9.76 10.04 10.04 17.417 9.20 9.44 9.44 17.500 8.74 8.94 8.94 17.583 8.35 8.52 6.52 17.667 B.01 8.15 8.15 17.750 7.71 7.84 7.84 17.833 7.46 7.57 7 -57 17.917 7.23 7.33 7.33 18.000 7 -01 7.11 7.11 18.083 6 -83 6.91 6.91 18.167 6.70 6.76 6.76 18.250 6.64 6.66 6.66 18.333 6 -66 6.65 6.65 18.417 6.73 6.70 6.70 18.500 6.80 6.77 6 -77 18.583 6.83 6.82 6.82 18.667 6.81 6.82 6.82 18.750 6.76 6.78 6.78 18.833 6.69 6.72 6.72 18.917 6 -61 6.64 6 -64 19.000 6.53 6.57 6.57 19.083 6.46 6.49 6.49 19.167 6.39 6.42 6.42 19.250 6.31 6.34 6 -34 19.333 6.24 6.27 6.27 19.417 6.18 6.21 6.21 19._500 6.11 6.14 6 -14 19.583 6.05 6.08 6.OB 19.667 5.99 6.01 6.01 19.750 5.93 5.95 5.95 19.833 5.87 5.90 5.90 19.917 5.82 5.84 5.84 20.000 5.77 5.79 5.79 Page 25 of 94 Y: \F60\ 401 \Caics\ Hydrology\ 03- 21- 03 \Flo5dRout \1- 20- M- DTL_FLD Saved: 51812003 10:34 AM OCESS SUMMARY OF STORAGE: NFLOW VOLUME = 594.504 x 1000 cu m UTFLOW VOI;UME = 594.504 x 1000 cu m OSS VOLUME = 0.000 x 1000 cu m --------------------------------------- ---- ---- ---- ---- --- --- --- - -- - -+ I STA. 147 +70 HEMLOCK AVENUE NORTH SIDE OF CHANNEL AREA B1 -+ +--------------- -------- --- ---- ------- -- - - ----- --- ---- -- --- - -- - -- + zzrxzxzt zxrzxzztxzzxxz++ rzttz++ tx++ txr+ zrxt + +z +zzxrrx +xz +trrzrz +xtz + +xztx FLOW PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE = ------------------------------------------------=----------- --------------- » >>>USER SPECIFIED RUNOFF HYDROGRAPH <<<<< (RUNOFF HYDROGRAPH ADDED TO STREAM #2) *USER SPECIFIED DATA: THE RUNOFF HYDROGRAPH IS DEFINED BY A SERIES OF DATA PAIRS OF THE FORM (N,Q) WHERE N IS THE 5- MINUTE INTERVAL NUMBER AND Q IS THE FLOWRATE. THE DATA PAIRS DEFINE POINTS ON THE HYDROGRAPH CURVE WHERE KNOWN VALUES EXIST. VALUES,BETWEEN GIVEN DATA PAIRS ARE LINEARLY INTERPOLATED BY THE PROGRAM. * WARNING: This RUNOFF Hydrograph is NOT ADJUSTED for Depth -Area Effects by the PROGRAM. TOTAL NUMBER OF DATA PAIRS ENTERED = 100 DATA PAIR INTERVAL NUMBER FLOW RATE(cu m /s) TIME(HRS) I 1 ( 0.08) 0.06 2 150 ( 12.50) 12.53 3 151 ( 12.58) 12.39 4 152 ( 12.67) 12.36 5 153 ( 12.75) 12.40 6 154 ( 12.83) 12.49 7 155 ( 12.92) 12.60 8 156 ( 13.00) 12.73 9 157 ( 13.08) 12.87 10 158 ( 13.17) 13.02 11 159 ( 13.25) 13.18 12 160 ( 13.33) 13.34 {' 13 161 ( 13.42) 13.51 1 14 162 ( 13.50) 13.69 15 163 ( 13.58) 13 -88 16 164 ( 13.67) 14.08 17 165 ( 13.75) 14.28 18 166 ( 13.83) 14.50 19 167 ( 13.92) 14.72 20 168 ( 14.00) 14.96 21 169 ( 14.08) 15.21 22 170 ( 14.17) 15.48 23 171 ( 14.25) 15.80 24 172 ( 14.33) 16.15 25 173 ( 14.42) 16.54 26 174 ( 14.50) 16.94 27 175 ( 14.58) 17.35 28 176 ( 14.67) 17.75 29 177 ( 14.75) 18.17 30 178 ( 14.83) 18.62 31 179 ( 14.92) 19.09 32 180 ( 15.00) 19.60 33 181 ( 15.08) 20.16 34 182 ( 15.17) 20.77 35 183 ( 15.25) 21.44 36 184 ( 15.33) 22.19 37 185 ( 15.42) 23.08 38 166 ( 15.50) 24.27 39 187 ( 15.58) 25.93 40 188 .( 15.67) 28.08 41 189 ( 15.75) 30.43 42 190 ( 15.83) 32.37 43 191 ( 15.92) 33.51 44 192 ( 16.00) 34.52 45 193 ( 16.08) 38.61 46 194 ( 16.17) 50.41 47 195 ( 16.25) 68.61 48 196 ( 16.33) 83.23 49 197 ( 16.42) 87.81 50 198 ( 16.50) 81.51 51 199 ( 16.58) 67.69 52 200 ( 16.67) 52.88 53 201 ( 16.75) 41 -26 54 202 ( 16.83) 33.51 55 203 ( 16.92) 28.37 56 204 ( 17.00) 24.89 57 205 ( 17.08) 22 -52 _ 58 206 ( 17 -17) 20.86 59 207 ( 17.25) 19.53 60 208 ( 17.33) 18.33 61 209 ( 17. 17.29 62 210 ( 17.50) 16.44 63 211 ( 17.58) 15.75 Page 26 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRouf \I- 10- _M- DTL.FLD Saved: 51812003 10:34 AM Is Page 27 of 94 Y: \F60\ 401 \-alts\ Hydrology\ 03- 22- 03 \FloodRout \I- 10- M- DTL.FLD 64 212 ( 17.67) 15.17 65 213 ( 17.75) 14.67 66 214 ( 17.83) 14.22 57 215 ( 17.92) 13.81 68 216 ( 18.00) 13.44 i 69 217 ( 18.08) 13.12 ' 70 218 ( 18.17) 12.90 71 219 ( IS-2S) 12.84 72 220 ( 18.33) 12.93 73 221 _( 18.42) 13.09 74 222 ( 18.50) 13.22 75 223 ( 18.58) 13.27 76 224 ( 18.67) 13.22 77 225 ( 18.75) 13.12 78 226 ( 18.83) 12.98 79 227 ( 18.92) 12.84 80 228 ( 19.00) 12.69 81 229 ( 19.08) 12.54 82 230 ( 19.17) 12.40 83 231 ( 19.25) 12.26 84 232 ( 19.33) 12.12 85 233 ( 19.42) 11.99 86 234 ( 19.50) 11.87 87 235 ( 19.58) 11.74 88 236 ( 19.67) 11.63 89 237 ( 19.75) 11.51 90 238 ( 19.83) 11.41 91 239 ( 19.92) 11.30 92 240 ( 20.00) 11.20 93 241 ( 20.08) 11.10 94 242 ( 20.17) 11.00 95 243 ( 20.25) 10.91 96 244 ( 20.33) 10.82 97 245 ( 20.42) 10.73 98 246 ( 20.50) 10.65 99 247 ( 20.58) 10.57 100 248 ( 20.67) 10.49 RUNOFF =ROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 ------------------------------------------------------------------------- MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 TOTAL STORM RUNOFF VOLUME(1000 Cu m) = --- 886.1910 - ------------------------ { C ------------- -- --------- -- ----- --- --- ---- Is Page 27 of 94 Y: \F60\ 401 \-alts\ Hydrology\ 03- 22- 03 \FloodRout \I- 10- M- DTL.FLD Saved: 5 1812003 10:34 AM Page 28 of 94 Y : \F60\ 401\ Caics\ Eydrology\ 03- 21- 03 \FloodROUt \I- 10- N- D7L.FLD U S E R- S P E C I F I E D S T O R M R U N O F F H Y D R O G R A P H HYDROGP.A_ IN FIVE- MINU'PE UNIT INTEP.VALS (cu m /s) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME (HRS) VOLUME (1000 cum) 4 (cu m /s)0- 22.7 45.3 68.0 50.6 ---------------------------------------------------------------------------- 14.000 355.5750 14.96 Q - v 14 -083 360 -1380 15 -21 Q v 14.167 364.7820 15.48 - Q v 14.250 369 -5220 15 -80 Q - v - - 14.333 374.3670 16 -15 Q v 14 -417 379.3290 16 -54 - Q - v - - - 14.500 384.4110 16.94 Q - v 14.583 389.6160 17 -35 Q v 14.667 394.9410 17.75 Q - v 14.750 400.3920 18 -17 - Q v 14.833 405.9780 18.62 Q - v 14.917 411.7050 19.09 Q - v - - 15.000 417.5850 19.60 Q v 15.083 423.6330 20.16 Q V. 15.167 429.8640 20.77 Q. V. 15.250 436.2960 21.44 Q- V. 15.333 442.9530 22.19 Q. V. 15.417 449.8770 23.08 Q v - - 15.500 457.1580 24.27 Q v - 15.583 464.9370 25.93 -Q v 15.667 473.3610 28.08 Q -V 15.750 482.4900 30.43 - Q -v 15.833 492.2010 32.37 Q v 15.917 502.2540 33.51 Q v - - 16.000 512.6100 34.52 Q v 16.083 524.1930 38.61 - Q - v 16.167 539.3160 50.41 - Q V V 16.250 559.8990 68.61 - - Q - 16.333 584.8680 83.23 - v 16.417 611.2110 87.81 v Q ' 16.500 635.6640 81.51 v Q ' 16.583 655.9710 67.69 Q. 16.667 671 -8350 52.88 Q v 16.750 684.2130 41.26 Q v ' 4 v 16. 833 f 6.917 694.2660 702.7770 33.51 28.37 - Q -V 7.000 710 -2440 24.89 Q V 17.083 716.9999 22.52 Q. v 17.167 723.2579 20.86 Q. v 17 729.1169 19.53 Q v ' -250 17 734.6159 18.33 Q - v - -333 17.417 739.8029 17 -29 Q - v ' 17.500 744:7349 16.44 - Q v - 17.583 749.4599 15.75 Q - - v ' 17.667 754.0109 15.17 - Q v ' 17.750 758.4119 14.67 Q - v ' 17.833 762.6779 14.22 Q v 17.917 766.8209 - 13 -81 Q v ' 18.000 770.8528 13.44 Q v ' 18.083 774.7889 13.12 Q v ' 18.167 778.6589 12.90 Q v 18.250 782.5109 12.84 Q - v ' 18.333 786.3899 12.93 Q v 18.417 790.3168 13.09 - Q - v ' 18.500 794.2828 13.22 Q v 18.583 798.2639 13.27 Q - - - v ' v 18.667 802.2299 13.22 Q 18.750 806.1658 13.12 Q v v 18.833 810.0599 12.98 Q - ' v 18.917 813.9119 12.84 Q - - v ' 19.000 817.7188 12.69 - Q - v ' 19.083 821.4809 12.54 - Q - - v ' 19.167 825.2009 12.40 Q - v 19.250 828.8789 12.26 Q v 19.333 832.5149 12.12 Q - - ' v 19.417 836.1119 11.99 Q v ' 19.500 839 -6729 11.87 Q - - - ' v 19.583 843.1949 11.74 Q v ' 19.667 846 -6839 11.63 Q - v 19.750 850.1369 11.51 Q ' v 19.833 853.5599 11.41 Q v ' 19.917 856.9499 11.30 Q V ' 20 -000 860.3099 11.20 Q - ' xr+ xxxxr xx++ xxxxx+ x++ xxrr+ xxxxx+ xx++ xxxx+ xxx +x + +xx +xxxxxxxrxxxrxxrxx +xxx +x FLOW PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE = --------------------- 7 -- » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< ----------------------------------- -------------------------------------------- - - - -- r+++ xx+ x+ xx+ xx+ xx.+ xxrr++ rrxx++ xxxx x+ xx+ x+ ++ x+ +xx+ + +x + +xxx +xx +rxxrxx :xx +xxx +x FLOW PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE = 11 ---------- ---------------------------------------------------------------- ­-VIEW STREAM N%lBER 1 HYDROGRAPHc « « Page 28 of 94 Y : \F60\ 401\ Caics\ Eydrology\ 03- 21- 03 \FloodROUt \I- 10- N- D7L.FLD Saved: 51812003 10:34 P-M FLOW PROCESS FROM NODE 147.70 TO NODE 143.70 IS CODE = 5.2 -- -- - -- r - - >>>>>MODEL - CHANNEL - ROUTING - OF - STREAM = #I - BY THE - CONVEX METHOD <<<<< _- - - - - -- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 29 of 94 Y: \F60\ 401\ Calcs\ Ffydro20gy\ 03- 21- 03 \F1oodRout \I- 20- M- DTL.FZ,D STREAM FYDROGRT� 11 IN FIVE- N,INUTE UNIT INTERVALS(cu m /s) (Note_ Time - indicated is at END of Each unit Inter - ,als) ------------------------------------------------------ 1ME VOLUME Q ( - RRS) (1000 cu m) (cu m /S)0. 32.6 65.1 97.7 130.3 ---------------------------------------------------------------------------- 14.000 618.8402 22.54 Q - V 14.083 625.7139 22.91 _ Q - V - 14.167 632.7086 23.32 Q - V 14.250 639.8441 23.78 Q V 14.333 647.1360 24.31 Q V 14.417 654.6033 24.89 Q V 14.500 662.2531 25.50 Q - V 14.583 670.0897 26.12 Q - V 14.667 678.1098 26.73 Q - V - 14.750 666.3198 27.37 Q - V 14.833 694.7303 28.04 Q - V 14.917 703.3510 28.74 Q - V. ' 15.000 712.1987 29.49 Q. V. 15.083 721.2943 30.32 Q. V. 15.167 730.6603 31.22 Q. V. 15.250 740.3230 32.21 Q. V. 15.333 750.3167 33.31 Q V 15.417 760.6979 34.60 Q V - 15.500 771.5851 36.29 _ •Q V - 15.583 783.1716 38.62 - •V ' 15.667 795.6733 41.67 Q V 15.750 809.2092 45.12 Q V 15.833 823.6575 48.16 _ - Q V 15.917 838.7019 50.15 Q V 16.000 854.2164 51.72 - Q V ' 16.083 871.2337 56.72 Q V 16.167 892.6456 71.37 •Q V ' 16.250 921.2902 95.48 - V Q- ' 16.333 956.5732 117.61 V Q Q- 16.417 994.8986 127.75 - V - 16.500 1031.4993 122.00 V Q ' 16.583 1062.6553 103.85 V Q 16.667 1087.4414 82.62 - Q V. ' 16.750 1106.9528 65.04 Q. V. ' 16.833 1122.7800 52•.76 Q V ' 16.917 1136.1177 44.46 Q V ' 17.000 1147.7946 38.92 •Q - -V ' 17.083 1158.3499 35.18 Q -V ' 17.167 1168.0925 32.48 Q. •V ' 1177.1787 30.29 Q. -V 9 7.250 7.333 1185.6907 28.37 Q V 7.417 1193.7097 26.73 Q - - V _ 17.500 1201.3230 25.38 Q - - V 17.583 1208.6030 24.27 Q - V ' 17.667 1215.6006 23.32 Q - V ' 17.750 1222.3540 22.51 Q - V ' 17.833 1228.8907 21.79 Q - V ' 17.917 1235.2323 21.14 Q V ' 18.000 1241.3965 20.55 Q V 18.083 1247.4059 20.03 Q - V ' 18.167 1253.3029 19.66 Q - V ' 18.250 1259.1538 19.50 Q V ' 18.333 1265.0273 19.58 Q V 18.417 1270.9641 19.79 _ Q V ' 18.500 1276.9615 19.99 Q V 18.583 1282.9882 20.09 Q V 18.667 1289.0005 20.04 Q - V ' 18.750 1294.9716 19.90 Q V V 18.833 1300.8815 19.70 Q 18.917 1306.7267 19.48 Q - - V ' V 19.000 1312.5038 19.26 Q - ' V 19.083 1318.2131 19.03 Q V 19.167 1323.8583 18.82 Q - - - ' V 19.250 1329.4396 18.60 Q - ' V 19.333 1334.9578 18.39 Q V 19.417 1340.4164 18.20 - Q - ' V 19.500 1345.8192 18.01 Q ' V 19.583 1351.1639 17.82 Q ' V 19.667 1356.4572 17.64 Q V 19.750 1361.6965 17.46 Q ' V 19.833 1366.8887 17.31 Q - ' V 19.917 1372.0314 17.14 Q - - ' V 20.000 1377.1277 16.99 - Q - ' ** x# x* tt* ** xx** ttttt* t+**** Y+ xxx+ xx*+ Y t+ t *+ Y# + + # * * * +Y #x * + + *x + * # * *x +t #tx + + ** FLOW PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE = 6 ------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< FLOW PROCESS FROM NODE 147.70 TO NODE 143.70 IS CODE = 5.2 -- -- - -- r - - >>>>>MODEL - CHANNEL - ROUTING - OF - STREAM = #I - BY THE - CONVEX METHOD <<<<< _- - - - - -- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 29 of 94 Y: \F60\ 401\ Calcs\ Ffydro20gy\ 03- 21- 03 \F1oodRout \I- 20- M- DTL.FZ,D Savedc 51812003 10:34 AM U.S. Department of Commerce). ` P.SSUMED REGULAR CiiP.Nh-L INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEL'GATION(m) = 319.21 DOWNSTREAM ELEVATION (m) = 316.07 CHANNEL LENGTH(m) = 400.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RKTE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 127.75 AVERAGE FLOATATE IN EXCESS OF 50% MAXIMUM INFLOW = 98.22 CHANNEL NORMAL VELOCITY FOR Q = 98.22 cu m/s = 5.83 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.918 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) MRS) (cu m /s) (cu m /s) (cu m /s) 14.000 22.54 22.46 22.46 14.083 22.91 22.83 22.83 14.167 23.32 23.23 23.23 14.250 23.78 23.69 23.69 14.333 24.31 24.20 24.20 14.417 24.89 24.77 24.77 14.500 25.50 25.37 25.37 14.583 26.12 25.99 25.99 14.667 26.73 26.61 26.61 14.750 27.37 27.23 27.23 14.833 28.04 27.89 27.89 14.917 28.74 28.59 28.59 15.000 29.49 29.33 29.33 15.083 30.32 30.15 30.15 15.167 31.22 31.03 31.03 15.250 32.21 32.00 32.00 15.333 33.31 33.08 33.08 15.417 34.60 34.33 34.33 15.500 36.29 35.94 35.94 15.583 38.62 38.13 38.13 Aomkk 15.667 41.67 41.03 41.03 15.750 45.12 44.40 44.40 15.833 48.16 47.52 47.52 15.917 50.15 49.73 49.73 16.000 51.72 51.39 51.39 16.083 56.72 55.67 55.67 16.167 71.37 68.29 68.29 16.250 95.48 90.41 90.41 16.333 117.61 112.96 112.96 16.417 127.75 125.62 125.62 16.500 122.00 123.21 123.21 16.583 103.85 107.67 107.67 16.667 82.62 87.08 87.08 16.750 65.04 68.73 68.73 16.833 52. - 76 55.34 55.34 16.917 44.46 46.20 46.20 17.000 38.92 40.09 40.09 17.083 35.18 35.97 35.97 17.167 32.48 33.05 33.05 17.250 30.29 30.75 30.75 17.333 28.37 28.78 28.78 17.417 26.73 27.08 27.08 17.500 25.38 25.66 25.66 17.583 24.27 24'.50 24.50 17.667 23.32 23.52 23.52 17.750 22.51 22.68 22.68 17.833 21.79 21.94 21.94 17.917 21.14 21.28 21.28 18.000 20.55 20.67 20.67 18.083 20.03 20.14 20.14 18.167 19.66 19.74 19.74 18.250 19.50 19.54 19 -54 18.333 19.58 19.56 19.56 18.417 19.79 19.74 19.74 18.500 19.99 19.95 19.95 18.583 20.09 20.07 20.07 18.667 20.04 20.05 20.05 18.750 19.90 19.93 19.93 18.833 19.70 19.74 19.74 18.917 19.48 19.53 19.53 19.000 19.26 19.30 19.30 19.083 19.03 19.08 19.08 19.167 18.82 18.86 18.86 19.250 18.60 18.65 18.65 19.333 18.39 18. 18.44 19.417 18.20 18.24 18.24 19.500 18.01 18.05 18.05 19.583 17.82 17.86 17.86 _ - 19.667 17.64 17.68 17.68 19.750 17. 17.50 17.50 19.833 17.31 17.3 17.34 19.917 17.1 17.18 17.18 20.000 16.99 17.02 17.02 Page 30 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FLD Saved: 518/2003 10:34 AM C ., 0C-SS SUMMARY OF STORAGE: NFLOW VOLUME = 1480.694 x 1000 cu m UTFLOW VOLUME = 1480.694 x 1000 cu m OSS VOLUME = 0.000 x 1000 cu m T -- ---- - -- --- --- --- --- --- -- -. I STA. 143 +70 LIVE OAK AVENUE I NORTH SIDE OF CHANNEL AREA A7 + FLOW PROCESS FROM NODE 143.70 TO NODE 143.70 IS CODE = 1 ------------------- „ „ ,SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) «« c (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 1.783 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.330 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 8.653 LOW LOSS FRACTION = 0.331 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS- 5-MINUTE FACTOR = 0.980 30- MINUTE FACTOR = 0.980 1 -HOUR FACTOR = 0.980 3 -HOUR FACTOR = 0.997 _ 6 -HOUR FACTOR = 0.999 24 -HOUR FACTOR = 0.999 (( UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES P., UNIT INTERVAL PERCENTAGE OF LAG -TIME = 25.253 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) --------------------------------------------------------- 1 1.514 2.284 2 7.563 9.125 - 3 21.192 20.562 4 39.300 27.317 5 60.508 31.994 6 77.221 25.214 7 87.385 15.333 8 93.068 8.572 9 96.350 4.952 10 98.021 2.521 it 98.565 0.821 12 99.039 0.714 13 99.512 0.714 14 99.986 0.714 15 100.000 0.022 -------------------------------------- TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 121.1535 TOTAL STORM RUNOFF VOLUME(1000 Cu m) = 263.2590 ------------------- -- -- ----- --- ---------- ---- - -- -- D Page 31 of 94 Y: \F60 \401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FID Saved: SIBI2003 10:34 AIM Page 32 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \1- 10- M-DTL.FLD 2 4 - H O U R S T O R M _ R U N O F F H Y D R 0 G R A P H ------------ HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit - Internals) ------------------------------------------ -- - --- -- TIME (HRS) ---------------------------------------------------------------- VOLZIME (1000 cu m) Q (cu m /s)0. 5.7 11.3 17.0 22.7 ---------------------------------------------------------------------------- 14.000 116.4601 3.38 Q - V 14.083 117.4917 3.44 Q V ' 14.167 118.5429 3.50 Q - V - - 14.250 119 -6176 3.58 Q V 14.333 120.7178 3.67 Q V " 14.417 121.8462 3.76 Q - V 14.500 123.0023 3.85 Q V - 14.583 124.1859 3.95 _ Q - V 14.667 125.3969 4.04 Q V. 14.750 126.6369 4.13 Q V. 14.833 127.9070 4.23 Q V. 14.917 129.2099 4.34 Q V. ' 15.000 130.5478 4.46 _ _ Q V. ' 15.083 131.9245 4.59 Q V ' 15.167 133.3432 4.73 Q V 15.250 134.8090 4.89 - Q - V ' 15.333 136.3266 5.06 Q V 15.417 137.9081 5.27 Q. V ' 15.500 139.5756 5.56 Q. •V " 15.583 141.3644 5.96 Q V 15.667 143.3000 6.45 - Q _V " 15.750 145.3936 6.98 Q V 15.833 147.6032 7.37 Q V 15.917 '149.8704 7 -56 - Q V 16.000 152.2217 7.84 - Q V 16.083 154.9722 9.17 - Q V 16.167 158.6798 12.36 •Q V " 16.250 163.7751 16.98 V Q 16.333 169.6833 19.69 V Q ' 16.417 175.9652 20.94 V Q ' 16.500 181.3352 17.90 - - V •Q ' 16.583 185.4705 13.78 Q V ' 16.667 188.6720 10.67 Q V 191.2406 8.56 - Q V. 6.833 193 -3318 .97 _ Q V. C 6.750 6.917 195.0867 5.85 5 Q V. t` 17.000 196.7030 5.39 Q- V. 17.083 198.2098 5.02 Q V ' 17.167 199.6202 4.70 Q V ' 17.250 200.8861 4.22 - Q V ' 17.333 202.0856 4.00 Q V " 17.417 203.2251 3.80 Q - V ' 17.500 204.3132 3.63 Q •V ' 17.583 205.3587 3.49 Q •V ' 17.667 206.3675 3.36 Q V 17.750 207.3439 3.25 Q V 17.833 208.2913 3.16 Q - -V ' 17.917 209.2125 3.07 Q - •V ' 18.000 210.1098 2.99 Q V V 18.083 210.9870 2.92 Q - " V 18.167 211.8522 2.88 Q - ' V 18.250 212.7175 2.B8 Q - - ' V 18.333 213.5905 2.91 Q V 18.417 214.4767 2.95 _ Q - - _ " V 18.500 215.3712 2.98 Q V 18.583 216.2656 2.98 - Q - " V 18.667 217.1547 2.96 Q ' V 18.750 218.0358 2.94 Q - ' V 18.833 218.9074 2.91 Q - - " V 18.917 219.7684 2.87 Q - ' V 19.000 220.6192 2 -84 - Q - " V 19.083 221.4605 2.80 _ Q - " V 19.167 222.2925 2.77 Q - ' V 19.250 223.1150 2.74 Q - ' V 19.333 223.9285 2.71 Q - ' V 19.417 224.7333 2.68 Q - ' V 19.500 225.5297 2.65 Q - - " V 19.583 226.3181 2.63 Q " V 19.667 227.0986 2.60 _ Q - " V 19.750 227.8716 2.58 Q V 19.833 228.6374 2.55 Q V 19.917 229.3962 2.53 Q V 20.000 230.1482 2.51 Q - " rr* xx rxrrxxrxxrxxrxrxxrrxrrxrxrxrrxrxxxxxxxrrxrrxxrxrxrxrx +xxrrrxrxxrxrxxrxt FLOW PROCESS FROM NODE 143.70 TO NODE 143.70 IS CODE = 7 » >>> STREAM NUMBER - 2 ADDED TO STREAM - NUMBER - 1 ««<__ ______________________ t. --- rxrxrr�xrx��: rr-.. rrrr: rr+ rr: axrxrrr�. rr- rrrrrxrrrxrrrrr :r +xxsxxrrrrrr+ r rrrrr+ FLOW PROCESS FROM NODE 143.70 TO NODE 143.70 IS CODE = 11 ---- --------- --------------------------------------------------------------- »» >VIEW STREAM NUMBER 1 HYDROGRADH ««< Page 32 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \1- 10- M-DTL.FLD S 51812003 10:34 AM FLOW PROCESS FROM NODE 143 -70 TO NODE 143.70 IS CODE _ - - 6 - - -- - - - - - -- » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO ««< ------------ - - - - -- FLOW PROCESS FROM NODE 143.70 TO NODE 138 -70 IS CODE = 5 -2 » >>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD< < < - - - -- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Re:erence: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 33 of 94 Y: \F60 \401 \Calcs\ Hydrology\ 03- 2i- 03 \F1oodRout \1- 10- M- DTL.FLD STREAM in - ROGRAPH IN FIVE - MINUTE UNIT IN ERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) -------- ------------- ------------------------- IME (HRS) VOLUME (1000 cu m) Q (cu m /s)0_ 36.8 --- ------- 73.6 110.4 ----- 147.2 ------ --- ---- --- --- -- -- - 14.000 - - --- - ----------------------- 733.8789 25.84 - Q VV 14.083 741.7606 26 -27 Q ' 14.167 749.7811 26.73 Q - V ' 14.250 757.9616 27.27 Q V 14.333 766.3209 27.86 Q V 14.417 774.8798 28.53 - Q - V 14.500 783.6473 29.23 Q V 14.583 792.6282 29.94 Q - V 14.667 801.8208 30.64 _ Q V ' 14.750 811.2308 31.37 - Q V ' 14.833 820.8694 32.13 Q V 14.917 830.7488 32.93 Q V- 15.000 640.8866 33.79 Q. V- 15.083 851.3068 34.73 Q. V. ' 15.167 862.0347 35.76 Q. V. 15.250 873.1008 36.89 - Q V - 15.333 884.5424 38.14 Q V 15.417 896.4238 39.60 - Q V 15.500 908.8722 41.49 -Q V 15.583 922.1005 44.09 -Q V 15.667 936 -3455 47.48 Q V 15.750 951.7576 51.37 Q •V 15.833 968.2236 54.89 Q V 15.917 985.4099 57.29 Q V 16.000 1003.1769 59.22 Q V ' 16.083 1022.6288 64.84 _ - Q V ' 16.167 1046.8246 80.65 - -Q V ' 16.250 1079.0442 107.40 - V Q. " Q 16.333 1118.8401 132.65 V V Q ' 16.417 1162.8077 146 -56 - V Q " 16.500 1205.1407 141.11 - V Q ' 16.583 1241.5764 121.45 - - Q V. 16.667 1270.9030 97.75 V. 16.750 1294.0918 77.30 Q ' V 16.833 1312.7845 62 -31 Q V 16.917 1328.4005 52.05 Q " V 17.000 1342.0428 45.47 Q ' 17.083 1354.3408 40.99 -Q - 'V ' V 7.167 1365.6647 37.75 Q 7.250 1376 -1547 34 -97 Q. •V V 7.333 1385.9869 32.77 Q V k"*M 100 17.417 1395 -2491 30.87 Q V 17.500 1404.0358 29.29 - Q - V 17.583 1412 -4313 27 -99 - Q V 17.667 1420.4969 26.89 Q V 17.750 1428.2781 25.94 Q ' V 17.833 1435.8077 25.10 Q - - V 17.917 1443.1115 24.35 Q ' V - 18.000 1450.2102 23.66 Q - V 18.083 1457 -1294 23.06 Q - V 18.167 1463.9152 22.62 Q - V 18.250 1470.6411 22 -42 - Q - - V 18.333 1477.3829 22.47 Q - V 18.417 1484.1926 22.70 Q ' V 18.500 1491.0718 22.93 _ Q - ' V 18.583 1497.9868 23.05 Q ' V 18 -667 1504.8912 23.01 Q ' V 18.750 1511.7522 22.87 Q - V 18.833 1518.5464 22 -65 Q V 18.917 1525.2664 22.40 Q V 19.000 1531.9086 22.14 Q ' V - 19.083 1538.4734 21 -86 Q V 19.167 1544.9641 21.64 Q - - - V 19.250 1551.3815 21 -39 Q " V 19.333 1557 -7263 21.15 Q V 19.417 1564.0023 20.92 Q - V 19.500 1570 -2133 20.70 - Q - - ' V 19.583 1576.3585 20.48 Q - V 19.667 1582 -4431 20.28 Q V 19.750 1588.4669 20.08 Q " V 19.833 1594.4348 19.89 Q V 19.917 1600.3466 19.71 Q - V 20.000 1606.2047 19.53 Q - ' FLOW PROCESS FROM NODE 143 -70 TO NODE 143.70 IS CODE _ - - 6 - - -- - - - - - -- » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO ««< ------------ - - - - -- FLOW PROCESS FROM NODE 143.70 TO NODE 138 -70 IS CODE = 5 -2 » >>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD< < < - - - -- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Re:erence: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 33 of 94 Y: \F60 \401 \Calcs\ Hydrology\ 03- 2i- 03 \F1oodRout \1- 10- M- DTL.FLD Saved: 51812003 10:34 AM II_S_ Department 01 Commerce)_ ASSUMED REGULAR CHANNEL INrORMATION: i � c 3ASEW`=A (m) = 15.00 CHANNEL Z = 0 _00 UpSTRE.AM ELFEiATION(m) = 316.07 DO'W'NSTREAM ELEVATION(m) = 311.89 CHANNEL LENGTH(m) = 500.00 YiANZvING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 146.56 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 113.11 CHANNEL NORMAL VELOCITY FOR Q = 113.11 cu m/s = 6.25 m/s ESTIMATED CHANNEL ROOTING COEFFICIENT = 0.923 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESU OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 25.84 25.74 25.74 14.083 26.27 26.17 26.17 14.167 26.73 26.62 26.62 14.250 27.27 27.14 27.14 14.333 27.86 27.72 27.72 14.417 28.53 28.37 2B•37 14.500 29.23 29.05 29.05 14.583 29.94 29.76 29.76 14.667 30.64 30.47 30.47 14.750 31.37 31.19 31.19 14.833 32.13 31.94 31.94 14.917 32.93 32.73 32.73 15.000 33.79 33.58 33.58 15.083 34.73 34.50 34.50 15.167 35.76 35.51 35.51 15.250 36.89 36.61 36.61 15.333 38.14 37.83 37.83 15.417 39.60 39.24 39.24 15.500 41.49 41.03 41.03 15.583 44.09 43.45 43.45 15.667 47.48 46.65 46.65 15.750 51.37 50.41 50.41 15.833 54.89 54.02 54.02 • 15.917 57.29 56.70 56.70 16.000 59.22 58.75 58.75 16.083 64.84 63.45 63.45 16.167 80.65 76.75 76.75 16.250 107.40 100.80 100.80 16.333 132.65 126.42 126.42 16.417 146.56 143.13 143.13 16.500 141.11 142.45 142.45 16.583 121.45 126.30 126.30 16.667 97.75 103.60 103.60 16.750 77.30 82.34 82.34 16.833 62.31 66.01 66.01 16.917 52.05 54.58 54.58 17.000 45.47 47.10 47.10 17.083 40.99 42.10 42.10 17.167 37.75 3B.55 38.55 17.250 34.97 35.65 35.65 17.333 32.77 33.32 33.32 17.417 30.87 31.34 31.34 17.500 29.29 29.68 29.68 17.583 27.99 28.31 28.31 17.667 26.89 27.16 27.16 17.750 25.94 26.17 26.17 17.833 25.10 25.31 25.31 17.917 24.35 24.53 24.53 18.000 23.66 23.83 23.83 18.083 23.06 23.21 23.21 18.167 22.62 22.73 22.73 18.250 22.42 22.47 22.47 18.333 22.47 22.46 22.46 18.417 22.70 22.64 22.64 18.500 22.93 22.87 22.87 18.583 23.05 23.02 23.02 18.667 23.01 23.02 23.02 18.750 22.87 22.91 22.91 18.833 22.65 22.70 22.70 18.917 22.40 22.46 22.46 19.000 22.1 22.20 22.20 19.083 21.88 21.95 21.95 19.167 21.64 21.70 21.70 19.250 21.39 21. 21.45 19.333 21.15 21.21 21.21 19.417 20.92 20.98 20.98 19.500 20.70 20.76 20.76 �'- 19.583 20. 20.54 20.54 19.667 20.28 20.33 20.33 19.750 20.08 20.13 20.13 19.833 19.89 19.94 19.94 19.917 19.71 19.75 19.75 20.000 19.53 19.57 19.57 page 34 of 94 Y: \F60\ 401 \Ca2cs\ Hydrology\ 03- 21- 03 \F3_oodRout \I- 10- M- DTL.FLD Saved: 51812003 !0:34 AM --- --- ------ ------ --- - - - - -- ------ - - -- - -- --------------- --- PROCESS SUMMARY OF STORAGE: ` U W VOLUME = 1743 53 x 1000 cu m TFLO VOLUME = 1743.-9955 x 1000 cu m ! OSS VOLUME = 0.000 x 1000 cu m -------------------------------------- ---- --- --- - - - --+ I STA. 138 +70 91 M WEST OF REDWOOD AVENUE SOUTH SIDE OF CHANNEL AREA C5 +--------------------------------------------- --------- --- --- --- ------ - - - - - +. rtxrxtrr xxrxrrxrxxrrxtrxttxxtxrxrrxxrrxtxt: trrxx xxxxtrxxtrxrrxrrttr :xrtxxxtx FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE = 1 >>>>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<<<<< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.132 sq km BASEFLOW = 0.000 cu m /s /sq km -USER ENTERED "LAG" TIME = 1.200 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION = 0.093 - HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.66 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MI14UTE FACTOR = 0.999 30- MINUTE FACTOR = 0.998 1 -HOUR FACTOR = 0.999 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES j UNIT INTERVAL PERCENTAGE OF LAG -TIME = 6.944 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS - 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION Page 35 of,94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \T- 20- M- DTL.FLD INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(- m /s) ------------------------------------------------------------------ 1 0.397 0.044 2 1.190 0.089 3 2.032 0.094 4 3.184 0.129 5 4.736 0.173 6 7.264 0.282 7 10.684 0.382 8 14.447 0.420 9 18.554 0.458 10 22.947 0.491 11 27.313 0.487 12 32.345 0.562 13 37.596 0.586 14 43.627 0.673 15 50.246 0.739 16 55.484 0.585 17 61.401 0.661 18 66.855 0.609 19 71.615 0.531 20 75.807 0.468 21 79.053 0.362 22 - 82.204 0.352 23 85.041 0.317 24 87.357 0.259 25 89.150 0.200 26 90.702 0.173 27 92.138 0.160 28 93.469 0.149 29 94.529 0.118 30 95.411 0.098 31 32 96.176 96.725 0.085 0.061 97.270 0.061 �:_ -- 34 97.809 0.060 35 98.086 0.031 36 98.216 0.015 37 98.346 0.015 38 98.477 0.015 39 98.607 0.015 Page 35 of,94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \T- 20- M- DTL.FLD Saved: 5/8/2003 10:34 AM 40 98.737 0.015 el 98.868 0.015 42 98.997 0.015 43 99.128 0.015 as 99.258 0.015 { e5 99.388 0.015 46 99.518 0.015 47 99.647 0.015 48 99.777 0.015 C9 99.907 0.015 50 100.000 0.010 ----'--------------------------------- TOTAL SOIL -LOSS VOLOME(1000 Cu m) = 2.4608 TOTAL STORM RUNOFF VOLDME(1000 Cu m) = 26.0076 ' - - -- -- ------------------------------- ------ ----- --- ---- ---- -- Lie] Page 36 of 94 Y: \F60\ 401\ Calcs\ Y. vdr03.oyy\ 03- 21- 03 \Flood2out \I- 10- M- DTL.FLD Saved: 51812003 10:34 AM FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< ------ - - - - -- -- -- FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE = 11 >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH <<<<< Page 37 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodP.ovt \I- 10-- M- D2L.FLD 2 4- H 0 U R S T O R M RUNOFF H Y D R 0 G R A P H FYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME (HRS) VOLUME (1000 cu m) Q (cu m /s)0. -- - --- 1.1 0.3 -- - - 0_6 -- - - - 0.8 - -- - - -- -- ------------- 14.000 --- -------- 10.6549 ----- ---- --- 0.30 Q V - - 14.083 10.7456 0 -30 Q V - - 14.167 10.8373 0.31 Q V ' 14.250 10.9299 0 -31 Q V 14.333 11.0237 0.31 _ -Q V 14.417 11.1186 0 -32 -Q V 14.500 11.2149 0.32 •Q V 14.583 11.3124 0 -33 Q V 14.667 11.4115 0.33 -Q V 14.750 11.5121 0.34 •Q V ' 14.833 11.6144 0.34 Q V - - 14.917 11.7184 0.35 Q V ' 15.000 11.8244 0.35 Q V 15.083 11.9325 0.36 Q V - 15.167 12.0427 0.37 Q V ' 15.250 12.1553 0.38 - Q V - - 15.333 12.2704 0.38 - Q V 15.417 12.3884 0.39 Q V. ' 15 -500 12.5097 0.40 - Q V. ' 15.583 12.6346 0.42 _ Q V. 15.667 12.7635 0 -43 Q V. 15.750 12.8967 0 -44 - - Q V. ' 15.833 13.0346 0.46 Q V 15.917 13.1783 0.48 - Q V 16.000 13.3291 0.50 _ Q V - 16.083 13.4917 0.54 QV 16.167 13.6654 0.58 - QV 16.250 13.8464 0.60 ' 16.333 14.0391 0 -64 :Q ' 16.417 14.2455 0.69 V Q 16.500 14.4719 0.75 - V Q ' 16.583 14 -7166 0.82 V Q ' 16.667 14.9718 0.85 V Q 6.750 15 -2367 0.88 V -4 4 833 15.5086 0.91 V .917 7.000 15.7828 16.0674 0.91 0.95 V Q - V Q 17.083 16.3558 0.96 _ V Q 17 -167 16 -6522 0.99 V Q - V Q 17 -250 16.9514 1.00 V 4 ' ' 17.333 17 -2321 0.94 V Q ' 17.417 17.5158 0.95 - V ' 17.500 17.7862 0.90 - .4 V 4 ' 17.583 18.0400 0.85 17.667 18.2786 0.80 Q 17.750 18 -4963 0.73 Q V ' ' 17.833 18.7085 0.70 Q V - ' 17.917 18.9060 0.66 Q V. ' 18.000 19.0890 0.61 _ - -Q V. - 18.083 19.2588 0.57 Q. V. ' 18 19.4192 0.53 Q V. ' -167 18.250 19.5719 0.51 Q V 18.333 19.7173 0.48 Q V 18.417 19.8541 0.46 - - Q - V ' V 18.500 19.9840 0.43 - - Q - ' V 18 -583 20.1082 0.41 - Q - ' 18.667 20.2264 0 -39 Q -V 18.750 20.3412 0.38 - - Q - .V ' 18.833 20.4524 0.37 Q •V ' 16.917 20.5576 0 -35 - Q - ' ' 19.000 20.6590 0.34 - -Q -V " 19.083 20.7583 0.33 - -Q ' ' V 19.167 20.8559 0.33 •Q " V. 19.250 20.9523 0.32 -Q ' V 19 -333 21.0475 0.32 -Q - ' V 19.417 21.1417 0.31 -Q - - ' V 19.500 21.2350 0.31 Q " V 19.583 21.3273 0.31 Q ' V 19.667 21.4186 0.30 Q V 19.750 21.5089 0.30 Q V 19.833 21.5982 0.30 Q V 19.917 21.6866 0.29 Q V 20.000 21.7741 0 -29 Q ' FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< ------ - - - - -- -- -- FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE = 11 >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH <<<<< Page 37 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodP.ovt \I- 10-- M- D2L.FLD Saved: 5 1812003 10:34 AM + xr+ ttxtrxrrxrxrrxrrxtxxrxtrx + +trrtxr xrxrxtrt +rrtxxrr + + + +rttx + +t + +ttrrrtrrxr FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE = 6 » >> STREAM NUMBER 2 CLEARED AND SET TO ZERO«c < rr: rrxrrtrtt xxrxxrxxxx++ trxrr+ rt+ rtrxrxtrrt rxtxxtrxtxtxt +xr +trttxt +xtrtrrxr FLOW PROCESS FROM NODE 138.70 TO NODE 137 -20 IS CODE = 5.2 -- - - - - -- >> >MODEL CHANNEL ROUTING OF STREAM #1 EY THE CONVEX METHOD« « <--- - - - - -- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 38 of 94 Y: \F60 \40i \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \I- 10- Y- DTL.FLD STP.EAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(cu m /s) (Note_ indicated is - -- - --Q-- at END of Each Unit Intervals) --- (Note: -- :IME - Time VOLUME +' MRS) (1000 cum) (cu m 1s)0_ 36.1 72.2 108.3 14a.a -------------------------------------------- 742.6209 26 -04 Q V 14.083 750.5617 26.47 _ Q _ V _ - 14.167 758.6396 26 -93 _ Q V - - - 14.250 766 -8733 27.45 Q V 14.333 775.2823 28.03 Q V 14.417 783.8868 28.68 Q V 14.500 792.6990 29.37 _ Q V - - 14.583 801.7249 30.09 - Q V ' 14.667 810.9643 30.80 Q - V - 14.750 820 -4212 31.52 Q V - - 14.833 830.1057 32.28 Q - V ' 14.917 840.0297 33.08 Q. V - 15.000 850.2098 33.93 Q- V. 15 -083 860.6684 34.86 Q. V. ' 15.167 871.4305 35.87 Q- V. 15 882.5258 36.98 Q V. -250 15.333 893.9899 38.21 Q V 15.417 905.8807 39.64 Q V 15.500 918.3105 41.43 Q V 15.583 931.4713 43.87 Q V 15.667 945.5945 47.08 Q •V ' 15.750 960.8518 50.86 Q _V 15.833 977.1957 54.48 Q V ' 15.917 994.3479 57.17 Q V ' 16.000 1012.1223 59.25 Q V _ 16.083 1031.3213 64.00 Q V 16.167 1054.5205 77.33 - -Q V 16.250 1084.9418 101.40 - - V Q - ' Q 16.333 1123.0610 127 -06 V - ' Q " 16.417 1166.2053 143.81 V V Q. 16.500 1209.1675 143.21 V Q ' 16.583 1247.3026 127.12 _ 16.667 1278.6383 104 -45 - Q ' V. 16.750 1303.6064 83.23 - - Q " V. 16.833 1323.6807 66.91 Q V 16.917 1340.3302 55.50 Q ' V 17.000 1354.7443 48.05 Q ' V 17.083 1367.6624 43.06 -Q - ' 7.167 135229 39.54 Q .V ff 7.250 139090..5161 36.65 4 -V 7.333 1400.7932 34.25 Q- 'V 17.417 1410.4797 32.29 4 'V V 17.500 1419 -6541 30 -58 Q - V 17.583 1428 -4000 29 -15 Q - V 17.667 1436 -7858 27.95 Q V 17.750. 1444.8567 26.90 _ Q ' V 17 -833 1452.6586 26.01 Q ' V 17.917 1460.2157 25 -19 Q - - V 18.000 1467.5479 24.44 _ Q - V 18.083 1474 -6812 23.78 Q - ' V 18.167 1481.6603 23.26 Q V 18.250 1488.5537 22.98 Q ' V 18.333 1495.4369 22 -94 _ Q V 18.417 1502.3666 23.10 Q - V 18.500 1509.3585 23.31 - Q - V 18.583 1516 -3889 23 -43 Q V 18.667 1523.4139 23.42 Q V 18.750 1530.4004 23.29 Q V 18 -833 1537.3223 23 -07 Q - ' V 18.917 1544.1658 22.81 Q - - - V 19.000 1550.9285 22.54 Q - - - V 19.083 1557.6118 22.28 - Q V 19.167 1564.2184 22.02 Q V 19.250 1570.1502 21.77 Q - ' V 19.333 1577.2083 21.53 Q ' V 19.417 1583.5955 21.29 - Q _ V 19.500 1589.9156 21.07 Q - V 19.583 1596.1694 20.85 Q - ' V 19.667 1602.3602 20.64 Q - - V 19.750 1608.4893 20.43 Q _ ' V 19.833 1614.5603 20.24 - Q - - ' V 19.917 1620 -5745 20.05 Q ' V 20 -000 1626 -5333 19.86 Q - - + xr+ ttxtrxrrxrxrrxrrxtxxrxtrx + +trrtxr xrxrxtrt +rrtxxrr + + + +rttx + +t + +ttrrrtrrxr FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE = 6 » >> STREAM NUMBER 2 CLEARED AND SET TO ZERO«c < rr: rrxrrtrtt xxrxxrxxxx++ trxrr+ rt+ rtrxrxtrrt rxtxxtrxtxtxt +xr +trttxt +xtrtrrxr FLOW PROCESS FROM NODE 138.70 TO NODE 137 -20 IS CODE = 5.2 -- - - - - -- >> >MODEL CHANNEL ROUTING OF STREAM #1 EY THE CONVEX METHOD« « <--- - - - - -- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 38 of 94 Y: \F60 \40i \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \I- 10- Y- DTL.FLD Saved: 51812003 10:34 AM U.S. Department of Commerce). ASS01-1ED REGULAR CHANNEL INFORMATION: B..SEWIDTH(m) = 15.00 CHANNEL UPSTREAM ELEVATION (m) = 311.69 DOWNSTREAM ELEVATION(m) = 311. CHANNEL LENGTH (m) = 150.00 CONSTANT LOSS RATE (cu m /s) = 0. = 0.00 23 MANNING'S FACTOR = 0.015 00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW (cu m /s) = 143.81 .AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 113.45 CHANNEL NORMAL VELOCITY FOR Q = 113.45 cu m/s = 5.09 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.908 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 ?age 39 of 94 Y: \F60\ 401\ Cajcs\ Y. ydrojogy\ 03- 21- 03 \F1oodROut \I- 20- N- DTZ.FLD CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 26.04 26.01 26.01 14.083 26.47 26.43 26.43 14.167 26.93 26.89 26.89 14.250 27.45 27.40 27.40 14.333 28.03 27.98 27.98 14.417 28.68 28.62 28.62 14.500 29.37 29.31 29.31 14.583 30.09 30.02 30.02 14.667 30.80 30.73 30.73 14.750 31.52 31.46 31.46 14.833 32.28 32.21 32.21 14.917 33.08 33.01 33.01 15.000 33.93 33.86 33.86 15.083 34.86 34.78 34.78 15.167 35.87 35.78 35.78 15.250 36.98 36.89 36.89 15.333 38.21 38.10 38.10 15.417 39.64 39.51 39.51 15.500 41.43 41.27 41.27 15.583 43.87 43.65 43.65 15.667 15.750 47.08 50.86 46.79 50.52 46.79 50.52 15.833 54.48 54.16 54.16 15.917 57.17 56.93 56.93 16.000 59.25 59.06 59.06 16.083 64.00 63.57 63.57 16.167 77.33 76.14 76.14 16.250 101.40 99.26 99.26 16.333 127.06 124.78 124.78 16.417 143.81 142.32 142.32 16.500 143.21 143.26 143.26 16.583 127.12 128.55 128.55 16.667 104.45 106.47 106.47 16.750 83.23 85.12 85.12 16.833 66.91 68.37 68.37 16.917 55.50 56.52 56.52 17.000 48.05 48.71 48.71 17.083 43.06 43.50 43.50 17.167 39.54 39.85 39.85 17.250 36.65 36.91 36.91 17.333 34.25 34.46 34.46 17.417 32.29 32.46 32.46 17.500 30.58 30.73 30.73 17.583 29.15 29.28 29.28 17.667 27.95 28.06 28.06 17.750 26.90 27.00 27.00 17.833 26.01 26.09 26.09 17.917 25.19 25.26 25.26 18.000 24.44 24.51 24.51 18.083 23.78 23.84 23.84 18.167 23.26 23.31 23.31 18.250 22.98 23.00 23.00 18.333 22.94 22.95 22.95 18.417 23.10 23.09 23.09 18.500 23.31 23.29 23.29 18.583 23.43 23.42 23.42 18.667 23.42 23. 23.42 18.750 23.29 23.30 23.30 18.833 23.07 23.09 23.09 18.917 22.81 22.83 22.83 19.000 22.54 22.57 22.57 19.083 22.28 22.30 22.30 19.167 22.02 22.04 22.04 19.250 21.77 21.79 21.79 19.333 19. 21.53 21.29 21.55 21.31 21.55 21.31 19.500 21.07 21.09 21.09 19.583 20.85 20.87 20.87 ~ 19.667 20.64 20.66 20.66 19.750 20.43 20.45 20.45 19.833 20.24 20.25 20.25 19.917 20.05 20.06 20.06 20.000 19.86 19.88 19.88 ?age 39 of 94 Y: \F60\ 401\ Cajcs\ Y. ydrojogy\ 03- 21- 03 \F1oodROut \I- 20- N- DTZ.FLD Saved: 51812003 10:34 AM PROCESS SON24ARY OF STORAGE: ooss NFLOW VOI;JME = 1769.961 x 1000 cu m UTFLOW VOLUME = 1769.962 x 1000 cu m 1 VOLUME = 0.000 x 1000 cu m +------------------------------------------- -------- -- -- ---- ------- -- -- - --+ I STA_ 137 +20 171 M EAST OF CHERRY AVENUE SOUTH SIDE OF CHANNEL AREA C6 ------------------------------------------- t ** tttY# tt# t# t*#* t*#* ttt*****#**#* tt** t****** * *#t * * #t *#t * *t * * * * # # * *t * #* * * * #t FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS CODE = 1 >>>>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) <<<<< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.100 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.150 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UE MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE T00 LARGE FOR PEAR FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION - 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAR 5- MINUTES RAINFALL(mm)= 11.16 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = -20.00 UNIT HYDROGRAPH DETERMINATION --- - - - - - -- ---- INTERVAL PRECIPITATION DEPTH -AREA REDUCTION FACTORS: UNIT HYDROGRAPH 5- MINUTE FACTOR = 0.999 MEAN VALUES 30- MINUTE FACTOR = 0.999 ----------------------------------------------- 1 -HOUR FACTOR = 0.999 0.465 3 -HOUR FACTOR = 1.000 36.014 6 -HOUR FACTOR = 1.000 3 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES {` UNIT INTERVAL, PERCENTAGE OF LAG -TIME = 55.556 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = -20.00 UNIT HYDROGRAPH DETERMINATION --- - - - - - -- ---- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) ----------------------------------------------- 5.492 0.465 2 36.014 2.583 3 76.167 3.398 4 93.537 1.470 5 98.194 0.394 6 99 0.091 7 99.707 0.037 8 99.927 0.019 9 100.000 0.006 TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 1.8651 TOTAL STORM RUNOFF VOLUME(1000 Cu m) = 19.7136 -------------------------------- ----------- --- ---- --- ----- - -- -- Page 40 of 94 Y: \F60\ 401\ Calcs\ y ydrology\ 03- 21- 03 \FloodRout \1- 10- M- DTL.FLD Saved: 51812003 10:34 Aff 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 HYDROGRAPH IN FIVE- MIN'UTIE UNIT INTERVALS (cu m /s) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME VOLUME Q (HRS) (1000 cu m) (cu m /s)0- 0_ -- - - 5 1_0 - - 1-5 - - - -- - -- - 2_0 -- 14.000 9.0363 0.27 Q V 14.083 9.1178 0 -27 Q - V - - 14.167 9 -2009 0 -28 Q - V - 14.250 9.2858 0.28 - Q V 14.333 9.3725 0.29 Q V. 14.417 9 -4611 0.30 Q V. - - 14.500 9.5517 0.30 Q V. 14.583 9.6444 0 -31 Q V. ' 14.667 9.7395 0.32 Q V- 14.750 9.8370 0.33 Q V. 14.833 9.9373 0.33 Q V 14.917 10 -0405 0.34 _ Q V 15.000 10.1470 0.36 Q V 15.083 10.2571 0.37 Q V - 15.167 10.3713 0.38 Q V 15.250 10.4900 0.40 Q V 15.333 10 -6138 0.41 Q V 15.417 10.7453 0.44 Q •V ' 15.500 10.8931 0.49 Q- - V - 15.583 11.0618 0.56 •Q V - 15.667 11.2460 0.61 Q V 15.750 11.4392 0.64 Q V 15.833 11.6220 0.61 Q V - 15.917 11.7926 0.57 •Q - V - 16.000 11.9900 0.66 Q V 16.083 12.2909 1.00 Q V 16.167 12.8271 1 -79 V Q 16.250 13.4139 1.96 V - Q• 16.333 13.7805 1.22 Q V 16.417 14.0245 0.81 - Q - V - 16.500 14.2112 0 -62 Q V - 16.583 14.3629 0.51 Q V. 16.667 14.4935 0.44 Q V. - 16.750 14.6109 0.39 Q V. 6.833 14.7193 0.36 Q V- 917 14 -8209 0.34 Q V .7.000 14.9170 0.32 Q V 17.083 15.0084 0.30 Q - V 17.167 15.0957 0 -29 Q V 17.250 15 -1793 0.28 Q - V 17.333 15.2598 0 -27 Q V 17.417 15.3376 0 -26 Q -V 17.500 15.4128 0-25 Q - - -V 17.583 15.4858 0.24 Q - -V 17.667 15.5567 0 -24 - Q •V ' 17.750 15 -6258 0.23 Q V 17.833 15 -6931 0.22 Q - • 17.917 15 -7588 0.22 Q •V ' 18.000 15.8230 0.21 Q - V ' 18.083 15.8865 0.21 Q V 18.167 15.9519 0.22 Q V ' 18.250 16.0205 0.23 Q V 18.333 16.0898 0.23 Q V 18 -417 16.1586 0.23 Q V 18.500 16.2265 0.23 Q V 18.583 16.2936 0.22 Q - - V 18.667 16.3598 0.22 Q V 18.750 16.4251 0.22 Q_ - V ' 18.833 16.4897 0.22 Q - V 18.917 16.5535 0.21 Q V 19.000 16.6165 0.21 Q - - V 19.083 16.6788 0.21 Q - V 19 -167 16.7405 0.21 Q - V 19.250 16.8015 0.20 Q V ' 19.333 16 -8619 0.20 Q - V 19.417 16 -9217 0.20 Q - V - 19.500 16.9808 0.20 Q V 19.583 17.0395 0.20 Q - V 19.667 17.0975 0.19 Q V 19.750 17.1551 0.19• Q V 19.833 17.2121 0.19 Q V 19.917 17.2687 0.19 Q V 20 -000 17.3247 0.19 Q V z+ xttz+ z tx+ r+ rt+ zrxzz+ z+ t+ tr+ trz+ x+++++ xrxx rtt + +x + +t + + +tz +tzt + +x + +zx +z + +zx FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS CODE = 7 , 0>»> STREAM »> STREAM NUMBER 2 ADDED TO STREAM NUMBER lc< <<< ----------------------- xzxz+ xx ++++ rx++++ zz+++ tz++++ t+ z+ t++ rz++++ z+ x + + +xz +z + + + + + + + + + + +z +z + + +x +tt++ FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS CODE = it »» >VIEW STREAM NUMBER 1 k YDROGRAPH ««< Page 41 of 94 Y: \F60\ 401\ Calcs\ Y. ydrology\ 03- 21- 03 \FloodRout \I- 10- y-- DTL.FLD Saved: 51812003 10:34 AM FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS CODE = - - - 6 - - - - -- - - -- __ -------------------- ». STREAM NUMBER 2 CLEARED AND SET TO ZERO<< <<c x++ xxx++ x+ x +x + +x + + + + + + + + +x + + +xx +x +x + + + + ++ xxxx + +x +x + + + + +x +x +x + +xx +xxx + + + +x +x+ FLOW PROCESS FROM NODE 137.20 TO NODE 135.40 IS CODE = 5.2 t »» >MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METH c«cc ThE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 42 of 94 Y: \F60\ 401\ Calcs\ Hydrolog y\ 03- 21- 03 \F1oodRout \1- 10- M- DTL.FLD STREAM fiYDROGRAPH IN FIVE- MINITTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at ------------------------------------------------------------ END of Each unit Intervals) - ' (HRS) VOLUME (1000 cu m) 4 (cu m /s)0- 36.1 72.2 108.3 14a -a ---- ------------------------------------------------------------ 14 -000 750 -9603 26.27 Q V 14.083 758 -9712 26.70 Q V 14.167 767.1199 27 -16 Q - V 14.250 775.4247 27.68 Q - V 14.333 783,9048 28 -27 Q V 14.417 792.5804 28.92 Q - V 14.500 801.4648 29 -61 Q - V 14.583 810.5643 30.33 Q - V 14.667 819.8798 31.05 Q - V 14.750 829.4149 31.78 Q V 14.833 839.1793 32.55 Q. V 14.917 849 -1853 33.35 Q. V 15.000 859.4490 34.21 Q- V. " 15.083 869.9928 35.15 Q- V. 15.167 880.8421 36 -16 Q V. 15.250 892.0263 37.28 Q V. 15.333 903.5814 38.52 Q V 15.417 915.5656 39.95 -Q V 15.500 928.0952 41.77 Q V 15.583 941.3595 44.21 - Q -V ' 15 955.5810 47.41 Q -V -667 15.750 970.9305 51.16 - Q -V " 15.833 987.3602 54.77 Q - V " 15.917 1004.6110 57.50 Q V - 16.000 1022.5274 59.72 Q V ' 16.083 1041.9003 64.58 Q V ' 16.167 1065.2791 77.93 Q V 16.250 1095.6432 101.21 - - V Q - V Q 16.333 1133.4427 126.00 - - - Q ' 16.417 1176.3831 143.13 - - V Q. 16.500 1219.5482 143.88 V - V Q ' 16.583 1258 -2653 129.06 - - V Q' 16.667 1290.3376 106.91 Q V. ' 16.750 1315.9910 85.51 V. 16.833 1336.6099 68.73 Q. V 16.917 1353.6663 56.85 Q V 17.000 1368.3756 49.03 Q ' V 17.083 1381.5184 43.81 Q ' 17.167 1393.5607 40.14 •Q Q 'V " V 7.250 1404.7164 37.19 t 7.333 1415.1364 34.73 Q- Q- 'V .V " ` 17.417 1424.9531 32.72 V ' 17.500 1434.2484 30.98 Q - V 17.583 1443.1055 29.52 Q - - ' V 17.667 1451.5942 28.30 Q - ' V 17.750 1459.7623 27.23 Q - V 17.833 1467.6555 26.31 Q - - ' V 17.917 1475.3002 25.48 Q - V 18.000 1482.7168 24.72 Q - ' V 18.083 1489.9313 24.05 Q ' V 18.167 1496.9896 23.53 Q ' V 18.250 1503.9591 23.23 Q V 18.333 1510.9126 23 -18 Q V 18.417 1517.9071 23.31 - Q " V 18.500 1524.9614 23.51 - Q ' V 18.583 1532.0553 23.65 Q - ' V 18.667 1539.1471 23.64 Q - ' V 18.750 1546.2023 23.52 Q - V ' 18.833 1553.1945 23.31 Q - V " 18.917 1560.1086 23 -05 - Q - ' V 19.000 1566.9418 22.78 Q - - ' V 19.083 1573.6945 22.51 Q V 19.167 1580.3696 22.25 - Q - ' V 19.250 1586.9690 22.00 Q ' V 19.333 1593.4940 21.75 Q - - ' V 19.417 1599.9474 21.51 - Q - ' V 19.500 1606.3328 21 -28 Q - ' V 19.583 1612.6511 21.06 Q " V 19.667 1618.9056 20.85 Q - " V 19.750 1625.0978 20.64 Q - " V 19.833 1631 -2310 20.44 Q " V 19.917 1637 -3068 20.25 Q " V 20.000 1643.3265 20.07 Q - " FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS CODE = - - - 6 - - - - -- - - -- __ -------------------- ». STREAM NUMBER 2 CLEARED AND SET TO ZERO<< <<c x++ xxx++ x+ x +x + +x + + + + + + + + +x + + +xx +x +x + + + + ++ xxxx + +x +x + + + + +x +x +x + +xx +xxx + + + +x +x+ FLOW PROCESS FROM NODE 137.20 TO NODE 135.40 IS CODE = 5.2 t »» >MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METH c«cc ThE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 42 of 94 Y: \F60\ 401\ Calcs\ Hydrolog y\ 03- 21- 03 \F1oodRout \1- 10- M- DTL.FLD Saved: 51812003 10:34 AM U.S_ Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 311.23 DOWNSTREAM ELEVATION(m) = 310.18 CHANNEL LENGTH(m) = 180.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS P.ATE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 143.88 AVERAGE FLOWRATE IN EXCESS OF 50°s MAXIMUM INFLOW = 114.20 CHANNEL NORMAL VELOCITY FOR Q = 114.20 cu m/s = 5.60 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.915 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 Page 43 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M_- DTL.FLD CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 26.27 26.24 26.24 14.083 26.70 26.66 26.66 14.167 27.16 27.12 27.12 14.250 27.68 27.63 27.63 14.333 28.27 28.21 28.21 14.417 28.92 28.85 28.85 14.500 29.61 29.55 29.55 14.583 30.33 30.26 30.26 14.667 31.05 30.98 30.98 14.750 31.78 31.71 31.71 14.833 32.55 32.47 32.47 14.917 33.35 33.27 33.27 15.000 34.21 34.13 34.13 15.083 35.15 35.05 35.05 15.167 36.16 36.06 36.06 15.250 37.28 37.17 37.17 15.333 38.52 38.40 38.40 15.417 39.95 39.81 39.81 15.500 41.77 41.59 41.59 15.583 44.21 43.97 43.97 15.667 15.750 47.41 51.16 47.09 50.80 47.09 50.80 54.77 54.41 54.41 - 15.833 15.917 57.50 57.23 57.23 16.000 59.72 59.50 59.50 16.083 64.58 64.10 64.10 16.167 77.93 76.62 76.62 16.250 101.21 98.93 98.93 16.333 126.00 123.57 123.57 16.417 143.13 141.45 141.45 16.500 143.88 143.81 143.81 16.583 129.06 130.51 130.51 16.667 106.91 109.08 109.08 16.750 85.51 87.61 87.61 16.833 68.73 70.38 70.38 16.917 56.85 58.02 58.02 17.000 49.03 49.80 49.80 17.083 43.81 44.32 44.32 17.167 40.14 40.50 40.50 17.250 37.19 37.48 37.48 17.333 34.73 34.97 34.97 17.417 32.72 32.92 32.92 17.500 30.98 31.15 31.15 17.583 29.52 29.67 29.67 17.667 28.30 28.42 28.42 17.750 27.23 27.33 27.33 17.833 26.31 26.40 26.40 17.917 25.48 25.56 25.56 18.000 24.72 24.80 24.80 18.083 24.05 24.11 24.11 18.167 23.53 23.58 23.58 18.250 23.23 23.26 23.26 18.333 23.18 23.18 23.18 18.417 23.31 23.30 23.30 18.500 23.51 23.49 23.49 18.583 23.65 23.63 23.63 18.667 23.64 23.64 23.64 18.750 23.52 23.53 23.53 18.833 23.31 23.33 23.33 18.917 23.05 23.07 23.07 19.000 22.78 22.80 22.80 19.083 22.51 22.54 22.54 19.167 22.25 22.28 22.28 19.250 22.00 22.02 22.02 19.333 19.417 21.75 21.51 21.77 21.53 21.77 21.53 19.500 21.28 21.31 21.31 19.583 21.06 21.08 21.08 - - 19.667 20.85 20.87 20.87 19.750 20.64 20.66 20.66 19.833 20. 20.46 20.46 19.917 20.25 20.27 20.27 20.000 20.07 20.08 20.08 Page 43 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M_- DTL.FLD Saved: 51812003 10:34 AM PROCESS SUMMARY OF STORAGE: C O NFLOW VOLUME = 1789.675 x 1000 cu m JTFLOW VOLUME = 1789.675 x 1000 cu m i; SS VOLUME = 0.000 x 1000 cu m --------------------------------- --------- ---- -- - - --+ I STA. 135 +40 CHERRY AVENUE NORTH SIDE OF CHANNEL AREA AS - --- --- -- -- - - -+ ---------------------------- FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE = 1 ----------------------------------- ------------------ » »>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS)<< ` (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 2.197 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.290 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) - 4.583 LOW LOSS FRACTION = 0.185 *HYDROGRAPH MODEL #1 SPECIFIED* UNIT HYDROGRAPH DETERMINATION - - -- INTERVAL SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 UNIT HYDROGRAPH ORDINATES(cu m /s) SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 MEAN VALUES SPECIFIED PEAK 1 -HOUR RAINFALL ( mm) = 35.56 --------------------------------------------- SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 3.297 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 9.991 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 3 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 31.482 5- MINUTE FACTOR = 0.976 49.543 30- MINUTE FACTOR = 0.976 5 1 -HOUR FACTOR = 0.976 41.256 3 -HOUR FACTOR = 0.996 85.340 6 -HOUR FACTOR = 0.998 7 24 -HOUR FACTOR = 0.999 , 13.444 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.736 96.413 RUNOFF HYDROGRAPH LISTING LIMITS: 9 MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 3.223 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION - - -- INTERVAL "S" GRAPH UNIT HYDROGRAPH ORDINATES(cu m /s) NUMBER MEAN VALUES - - --------------------------------------------- 1.773 3.297 2 9.991 15.281 3 26.923 31.482 4 49.543 42.057 5 71.731 41.256 6 85.340 25.303 7 92.570 13.444 8 96.413 7.145 9 98.146 3.223 10 98.712 1.052 11 99.251 1.002 12 99.700 0.836 13 99.925 0.418 14 100.000 0.139 -------------------------------------- TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 83.1488 TOTAL STORM RUNOFF VOLUME(1000 Cu m) = 390.5076 - -- - - - - - - -- -- --------------- --- --- -- -- -- -- ----- ----- -- - - - -- L 10 Page 44 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FLD Saved: 51812003 20:34 AM 2 a - H 0 U R S T 0 R 1*1 R U N 0 F P H Y D R 0 G R A P H HYDROCIRAPH IN pIVE-M- N UNIT INTERVALS (cu m /s) (Note: Time indicated is at ls) END of Each Unit Intervals) TIME (FMS) VOLUME Q (1000 cu M) (cu m/s)0. 7.8 15.6 23.4 31.1 - -------------------------------------------------------------------------- 14.000 175.6301 5-12 Q V 14.083 177-1925 5-21 Q V 14.167 178.7872 5.32 Q V 14-250 180.4208 5 -45 Q V 14.333 182.0981 5.59 Q V 14.417 183.8210 5.74 Q V 14.500 185.5864 5-88 Q V. 14.583 187.3934 6.02 Q V. 14.667 189.2424 6-16 Q V. 14.750 191.1354 6.31 Q V. 14.833 193.0748 6.46 Q V- 14.917 195.0649 6.63 Q V. 15.000 197.1098 6-82 Q V 15.083 199.2147 7.02 Q. V 15.167 201.3855 7.24 Q. V 15.250 203.6296 7.48 Q. V 15.333 205.9553 7.75 Q. V 15.417 208.3821 8.09 Q •V 15.500 210.9525 8.57 Q •V 15.583 213.7238 9.24 •Q V 15.667 216.7430 10.06 Q V 15.750 220.0092 10.89 Q V 15.833 223.4180 11.36 Q V 15.917 226.8701 11.51 Q V 16.000 230.4086 11.79 Q V V 16.083 234-5616 13.84 Q 16.167 240.3706 19.36 Q 16.250 248.1541 25 V Q 16.333 257.0355 29.60 V Q 16.417 265.5606 28.42 VQ 16.500 272.1505 21.97 V 16.583 277-1945 16.81 Q V 16.667 281.1902 13.32 Q V. 16.750 284.4084 10.73 Q V 6-833 287.125 9.06 Q V V. ,6.917 289.6164 8.30 Q V. 7.000 291.9087 7-64 Q. V 17.083 294.0174 7.03 Q. V • 17.167 295 -9814 6.55 Q V 17.250 297.8265 6.15 Q V 17.333 299.5765 5.83 Q V 17.417 301.2428 5.55 Q V 17.500 302.8395 5.32 Q 17.583 304.3774 5.13 Q -V 17.667 305.8641 4.96 Q -V V 17.750 307.3055 4.80 Q V 17.833 308.7061 4.67 Q 17-917 310.0695 4.54 Q -V 18.000 311.3996 4.43 Q -V V 18-083 312.6997 4.34 Q V 18.167 313.9887 4.30 Q V 18.250 315.2857 4.32 Q V 18.333 316.6046 4.40 Q V 18.417 317.946L 4.47 Q V 18.500 319.2943 4.49 0 V 18.583 320.6371 4.48 Q V 18.667 321-9685 4.44 Q V 18.750 323.2854 4.39 Q V 18.833 324.5861 4.34 Q V 18.917 325.8714 4.28 Q V 19.000 327.1418 4.23 Q V 19.083 328.3976 4.19 Q V 19.167 329.6393. 4.14 Q V 19.250 330.8667 4.09 Q V 19.333 332.0810 4.05 Q V 19.417 333.2825 4.00 Q V 19.500 334.4717 3.96 Q V 19.583 335.6490 3.92 Q V 19.667 336.8148 3.89 Q V 19.750 337.9695 3.85 Q V 19.833 339.1236 3.81 Q V 19.917 340-2474 3.78 Q V 20.000 341.3721 3-75 Q ---------------------------------------------------------------------------- STA. 135+40 CHERRY AVENUE I SOUTH SIDE OF CHANNEL AREA C7 -------------- ------------------------------ --- FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE ------------ --------------------- ----- -- -------------------------------- » » >SUBARZA RUNOFF (UNIT-`YDROGRAPH ANALYSIS) Page 45 of 94 Y:IIF60\401\Calcs\HycL-c,2oc,3,\ 03-21-03\PloodRout\l-10-M-DTL.FJ,D Saved: 51812003 10:34 AM (UNIT- HYDROGRAPH ADDED TO STREAM #3) ` WATERSHED m AREA = _ 0.100 sq k BASEFLOFLOW = 0.000 cu m /s /sq km *USER ENTERED " LAG" TIME 0.160 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOJRS. THE 5- MINUTE PERIOD L3 MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY (DEVELOPED) S- C-RAPH SELECTED MAXIMUM WATERSHED LOSS P.ATE(mm /hr) = 1.885 LOW LOSS FP.ACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAR 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 52.083 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ----- - - ---- ---------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) ---------------------------------------------------------------------------- 1 4.618 0.408 2 32.056 2.305 3 71.281 3.319 4 91.414 1.704 5 97.580 0.522 98.965 0.117 7 99.516 0.047 8 99.806 0.025 9 99.952 0.012 10 100.000 0.004 TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 1.8651 TOTAL STORM RUNOFF VOLUME(1000 Cu M) = 19.7136 --- -- ----------------------------------------- ---- ---- ----- --- ---- --- - - G • Page 46 of 94 Y: \F60\ 401\ Calcs\ Eydr ology\ 03- 21- 03 \F1oodRout \I- !0- M- DTL_FID Saved: 51812003 10:34 PM 2 a - H O U R S T O R M R U N O F F H Y D R O C- R A P H HYDROC-RAPH IN FIVE- MINUTE U7TIT INTERVALS (au MIS) (Note: Time indicated is at END of Each unit Intervals) TIME VOLUME Q (HiZS) (1000 cu m) (cu m /s)0_ - - -0_5 --------- ---------- -- - 1_5 - - -- - - ----- 14.000 9.0260 0 -27 Q - V - - 14.083 9.1073 0.27 Q V 14.167 9.1901 0.28 - Q - V _ 14.250 9 -2748 0 -28 Q V - 14.333 9.3613 0.29 Q V 14.417 9.4497 0.29 Q - V- ' 14.500 9.5400 0.30 Q - V. - 14.583 9.6325 0.31 Q V. 14.667 9.7272 0.32 Q - V. ' 14.750 9.8244 0.32 Q V. 14.833 9.9244 0.33 Q V - 14 -917 10.0272 0.34 Q V 15.000 10.1333 0 -35 Q V - 15.083 10.2430 0.37 Q V 15.167 10.3566 0.38 Q -V ' 15 -250 10.4747 0.39 Q V 15.333 10.5979 0.41 Q -V 15.417 10.7284 0.44 Q -V - 15.500 10.8741 0 -49 Q• V - 15.583 11.0402 0.55 -Q V 15 -667 11.2224 0.61 Q V 15.750 11.4145 0.64 - - Q V 15.833 11 -5986 0.61 Q V 15.917 11.7705 0.57 - -Q - V - 16 -000 11.9645 0.65 Q V 16.083 12.2525 0.96 - Q. V ' 16.167 12.7583 1.69 V Q 16.250 13.3411 1.94 V Q. 16.333 13.7342 1.31 Q 16.417 13.9927 0.86 Q V ' 16.500 14.1854 0.64 Q V 16.583 14.3417 0.52 Q V. 16.667 14.4754 0.45 Q V. ' 16.750 14 -5950 0.40 Q - V. ' 16.833 14.7050 0.37 Q V- 6.917 14.8076 0.34 Q V 17.000 14.9045 0.32 Q V t 17.083 14.9965 0.31 Q - V 17.167 15.0843 0.29 _ Q - - V 17.250 15.1685 0.28 - Q - - V 17.333 15.2494 0.27 Q - V 17.417 15.3275 0.26 _ Q V 17.500 15.4030 0.25 Q V 17.583 15.4763 0.24 Q V 17.667 15.5475 0.24 Q V 17.750 15.6168 0.23 Q V 17.833 15.6844 0.23 Q V 17.917 15.7503 0 -22 Q V 18.000 15.8147 0.21 Q - V 18.083 15.8783 0.21 Q V 18.167 15.9434 0.22 Q V 18.250 16.0116 0.23 Q V ' 18.333 16.0809 0.23 Q - V 18.417 16.1497 0 -23 Q - - V 18.500 16.2177 0.23 Q - V 18 -583 16.2849 0.22 Q V 18.667 16.3512 0.22 - Q - V 18.750 16.4167 0.22 Q V 18.833 16.4813 0.2 Q V 18.917 16.5452 0. - Q V 19.000 16.6083 0.21 Q - V 19.083 16 -6708 0.21 Q - V 19.167 16.7325 0.21 Q - V 19.250 16.7936 0.20 Q V - 19.333 16.8541 0.20 - Q V 19.417 16.9139 0.20 Q V - 19.500 16.9732 0.20 Q - V 19.583 17.0319 0 - Q V - 19.667 17.0900 0.19 - Q - V 19.750 17 -1476 0.19 Q - V 19.833 17.2048 0.19 _ Q V - 19.917 17.2614 0 -19 Q V 20.000 17.3175 0.19 Q ' FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE = 7 ---- ----- -- --- -- --- -- --- --- -- - - -- -- - - 0 >>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1«<<< FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE = 7 »»> STREAM NUMBER 3 ADDED TO STREAM NUMBER 1<<<<< Page 47 of 98 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \T- 10- M- DTL -FLD Saved: 51812003 .10:34 AM Page 48 of 94 Y: \F60\ 501\ C cs\ Yydr' ology\ 03- 21- 03 \F1oodROUt \I- 10- M- D7L.F'LD W PROCESS FROM NODE 135 -40 TO -------- -- - - - I -- NODE 135.40 IS CODE = 11 » _VIEW ---- - -- STREAM N 1 HYDROGRA °H «c<c STREAM hYDROGRAPH IN FIVE- MIN UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) ----------------------------=----------------------------- TI,IE (HRS) VOLLME (1000 cu m) Q (cu m /s)0. a3 2 86.? 129.5 172.7 -- - -_ -__ ------------------------`---------------------------------- 14.000 934.8433 31 -62 Q V 14.083 944 -4852 32.14 - Q - V 14 -167 954.2980 32.71 Q V 14.250 964.3056 33 -36 _ Q V " 14.333 974.5323 34 -09 Q V 14.417 985 -0000 34 -89 Q V 14.500 995.7197 35.73 Q V ' 14.583 1006.6975 36.59 Q V 14.667 1017.9354 37.46 Q - V 14.750 1029.4392 38 -35 Q V 14.833 1041.2206 39.27 Q. V " 14.917 1053.2958 40.25 Q. V. ' 15.000 1065.6852 41 -30 Q. V. 15.083 1078.4161 42.44 Q. V. 15.167 1091.5198 43.68 Q V- ' 15.250 1105.0334 45.05 Q V ' 15.333 1119.0010 46.56 Q V ' 15.417 1133.5005 48.33 -Q V 15.500 1148.6926 50.64 •Q V 15.583 1164 -8223 53.77 Q •V 15.667 1182.1512 57.76 _ Q -° ' 15.750 1200.8484 62 -32 Q -V ' 15.833 1220.7650 66 -39 - Q V " 15.917 1241.5592 69 -31 Q V 16.000 1263.1427 71.95 Q V " 16.083 1286.8136 78 -90 Q V 16.167 1316 -1140 97.67 Q V Q. " 16.250 1354.1592 126.82 V Q 16.333 1400.5037 154.48 V Q" 16.417 1451.7231 170.73 V Q " 16.500 1501.6488 166.42 V Q " 16.583 1546.0027 147.85 - Q 6.667 1582.8564 122.85 ' V. 6.750 1612.4777 98.74 Q Q V ' ' 16 -833 1636.4177 79.80 66.66 Q V " 16.917 1656.4170 Q V 17.000 1673.7460 57.76 - V 17.083 1689.2432 51.66 -Q V 17.167 1703.4453 47.34 Q V ' 17.250 1716.6174 43.91 Q V 17.333 1728.9404 41.08 Q. v 17.417 1740.5608 36.73 Q v " 17.500 1751.5795 36.73 Q - V 17.583 1762.0907 35.04 Q - V " 17.667 1772.1736 33.61 Q - V ; 17.750 1781.8838 32.37 Q V 17.833 1791.2722 31.29 Q V 17.917 1800.3706 30.33 Q - V " 18.000 1809.2029 29.44 Q V 18.083 1817.8019 28.66 Q V 18.167 1826.2297 26.09 Q V 18.250 1834.5731 27.81 Q V 18.333 1842.9164 27.81 Q - V 18.417 1851.3171 28.00 Q V 18.500 1859.7817 28.22 Q - V " - 16.583 1868.2816 28.33 Q - - V 18.667 1876.7715 28.30 Q - - V 18.750 1885.2125 28.14 . Q V 18.833 1893.5763 27.88 Q V " 18.917 1901.8473 27.57 Q V 19.000 1910.0219 27. Q V 19.083 1918.1006 26.93 Q V - 19.167 1926.0864 26.62 Q - - - V " 19.250 1933.9822 26.32 Q V " 19.333 1941 -7892 26.02 Q - - V " 19.417 1949.5107 25.74 Q V 19.500 1957 -1512 25.47 Q V 19.583 1964.7122 25.20 Q V 19.667 1972.1969 24.95 Q V 19.750 1979.6075 24.70 Q V 19 -833 1986.9478 24.47 Q V - 19.917 1994 -2195 24.24 Q - V 20.000 2001.4247 24.02 Q - ' FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS_ CODE _= - 6 ------ - - - - -- ---------------- ---------------------------------- »»> STREAM NOMBER 2 CLEARED AND SET TO ZERO<<<<c - -- ----- --- - ----- FLOW PROCESS FROM ------------------------ NODE 135.40 TO NODE 135.40 - IS CODE = - - -6------------ ------- -- --- ----- -- --- -- -- - - - Page 48 of 94 Y: \F60\ 501\ C cs\ Yydr' ology\ 03- 21- 03 \F1oodROUt \I- 10- M- D7L.F'LD Saved: 51812003 10:34 AM »»> STREAM NUMBER 3 CLEARED AND SET TO ZERO« «< -- 1 ,OW PROCESS FROM NODE 135.40 TO NODE 131.30 IS CODE = 5.2 ------------------- ,,>MODEL CHANNEL ROUTING OF STREAM tl BY THE CONVEX METAOD ««< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce)_ ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 310.18 DOWNSTREAM ELEVATION(m) 307.3 410.00ING'S FACTOR = 0.015 CHANNEL LENGTH(m) _ CONSTANT LOSS RATE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 170.73 AVERAGE FLOWRATE IN EXCESS OF 50k MAXIMUM INFLOW = 135.69 CHANNEL NORMAL VELOCITY FOR Q = 135.69 cu m/s = 6.28 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.924 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 Page 49 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FLD CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 31.62 31.52 31.52 14.083 32.14 32.03 32.03 14.167 32.71 32.59 32.59 14.250 33.36 33.23 33.23 14.333 34.09 33.94 33.94 14.417 34.89 34.73 34.73 14.500 14.583 35.73 36.59 35.56 36.42 35.56 36.42 37.46 37.29 37.29 14.667 14.750 38.35 38.17 38.17 14.833 39.27 39.09 39.09 14.917 40.25 40.05 40.05 15.000 41.30 41.09 41.09 15.083 42.44 42.21 42.21 15.167 43.68 43.43 43.43 15.250 45.05 44.77 44.77 15.333 46.56 46.25 46.25 15.417 48.33 47.98 47.98 15.500 50.64 50.18 50.18 15.583 53.77 53.14 53.14 15.667 57.76 56.96 56.96 15.750 62.32 61.41 61.41 15.833 66.39 65.57 65.57 15.917 69.31 68.73 68.73 16.000 71.95 71.42 71.42 16.083 78.90 77.50 77.50 16.167 97.67 93.90 93.90 16.250 126.82 120.96 120.96 16.333 154.48 148.92 148.92 16.417 170.73 167.47 167.47 16.500 166.42 167.29 167.29 16.583 147.85 151.58 151.58 16.667 122.85 127.87 127.87 16.750 98.74 103.58 103.58 16.833 79.80 83.61 83.61 16.917 66.66 69.30 69.30 17.000 57.76 59.55 59.55 17.083 51.66 52.88 52.88 17.167 47.34 48.21 48.21 17.250 43.91 44.60 44.60 17.333 41.08 41.65 41.65 17.417 38.73 39.21 39.21 17.500 36.73 37.13 37.13 17.583 35.04 35.38 35.38 17.667 33.61 33.90 33.90 17.750 32.37 32.62 32.62 17.833 31.29 31.51 31.51 17.917 30.33 30.52 30.52 16.000 29. 29.62 29.62 18.083 28.66 28.82 28.82 18.167 18.250 28.09 27.81 28.21 27.87 26.21 27.87 18.333 27.81 27.81 27.81 S_ 18. 28.00 27.96 27.96 18.500 28.22 28.17 28.17 18.583 28.33 28.31 28.31 18.667 28.30 28.31 28.31 18.750 28.1 28.17 28.17 18.833 27.88 27.93 27.93 Page 49 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL.FLD Saved: 51812003 10:34 AM 18.917 27.57 27.63 27.63 19.000 27.25 27.31 27.31 i C 19.083 26.93 26.99 26.99 19.167 26.62 26.68 26.68 19.250 26.32 26.38 26.38 19.333 26.02 26.08 26.08 19.417 25.74 25.80 25.80 19.500 25.47 25.52 25.52 19.583 25.20 25.26 2S_26 19.667 24.95 25.00 25.00 19.750 24.70 24.75 24.75 19.833 24.47 24.51 24.51 19.917 24.24 24.28 24.28 20.000 24.02 24.06 24.06 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 2199.896 x 1000 cu m OUTFLOW VOLUME = 2199.896 x 1000 cu m LOSS VOLUME = 0.000 x 1000 cu m ---------------------------------------- --- -- -- ----- -- --- -- --- -- -- - -+ STA. 131 +30 ALMOND AVENUE NORTH SIDE OF CHANNEL AREA A8 -1 +------------------------------------------- -- ----- --- -------- -- ---- - - --- -+ FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE = 1 >>>>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS)<<<<< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.403 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.260 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE T0O LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION = 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.996 30- MINUTE FACTOR = 0.996 1 -HOUR FACTOR = 0.996 3 -HOUR FACTOR = 0.999 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 32.051 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION Page 50 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- N- DTL.FLD INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) ---- ---------------------------------------------- - - - -1- 2.050 0.700 2 12.541 3.581 3 32.902 6.951 4 59.287 9.007 5 79.698 6.968 6 90.409 3.656 7 95.683 1.800 8 97.996 0.790 9 98.702 0.241 10 99.294 0.202 11 99.718 0.145 12 99.929 0.072 13 100.000 0.024 t ---- _----------------------------- ----------- - - -- ------------------ TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 7.5269 - ----------------------------------- TOTAL STORM RUNOFF VOLUME(1000 Cu m) ------ = 79.508 ------ --- --- --- -- - - --- Page 50 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- N- DTL.FLD Saved: 51812003 10:34 AM 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 1Z=ROGRAPH IN FIVE- MINU UNIT INTERVALS (cu m /s) (Note: Time indicated is at END of Each Unit inter�als) - -- -__- - TIME VOI;UME Q 4.2 6.4 8.5 (HRS) (l000 cu m) (cu m /s)o_ z.l - -- - - - -- ----------------- - - - - -- --------- _------------ - - - - -� 14.000 36.0068 1.05 Q V 14.083 36.3274 1.07 Q V 14.167 36.6542 1.09 Q V 14.250 36.9877 1.11 Q V 14.333 37.3285 1.14 Q V 14.417 37.6768 1.16 Q - ' 14.500 38.0328 1.19 _ Q V. ' 14.583 38.3968 1.21 _ Q - V. ' 14.667 38.7693 1.24 _ Q - V. - 14.750 39.1510 1.27 Q V. 14.833 39.5425 1.31 Q V. 14.917 39.9447 1.34 Q V ' 15.000 40.3586 1.38 Q - V ' 15.083 40.7852 1.42 Q V 15.167 41.2261 1.47 Q V - 15.250 41.6826 1.52 Q V ' 15.333 42.1570 1.58 Q 15.417 42.6539 1.66 Q - •V ' 15.500 43.1867 1.78 Q - V 15.583 43.7713 1.95 _ Q. V ' 15.667 44.4206 2.16 Q V 15.750 45.1264 2.35 •Q V ' 15.833 45.8572 2.44 Q V 15.917 46.5873 2.43 -Q V ' 16.000 47.3284 2.47 - V ' 16.083 48.2161 2.96 - Q V ' 16.167 49.5061 4.30 Q V 16.250 51.2031 5.66 - VQ 16.333 53.0862 6.28 - V Q. 16.417 54.6950 5.36 - Q V ' 16.500 55.8950 4.00 Q - V ' 16.563 56.8183 3.08 - Q V 16.667 57.5420 2.41 •Q - V ' 16.750 58.1320 1.97 Q. V. C 6.833 58.6599 1.76 Q V. 6.917 59.1373 1.59 Q V. 7.000 59.5739 1.46 Q V. 17.083 59.9797 1.35 4 V V 17.167 60.3611 1. Q V 17.250 60.7236 1.21 Q V 17.333 61.0695 1.15 Q - - V 17.417 61.4012 1.11 Q - V 17.500 61.7207 1.06 Q -V 17.583 62.0293 1.03 Q V 17.667 62.3283 1.00 Q - V 17.750 62.6186 0.97 - Q V 17.833 62.9009 0.94 Q - V 17.917 63.1759 0.92 Q - V 18.000 63.4442 0 -89 - Q V 18.083 63.7070 0.88 Q V 18.167 63.9687 0 -87 Q V 18.250 64.2337 0.88 Q - V 18.333 64.5052 0.90 Q V 18.417 64.7809 0.9 Q V 18.500 65.0569 0 -92 - Q - V 18.583 65.3312 0.91 Q V 18.667 65.6026 0.90 Q V 18.750 65.8706 0.89 Q V 18.833 66.1354 0.88 Q V 18.917 66.3971 0.87 - Q V . 19.000 66.6557 0.86 Q - - V 19.083 66.9113 0.65 Q V 19.167 67.1640 0.84 Q V 19.250 67.4139 0 -83 Q - V - 19.333 67.6611 0.82 Q - V 19.417 67.9057 0.82 Q V 19.500 68.1479 0.81 Q - V 19.583 68.3876 0.80 Q V 19.667 68.6251 0.79 Q V 19.750 68.8603 0.78 Q V 19.833 69.0933 0.78 Q V 19.917 69.3243 0.77 Q V . 20.000 69.5533 0.76 Q FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE _ - - 7 - - - -- - -- ---------------------------- » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1« <<< -- ------ - -- -- -- ------- --------- FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE = - - 11 - - - - - -- - -- » » >VIEW STREAM NUMBER 1 =ROGRAPH« « < Page 51 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodROUt \I- 10- N- DTL.FLD Saved: 51812003 10:34 AM +# rtr+ r+ t#+ #+#+ r+ t+ r***++#+*#+ rt*++#+# rr+*# +rt * * + + + + *t *t + + + # + + # + # + + + + * r #t FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE = 6 --------------------------------------------------------- » r>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< ------- -- - - -- FLOW PROCESS FROM NODE 131.30 TO NODE 129.50 IS CODfi = 5.2 » » >MODEL CHANNEL ROUTING OF STREAM -1 BY THE CONVEX METAOD«c« THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INF - LOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 52 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \.T- 10- M- DTL.FLD STREAM HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS (cu m /s) (Note_ Time indicated END of Each Unit Intervals) - - is - at ------------------------------ ;. ME '•' ,HRS) VOLUME (1000 cu m) Q (cu m /s) 0. 43 -9 87 -8 131.7 175.6 ---------------------------------------------------------------------- 14 -000 968.9437 32 -57 Q V 14.083 978.8748 33.10 - Q - V ' 14.167 988.9800 33 -68 Q V 14•.250 999.2820 34 -34 Q - V 14 -333 1009 -6055 35 -08 - Q - V ' 14.417 1020.5731 35.89 - Q V ' 14.500 1031.5980 36.75 Q - V 14.583 1042.8881 37.63 Q V - - 14.667 1054.4463 38.53 Q - V 14.750 1066 -2783 39.44 - Q V 14.833 1078.3954 40.39- Q- V 14.917 1090.8137 41.39 Q. V. ' 15.000 1103.5538 42 -47 Q. V. - - 15 -083 1116.6428 43 -63 Q. V. 15.167 1130.1125 44.90 Q V. 15.250 1144.0002 46 -29 Q V - 15.333 1158.3510 47.84 Q V ' 15 -417 1173.2404 49.63 Q V 15.500 1188.8262 51.95 Q V 15.583 1205.3522 55.09 Q V 15.667 1223.0892 59 -12 Q -V ' 15.750 1242 -2172 63.76 - Q -V ' 15.833 1262.6196 68.01 - Q V - 15.917 1283.9674 71.16 Q V ' 16.000 1306 -1335 73.89 Q V " 16.083 1330 -2727 80.46 Q V ' 16.167 1359.7319 98.20 - QV 16.250 1397.7166 126.62 V Q - 4 16.333 1444.2760 155.20 V Q : 16.417 1496.1244 172.83 - V Q 16.500 1547.5099 171.29 V V Q 16.563 1593.9069 154.66 16.667 1632.9918 130.28 - VQ_ 16.750 1664.6565 105.55 Q V. 16.833 1690.2664 85.37 Q. V. 16.917 1711.5349 70.90 - Q V ' V 17.000 1729 -8372 61.01 - - Q ' V 17.083 1746.1084 54.24 Q ' V 17.167 1760 -9521 49.48 •Q " AOw4k7. 250 1774.6937 45.81 Q .V ' 333 1787.5333 42.80 Q- .V ' .417 1799.6266 40.31 Q- Q 'V 'V 17.500 1811.0857 38.20 17 -583 1822.0077 36.41 Q 'V ' V 17.667 1832.4756 34.89 Q - - ' V 17.750 1842.5509 33.58 Q - - V 17.833 1852.2863 32.45 Q ' V 17.917 1861.7179 31.44 Q ' V 18.000 1870.8721 30.51 Q ' V 18.083 1879.7809 29.70 Q - - ' V 18.167 1888.5048 29.08 Q - ' V 18.250 18.97.1302 28.75 Q ' V 18.333 1905.7449 28.72 Q ' V 18.417 1914.4098 26.88 Q ' V 18.500 1923.1376 29.09 Q - ' V 18 -583 1931.9045 29 -22 Q - V 18.667 1940.6678 29.21 Q - ' V 18.750 1949.3868 29.06 Q - V 18.833 1958.0310 28.81 Q V 18.917 1966.5824 28 -50 Q - " V 19.000 1975.0350 28.18 Q ' V 19.083 1983.3887 27.85 Q V 19.167 1991.6461 27.52 Q - - - ' V 19.250 1999.8098 27 -21 Q - V 19 -333 2007.8817 26 -91 Q V 19.417 2015.8652 26.61 Q ' V 19.500 2023.7642 26.33 Q V 19.583 2031.5808 26.06 Q ' V 19.667 2039.3184 25.79 Q - ' V 19.750 2046.9791 25.54 Q - ' V 19.833 2054.5667 25.29 Q V 19.917 2062.0830 25.05 Q - V 20.000 2069.5305 24.83 Q - - +# rtr+ r+ t#+ #+#+ r+ t+ r***++#+*#+ rt*++#+# rr+*# +rt * * + + + + *t *t + + + # + + # + # + + + + * r #t FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE = 6 --------------------------------------------------------- » r>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< ------- -- - - -- FLOW PROCESS FROM NODE 131.30 TO NODE 129.50 IS CODfi = 5.2 » » >MODEL CHANNEL ROUTING OF STREAM -1 BY THE CONVEX METAOD«c« THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INF - LOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 52 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \.T- 10- M- DTL.FLD Saved: 51812003 10:34 AM II-S. Department of Commerce). ASSUMED REGU CHANNEL INFORMATION: EASEWIDTH (m) = 15.00 CHANNEL Z = 0.00 ( UPSTREAM ELEVATION(m) = 307.33 DOWNSTREAM ELEVATION(m) = 306.83 CHANNEL LENGTH (M) = 180.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu MIS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW (cu MIS) = 172.83 AVERAGE FLO'WRATE IN EXCESS OF 50% MAXIMUM INFLOW = 139.33 CHANNEL NORMAL VELOCITY FOR Q = 139.33 cu MIS = 4.74 MIS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.901 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu MIS) (cu MIS) (cu MIS) 14.000 32.57 32.51 32.51 14.083 33.10 33.04 33.04 14.167 33.68 33.62 33.62 14.250 34.34 34.27 34.27 14.333 35.08 34.99 34.99 14.417 35.89 35.80 35.80 14.500 36.75 36.65 36.65 14.583 37.63 37.53 37.53 14.667 38.53 38.43 38.43 14.750 39.44 39.34 39.34 14.833 40.39 40.28 40.28 14.917 41.39 41.28 41.28 15.000 42.47 42.34 42.34 15.083 43.63 43.50 43.50 15.167 44.90 44.75 44.75 15.250 46.29 46.13 46.13 15.333 47.84 47.66 47.66 15.417 49.63 49.43 49.43 15.500 51.95 51.69 51.69 15.583 55.09 54.73 54.73 15.667 59.12 58.66 58.66 15.750 63.76 63.23 63.23 15.833 68.01 67.52 67.52 15.917 71.16 70.80 70.80 _ 16.000 73.89 73.58 73.58 16.083 80.46 79.71 79.71 16.167 98.20 96.17 96.17 16.250 126.62 123.37 123.37 16.333 155.20 151.94 151.94 16.417 172.83 170.82 170.82 16.500 - 171.29 171.46 171.46 16.583 154.66 156.55 156.55 16.667 130.28 133.07 133.07 16.750 105.55 106.37 108.37 16.833 65.37 87.67 87.67 16.917 70.90 72.55 72.55 17.000 61.01 62.14 62.14 17.083 54.24 55.01 55.01 17.167 49.48 50.02 50.02 17.250 45.81 46.22 46.22 17.333 42.80 43.14 43.14 17.417 40.31 40.59 40.59 17.500 38.20 38.44 38.44 17.583 36.41 36.61 36.61 - 17.667 34.89 35.07 35.07 17.750 33.58 33.73 33.73 17.833 32.45 32.58 32.58 17.917 31.44 31.55 31.55 18.000 30.51 30.62 30.62 18.083 29.70 29.79 29.79 18.167 29.08 29.15 29.15 18.250 28.75 28.79 28.79 18.333 28.72 28.72 28.72 18.417 28.88 28.86 28.86 18.500 29.09 29.07 29.07 18.583 29.22 29.21 29.21 18.667 29.21 29.21 29.21 18.750 29.06 29.08 29.08 18.833 28.81 28.84 28.84 18.917 28.50 28.54 28.54 19.000 28.18 28.21 28.21 19.083 27.85 27.88 27.88 19.167 27.52 27.56 27.56 19.250 27.21 27.25 27.25 19.333 26.91 26.94 26.94 19.412 26.61 26.65 26.65 '.® 19.500 26.33 26.36 26.36 19.583 26.06 26.09 26.09 -- - 19.667 25.79 25.82 25.82 19.750 25.54 25.57 25.57 19.833 25.29 25.32 25.32 19.917 25.05 25.08 25.08 20.000 24.83 24.85 24.85 Page 53 of 94 Y: \F60\ 401\ Calcs\ Hydrolooy\ 03- 21- 03 \FloodRout \I- 10-- M- DTL.FLD Saved: 51812003 10:34 AN ----------------------------------------- PROCESS SUMMARY OF STORAGE: IN - FLOW VOLUME = 2279.404 x 1000 cu m UTFLOW VOLUME = 2279.405 x 1000 cu m OSS VOLUME = 0.000 x 1000 cu m -- -- - - -- -------------------------- --- -- ------ -- ---- ------ - - - - --- - + I STA. 129 +50 177 M WEST OF ALMOND AVENUE SOUTH SIDE OF CHANNEL AREA C8 ------------------------ --- ----- ------- -- ---- ---- - - ---- --- - - -- -+ FLOW PROCESS FROM NODE 129.50 TO NODE 129.50 IS CODE = 1 ---------------------------------------------------------------------------- » »>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS) «« c (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.100 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.300 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE S- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE T00 LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION = 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.16 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL PRECIPITATION DEPTH -AREA REDUCTION FACTORS: UNIT HYDROGRAPH 5- MINUTE FACTOR = 0.999 MEAN VALUES 30- MINUTE FACTOR = 0.999 ---------------------------------------------------------------------------- 1 1'HOUR FACTOR = 0.999 0.144 3 -HOUR FACTOR = 1.000 9 6 -HOUR FACTOR = 1.000 3 24 -HOUR FACTOR = 1.000 1.355 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 27.778 i 1.815 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) ---------------------------------------------------------------------------- 1 1.701 0.144 2 9 0.642 3 25.290 1.355 4 46.738 1.815 5 68.920 1.877. 6 83.414 1.227 7 91.365 0.673 8 95.710 0.368 9 97.845 0.181 10 98.542 0.059 11 99.062 0.044 12 99.583 0.044 13 100.000 0.035 TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 1.8651 TOTAL STORM RUNOFF VOLUME(1000 Cu m) = 19.7136 ---- --- --- ---- -- ---- --- ----- - -- - ---------- -- ------ ---- --- --- --- ---- --- - -- It Page 54 of 98 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- Y.- DTL.rLD Saved: 51812003 10 :34 EM 2 4 - H O U R S T O R M ++ xxrx++ r + xx+ rrx+ xx++ zx++ rr++x zrxrrz+ rx+++ xr+ + +rrx +rxx + + + +x +rx + + +rx + +rx + + + +r FLOW PROCESS FROM NODE 129 -50 TO NODE 129.50 IS CODE = 7 , 0 >>>> STREAM »> STREAM NUMBER 2 ADDED TO STREAM NUM13ER 1« «< ---------------------------------------------------- - -- xxxx + + + + +rx + :x + +xx +f xxx++ x+ xr++++ rx++ xx+++ rr+ +rxr + +rxx +rxx +r + +arrx + +rx + +xrxx FLOW PROCESS FROM NODE 129 -50 TO NODE 129 -50 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH« <<< Page 55 of 94 Y: \F60\ 401\ calcs\ Fydrology\ 03- 21- 03 \F1oodRout \1- 10- M- DTL -FLD R U N O r r H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE NIT INTERVALS(cu m /s) (Note-- Time indicated is at END of Each Unit Intervals) -------------------------------------- ----- ---- -- TIME ---- -- --- -------- VOLUME -- -- -- Q -- (HRS) (1000 cu m) (cu m /s)0- 0.4 0 -8 1 -3 1.7 ---------------------------------------------------------------------------- 14.000 8.8867 0 -26 - Q V - - 14.083 8 -9655 0.26 - Q - V - - 14 -167 9 -0457 0 -27 - Q - V - 14 -250 9.1275 0.27 - Q V - - 14 -333 9 -2109 0 -28 Q - V - 14.417 9.2960 0 -28 Q - V - - 14.500 9.3830 0 -29 Q V. 14.583 9 -4719 0.30 Q V. - - 14.667 9 -5629 0 -30 Q - V. - 14.750 9.6561 0.31 - Q V. 14.833 9 -7516 0 -32 Q - V. 14.917 9.8496 0 -33 Q - V. - - 15.000 9 -9505 0.34 Q V - - 15.063 10.0544 0.35 Q V - 15.167 10 -1617 0 -36 Q - V - 15.250 10.2727 0.37 Q V - - 15.333 10.3878 0.38 Q. V 15.417 10.5083 0 -40 - Q. -V - 15.500 10.6365 0.43 - Q •V - 15.5B3 10.7760 0 -46 Q •V - 15.667 10.9296 0.51 - Q - V 15.750 11 -0976 0 -56 - Q V 15 -833 11 -2745 0 -59 Q V 15.917 11.4545 0.60 Q V - - 16.000 11.6388 0.61 Q V 16.083 11.8502 0 -70 Q V - 16.167 12 -1333 0 -94 - - - Q V 16.250 12.5070 1 -25 - - V Q. 16.333 12.9325 1.42 - V - Q 16.417 13.3534 1.40 V Q - 16.500 13 -6914 1.13 - QV - 16.583 13.9541 0 -88 - - Q V 16.667 14 -1633 0.70 - Q - V 16.750 14.3316 0.56 - Q V. 6 .833 14.4712 0.47 Q V. • 917 14.5971 0.42 Q. V. � ff -000 l -, 7.083 14.7131 14.8201 0.39 0.36 Q. Q - V. V 17.167 14.9176 0.32 Q - - V - 17.250 15.0101 0 -31 - Q - V - 17 -333 15.0980 0.29 Q V - 17 -417 15 -1821 0.28 Q V - 17.500 15 -2629 0 -27 Q V 17.583 15 -3408 0.26 Q -V - 17.667 15 -4162 0.25 Q - •V - .17.750 15 -4893 0.24 Q - •V - 17.833 15.5604 0.24 Q - •V - 17.917 15.6295 0.23 Q - •V - 18.000 15.6969 0 -22 Q -V - 18.083 15 -7628 0.22 Q -V 18.167 15.8280 0.22 Q - V 18.250 15.8936 0.22 Q V 18.333 15.9602 0 -22 Q V 18.417 16.028D 0.23 Q V 18.500 16.0963 0.23 Q - V - 18.583 16 -1643 0.23 - Q - - V - 18.667 16.2319 0.23 Q - V 18.750 16 -2987 0.22 Q V 18.833 16.3647 0.22 Q V 18 -917 16.4300 0 -22 - Q - - V - 19.000 16 -4945 0.21 - Q - V - 19.083 16 -5582 0.21 Q - V - 19.167 16.6212 0 -21 Q - - V - 19.250 16.6836 0.21 Q V 19.333 16.7452 0.21 Q - V 19.417 16 -8062 0.20 Q - - V 19.500 16.8665 0.20 Q V 19.583 16.9263 0.20 - Q - V 19 -667 16.9854 0.20 - Q - - V - 19.750 17 -0440 0.20 - Q - V - 19.833 17.1021 0 -19 Q V 19.917 17 -1596 0.19 Q - - V 20 -000 17.2166 0 -19 Q - V ++ xxrx++ r + xx+ rrx+ xx++ zx++ rr++x zrxrrz+ rx+++ xr+ + +rrx +rxx + + + +x +rx + + +rx + +rx + + + +r FLOW PROCESS FROM NODE 129 -50 TO NODE 129.50 IS CODE = 7 , 0 >>>> STREAM »> STREAM NUMBER 2 ADDED TO STREAM NUM13ER 1« «< ---------------------------------------------------- - -- xxxx + + + + +rx + :x + +xx +f xxx++ x+ xr++++ rx++ xx+++ rr+ +rxr + +rxx +rxx +r + +arrx + +rx + +xrxx FLOW PROCESS FROM NODE 129 -50 TO NODE 129 -50 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH« <<< Page 55 of 94 Y: \F60\ 401\ calcs\ Fydrology\ 03- 21- 03 \F1oodRout \1- 10- M- DTL -FLD Saved: 51812003 10:34 AM Page 56 of 94 Y:\ F60\ 40i\ Calcs\ Hydr olog y\ 03- 21- 03 \FloodRout \I- 20- N- DTL.FLD STEAM - rYDROGRApH IN FIVE-MINUTE UNIT INTERVALS (cu m /s) (Note_ indicated is at END of Each Unit Intervals) ---- (Note: - -- - Time C !ME ' VOLUME Q HRS) (1000 cu m) (cu m /s)0. 43.2 86.4 129 -5 172.7 -------------------------------------------------------------------------- 1a -000 976 -7148 32 -77 Q - V - 14.083 986.7065 33.31 Q - V - - 14 -167 996.8720 33.89 Q V - - 14.250 1007 -2333 34 -54 Q V 14.333 1017.8148 35.27 - Q - V - - 14.417 1028 -6398 36.08 Q V - 14.500 1039.7223 36.94 Q - V 14.583 1051 -0709 37.83 Q V - - 14.667 1062 -6895 38.73 Q - V 14.750 1074.5835 39.65 Q. V 14.833 1086.7635 40.60 Q- V . 14.917 1099.2455 41.61 Q. V. - - 15.000 1112 -0497 42.68 Q. V- - - 15.083 1125.2028 43.84 Q V. - - 15 -167 1138.7362 45.11 Q V. - 15.250 1152.6873 46.50 - Q V - - 15.333 1167 -1003 48.04 .Q V - 15.417 1182.0487 49.83 -Q V - - 15.500 1197 -6832 52.12 - Q V - 15.583 1214.2412 55.19 - Q -V - 15.667 1231.9937 59.17 Q V 15.750 1251 -1310 63.79 Q •V - 15.833 1271.5647 6B.11 - Q - V 15.917 1292.9847 71.40 Q - V 16.000 1315.2416 74.19 Q V 16.083 1339.3669 80.42 - Q V - 16.167 1368 -5020 97.12 QV 16.250 1405.8872 124.62 - - V Q - - 16.333 1451.8933 153.35 V Q 16.417 1503.5588 172.22 - V Q• 16.500 1555.3353 172.59 - V Q. 16.583 1602.5643 157.43 - V - Q 16.667 1642.6931 133.76 V Q 16.750 1675.3732 108 -93 - Q V. 16.833 1701 -8138 88.14 Q V. 16.917 1723.7039 72.97 Q - V. - 17.000 1742.4607 62.52 Q V - 17.083 1759.0709 55 -37 Q V 17.167 1774.1750 50.35 -Q - V 7.250 1788.1348 46.53 Q .V 7.333 1801.1653 43.43 Q - .V 7.417 1813.4279 40 -88 Q. -V ( C 17.500 1825.0400 38.71 Q -V - 17.583 1836.1012 36.87 Q V 17.667 1846.6963 35.32 Q V 17.750 1856.8895 33.98 Q V 17.833 1866.7347 32.82 Q - V 17.917 1876.2701 31.78 Q - - V 18.000 1885.5234 30.84 Q - V - 18.083 1894.5261 30.01 Q V 18.167 1903.3362 29.37 Q - V - 18 -250 1912.0365 29.01 Q V 18.333 1920.7211 28.94 Q V 18.417 1929.4481 29.09 Q V 18.500 1938.2369 29.30 Q V 18.583 1947.0676 29.44 Q V - 18.667 1955.8987 29.44 Q - - V - 18.750 1964.6896 29.30 Q - - V 18.833 1973.4082 29.06 Q V 18.917 1982.0354 28.76 Q - - - V 19 -000 1990.5637 28.43 Q V 19.083 1998.9924 28.10 Q - V ' 19.167 2007.3237 27.77 Q - - - V 19.250 2015.5604 27.46 Q - V ' 19.333 2023.7046 27.15 Q V 19.417 2031.7590 26.85 Q - V 19.500 2039 -7280 26 -56 Q - - V - 19.SB3 2047.6138 26.29 Q - V - 19.667 2055 -4197 26.02 Q V 19.750 2063.1477 25.76 Q V 19.833 2070.8015 25.51 Q V ' 19.917 2078.3835 25 -27 Q - - V ' 20.000 2085.8960 25.04 Q V ' r++++++ r++++++ r++ r+ x+ r+++ r++ rr++ r+++ rx+++++++ + + + +x + + +r + + +r + +r + + + + +r + + + +r + + +* FLOW PROCESS FROM NODE 129.50 TO NODE 129.50 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< ++++ r+ +++ rrr++++++ x++ rr++ x++++++ rr+ xr++ rrx++ rr + + xxx + +x + +r + + + + + + + + ++ +rx + + +xrr FLOW PROCESS FROM NODE 129 -50 TO NODE 127.20 IS CODE = 5 -2 >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD--< - THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE IT^TERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August, 1972, Page 56 of 94 Y:\ F60\ 40i\ Calcs\ Hydr olog y\ 03- 21- 03 \FloodRout \I- 20- N- DTL.FLD Saved: 51812003 20:34 AM U.S. Department of Commerce). ASSUMED REGULAR CriANNEEL INFORMATION: C BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 ' UPSTREAM ELEVATION(m) = 306.83 DOWNSTREAM ELFJATION(m) = 306.41 CHANNEL LENGTH(m) = 230.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 172.59 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 134.24 CHANNEL NORMAL VELOCITY FOR Q = 134.24 cu m/s = 4.07 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.887 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 32.77 32.69 32.69 14.083 33.31 33.22 33.22 14.167 33.89 33.79 33.79 14.250 34.54 34.43 34.43 14.333 35.27 35.15 35.15 14.417 36.08 35.95 35.95 14.500 36.94 36.80 36.80 .14.583 37.83 37.68 37.68 14.667 38.73 38.58 38.58 14.750 39.65 39.49 39.49 14.833 40.60 40.44 40.44 14.917 41.61 41.44 41.44 15.000 42.68 42.50 42.50. 15.083 43.84 43.65 43.65 15.167 45.11 44.90 44.90 15.250 46.50 46.27 46.27 15.333 48.04 47.79 47.79 15.417 49.83 49.53 49.53 15.500 52.12 51.73 51.73 15.583 55.19 54.68 54.68 15.667 59.17 58.51 58.51 15.750 63.79 63.02 63.02 j C 15.833 68.11 67.39 67.39 l 15.917 71.40 70.85 70.85 ' 16.000 74.19 73.72 73.72 16.083 80.42 79.38 79.38 16.167 97.12 94.33 94.33 16.250 124.62 120.02 120.02 16.333 153.35 148.55 148.55 16.417 172.22 169.07 169.07 16.500 172.59 172.53 172.53 16.583 157.43 159.96 159.96 16.667 133.76 137.72 137.72 16.750 108.93 113.08 113.08 16.833 88.14 91.61 91.61 16.917 72.97 75.50 75.50 17.000 62.52 64.27 64.27 17.083 55.37 56.56 56.56 17.167 50.35 51.19 51.19 17.250 46.53 47.17 47.17 17.333 43.43 43.95 43.95 17.417 40.88 41.30 41.30 17.500 38.71 39.07 39.07 17.583 36.87 37.18 37.18 17.667 35.32 35.58 35.58 17.750 33.98 34.20 34.20 17.833 32.62 33.01 33.01 17.917 31.78 31.96 31.96 18.000 30.84 31.00 31.00 18.083 30.01 30.15 '30.15 18.167 29.37 29.47 29.47 18.250 29.01 29.07 29.07 18.333 28.94 28.95 28.95 18.417 29.09 29.07 29.07 18.500 29.30 29.26 29.26 18.583 29.44 29.41 29.41 18.667 29.44 29.44 29.44 18.750 29.30 29.33 29.33 18.833 29.06 29.10 29.10 18.917 28.76 28.81 28 -61 19.000 28.43 28.48 28.48 19.083 28.10 28.15 28.15 19.167 27.77 27.83 27.83 19.250 27.46 27.51 27.51 19.333 27.15 27.20 27.20 19. 26.85 26.90 26.90 . q 19.500 C 26.56 26.61 26.61 19.583 26.29 26.33 26.33 19.667 26.02 26.06 26.06 19.750 25.76 25.80 25.80 19.833 25.51 25.55 25.55 19.917 25.27 25.31 25.31 20.000 25.04 25.08 25.08 Page 57 of 94 Y: \F60\ 401\ Calcs\ Y. ydrol ooy\ 03- 21- 03 \FloodRout \1- 10- M- DTL.FLD Saved: 51812003 10:34 AM PROCESS S JMMARY OF STORAGE: INFLOW VOLUME = 2299.118 x 1000 cu m UTFLOW VOLUME = 2299.120 x 1000 cu m OSS VOLUME = 0.000 x 1000 cu m I STA_ 127 +20 BJWANA AVENUE I NORTH SIDE OF CHANNEL AREA A8 -2 FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE = 1 >>>>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ««< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.505 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.340 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE T00 LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION = 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION - - -- INTERVAL PRECIPITATION DEPTH -AREA REDUCTION FACTORS: UNIT HYDROGRAPH 5- MINUTE FACTOR = 0.994 MEAN VALUES 30- MINUTE FACTOR = 0.994 ---------------------------------------------- 1 -HOUR FACTOR = 0.994 0.624 3 -HOUR FACTOR = 0.999 7.103 6 -HOUR FACTOR = 1.000 3 24 -HOUR FACTOR = 1.000 _ UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 24.510 37.087 7.278 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION - - -- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) ---------------------------------------------- 1.460 0.624 2 7.103 2.410 3 20.046 5.528 4 37.087 7.278 5 57.681 8.881 6 75.054 7.334 7 85.873 4.621 8 92.044 2.635 9 95.730 1.574 10 97.707 0.844 11 98.419 0.304 12 98.879 0.196 13 99.333 0.194 14 99.733 0.171 15 99.933 0.085 16 100.000 0.028 -------------------------------------- TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 9.4164 TOTAL STORM RUNOFF VOLUME(1000 cu m) = 99.4676 --------------------------- ------- ----- --- --- --- ---- - -- --- it Page 58 of 94 Y: \F60\ 401 \Ca2cs\ Hydrology\ 03- 22- 03 \FloodRout \I- 10- M- DTL_FLD Saved: 51812003 10:34 AM Page 59 of 94 Y; \F60\ 401\ Calcs\ F. ydrology\ 03- 21- 03 \F1oodP.out \1- 10- M- DTL -FLD 2 c - H O U R S T O R M C, R U N O F F H Y D R O G R A P H ------ ------------------------------------------------------- =ROGRAPH IN FIVE - MINUTE UNIT IN°TERVALS(cu m /s) . (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME VOLUME Q (HRS) (1000 cu m) (cu m /s)0- 2.1 4.2 6 -4 8 -5 ------------------------------- ---- ---------------------------------------- 14.000 44.6527 1.29 Q - V - - 14.083 45.0473 1.32 - Q - V - - 14.167 45.4489 1 -34 Q - V 14.250 45.8585 1.37 Q V - - 14.333 46.2764 1.39 Q V - 14.417 46 -7034 1.42 Q V - - - 14.500 47.1398 1.45 Q - V - - - 14.583 47 -5859 1 -49 Q V. - 14.667 48 -0422 1.52 Q - V. 14 -750 48 -5094 1 -56 Q V. - - 14.833 48.9879 1.60 Q V. 14.917 49.4791 1.64 Q - V. 15.000 49.9836 1.68 Q V 15.083 50.5029 1.73 - Q V - 15.167 51.0384 1.78 Q - V 15.250 51.5919 1.85 Q V 15.333 52.1653 1.91 Q - V 15.417 52.7637 1 -99 Q. -V ' 15.500 53 -3960 2.11 Q. •V - 15.583 54 -0778 2.27 Q •V 15.667 54.8201 2.47 -Q V 15.750 55.6296 2.70 Q V 15 -833 56.4909 2 -87 Q - V - 15.917 57 -3792 2.96 - Q V 16.000 58.2980 3.06 Q - V - 16.083 59 -3298 3.44 Q V 16.167 60.6234 4.31 - Q V - - 16.250 62.3125 5.63 VQ 16 64.2334 6.40 - V Q -333 16.417 66.3009 6.89 V Q 16.500 68.1409 6.13 VQ - ' 16.583 69.6219 4.94 Q V - 16.667 70.8074 3.95 - Q V ' 16.750 71.7799 3.24 Q V V. X 16.833 72.5835 2.6B Q 86.917 73.2616 2.26 Q V. (� 17.000 73.8754 2.05 Q- V. 17.083 74.4449 1 -90 Q - V• 17.167 74.9758 1.77 - Q V ' 17.250 75.4687 1.64 Q - V - 17.333 75.9310 1.54 Q V ' 17.417 76.3688 1.46 Q V 17.500 76.7876 1.40 Q V - 17.583 77.1900 1.34 - Q •V 17.667 77.5783 1 -29 Q •V - 17.750 77.9541 1.25 Q - -V ' 17.833 78.3187 1.22 Q - •V ' 17.917 78.6731 1.18 Q - - ' 18.000 79.0183 1.15 Q - - ' 18.083 79.3556 1.12 Q - - ' 18.167 79.6881 1.11 Q - V ' 18.250 80.0202 1.11 Q - V ' 18.333 80.3548 1 -12 Q V 18.417 80.6943 1.13 Q - - V - 18.500 81.0372 1.14 Q - - - V - V 18.583 81.3805 1.14 Q - ' 18.667 81.1221 1.14 Q V 18.750 82.0607 1.13 - Q - - V ' 18.833 82.3959 1.12 - Q - - V ' 18.917 82.7270 1.10 Q - V ' 19.000 83.0542 1.09 Q - - V ' 19.083 83.3777 1.08 Q V - 19.167 83.6975 1.07 Q V 19.250 84.0139 1.05 Q - V ' 19.333 84.3267 1.04 Q - - V ' V 19.417 84.6362 1.03 Q - V 19 84.9424 1.02 Q - ' V 19.583 85.2456 1.01 Q - - ' V 19.667 85.5457 1.00 Q V 19.750 85.8429 0.99 Q 19.833 86.1373 0.98 Q V 19.917 86 -4290 0.97 Q V 20.000 86.7181 0.96 Q - - V - ++ rtxrxrt rrtrttrxxrxxrt+ rrtrrr+ rr+ rtrrx rrrtrrttttxrrxtxrxrrt + +trxrrr + +rrt FLOW PROCESS FROM NODE 127 -20 TO NODE 127.20 IS CODE = 7 -- -- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER l< «<----------------- ---------------------------------- -- rtx +r +rtxxxrtt+ tart+ rrt+ rttrt+ rrxxxttrr+ FLOW PROCESS FROM NODE 127.20 rr:+ rrtrxtrrtt +rrxxrttrrrttrxxrt + + +r TO NODE 127.20 IS CODE = 11 ---------------------------------------------------------------------------- » » >VIEW STREAM NUMBER 1 HYDROGRAEPH« «< Page 59 of 94 Y; \F60\ 401\ Calcs\ F. ydrology\ 03- 21- 03 \F1oodP.out \1- 10- M- DTL -FLD Saved: 51812003 10:34 AM FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE = 6 >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO«« < O MN FLOW PROCESS FROM NODE 127.20 TO NODE 125.90 IS CODE = 5.2 ----- - - - - -- N o�>>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 60 of 94 Y: \F60\ 401\ Calcs\ Y. ydro2ogy\ 03- 21- 03 \FloodRout \T- 10- M_- D1L.FLD STREAM HYDROGRAPH IN FI\E- MINUTE UNIT INTERVALS(cu m /s) (Note: Time indicated --- ----------------------------------- is at END of Each Unit Intervals) - ------------------ . OME -- VOLUME Q (HRS) (1000 cu m) (cu m /s)0. 45 -3 90 -6 135.9 181 -2 -------------------------------------------------------------------------- 14.000 1019.7245 33.96 Q - V 14.083 1030.0840 34.53 Q V 14 -167 1040.6221 35 -13 Q V 14.250 1051.3602 35.79 Q - V 14.333 1062.3230 36.5 _ Q - V - 14.417 1073.5342 37.37 Q V 14.500 1085.0101 38.25 Q - V 14.583 1096.7605 39.17 Q V 14.667 1108.7902 40.10 Q - V 14.750 1121.1052 41.05 Q- V ' 14.833 1133.7161 42.04 Q. V ' 14 -917 1146.6387 43.08 Q- V. 15.000 1159.8936 44.18 Q. V. - 15.083 1173.5076 45.38 Q V. 15.167 1187.5132 46.68 Q V. - 15.250 1201.9480 48.12 Q V ' 15 -333 1216.8572 49.70 Q V ' 15.417 1232.3145 51.52 •Q V 15.500 1248.4666 53.84 -Q V 15.563 1265.5522 56.95 Q V 15.667 1283.8473 60.98 _ - Q •V 15.750 1303.5627 65.72 Q •V ' 15.833 1324.6412 70.26 - Q - V 15.917 1346.7845 73.81 Q - V ' 16.000 1369.6204 76.79 Q V ' 16.083 1394.6655 82.82 Q V 16.167 1424.2571 98.64 - Q V V 16.250 1461.9529 125.65 - - Q ' 16.333 1508.4395 154.96 V Q 16.417 1561.2268 175.96 - V Q 16.500 1614.8247 178.66 - - V Q' 16.583 1664 -2944 164.90 - V Q ' 16.667 1706.7950 141.67 V -Q 16.750 1741.6921 116.32 Q V. ' 16.833 1769.9789 94 -29 Q V. 16.917 1793.3075 77.76 - Q - V. ' 17.000 1813.2017 66.31 - Q - V ' 17.063 1630.7401 56.46 Q V ' 17.167 1846.6267 52.96 - Q V 7.250 1861.2705 48.81 Q V 7.333 C 1674.9187 45.49 4 V ( 1867.7472 42 -76 Q- Q • •V ' \'- 17.500 1899.8868 40.47 - - 17.583 1911.4426 38.52 Q V ' V 17.667 1922.5039 36.87 Q ' 17.750 1933.1401 35.45 Q - - V ' 17.833 1943.4081 34.23 Q V ' 17.917 1953.3497 33.14 Q V ' 18.000 1962.9951 32.15 Q - V ' 18.083 1972.3771 31.27 Q V ' 18.167 1981.5519 30.58 Q V ' V 18.250 1990.6042 30.17 Q - ' 18.333 1999.6248 30.07 Q V V 18.417 2008.6838 30.20 Q 18.500 2017.8053 30.40 Q - - V ' 18 2026.9723 30.56 Q - V ' -583 18.667 2036.1449 30.58 Q - V ' V 18.750 2045.2811 30.45 Q - ' V 18.833 2054.3472 30.22 Q ' V 18.917 2063.3206 29.91 Q - - ' V 19.000 2072.1929 29.57 Q ' V 19.083 2080.9617 29.23 Q 19.167 2089.6292 28.89 Q - - - V ' V 19.250 2098.1978 28.56 - Q ' V 19.333 2106.6704 26.24 Q ' V 19.417 2115.0493 27.93 Q ' V 19.500 2123.3389 27.63 Q - - ' V 19.583 2131.5417 27.34 - Q V 19.667 2139.6611 27.06 Q - - ' V 19.750 2147.6992 26.79 _ Q - - ' V 19.833 2155.6599 26 -54 - Q - ' V 19.917 2163.5457 26.29 Q - - V 20.000 2171.3589 26 -04 Q ' FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE = 6 >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO«« < O MN FLOW PROCESS FROM NODE 127.20 TO NODE 125.90 IS CODE = 5.2 ----- - - - - -- N o�>>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 60 of 94 Y: \F60\ 401\ Calcs\ Y. ydro2ogy\ 03- 21- 03 \FloodRout \T- 10- M_- D1L.FLD Saved: 51812003 10:34 A_M U.S_ Department of Commerce)_ ASSU.KED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 t UPSTREAM ELEVATIONT(m) = 306.41 DOWNSTREAM ELEVATION(m) = 306.04 CHANNEL LENGTH(m) = 130.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu MIS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu MIS) = 178.66 AVERAGE FLOWRATE IN EXCESS OF 50 °s MAXIMUM INFLOW = 139.00 CHANNEL NORMAL VELOCITY FOR Q = 139.00 cu MIS = 4.74 MIS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.901 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /S) (cu MIS) (cu MIS) 14.000 33.98 33.94 33.94 14.083 34.53 34.49 34.49 14.167 35.13 35.08 35.08 14.250 35.79 35.74 35.74 14.333 36.54 36.48 36.48 14.417 37.37 37.30 37.30 14.500 38.25 38.18 38.18 14.583 39.17 39.09 39.09 14.667 40.10 40.02 40.02 14.750 41.05 40.97 40.97 14.833 42.04 41.95 41.95 14.917 43.08 42.99 42.99 15.000 44.18 44.09 44.09 15.083 45.38 45.28 45.28 15.167 46.68 46.58 46.58 15.250 48.12 48.00 48.00 15.333 49.70 49.57 49.57 15.417 51.52 51.37 51.37 15.500 53.84 53.65 53.65 15.583 56.95 56.70 56.70 15.667 60.98 60.65 60.65 15.750 65.72 65.33 65.33 15.833 70.26 69.89 69.89 15.917 73.81 73.52 73.52 16.000 76.79 76.54 76.54 16.083 82.82 62.32 82.32' 16.167 98.64 97.33 97.33 16.250 125.65 123.43 123.43 16.333 154.96 152.54 152.54 16.417 175.96 174.23 174.23 16.500 178.66 178.44 178.44 16.583 164.90 166.03 166.03 16.667 141.67 143.58 143.58 16.750 116.32 118.41 118.41 16.833 94.29 96.11 96.11 16.917 77.76 79.12 79.12 17.000 66.31 67.26 67.26 17.083 58.46 59.11 59.11 17.167 52.96 53.41 53.41 17.250 48.81 49.15 49.15 17.333 45.49 45.77 45.77 17.417 42.76 42.99 42.99 17.500 40.47 40.65 40.65 17.583 38.52 38.68 38.68 17.667 36.87 37.01 37.01 17.750 35.45 35.57 35.57 17.833 34.23 34.33 34.33 17.917 33.14 33.23 33.23 18.000 32.15 32.23 32.23 18.083 31.27 31.35 31.35 18.167 30.58 30.64 30.64 18.250 30.17 30.21 30.21 18.333 30.07 30.08 30.08 18.417 30.20 30.19 30.19 18.500 30.40 30.39 30.39 18.583 30.56 30.54 30.54 18.667 30.58 30.57 30.57 18.750 30.45 30.46 30.46 18.833 30.22 30.24 30.24 18.917 29.91 29.94 29.94 19.000 29.57 29.60 29.60 19.083 29.23 29.26 29.26 19.167 28.89 28.92 28.92 19.250 28.56 28.59 28.59 19.333 28.24 28.27 28.27 19.417 27.93 27.96 27.96 19.500 27.63 27.66 27.66 + F'. 19.583 27.34 27.37 27.37 -_ 19.667 27.06 27.09 27.09 19.750 26.79 26.82 26.82 19.833 26.54 26.56 26.56 19.917 26.29 26.31 26.31 20.000 26.04 26.06 26.06 Page 61 of 94 Y: \F60\ 401\ Calcs\ Hydroloc y\ 03- 21- 03 \F1oodRout \1- 10- M- D=-FLD Saved: 51812003 10:34 AN -------------------------------------------------- PROCESS SUMMARY OF STORAGE: APNOC,NFLOW VOLUME = 2398.586 x 1000 cu m UTFLOW VOLUME = 2398.585 x 1000 cu m N bot oss VOLUME: = 0.000 x 1000 cu m •-- ----- C9 WEST --- ------ - --- -- -- ----- ----- -- - - -- - ----- ----- ---------- ----- - - - - -+ I STA. 125 +90 143 M EST OF BANANA AVENUE SOUTH SIDE OF CHANNEL AREA +--------------------------------------------- -- ---- -- -- ------ ----- --- - - -- -+ rt+ t++ ttz+ ttzt+ tt: rrt+ rtt+ zz+ tzzzzttzt+++ rr+ + + +tx ++ + + +tz + +tt + + +trt + + + +t + + +t FLOW PROCESS FROM NODE 125.90 TO NODE 125.90 IS CODE = 1 ---------------------------------------------------------------------------- » »>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS)<c«< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.100 sq km BASEFLOW = 0.000 cu m /s /sq km -USER ENTERED "LAG" TIME = 0.290 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION = 0.093 -HYDROGRAPH MODEL #1 SPECIFIED- SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(EOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL PRECIPITATION DEPTH -AREA REDUCTION FACTORS: UNIT HYDROGRAPH 5- MINUTE FACTOR = 0.999 MEAN VALUES 30- MINUTE FACTOR = 0.999 ---------------------------------------------------------------------------- 1 1 -HOUR FACTOR = 0.999 0.150 3 -HOUR FACTOR = 1.000 9.991 6 -HOUR FACTOR = 1.000 3 24 -HOUR FACTOR = 1.000 1.433 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES 49.543 UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.736 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(EOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) ---------------------------------------------------------------------------- 1 1 0.150 2 9.991 0.695 3 26.923 1.433 4 49.543 1.914 5 71.731 1.878 6 85.340 1.152 7 92.570 0.612 8 96.413 0.325 9 98.146 0.147 10 98.712 0.048 11 99.251 0.046 12 99.700 0.038 13 99.925 0.019 14 100.000 0.006 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 1.8651 TOTAL STORM RUNOFF VOLUME(1000 Cu m) = 19.7136 ---------------------------------------------- ---- --- -- -- --------- --- -- - - --- Page 62 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \I- 10-- M- DTL.Fi.D Saved: 51812003 10:34 AM Page 63 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 22- 03 \FloodRout \I- iO- M- DTL.FLD 2 4 -xouR S R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE- MINTUTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) ------------------------------------------------------------------------ TIME (I S) VOLUME (1000 cu m) Q (cu m /s)0. 0.4 0.8 - -1_3 ------- 1_7- - ------------------------------------------------------ 14 -000 8.8964 0.26 Q - V 14.083 8.9753 0 -26 Q - V - 14.167 9.0557 0.27 - Q V 14.250 9.1377 0.27 Q V ' 14.333 9.2213 0.28 Q V - 14 -417 9.3067 0.28 _ Q V ' 14.500 9.3939 0.29 Q V. 14.583 9.4830 0 -30 - Q - V. ' 14.667 9.5743 0.30 Q V. 14.750 9.6677 0.31 Q V. ' 14.833 9.7635 0 -32 Q V. 14.917 9.8619 0.33 Q - V - 15.000 9.9631 0.34 _ Q V 15.083 10.0673 0.35 Q V 15.167 10.1750 0.36 Q - V 15.250 10.2865 0.37 Q - V 15.333 10.4022 0.39 Q• -V 15.417 10.5232 0 -40 Q- •V - 15.500 10.6523 0.43 Q •V ' 15.583 10.7930 0.47 -Q -V 15.667 10.9484 0.52 - Q V - - 15.750 11 -1183 0.57 Q V ' 15.833 11 -2965 0.59 - Q V - 15.917 11.4771 0.60 - Q - V ' 16.000 11.6615 0.61 - Q - V ' 16.083 11.8748 0.71 Q - V 16.167 12.1661 0.97 Q Vv 16.250 12.5506 1.28 Q 16.333 12.9870 1.45 - V Q - V Q ' 16.417 13.4068 1.40 ' 16.500 13.7354 1.10 Q V ' 16.583 13 -9896 0.85 Q. V ' 16.667 14.1916 0.67 V Q - ' 16.750 14.3539 0.54 Q V. 6.833 14.4903 0.45 Q V. 6.917 14.6145 0.41 Q• V. 7.000 14.7283 0.38 Q V. V ' 17.083 14.8328 0.35 Q - 17.167 14.9301 0.32 Q - - V ' 17.250 15.0218 0.31 Q - V ' 17.333 15.1091 0.29 Q V " 17.417 15.1927 0.28 Q - - V ' V 17.500 15.2731 0.27 Q ' 17.583 15.3507 0.26 Q -V ' 17.667 15.4258 0.25 Q -V ' 17.750 15.4986 0.24 Q •V ' 17.833 15.5694 0.24 Q - - • ' 17.917 15.6382 0.23 Q -V ' 18.000 15.7054 0.22 - Q -V ' V 18.083 15.7711 0.22 _ Q - ' V 18.167 15.8362 0.22 - Q ' V 16.250 15.9018 0.22 Q - " V 18.333 15.9686 0.22 Q V 18.417 16.0365 0 -23 Q " V 18.500 16.1048 0.23 - Q - " V 18.583 16.1729 0.23 Q - ' V 18.667 16.2404 0.22 Q - ' V 18.750 16.3071 0.22 Q - ' V 18.833 16.3730 0.22 Q ' V 18.917 16.4382 0.22 Q V 19.000 16.5026 0.21 Q - - V 19.083 16.5663 0.21 Q - - V 19.167 16.6292 0.21 _ Q ' V 19.250 16.6914 0.21 Q ' V 19.333 16.7530 0.21 Q - ' V 19.417 16.8139 0.20 Q ' V 19.500 16.8741 0.20 Q " V 19.583 16.9338 0.20 Q - ' V 19.667 16.9929 0. Q - - V 19.750 17.0514 0 -20 Q " V 19.833 17.1094 0.19 - Q - " V 19.917 17.1669 0 - Q V 20.000 17 -2238 0.19 Q - - " zr++ r+ zr+ r+++ +r + +rr + +z + +r + + + + + + + +r + + + + + + + + ++ + r++ r+ r+++ z+ r + r++++ z+++++++++ FLOW PROCESS FROM NODE 125.90 TO NODE 125.90 IS CODE = 7 ---------------------------- ---------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<«< FLOW PROCESS FROM NODE 125 -90 TO NODE 125.90 IS CODE = 11 ------------ - --------------------------------------------------------------- , STREAM NUMBER 1 HYDROGRAPH<<<<< Page 63 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 22- 03 \FloodRout \I- iO- M- DTL.FLD Saved: 51812003 10:34 AN FLOW PROCESS FROM NODE 125.90 TO NODE 125.90 IS CODE = 6 --------------------------------------------------------------------------- »»>STREAM NUMBER 2 CLEARED AND SET TO ZERO« <<< +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 125.90 TO NODE 124.10 IS CODE = 5.2 » » >MODEL CHANNEL ROUTING OF STREAM rl BY THE CONVEX METHOD ««< �. -------------------- - - - --- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 64 of 94 y: \F60\ 401\ Calcs\ Y. ydrology\03- 21- 03 \F1oodRout \I- iO- N.- DTL.FLD STREAM HYDROGPAPH IN FIVE- UNIT INTERVALS(cu M /5) (Note: Time indicated is ------------- --- ----- - - - at END of Each Unit Intervals) - - -- ------------------------------------- --- ----------------------------------------------------- - �ME tiOLUME Q - rS) (1000 cu m) (cu m /s)0. 45.3 90.6 135.9 181.2 - -------------------------------------------------------------------------- 14.000 1027.7810 34.20 Q V - 14.083 1038.2058 34.75 Q V - - 14.167 1048.8096 35.35 Q V 14.250 1059.6132 36.01 _ Q V - - - 14.333 1070.6409 36.76 Q V - 14.417 -- 1081.9170 37.59 Q - V - - 14.500 1093.4584 38.47 _ Q V - 14.583 1105.2753 39.39 Q - V 14.667 1117.3732 40.33 Q - V 14.750 1129.7582 41.28 Q. V - 14.833 1142.4404 42.27 Q. V 14.917 1155.4358 43 -32 Q. V. 15.000 1168.7644 44.43 _ Q- V. 15.083 1182.4532 45.63 _ Q V. - - 15.167 1196.5341 46.94 Q V. - 15.250 1211.0449 48.37 _ Q V 15.333 1226.0308 49.95 Q V 15.417 1241.5638 51.78 _ .Q V 15.500 1257.7878 54.08 Q V 15.583 1274.9373 57.16 Q •V - 15.667 1293.2880 61.17 - - Q •V 15.750 1313.0560 65.89 Q •V - 15 -833 1334.2003 70.48 - Q V - - 15.917 1356.4366 74.12 Q V 16.000 1379.5834 77.16 Q - V - 16.083 1404.4924 83.03 Q V - 16.167 1433.9841 98.31 -Q V 16.250 1471.3964 124.71 _ V Q 16.333 1517.5945 153.99 V Q 16.417 1570.2822 175.63 _ V - Q 16.500 1624.1420 179.53 V - Q- 16.583 1674.2062 166.88 _ - V Q - 16.667 1717.4634 144.26 _ V -Q - 16.750 1753.1696 118.95 Q V . 16.833 1782.1377 96.56 - •Q V. - 16.917 1805.9993 79.54 Q V. 17.000 1826.2903 67.64 Q V 17.083 1844.1272 59.46 Q V ' 17.167 1860.2474 53.73 •Q - V ' 7.250 1875.0854 49.46 Q -V 7.333 1888.9030 46.06 Q -V r` - 7.417 1901.8827 43.27 Q. - •V ' \. 17.500 1914.1595 40.92 Q• - •V ' - 17.583 1925.8411 38.94 Q •V - 17.667 1937.0183 37.26 Q - V ' 17.750 1947.7625 35.81 Q V - 17.833 1958.1316 34.56 _ Q - - V - 17.917 1968.1689 33.46 Q - - V ' 18.000 1977.9060 32.46 - Q V ' 18.083 1987.3752 31.56 Q V 18.167 1996.6322 30.86 Q V 18.250 2005.7604 30.43 Q - V ' 18.333 2014.8501 30.30 Q - - - V ' 18.417 2023.9739 30.41 Q V 18.500 2033.1587 30.62 Q V 18.583 2042.3899 30.77 Q - V ' 18.667 2051.6296 30.80 Q - V ' 18.750 2060.8354 30.69 Q V 18.833 2069.9731 30.46 Q - V ' 18.917 2079.0195 30.15 Q - V ' V 19.000 2087.9644 29.82 Q - ' 19.083 2096.8052 29.47 - Q - V ' 19.167 2105.5439 29.13 - Q - V ' 19.250 2114.1831 28.80 Q - V ' V 19.333 2122.7251 28.47 Q - - ' V 19.417 2131.1726 28.16 Q - - V 19.500 2139.5298 27.86 Q - - ' V 19.583 2147.7996, 27.57 Q - - ' V 19.667 2155.9849 27.28 Q V ' 19.750 2164.0881 27.01 _ Q - - ' V 19.833 2172.1133 26.75 Q - - ' V 19.917 2180.0627 26.50 Q - ' V 20.000 2187.9387 26.25 Q - - ' FLOW PROCESS FROM NODE 125.90 TO NODE 125.90 IS CODE = 6 --------------------------------------------------------------------------- »»>STREAM NUMBER 2 CLEARED AND SET TO ZERO« <<< +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 125.90 TO NODE 124.10 IS CODE = 5.2 » » >MODEL CHANNEL ROUTING OF STREAM rl BY THE CONVEX METHOD ««< �. -------------------- - - - --- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 64 of 94 y: \F60\ 401\ Calcs\ Y. ydrology\03- 21- 03 \F1oodRout \I- iO- N.- DTL.FLD Saved: 51812003 10:34 AM II_S_ Department of Commerce). ASSUMED REGUL CHANNEL INFORMATION: Ic BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) 306.04 DOWNSTREAM ELEVATION (m) 305.73 CHANNEL LENGTH ( m) = 180.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 179.53 AVERAGE FLOWRATE IN EXCESS OF 50 1; MAXIMUM INFLOW 139.87 CHANNEL NORMAL VELOCITY FOR Q = 139 -87 cu m/s 4.04 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.886 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 Page 65 of 34 Y: \F60 \401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \1- 10- M- DTZ_FLD CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 34.20 34.13 34.13 14.083 34.75 34.68 34.68 14.167 35.35 35.27 35.27 14.250 36.01 35.92 35.92 14.333 36.76 36.66 36.66 14.417 37.59 37.48 37.48 14.500 38.47 38.35 30.35 14.583 39.39 39.27 39.27 14.667 40.33 40.20 40.20 14.750 41.28 41.16 41.16 14.833 42.27 42.14 42.14 14.917 43.32 43.18 43.18 15.000 44.43 44.28 44.28 15.083 45.63 45.47 45.47 15.167 46.94 46.76 46.76 15.250 48.37 48.18 48.18 15.333 49.95 49.74 49.74 15.417 51.78 51.54 51.54 15.500 54.08 53.78 53.78 15.583 57.16 56.76 56.76 15.667 61.17 60.64 60.64 15.750 65.89 65.27 65.27 ic 15.833 70.48 69.88 69.88 15.917 74.12 73.64 73.64 ' 16.000 77.16 76.76 76.76 16.083 83.03 82.26 82.26 16.167 98.31 96.29 96.29 16.250 124.71 121.23 121.23 16.333 153.99 150.14 150.14 16.417 175.63 172.78 172.78 16.500 179.53 179.02 179.02 16.583 166.88 168.55 168.55 16.667 144.26 147.24 147.24 16.750 118.95 122.29 122.29 16.833 96.56 99.51 99.51 16.917 79.54 81.78 81.7B 17.000 67.64 69.20 69.20 17.083 59.46 60.53 60.53 17.167 53.73 54.49 54.49 17.250 49.46 50.02 50.02 17.333 46.06 46.51 46.51 17.417 43.27 43.63 43.63 17.500 40.92 41.23 41.23 17.583 38.94 39.20 39.20 17.667 37.26 37.48 37.48 17.750 35.81 36.00 36.00 17.833 34.56 34.73 34.73 17.917 33.46 33.60 33.60 18.000 32.46 32.59 32.59 18.083 31.56 31.68 31.68 18.167 30.86 30.95 30.95 18.250 30.43 30.48 30.48 18.333 30.30 30.32 30.32 18.417 30.41 30.40 30.40 18.500 30.62 30.59 30.59 18.583 30.77 30.75 30.75 18.667 30.80 30.80 30.80 18.750 30.69 30.70 30.70 18.633 30.46 30.49 30.49 18.917 30.15 30.19 30.19 19.000 29.82 29.86 29.86 19.083 29.47 29.52 29.52 19.167 29.13 29.17 29.17 19.250 28.80 28.84 28.84 19.333 19.417 28.47 28.16 28.52 28.20 28.52 28.20 19.500 27.86 27.90 27.90 19.583 27.57 27.60 27.60 19.667 27.28 27.32 27.32 19.750 27.01 27.05 27.05 19.833 26.75 26.78 26.78 19.917 26.50 26.53 26.53 20.000 26.25 26.29 26.29 Page 65 of 34 Y: \F60 \401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \1- 10- M- DTZ_FLD Saved: 51812003 .10:34 AM - ------ ------- ---- - -- --- --------------- - - - - - -- PROCESS SUMMARY OF STORAGE: C LOW VOLUME = 2418.298 x 1000 cu m FLOW VOLUME = 2418.299 x 1000 cu m OSS VOLUME = 0.000 x 1000 cu m ------------------------------------------------------------------- - - - - -+ I STA 12 +10 76 M EAST OF CALABASH AVENUE SOUTH SIDE OF CHANNEL AREA CIO + --- ---------------- ----- -- ------ -- --- --- - - ----- - -- ----- -- -- -- --- -- -- -- --+ FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<<<<< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.100 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.160 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAR FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION = 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION --------------------------------------------------------------------------- INTERVAL pRECIPITATION DEPTH -AREA REDUCTION FACTORS: UNIT HYDROGRAPH 5- MINUTE FACTOR = 0.999 MEAN VALUES 30- MINUTE FACTOR = 0.999 -------------------------------------------------- 1 1 -HOUR FACTOR = 0.999 0.408 3 -HOUR FACTOR = 1.000 32.056 6 -HOUR FACTOR = 1.000 3 24 -HOUR FACTOR = 1.000 3.319 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES 91.414 UNIT INTERVAL PERCENTAGE OF LAG -TIME = 52.083 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION --------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) -------------- -------------------------------------------------- 1 4.818 0.408 2 32.056 2.305 3 71.281 3.319 4 91.414 1.704 5 97.580 0.522 6 98.965 0.117 7 99.516 0.047 8 99.806 0.025 9 99.952 0.012 10 100.000 0.004 TOTAL SOIL -LOSS V0LUME(1000 Cu m) = 1.8651 TOTAL STORM RUNOFF V0LUME(1000 Cu m) = 19.7136 ---------------------- ---- --- -------- -- ----- - -- --- - ---- --- -- ---- -- --- -- -- -- 0 Page 66 of 94 Y:\ F60\- O1\ Cal cs\ Hydrolog y\03- 21- 03 \F1oodROVt \I- iO- M- DTL.FLD Saved: 51812003 10:34 AM 2 4- H U R S T O R M - R U N O F F H Y D R 0 G R A P H HYDROGRAPH IN FIVE- MINUTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) ------------------------------------------------------------------------- TIME VOLUM 4 (HRS) (1000 cu m) (cu m /s)0_ 0 -5 1_0 1_5 z_o ------------------------------------- 14 -000 9.0260 0.27 - Q - V - 14.083 9.1073 0.27 Q - V 14.167 9.1901 0.28 Q V 14.250 9 -2748 0.28 Q V 14.333 9.3613 0.29 Q V - 14 -417 9.4497 0 -29 Q - V. 14.500 9.5400 0.30 Q V. 14.583 9.6325 0.31 Q V. 14.667 9.7272 0.32 Q V. - 14.750 9 -8244 0.32 Q - V- 14 -833 9.9244 0 -33 Q - V 14 -917 10.0272 0.34 Q - V - 15.000 10.1333 0.35 Q V 15.083 10.2430 0.37 Q V 15.167 10.3566 0.38 Q - -V 15.250 10.4747 0.39 Q •V _ 15.333 10.5979 0.41 Q - _V 15.417 10.7284 0.44 Q -V 15.500 10.8741 0.49 _ Q. V 15.583 11.0402 0.55 -Q V - 15.667 11.2224 0.61 - Q - V 15.750 11.4145 0.64 - Q V - 15.833 11.5986 0.61 Q - V 15.917 11.7705 0.57 _ .Q - V 16.000 11.9645 0.65 Q V 16 -083 12.2525 0.96 - Q. V ' 16.167 12.7583 1.69 - V Q 16.250 13.3411 1.94 V Q ' 16.333 13.7342 1.31 QV ' 16.417 13.9927 0.86 Q V 16.500 14 -1854 0.64 Q V ' 16.583 14.3417 0.52 Q V- 16.667 14.4754 0.45 - Q V. 16.750 14.5950 0.40 _ Q V. 6.833 14.7050 0.37 _ Q - - V- 6.917 14.8076 0.34 Q - V _ 7.000 14.9045 0.32 Q - V j, 17.083 14 -9965 0.31 Q V 17.167 15.0843 0.29 Q V 17.250 15.1685 0.28 Q V _ 17.333 15.2494 0.27 Q - V 17.417 15.3275 0.26 Q - - •V 17 -500 15.4030 0.25 Q - - 'V _ 17.583 15.4763 0.24 Q - •V 17 -667 15.5475 0 -24 Q •V 17.750 15.6168 0.23 Q V 17.833 15.6844 0 -23 Q V 17.917 15.7503 0.22 Q •V _ 18.000 15.8147 0.21 Q V 18.083 15.8783 0.21 Q V 18.167 15.9434 0.22 Q V 18.250 16.0116 0.23 Q V 18.333 16.0809 0.23 Q - V 18 -417 16.1497 0.23 Q - V 18.500 16.2177 0.23 - Q - V 18.583 16.2849 0.22 Q V 18.667 16 -3512 0.22 Q V 18.750 16.4167 0.22 _ Q - - V 18 -833 16.4813 0.22 Q V 18.917 16.5452 0.21 Q - V 19.000 16 -6083 0.21 - Q - - V 19.083 16.6708 0 -21 - Q - V 19.167 16.7325 0.21 Q - V 19.250 16.7936 0.20 Q - V 19 -333 16 -8541 0.20 - Q V 19.417 16.9139 0.20 Q V 19.500 16.9732 _ 0.20 Q V 19.583 17 -0319 0.20 Q - _ V 19.667 17.0900 0.19 Q - V 19.750 17.1476 0 -19 - Q V 19.833 17.2048 0.19 Q V 19.917 17 -2614 0.19 Q _ V 20 -000 17.3175 0.19 Q V xrxrrrxrxrr xxrxxrxrxxxxxxxxxxrxrxxrrrrrr xxxrxxxrxrrrrrrrrrrxxxxxxrrrxrrrrxrr FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 7 >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1«<<< \ rxxrrrrxrxxxrxxxrxxxrxxxrrrrxrxxr r rxxxrxrxrrxxrrxxxrxxxxxxxxxxrrrrxrr rxxxxr FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 11 »»>VIEW STREAM NUMBER 1 HYDROGRAPH« <<< Page 67 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodROUt \2- 10- M- DTL.FLD Saved: 5 1812003 10:34 AN +++ t+ x +++++ xx+++ xx+ txxxxxx+ xx++++ x+++ x+++ xx + + + + + + + + + + + + + + + + + + + ++ + + ++ + + + + ++ FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO ««< C LOW PROCESS FROM NODE 124.10 TO NODE 123.20 IS CODE = 5.2 --- - - - - -- ---------- >>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD- <<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 68 of 94 Y:\ F60\ 40i\ Calcs\ H. Vdx-olog y\ 03- 21- 03 \FloodRout \I- 10- M- DTL.FLD STREAM lr?DROC -RAPH IN FIVE- MINUTE UNIT TN1ERV-LE m /s) (Note: Time indicated is at ;- END of Each Unit Intervals) - ME - - ------------------------------------------------------ - - - -- - -- VOLUME Q �.--- ._ �tII2 S) (1000 cu m) (cu m /s) 0. 45-3 90.6 135.5 181.2 ---------------------------------------------------------------------------- 1a.000 1035.4557 34.39 - Q - V - - 14.083 1045 -9398 34.95 Q - V - - 14.167 1056 -6029 35.54 Q - V 14.250 1067.4648 36.21 Q - V - - 14.333 1078 -5496 36.95 Q - V 14 -417 1089.8813 37.77 Q V 14 -500 1101 -4781 38.66 - Q V - 14.583 1113 -3512 39.58 Q - V - - - 14 -667 1125.5068 40.52 Q V - 14.750 1137 -9512 41 -48 Q. V - - -- 14 -833 1150.6942 42.48 - Q- V - 14.917 1163.7511 43.52 Q- V- - - 15.000 1177.1420 44.64 Q- V- 15.083 1190.8931 45.84 Q V. 15.167 1205.0359 47.14 - Q V. - 15 -250 1219.6083 48.57 - Q V - - 15 -333 1234 -6547 50.15 -Q V 15.417 1250.2462 51.97 -Q V 15 -500 1266.5249 54.26 -Q V - - 15.583 1283.7185 57.31 - Q -V - - 15.667 1302.0933 61.25 - Q -V 15.750 1321.8668 65.91 - Q -V 15.833 1343.0139 70.49 Q V 15.917 1365.2783 74 -21 Q V 16.000 1388.4991 77 -40 - Q - V - 16.083 1413.4642 83 -22 - Q V - 16.167 1442.8582 97 -98 - Q V - - 16.250 1479.8103 123.17 - V Q - 16.333 1525.2445 151.45 - - V Q 16.417 1577.3361 173.64 - - - V - Q 16.500 1631.2341 179.66 - V - Q. 16.583 1681.9545 169.07 V Q 16.667 1726.2592 147.68 - V Q - 16.750 1763 -0647 122.69 QV 16.833 1793.0275 99.88 - - Q V. - 16.917 1817.6642 82.12 Q - V. - 17.000 1838.5222 69.53 Q V 17.083 1856 -7745 60.84 - Q - V 17.167 1873.2086 54.78 Q V 7.250 1888.2997 50.30 Q V 7.333 1902.3325 46.78 Q .V .7 -417 �, 1915.5007 43.89 - Q. - -V ' 17.500 1927.9457 41.48 Q- •V - 17.583 1939 -7788 39.44 Q -V 17.667 1951.0938 37.72 Q - V 17.750 1961 -9642 36.23 Q V 17.833 1972 -4503 34.95 Q - - V ' 17.917 1982.5973 33.82 Q - V 18.000 1992.4382 32.80 Q V 18.083 2002.0065 31.89 Q V ' 18.167 2011.3567 31.17 Q - V - 18.250 2020.5699 30.71 Q - V ' 18.333 2029.7340 30.55 Q V 18.417 2038.9224 30.63 Q V 18.500 2048.1670 30.82 Q - V 18.583 2057.4595 30.97 Q - - V - 18.667 2066.7642 31.02 Q - V - 18.750 2076.0403 30.92 Q V ' 18.833 2085.2515 30.70 Q - V - ' 18.917 2094.3735 30.41 Q - - V - 19.000 2103.3950 30.07 Q - V ' 19.083 2112 -3120 29.72 Q - V - 19.167 2121.1262 29.38 Q - - V ' 19.250 2129.8396 29.04 Q - - V - 19.333 2138.4548 28.72 Q V ' 19.417 2146 -9749 28.40 Q - V ' 19.500 2155.4031 28.09 Q V ' 19.583 2163.7429 27.80 Q - V ' 19.667 2171.9976 27.51 Q - V - 19.750 2180.1692 27.24 Q V ' 19.833 2188.2617 26 -97 Q - - V - 19.917 2196.2778 26 -72 Q - - V - 20.000 2204.2197 26 -47 Q - V - +++ t+ x +++++ xx+++ xx+ txxxxxx+ xx++++ x+++ x+++ xx + + + + + + + + + + + + + + + + + + + ++ + + ++ + + + + ++ FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 6 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 CLEARED AND SET TO ZERO ««< C LOW PROCESS FROM NODE 124.10 TO NODE 123.20 IS CODE = 5.2 --- - - - - -- ---------- >>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD- <<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 68 of 94 Y:\ F60\ 40i\ Calcs\ H. Vdx-olog y\ 03- 21- 03 \FloodRout \I- 10- M- DTL.FLD Saved: 51812003 10:34 AM U.S. D=epartment of Comm=erce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDT = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) 305.73 DOWNSTREAM ELEVATION(m) 305.50 CHANNEL LENGTH(m) = 90.00 MAN'NING'S FACTOR = 0.015 CONSTANT LOSS RA EI (cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 179.66 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW 140.58 CHANNEL NORMAL VELOCITY FOR Q = 140.58 Cu m/s 4.61 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.899 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 34.39 34.36 34.36 14.083 34.95 34.91 34.91 14.167 35.54 35.51 35.51 14.250 36.21 36.17 36.17 14.333 36.95 36.91 36.91 14.417 37.77 37.72 37.72 14.500 38.66 38.60 38.60 14.583 39.58 39.52 39.52 14.667 40.52 40.46 40.46 14.750 41.48 41.42 41.42 14.833 42.48 42.42 42.42 14.917 43.52 43.46 43.46 15.000 44.64 44.57 44.57 15.083 45.84 45.77 45.77 15.167 47.14 47.07 47.07 15.250 48.57 48.49 48.49 15.333 50.15 50.06 50.06 15.417 51.97 51.B7 51.87 15.500 54.26 54.13 54.13 15.583 57.31 57.13 57.13 15.667 61.25 61.02 61.02 15.750 65.91 65.64 65.64 f f r`` 15.833 70.49 70.22 70.22 \ 15.917 74.21 74.00 74.00 16.000 77.40 77.22 77.22 16.083 83.22 82.88 82.88 16.167 97.98 97.12 97.12 16.250 123.17 121.70 121.70 16.333 151.45 149.79 149.79 16.417 173.64 172.34 172.34 16.500 179.66 179.31 179.31 16.583 169.07 169.69 169.69 16.667 147.68 148.93 148.93 16.750 122.69 124.15 124.15 16.833 99.88 101.21 101.21 16.917 82.12 83.16 83.16 17.000 69.53 70.26 70.26 17.083 60.84 61.35 61.35 17.167 54.78 55.14 55.14 17.250 50.30 50.57 50.57 17.333 46.78 46.98 46.98 17.417 43.89 44.06 44.06 17.500 41.48 41.62 41.62 17.583 39.44 39.56 39.56 17.667 37.72 37.82 37.82 17.750 36.23 36.32 36.32 17.833 34.95 35.03 35.03 17.917 33.82 33.89 33.89 18.000 32.80 32.86 32.86 18.083 31.89 31.95 31.95 18.167 31.17 31.21 31.21 18.250 30.71 30.74 30.74 18.333 30.55 30.56 30.56 18.417 30.63 30.62 30.62 18.500 30.82 30.80 30.80 18.583 30.97 30.97 30.97 18.667 31.02 31.01 31.01 18.750 30.92 30.93 30.93 18.833 30.70 30.72 30.72 18.917 30.41 30.42 30.42 19.000 30.07 30.09 30.09 19.083 29.72 29.74 29.74 19.167 29.38 29.40 29.40 19.250 29.04 29.06 29.06 19.333 28.72 28.74 28.74 19.417 28.40 28.42 28.42 !' 19.500 28.09 28.11 28.11 19.583 27.80 27.82 27.82 19.667 27.51 27.53 27.53 19.750 27.24 27.26 27.26 19.833 26.97 26.99 26.99 19.917 26.72 26.73 26.73 20.000 26.47 26.49 26.49 Page 69 of 94 Y: \F60\ 401\ Calcs\ N_ YdrOlogy\ 03- 21- 03 \F1oodRout \I- 10- Y- DT_T..FiD Saved: 51812003 10 :34 ALM PROCESS SUMMARY OF STORAGE: IFL NOW VOLUME = 2438.012 x 1000 cu m JTFLOW VOLUME = 2438.012 x 1000 cu m OSS VOLUME = 0.000 x 1000 cu m { -- --- - - --- I STA. 123 +20 CALABASH AVENUE NORTH SIDE OF CHANNEL AREA A8 -3 FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE = 1 ------------------------ -- » ,>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) <<<<< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.508 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.290 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAR FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION --- ---- - -- - - -- INTERVAL SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 UNIT HYDROGRAPH SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 MEAN VALUES SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 - --- -- --1- ------------------------------------ SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 .762 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 9.991 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 3 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 7.282 5- MINUTE FACTOR = 0.994 49.543 30- MINUTE FACTOR = 0.994 5 1 -HOUR FACTOR = 0.994 9.542 3 -HOUR FACTOR = 0.999 85.340 6 -HOUR FACTOR = 1.000 7 24 -HOUR FACTOR = 1.000 3.109 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.736 96.413 1.653 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION --- ---- - -- - - -- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) --------0 - --- -- --1- ------------------------------------ 1.773 .762 2 9.991 3.534 3 26.923 7.282 4 49.543 9.727 5 71.731 9.542 6 85.340 5.852 7 92.570 3.109 8 96.413 1.653 9 98.146 0.745 10 98.712 0.243 11 99.251 0.232 12 99.700 0.193 13 99.925 0.097 14 100.000 0.032 TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 9.4837 TOTAL STORM RUNOFF VOLUME(1000 Cu m) = 100.1573 ----------------------- --- --- -- -- ----- -- ----- - --- -- sm Page 70 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- iO-- M- DTL.FLD Saved: 51812003 10 :34 AM 2 a - H O U R S T 0 R M R J N -O -F r==== H= Y= D= R= O= G= R= P-P== �______________________ HYDROGRAPH IN FILL- MINUTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) ------------------------------------------------------------ TIME VOLUME 4 4.2 6 - 4 B_5 (HRS) (1000 cu m) (cu m/s)(). 2 . 1 ------------------------------- --- --- --- ----- -- --- V 14.000 45.2106 1.32 _ Q V ' 14.083 45.6121 1.34 Q - V 14.167 46.0210 1.36 Q V ' 14.250 46.4383 1.39 Q V 14.333 46.8645 1.42 _ Q - V 14.417 47_3003 1.45 Q 14.500 47.7457 1.48 _ 4 - V. ' 14.583 48.2011 1.52 Q - V. - 14.667 48.6671 1.55 Q V. 14.750 49.1443 1.59 Q V. ' 14.833 49.6335 1.63 4 V. 14.917 50.1359 1.67 Q V ' 15.000 50.6525 1.72 Q V ' 15.083 51.1848 1.77 _ 4 V 15.167 51.7342 1.83 Q V 15.250 52.3029 1.90 Q - V ' 15.333 52.8929 1.97 Q. •V ' 15.417 53.5099 2.06 _ Q. •V ' 15.500 54.1671 2.19 Q _V ' 15.583 54.8826 2.38 -Q •V ' 15.667 55.6708 2.63 - Q V ' 15.750 56.5313 2.87 Q V 15.833 57.4333 3.01 Q V 15.917 58.3470 3.05 - Q V ' 16.000 59.2803 3.11 Q V - 16.083 60.3590 3.60 Q V ' 16.167 61.8327 4.91 - QV _ 16.250 63.7775 6.48 - V Q - 16.333 65.9846 7.36 V Q - - 16.417 68.1082 7.08 V Q 16.500 69.7710 5.54 - Q ' 16.583 71.0581 4.29 Q V ' 16.667 72.0820 3.41 Q V ' 16.750 72.9063 2.75 - 4 - V. 0 6.833 73.6005 2.31 V. 6.917 74.2333 2.11 Q- - V. -7.000 74.6135 1.93 Q. V. 17.083 75.3465 1.76 Q V 17.167 75.8432 1.66 Q V 17.250 76.3109 1.56 4 - V 17.333 76.7561 1.48 Q V V 17.417 77.1817 1.42 Q - - 17.500 77.5908 1.36 4 V - 17.583 77.9854 1.32 4 - 'V 17.667 78.3671 1 -27 _ Q .V - 17.750 78.7373 1.23 Q 'v 17.833 79.0971 1.20 Q - 'V 17.917 79.4473 1.17 Q - 'V 18.000 79.7887 1.14 Q - .V 18.083 80.1230 1.11 Q 'V 18.167 80.4541 1.10 Q V 18.250 80.7875 1.11 4 V 18.333 81.1268 1.13 _ Q - _ V 18.417 81.4721 1.15 _ Q - V 18.500 81.8192 1.16 4 18.583 82.1650 1.15 Q V - 18.667 82.5079 1.14 Q V V 18.750 82.8471 1.13 4 - V 18.833 83.1821 1.12 _ Q V 18.917 83.5132 1.10 Q V 19.000 83.8404 1.09 4 - V 19.083 84.1638 1.08 Q - V 19.167 84.4836 1.07 _ Q V 19.250 84.7998 1.05 Q - V 19.333 85.1125 1.04 Q - V 19.417 85.4220 1.03 4 - V - 19.500 85.7282 1 -02 - Q - V 19.583 86.0314 1.01 _ Q - V 19.667 86.3317 1.00 4 V 19.750 66.6291 0.99 Q V 19.833 86.9237 0.98 Q V 19.917 87.2157 0.97 Q V 20.000 87.5051 0.96 4 #**#* Y** **** tt}*}*******}*#**# t# #* 4* t*}** Y}}* #t * * * # * *} * * *# * * # # }t } }tt } * *Y **t* FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE 7 - ------- - - -- » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE = 11 » » >VIEW STREAM NUMBER 1 HYDROGRFpH« « < __ -__- - -- Page 71 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \1- 10- N- DTL.FLD Saved= 51812003 10:34 AM ++++++ xx+ x+ x++++ r++++++++ x+++ rrx+ rx++ r+ zr++ z+ + +x + +x + +xxrr + + + + + +x +x + + +x + +xxr FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE = 6 »»> STREAM NUMBER 2 CLEARED AND SET TO ZERO« <<< r++ zx+ zxzx zxrx+ rzx+ z+ r+++ zxx++ x++++ r++++ x+++ +x +z + + +x + + +xr +x +zz + + + + +r +x + ++ FLOW PROCESS FROM NODE 123.20 TO NODE 121.60 IS CODE = 5.2 --- - - - - -- ---------- i >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD«« < THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5 INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 72 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M-- DTL.FLD STREAM j=j ROGRAPH IN FIVE - MINUTE UNIT INTERVALS(cu m /s) (Note : Time - indicated is --------------------------------------------- at END of Each Unit Intervals) ME - VOLUME Q S) (1000 cu m) (cu m /s)0- 46.7 93 - 140.2 186 -9 ---------------------------------------------------------------------------- 14 -000 1080.0623 35.68 - Q V - - 14.083 1090.9381 36.25 - Q V - - 14.167 1101 -9998 36.87 Q - V - 14.250 1113.2673 37.56 Q _ V - 14 -333 1124.7653 38.33 - Q _ V - - 14.417 1136 -5183 39.18 _ Q _ V - 14.500 1148.5449 40.09 - Q - V - -, 14 -583 1160.8573 41.04 Q - V - 14 -667 1173.4623 42 -02 - Q V - - - 14.750 1186 -3669 43.02 Q. V - 14 -833 1199 -5818 44.05 Q- V - - 14.917 1213.1227 45 -14 Q. V. - 15.000 1227 -0106 46.29 Q. V. - - 15.083 1241.2729 47 -54 Q V. 15.167 1255.9421 48 -90 - Q V. - 15.250 1271.0581 50.39 Q V - - 15.333 1286.6667 52.03 _ -Q V 15.417 1302.8434 53 -92 -Q V 15.500 1319.7391 56 -32 Q V - 15.583 1337.5947 59.52 Q V 15.667 1356.6885 63.65 Q V 15.750 1377.2408 66.51 Q V 15.833 1399.2095 73.23 Q V 15.917 1422.3223 77.04 - Q V - - 16.000 1446.4203 80.33 - Q V 16.083 1472 -3619 86.47 Q V - 16.167 1502.9702 102 -03 - -Q V - 16.250 1541.4246 128.18 V Q - 16.333 1588.5693 157.15 - V Q 16.417 1642.3947 179.42 - V Q 16.500 1697.8497 184.85 V - 4- 16.583 1750.0432 173.98 - V Q 16.667 1795.7474 152.35 - V Q 16.750 1833.8163 126.90 QV - 16.833 1864 -8740 103.53 - Q V. - 16.917 1890.4552 85.27 _ - Q V. - 17.000 1912.1147 72.20 - Q V - 17.083 1931.0526 63.13 - Q V - 17 -167 1948.0900 56.79 Q V 7 -250 1963.7273 52.12 -Q - V 7.333 1978.2672 48.47 Q •V 7.417 \.__ 1991.9116 45.48 _ Q. Q- •V 17 -500 17.583 2004.8081 2017.0718 42.99 40.88 Q - - -V - -V 17.667 2028.7986 39.09 Q - - •V 17 2040.0652 37.56 Q - V -750 17.833 2050.9333 36.23 Q V 17.917 2061.4507 35.06 Q V 18.000 2071.6509 34.00 Q V 18.083 2081.5691 33.06 Q - V 18.167 2091.2632 32.31 Q V 18.250 2100.8179 31.85 Q - V - 18.333 2110.3242 31.69 Q - - V ' 18.417 2119.8562 31.77 - Q - V 18.500 2129.4448 31.96 Q - V ' 18.583 2139.0801 32.12 Q - V ' 18.667 2148.7273 32 -16 Q - V - 18.750 2158.3440 32.06 Q V - 18.833 2167.8940 31.83 Q - - V ' 18.917 2177.3523 31.53 Q - - V ' 19.000 2186.7068 31.18 Q - V ' 19.083 2195.9534 30.82 Q - V - 19.167 2205.0930 30.47 Q V ' 19.250 2214.1287 30.12 Q V 19.333 2223.0623 29.78 _ Q - V ' 19.417 2231.8972 29.45 Q V ' 19.500 2240.6372 29.13 Q V - 19.583 2249.2854 28.83 Q - - V ' 19.667 2257 -8450 28.53 Q - V ' 19 2266.3193 28.25 Q V ' -750 19.833 2274 -7109 27.97 - Q - V - 19 2283.0234 27 -71 Q - - V ' -917 20.000 2291.2590 27 -45 Q - V ' ++++++ xx+ x+ x++++ r++++++++ x+++ rrx+ rx++ r+ zr++ z+ + +x + +x + +xxrr + + + + + +x +x + + +x + +xxr FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE = 6 »»> STREAM NUMBER 2 CLEARED AND SET TO ZERO« <<< r++ zx+ zxzx zxrx+ rzx+ z+ r+++ zxx++ x++++ r++++ x+++ +x +z + + +x + + +xr +x +zz + + + + +r +x + ++ FLOW PROCESS FROM NODE 123.20 TO NODE 121.60 IS CODE = 5.2 --- - - - - -- ---------- i >>>>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD«« < THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5 INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, Page 72 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M-- DTL.FLD Saved: 51812003 10:34 AY_ J.S. Department of Conmerce). 0 ASSUMED REGULAR CHANNEL INrG'Zy'kTION: i BASEWIDTH(n) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(n) = 305.50 DOWNSTREAM ELEVATION(m) = 305.32 CHANNEL LENGTH (m) = 160.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 184.85 AVERAGE FLOW-RATE IN EXCESS OF 50 °s MAXIMUM INFLOW = 145.37 CHANNEL NORMAL VELOCITY FOR Q = 145.37 cu m/s = 3.55 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.873 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 35.68 35.61 35.61 14.083 36.25 36.18 36.18 14.167 36.67 36.79 36.79 14.250 37.56 37.47 37.47 14.333 38.33 38.23 38.23 14.417 39.18 39.07 39.07 14.500 40.09 39.97 39.97 14.583 41.04 40.92 40.92 14.667 42.02 41.89 41.89 14.750 43.02 42.88 42.88 14.833 44.05 43.91 43.91 14.917 45.14 44.99 44.99 15.000 46.29 46.14 46.14 15.083 47.54 47.38 47.38 15.167 48.90 48.72 48.72 15.250 50.39 50.19 50.19 15.333 52.03 51.81 51.81 15.417 53.92 53.67 53.67 15.500 56.32 56.00 56.00 15.583 59.52 59.10 59.10 15.667 63.65 63.10 63.10 15.750 68.51 67.87 67.67 ¢ 15.833 73.23 72.61 72.61 \ 15.917 77.04 76.54 76.54 16.000 80.33 79.90 79.90 16.083 86.47 85.67 85.67 16.167 102.03 99.99 99.99 16.250 128.18 124.75 124.75 16.333 157.15 153.35 153.35 16.417 179.42 176.50 176.50 16.500 184.85 184.14 184.14 16.583 173.98 175.40 175.40 16.667 152.35 155.19 155.19 16.750 126.90 130.24 130.24 16.833 103.53 106.59 106.59 16.917 85.27 67.67 87.67 17.000 72.20 73.91 73.91 17.083 63.13 64.32 64.32 17.167 56.79 57.62 57.62 17.250 52.12 52.74 52.74 17.333 48.47 48.95 48.95 17.417 45.48 45.87 45.87 17.500 42.99 43.32 43.32 17.583 40.88 41.16 41.16 17.667 39.09 39.32 39.32 17.750 37.56 37.76 37.76 17.833 36.23 36.40 36.40 17.917 35.06 35.21 35.21 18.000 34.00 34.14 34.14 18.083 33.06 33.18 33.18 18.167 32.31 32.41 32.41 18.250 31.85 31.91 31.91 18.333 31.69 31.71 31.71 18.417 31.77 31.76 31.76 18.500 31.96 31.94 31.94 18.583 32.12 32.10 32.10 18.667 32.16 32.15 32.15 18.750 32.06 32.07 32.07 18.833 31.83 31.86 31.86 18.917 31.53 31.57 31.57 19.000 31.18 31.23 31.23 19.083 30.82 30.87 30.87 19.167 30.47 30.51 30.51 19.250 30.12 30.16 30.16 19.333 29.78 29.82 29.82 19.417 29.45 29.49 29.49 {� 19.500 29.13 29.17 29.17 19.583 28.83 26.87 28.87 _ 19.667 28.53 28.57 28.57 19.750 28.25 28.28 28.28 19.833 27.97 28.01 28.01 19.917 27.71 27.74 27.74 20.000 27.45 27.49 27.49 Page 73 of 94 Y: \F60\ 401 \Cal cs\ Hydrology\ 03- 21- 03 \FloodRou t \I- 10- Y_ -DTL. FLD Saved: 5/8/2003 10:34 AM Paae 74 of 94 111 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 2538.170 x 1000 cu m OUTFLOW VOLUME = 2538.171 x 1000 cu m LOSS VOLUME = 0.000 x 1000 cu m STA. 121+60 i68 M WEST OF CALABASH AVENUE SOUTH SIDE OF CE NMEL . AREA C11 + + FLOW PROCESS FROM NODE 121.60 TO NODE 121.60 IS CODE = 1 > »>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) « «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.100 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.170 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION = 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 49.020 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(Cu m /s) 1 4.282 0.362 2 28.567 2.055 3 66.468 3.207 4 88.959 1.903 5 96.718 0.657 6 98.649 0.163 7 99.423 0.065 8 99.769 0.029 9 99.942 0.015 10 100.000 0.005 TOTAL SOIL -LOSS VOLUME(1000 cu m) = 1.8651 TOTAL STORM RUNOFF VOLUME(1000 cu m) = 19.7136 i Y: \F60 \401 \Caics\ Hydrology\ 03- 21- 03 \FloodRout \I- 10- M- 0TL.FLD t 1 1 Saved: 5/8/2003 10:34 111 Page 75 of 94 I 1 2 4 - H O U R S T O R M RUNOFF R Y D R O G R A P H ITYDROGRAPH IN FIVE- MINUTE UNIT INTERVALS (cu m /s) I (Note: Time indicated is at END of Each Unit Intervals) i I TIME VOLUME Q (SUNS) (1000 cu m) (cu m /s)0. 0.5 1.0 1.5 2.0 r 14.000 9.0160 0.27 _ Q . V . _ _ 14.083 9.0970 0.27 _ Q . V . 1 14.167 9.1797 0.28 Q . V . - . 14.250 9.2641 0.28 . Q V . . j 14.333 9.3504 0.29 Q V _ _ I 14.417 9.4385 0.29 _ Q _ V. . 14.500 9.5286 0.30 _ Q . V. il 14.583 9.6208 0.31 . Q V. 1 14.667 9.7153 0.31 . Q . V. . h 14.750 9.8122 0.32 . Q . V. _ 14.833 9.9118 . 0.33 Q . V _ 14.917 10.0143 0.34 . Q V o 15.000 10.1199 0.35 _ Q V . 15.083 10.2292 0.36 . p . V . 15.167 10.3423 0.38 . Q _ V _ 15.250 10.4598 0.39 . Q . .V _ 15.333 10.5824 0.41 . Q . .V . 15.417 10.7120 0.43 . Q _ .V _ . 15.500 10.8558 0.48 . Q. . V . 15.583 11.0194 0.55 . .Q . V _ 15.667 11.1996 0.60 _ . Q _ V . 15.750 11.3903 0.64 . . Q . V . 15.833 11.5754 0.62 . . Q . V _ . f 15.917 11.7488 0.58 . .Q V _ 16.000 11.9400 0.64 . . Q V _ . 16.083 12.2168 0.92 . . Q . V _ . 16.167 12.6943 1.59 . . . V _ Q . 16.250 13.2690 1.92 . . . IT . Q 16.333 13.6852 1.39 . . . Q _ 16.417 13.9591 0.91 . . Q . V _ • 16.500 14,1598 0.67 9 . V _ . 16.583 14.3217 0.54 . Q . V. , . 16.667 14.4583 0.46 . Q. . V. _ 16.750 14.5799 0.41 . Q . V. _ 16.833 14.6911 0.37 . Q V. . 6.917 14.7946 0.34 Q V t 17.000 14.8922 0.33 Q _ V , 17.083 14.9849 0.31 Q V 17.167 15.0732 0.29 . Q . . V _ 17.250 15.1578 0.28 . Q _ . V 17.333 15.2391 0.27 . Q . . V 17.417 15.3176 0.26 . Q . .V 17.500 15.3935 0.25 . Q . . .V . 17.583 15.4670 0.25 . Q . . .V . 17.667 15.5385 0.24 . Q . . .V _ 17.750 15.6081 0.23 . Q . .V 17.833 15.6758 0.23 . Q . . .V . 17.917 15.7420 D.22 _ 0 .V . 18.000 15.8066 0.22 . Q . . . V . 18.083 15.8702 0.21 . 0 . . . V . 18.167 15.9352 0.22 . Q . . V 18.250 16.0030 0.23 Q . V . 18.333 16.0721 0.23 . 0 . . . V . 18.417 16.1410 0.23 . 0 . . . V . 18.500 16.2092 0.23 . Q . . . V . 18.583 16.2764 0.22 . Q . V 18.667 16.3428 0.22 Q . . V 18.750 16.4084 0.22 . Q . . V 18.833 16.4732 0.22 . Q V 18.917 16.5371 0.21 . Q . _ V 19.000 16.6004 0.21 . 0 . . V . 19.083 16.6629 0.21 . Q . . V 19.167 16.7247 0.21 . Q . . . V _ 19.250 16.7859 0.20 . Q . . . V , 19.333 16.8464 0.20 . Q . . . V 19.417 16.9064 0.20 . Q . . . V _ 19.500 16.9657 0.20 . Q . . _ V _ 19.583 17.0245 0.20 . Q . . . V 19.667 17.0827 0.19 Q . . . V _ 19.750 17.1404 0.19 . Q . . . V . 19.833 17.1975 0.19 . Q _ . . V . 19.917 17.2542 0.19 Q . . . V . 20.000 17.3104 0.19 . Q . . V . FLOW PROCESS FROM NODE 121.60 TO NODE 121.60 IS CODE = 7 » »- STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<«« ..:x >***** * * ** * *** *****=******************=** * ** **** ** * * * *** * * * * * ** ** *** ** *< FLOW PROCESS FROM NODE 121.60 TO NODE 121.60 IS CODE = 11 » »,VIEW STREAM NUMBER 1 HYDROGRAPH« <e< 1': \F60 \401 \Ca1cs\ Hydrology\ 03- 21- 03 \FloodRout \I- 10- M- DTL.FLD ved: 5/8/2003 10:34 AM FLOW PROCESS FROM NODE 121.60 TO NODE 121.60 IS CODE = - - -6 - - - --------- -_ ------- -- -- -- -- -- „ „ ,STREAM NUMBER 2 CLEARED AND SET TO ZERO««< + x+ xr+ x+++++ x + xrxr+ x++ r+++ r+++++ x++ r++ xxxx+ xx +x +xr +xr +x + + +x +xr +r + + +rx ++r + +x+ W PROCESS FROM NODE 121.60 TO NODE 118.90 IS CODE = 5.2 ` »MODEL CHANNEL ROUTING OF STREAM #1 By THE CONVEX METHOD« «< - - -- THE MODIFIED C- ROUTING COEFFICIENT IS ES IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Re'ierence: the National Engineering Handbook, Hydrology, Chanter 17, page 17 -52, August, 15 Page 76 of 94 STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at --- END of Each Unit Intervals) ----------- VOLUME (1000 cum) Q (cu m /s)0. 46.7 93. 140.2 186.9 ------ --------------- ------------------------ 14.000 1087.6738 ------------------ 35.87 _ Q - V 14.083 1098.6082 36.45 Q V 14.167 1109.7281 37.07 Q 14.250 1121.0531 37.75 _ Q V ' 14.333 1132.6071 38.51 Q - V ' 14.417 1144.4148 39.36 _ Q V 14.500 1156.4956 40.27 Q - V " 14.583 1168.8627 41.22 _ Q - V _ 14.667 1181.5238 42.20 Q. V 14.750 1194.4861 43.21 Q. V 14.833 1207.7598 44.25 Q. V 14.917 1221.3605 45.34 Q V. _ 15.000 1235.3085 46.49 Q• V. 15.083 1249.6309 47.74 Q V- " 15.167 1264.3599 49.10 Q V. 15.250 1279.5347 50.58 Q V 15.333 1295.2012 52.22 Q V 15.417 1311.4329 54.11 -Q V 15.500 1328.3781 56.48 Q V 15.583 1346.2712 59.64 Q -V " 15.667 1365 -3827 63.70 Q V 15.750 1385.9343 68.51 Q -V 15.833 1407.9022 73.23 Q V 15.917 1431_0363 77.12 Q V 16.000 1455.1982 80.53 Q V 16.083 1481.1747 86.59 Q V 16.167 1511.6483 101.58 •Q V " 16.250 1549.6479 126.67 - V Q - Q 16.333 1596.0685 154.74 V 4 16.417 1649.2913 177.41 V ' V Q. 16.500 1704.7333 184.81 V Q 16.583 1757.5166 175.94 V Q " 16.667 1804.2089 155.64 - - QV ' 16.750 1843.4011 130.64 - Q V. ' 16.833 1875.4901 106.96 V. 16.917 1901.8934 88.01 Q - V 17.000 1924.1652 74.24 Q " V 17.083 1943.5527 64.63 Q V 17.167 1960.9279 57.92 Q ' V 1976.8335 53.02 _ •Q 3 � 0 1991.5988 49.22 .V 7 2005.4392 46.13 Q _V V 00 2018.5095 43.57 Q. ..583 2030.9297 41.40 Q - .V 17.667 2042.7986 39.56 _ Q - ' ' V 17.750 2054.1951 37.99 Q - _ V 17.833 2065.1836 36.63 Q V 17.917 2075.8127 35.43 Q - - V 18.000 2086.1194 34.35 Q ' V 18.083 2096.1384 33.40 Q - - ' V 18.167 2105.9268 32.63 Q - ' V 18.250 2115.5676 32.14 Q V 18.333 2125.1492 31.94 - Q _ ' V 18.417 2134.7468 31.99 Q - V 18.500 2144.3960 32.16 Q - - V 18.583 2154.0925 32.32 Q V 18.667 2163.8044 32.37 _ Q - ' V 18.750 2173.4907 32 -29 _ Q V 18.833 2183.1143 32.08 Q V " 18.917 2192.6489 31.78 - Q - V 19.000 2202.0801 31.44 Q V 19.083 2211.4036 31.08 Q V 19.167 2220.6191 30.72 _ Q - ' V 19.250 2229.7295 30.37 Q V 19.333 2238.7371 30.03 Q V 19.417 2247.6450 29.69 Q - V 19.500 2256.4565 29.37 Q - ' V 19.583 2265.1755 29.06 Q V 19.667 2273.8052 28.77 Q - V 19.750 2282.3481 28.48 Q - V 19.833 2290.8079 28.20 Q V 19.917 2299.1873 27.93 Q _ _ V 20.000 2307.4893 27.67 Q - FLOW PROCESS FROM NODE 121.60 TO NODE 121.60 IS CODE = - - -6 - - - --------- -_ ------- -- -- -- -- -- „ „ ,STREAM NUMBER 2 CLEARED AND SET TO ZERO««< + x+ xr+ x+++++ x + xrxr+ x++ r+++ r+++++ x++ r++ xxxx+ xx +x +xr +xr +x + + +x +xr +r + + +rx ++r + +x+ W PROCESS FROM NODE 121.60 TO NODE 118.90 IS CODE = 5.2 ` »MODEL CHANNEL ROUTING OF STREAM #1 By THE CONVEX METHOD« «< - - -- THE MODIFIED C- ROUTING COEFFICIENT IS ES IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Re'ierence: the National Engineering Handbook, Hydrology, Chanter 17, page 17 -52, August, 15 Page 76 of 94 Saved: 51812003 10:34 A7 J.S. Department Of Commerce). ( C ASSUMED REGU CHANNEL INFORMATION: BASEWIDTH(m) = 15.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 305.32 DOWNSTREAM ELEVATION (m) = 304.76 CHANNEL LENGTH(m) = 270.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 184.81 AVERAGE FLOWRATE IN EXCESS OF 50°s MAXIMUM INFLOW = 146.04 CHANNEL NORMAL VELOCITY FOR Q = 146.04 cu m/s = 4.37 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.894 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 Page 77 of 94 y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M_- DTL.FLD CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 35.87 35.77 35.77 14.083 36.45 36.34 36.34 14.167 37.07 36.95 36.95 14.250 37.75 37.62 37.62 14.333 38.51 38.37 38.37 14.417 39.36 39.20 39.20 14.500 40.27 40.10 40.10 14.583 41.22 41.05 41.05 14.667 42.20 42.02 42.02 14.750 43.21 43.02 43.02 14.833 44.25 44.05 44.05 14.917 45.34 45.13 45.13 15.000 46.49 46.28 46.28 15.083 47.74 47.51 47.51 15.167 49.10 48.85 48.85 15.250 50.58 50.31 50.31 15.333 52.22 51.92 51.92 15.417 54.11 53.76 53.76 15.500 56.48 56.05 56.05 15.583 59.64 59.06 59.06 15.667 63.70 62.96 62.96 15.750 68.51 67.62 67.62 15.833 73.23 72.36 72.36 15.917 77.12 76.40 76.40 16.000 80.53 79.90 79.90 16.083 66.59 85.47 85.47 16.167 101.58 98.82 98.82 16.250 126.67 122.05 122.05 16.333 154.74 149.57 149.57 16.417 177.41 173.24 173.24 16.500 184.81 183.44 183.44 16.583 175.94 177.58 177.58 16.667 155.64 159.38 159.38 16.750 130.64 135.24 135.24 16.833 106.96 111.32 111.32 16.917 88.01 91.50 91.50 17.000 74.24 76.77 76.77 17.083 64.63 66.40 66.40 17.167 57.92 59.15 59.15 17.250 53.02 53.92 53.92 17.333 49.22 49.92 49.92 17.417 46.13 46.70 46.70 17.500 43.57 44.04 44.04 17.583 41.40 41.80 41.80 17.667 39.56 39.90 39.90 17.750 37.99 38.28 38.28 17.833 36.63 36.88 36.88 17.917 35.43 35.65 35.65 18.000 34.35 34.55 34.55 18.083 33.40 33.57 33.57 18.167 32.63 32.77 32.77 18.250 32.14 32.23 32.23 18.333 31.94 31.98 31.98 18.417 31.99 31.98 31.98 18.500 32.16 32.13 32.13 18.583 32.32 32.29 32.29 18.667 32.37 32.36 32.36 18.750 32.29 32.30 32.30 18.833 32.08 32.12 32.12 18.917 31.78 31.84 31.84 19.000 31.44 31.50 31.50 19.083 31.08 31.14 31:14 19.167 30.72 30.78 30.78 19.250 30.37 30.43 30.43 19.333 19.417 30.03 29.69 30.09 29.75 30.09 29.75 19.500 29.37 29.43 29.43 19.583 29.06 29.12 29.12 _ 19.667 28.77 28.82 28.82 19.750 26.48 28.53 28.53 19.833 28.20 28.25 28.25 19.917 27.93 27.98 27.98 20.000 27.67 27.72 27.72 Page 77 of 94 y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M_- DTL.FLD Saved: 51812003 10:34 AM -- ---- - - - - -- ---- - - - - -- PROCESS SUMMARY OF STORAGE INFLOW VOLUME = 2557.885 x 1000 cu m UTFLOW VOIAU = 2557.885 x 1000 cu m i LOSS VOLUME = 0.000 x 1000 cu m y ------- ----------------------- - ------- ------ ---------- - ----------+ STA. 118 +90 MULBERRY AVENUE I NOR'T'H SIDE OF CHANNEL AREA A8 -4 - - - ---+ rrrtrrtzt tzzzrrzrrtzztzzzrtzztzzztzzttrttzzttrz trtzzzzztzrzttzztzzzzzttzzrzz FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 1 »» ,SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)< « < (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.751 sq km BASEFLOW = 0.000 cu m /s /sq km -USER ENTERED "LAG" TIME = 0.440 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS_ THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hz) = 1.885 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED- RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---- INTERVAL - - - - SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 UNIT HYDROGRAPH SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 MEAN VALUES SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 ------------------------------------------------------------------ 1 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 0.690 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 4.220 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 3 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 4.906 5- MINUTE FACTOR = 0.992 23.114 30- MINUTE FACTOR = 0.992 5 1 -HOUR FACTOR = 0.992 8.533 3 -HOUR FACTOR = 0.999 52.746 6 -HOUR FACTOR = 0.999 7 24 -HOUR FACTOR = 1.000 9.602 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.939 78.694 7.015 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---- INTERVAL - - - - ---------- -------------------------------- -- "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /s) ------------------------------------------------------------------ 1 1.086 0.690 2 4.220 1.992 3 11.939 4.906 4 23.114 7.102 5 36.542 8.533 6 52.746 10.298 7 67.856 9.602 8 78.694 7.015 9 86.530 4.853 10 91.273 3.014 11 94.618 2.126 12 96.649 1.291 13 97.939 0.819 14 98.388 0.286 15 98.743 0.226 16 99.098 0.226 17 99.453 0.226 18 99.808 0.226 19 100.000 0.122 -------------------------------------- -- ------ - - -- - -- TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 14.0185 TOTAL STORM RUNOFF VOLUME(1000 Cu m) = 147.9769 - -- --------------------------- ----- ----- ------------ --- - - - D Page 78 of 94 Y: \F60\ 401\ Calcs\ Eydrology\ 03- 21- 03 \F1oodRout \I- 10- N-DTL.FLD Saved: 5 1812003 10:34 AM 2 a - 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 HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) TIME VOLUME Q (HRS) (1000 cu m) (cu m /s)0. 2.8 5.7 8.5 11.3 -- --- --- --- -- --- --- --- -- -- - 14.000 65.7194 1.89 4 V 14.083 66 -2950 1.92 Q - V 14.167 66.8805 1 -95 _ Q V ' 14 -250 67.4768 1.99 Q V 14 -333 68.0848 2 -03 Q - V - 14.417 68.7053 2.07 - Q - V 14.500 69.3392 2 -11 Q V ' 14.583 69.9873 2.1 Q V ' 14 -667 70.6499 2.21 Q - V. ' 14.750 71.3278 2.26 Q V. 14.833 72.0218 2.31 Q V. - 14 -917 72.7330 2.37 Q V. - 15.000 73.4625 2.43 Q V. ' 15.083 74.2122 2.50 - Q V ' 15.167 74.9835 2.57 Q. V ' 15.250 75.7789 2.65 Q. V ' 15.333 76.6007 2.74 Q. V ' 15.417 77.4547 2.85 - Q V - 15.500 78.3489 2.98 Q •V - 15.583 79.2985 3.17 -Q •V ' 15.667 80.3168 3.39 Q V 15.750 81.4101 3.64 Q - V ' 15.833 82.5815 3.90 Q V 15.917 83.8166 4.12 - Q - V ' 16.000 85.1139 4.32 Q V 16.083 86.5569 4.81 Q V 16.167 88.2144 5.52 Q- V ' 16.250 90.2435 6.76 Q 16.333 92.5703 7.76 V Q 16.417 95.1057 8.45 V Q. 16.500 97.8141 9.03 - V 'Q 16.583 100.3729 8.53 - V Q 16.667 102.5672 7.31 - Q V ' 16.750 104.4254 6.19 - Q V ' ('0 6.833 105.9738 5.16 Q V 6.917 107.3104 4.46 Q V. 7.000 108.4542 3.81 Q V. - 17.083 109.4596 3.35 -4 - V ' Q V. 17.167 110.3405 2 -94 17.250 111.1588 2 -73 Q. - V - 17.333 111.9299 2.57 Q. V - 17.417 112.6608 2.44 - Q - - V 17.500 113.3560 2 -32 Q - V 17.583 114.0089 2 -18 Q V - 17.667 114.6230 2.05 - Q - V 17.750 115.2135 1.97 - Q ' 17.833 115.7828 1.90 Q ' - V 17.917 116.3334 1.84 - Q 18.000 116.8679 1. Q -V 18.083 117.3885 1.74 Q ' - 18.167 117.8982 1.70 Q - ' 18.250 118.4018 1. - Q V 18.333 118.9031 1.67 Q V 18.417 119.4046 1.67 Q 18.500 119.9095 1.68 4 V V 18.583 120.4174 1.69 Q - V 18.667 120.9257 1. Q V 18.750 121.4323 1.69 Q - V 18.833 121.9353 1.68 Q V 18.917 122.4339 1.66 Q V 19.000 122.9275 1 - - Q V 19.083 123.4158 1.63 - Q V 19.167 123.8984 1.61 Q 19.250 124.3754 1.59 Q - - - V V 19.333 124.8472 1.57 Q - V 19.417 125 -3140 1.56 Q - V 19.500 125.7760 1.54 Q - V 19.583 126.2333 1.52 Q V 19.667 126.6858 1.51 Q V 19.750 127.1338 1.49 Q V 19.833 127 -5775 1.48 Q V 19.917 128.0169 1.46 Q V 20 -000 128.4522 1 -45 Q ' ---- --- -- ---- -- - --+ STA. 118 +90 MULBERRY AVENUE SOUTH SIDE OF CHANNEL C 1 AREA C12----------------------------------- -- -- -------------- ------- - - - - -+ FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 1 -- -------- --- --- -- » »,SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ««< Page 79 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- M- DTL -FLD Sa ✓ed: 51812003 10:34 AM (UNIT- Y:IDROGRAPH ADDED TO STREAM r3) WATEOD AREA = 0.100 sq km BASEFLFLOW = 0.000 cu m /s /sq km ( -USER ENTERED "LAG" TIME 0.180 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS_ THE 5- MINUTE PERIOD L MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MP.XIMUM WATERSHED LOSS RATE(mm /hr) = 1.8B5 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 46.296 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---- INTERVAL -- "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(cu m /S) ---------------------------------------------- 3.830 0.324 2 25.650 1.846 3 4 5 61.679 66.217 95.548 3.049 2.077 0.790 6 98.360 0.238 7 99.220 0.073 8 99.688 0.040 9 99.922 0.020 10 100.000 0.007 ----------------------------------------- -- --- - - - - -- TOTAL SOIL -LOSS VOLUME (1000 cu m) = 1.8651 TOTAL STORM RUNOFF VOLUME(1000 Cu m) -- - 19_7136--------------------- -------- ---- -- ---- ------ -- -- --- - -- - -- w Page 80 of 94 Y: \F60\ 401\ Calcs\ Y" ydrology\ 03- 21- 03 \F1oodRout \5- 10- M_- DTL.FLD Saved: 51812003 10:34 AM 2 4 - H O U R S T O R M RUNOFF H Y D R 0 G R A P H 1,-- DROGRAPH IN FTVE- MINUTE UNIT T- NTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) --------------------------------------------------- TIME VOLUME Q (HRS) (1000 cu - --- -- m) (cu m /s)0. 0 -5 ------ - - ---- 5 - - - - - - ? -0 -- ------ -- -- --- - 14.000 ------ 4 000 - -- - -- 9.0059 - - -- 0 -26 Q 14 -083 9.0868 0.27 Q V 14.167 9.1693 0.27 Q V 14.250 9.2535 0 -28 Q V - 14.333 9.3395 0 -29 Q V - 14 -417 9.4274 0.29 - Q - V. - - 14.500 9 -5172 0.30 Q V. 14.583 9.6092 0 -31 Q V. - 14.667 9 -7033 0.31 Q - V- ' 14.750 9.8000 0 -32 Q V- 14.833 9.8992 0.33 Q V 14.917 10.0013 0.34 Q V 15.000 10 -1066 0.35 Q - V - 15.083 10.2154 0.36 Q V 15.167 10.3280 0.38 Q V - 15 -250 10.4450 0.39 Q - •V ' 15 -333 10.5669 0.41 Q - •V ' 15 -417 10 -6957 0.43 Q •V ' 15.500 10.8378 0.47 Q. -V ' 15.583 10.9988 0.54 _ Q - V ' 15.667 11.1770 0.59 -Q - V 15.750 11 -3663 0.63 Q - V ' 15.833 11.5520 0.62 Q V 15 -917 11.7269 0.58 -Q V - 16.000 11.9159 0.63 Q V 16.083 12 -1828 0.89 - Q V ' 16.167 12.6354 1.51 - V Q 16.250 13 -1965 1.87 - V Q 16.333 13 -6332 1.46 - V Q. - 16.417 13.9226 0.96 Q. V 16 -500 14.1337 0.70 - Q V ' 16 -583 14.2999 0 -55 Q V. 16.667 14 -4404 0.47 Q- V. 16.750 14.5643 0.41 Q - V. - 16 -833 14.6769 0 -38 Q V. 6.917 14.7814 0.35 Q V. 17.000 14 -8798 0.33 Q V 17.083 14,9731 0.31 4 V 17.167 15.0620 0.30 Q - V 17.250 15.1471 0.28 Q V 17.333 15.2288 0.27 Q V - 17.417 15.3076 0 -26 Q - 'V - 17.500 15.3838 0.25 - Q 'V 17.583 15.4577 0.25 Q 'V 17.667 15.5294 0.24 Q 'V V 17.750 15.5992 0.23 Q ' 17.833 15.6672 0.23 Q V 17.917 15.7336 0 -22 - Q - 'V 16.000 15 -7984 0.22 4 V - V 18.083 15.8622 0.21 Q V 18.167 15.9270 0.22 Q V 18.250 15 -9945 0.22 Q V 18.333 16.0634 0.23 Q V 18.417 16 -1323 0 -23 - Q - V 18.500 16.2005 0 -23 Q V 18.503 16.2679 0.22 Q V 18.667 16 -3344 0.22 Q V 18.750 16.4001 0.22 - Q V - 18.833 16.4650 0 -22 - Q V - 18.917 16 -5290 0 -21 Q - V 19.000 16.5924 0.21 - Q - V 19 -083 16 -6550 0 -21 Q V 19 -167 16.7169 0.21 Q V 19.250 16.7782 0.20 Q - - V 19 -333 16.8388 0.20 Q - - V 19.417 16.8988 0.20 Q - V 19 -500 16 -9582 0 -20 Q - V 19 -583 17.0170 0.20 Q - V - 19.667 17.0753 0.19 Q V 19.750 17.1331 0.19 Q - V 19.833 17.1903 0.19 Q V 19.917 17.2470 0.19 Q V 20.000 17 -3033 0.19 Q ---------------------- -- -- -- -- ---- -- --- ---- -- - --+ STA. 118 +90 MULBERRY AVENUE SOUTH SIDE OF CHANNEL AREA C13 -+ r(-------+ xx+ xxxxxxxxxxxxxxxxxxxxxxxxxxxxrxxxxxxxxxxxx x- rsxxxxxxxxxxxxxxxxxxxx xxxxxxxx FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = - - 1 - -- -- - - - - -- -----'--------- -- -------- RUNOFF (UNIT- HYDROGRAPH ANALYSIS) <<<<< Page 81 of 94 y: \F60\ 401 \Cal Cs\ Eydrology \03- 21- 03 \F1oodRout \1- 10- M -DTZ- FLD Saved: 51812003 10:34 AM (UNIT- HYDROGRAPH ADDED TO STREAM E4) WATERSHED AREA = 0.100 sq km BASEHLOW = 0.000 cu m /s /sq km -USER ENTERED "LAG" TIME = 0.180 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROCRAM) M.AY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSBED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION = 0.093 - HYDROGRAPH MODEL rl SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAR 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAR 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAR 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 46.296 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION - - -- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES (cu m /s) ------------------------------------------------ 3.830 0.324 2 3 4 25.650 61.679 86.217 1.846 3.049 2.077 5 95.548 0.790 �,. 6 98.360 0.238 7 99.220 0.073 8 99.688 0.040 9 99.922 0.020 10 100.000 0.007 -------------------------------------- TOTAL SOIL -LOSS VOLUME(1000 Cu m) = 1.8651 TOTAL STORM RUNOFF VOLUME(1000 cu m) = 19.7136 - -- - --- - - - - -- -- ------------------------- --- -- -- --- ----- --- ------ - - - - - -- C Page 82 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \I- 10- M- DTL.FLD Saved: 51812003 10:34 AM 2 4 - H O U R S T 0 R M 7-C R U N O F F H Y D R 0 G R A P H ------------------------- hyDROGRA PH IN FIVE -MINT TE UNIT 2NTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) - -- - - - -- -------------------------------------------------------- TIME VOLUME 4 MRS) (1000 cu m) (cu m /s)0. 0.5 1.0 - -- - - - 1 ---------- -- - - 2_ 0 - - - 14.000 ------ 4 000 - - - - - 9 0059 - - - -- - ------------------- - 0.26 4 V 14.083 9.0868 0.27 Q - V ' 14.167 9.1693 0 -27 Q V ' 14 -250 9.2535 0.28 4 - V ' 14.333 9.3395 0 -29 Q V ' 14.417 9.4274 0.29 Q V. ' 14.500 9.5172 0 -30 Q V- ' 14.583 9 -6092 0.31 4 V. ' 14.667 9.7033 0.31 4 V. ' 14.750 9.8000 0.32 _ Q - V. ' 14.833 9.8992 0.33 Q V 14.917 10.0013 0.34 Q V ' 15.000 10 -1066 0.35 4 V 15.083 10.2154 0.36 4 V ' 15.167 10.3280 0.38 Q - V ' 15.250 10.4450 0.39 4 - •V ' 15.333 10.5669 0.41 Q - V 15.417 10.6957 0.43 4 •V ' 15.500 10.8378 0.47 Q. •V 15.583 10.9988 0.54 4 V ' 15.667 11 -1770 0.59 -4 V ' 15.750 11.3663 0.63 4 V ' 15.833 11.5520 0.62 4 V ' 15.917 11.7269 0.58 •Q - V ' 16.000 11.9159 0.63 Q V ' 16.083 12.1828 0 -89 Q - V ' 16.167 12.6354 1.51 V 4 16.250 13.1965 1.87 V Q 16.333 13.6332 1 -46 V Q. 16.417 13.9226 0 -96 Q. V ' 16.500 14.1337 0.70 Q V ' 16.583 14.2999 0.55 -4 V. 16.667 14.4404 0.47 Q. V ' 6.750 14.5643 0.41 4 V. 6.833 14.6769 0.38 Q V. 6.917 14.7614 0.35 4 V. 17.000 14.8798 0.33 Q V - 17.083 14.9731 0.31 Q V 17.167 15.0620 0.30 4 V 17.250 15.1471 0.28 - Q V 17.333 15.2288 0.27 4 V 17.417 15.3076 0.26 _ Q - ' 17.500 15.3838 0.25 Q - ' 17.583 15.4577 0.25 Q - -V 17.667 15.5294 0.24 Q .V 17.750 15.5992 0.23 Q "V 17.833 15.6672 0.23 4 "V 17.917 15.7336 0.22 Q ' 18.000 15.7984 0.22 Q - V 18.083 15.8622 0.21 Q V 18.167 15.9270 0.22 Q - V 18.250 15.9945 0.22 Q V 18.333 16.0634 0.23 4 - V 18.417 16.1323 0 -23 - Q - - V 18.500 16.2005 0 Q V - 18.583 16.2679 0.22 4 - V V - 18.667 16.3344 0.22 Q - V 18.750 16.4001 0 -22 Q - V - 18.833 16.4650 0. Q V 18.917 16.5290 0.21 - 4 V 19.000 16.5924 0.21 _ 4 V 19.083 16 -6550 0.21 Q V - 19.167 16.7169 0.21 Q V 19.250 16.7782 0 -20 4 V _ 19.333 16 -8388 0.20 Q - - V 19.417 16.8988 0.20 4 - - V 19.500 16.9582 0 -20 _ Q - V 19.583 17 -0170 0 -20 4 V 19.667 17.0753 0 Q V 19.750 17.1331 0.19 4 V 19.833 17.1903 0.19 Q V 19.917 17.2470 0.19 4 V 20.000 17.3033 0.19 4 ++ xrtx+ x+ x x x r+ x+ rx+ x++ x+ xx++ xxrx+ rxx xr+ xx+ xx+ xxx +x +xxx +xxxxrx +x + +x +x +xx +xx FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE _--- - - - - -- - - - - - » »> STREAM NUMBER 2 ADDED TO STREAM - NUMBER -1« <<<_ -- - + x+ xrxr+ r+ x+ x xx+ x+ r++ xxxx+ x+ xx+++ x++ xx ,.+ rrx+ xr +r + + + + + +x + + ++x +xx +x +xxxxxxx +x+ FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = - - - ---- - - - - -- ------------------------------------------------ _ -- -- ----- -- -- >>>>> STREAM NUMBER 3 ADDED TO STREAM NUMBER 1<<<<< Page 83 of 94 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodROUt \I- 10- M-- DTL.FLD Saved: 5/8/2003 20:34 AM W PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = - -_ 7 » »STREAM NUMBER 4 ADDED TO STREAM NUMBER 1 « << FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE _ - 11 - - - - -- -- - __ »> »VIEW STREAM NUMBER 1 HYDROGRAPH « «< --------------- - STREAM HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit intervals) - -- - - - -- -------- -------------------------------- TIME VOLUME 4 (HRS) (1000 cu m) (cu m /s)0. 48.8 97.7 - -- - 146_5 4 - -- - 195_ - --------------------------------------------------- ---- -------- - --- - V - 14.000 1169.4241 38.19 Q V 14.083 1181.0640 38.80 _ Q - V 14.167 1192.9003 39.45 Q V 14.250 1204.9523 40.17 _ Q V - 14.333 1217.2441 40.97 Q - V 14.417 1229.8014 41.86 Q - V :. 14.500 1242.6455 42.81 - Q - V 14.583 1255.7917 43.82 - Q V 14.667 1269.2498 44.86 Q. V 14.750 1283.0277 45.93 Q- V 14.833 1297.1366 47.03 Q. V 14.917 1311.5925 48.19 Q. V 15.000 1326.4167 49.41 Q V 15.083 1341.6375 50.74 Q V 15.167 1357.2882 52.17 Q V 15.250 1373.4104 53.74 -Q V 15.333 1390.0520 55.47 -Q V 15.417 1407.2911 57.46 -Q V 15.500 1425.2833 59.97 - - Q V 15.583 1444.2737 63.30 Q V 15.667 1464.5355 67.54 Q V 15.750 1486.2941 72.53 - Q V 15.833 1509.5441 77.50 Q V - 15.917 1534.0500 81.69 Q V - 6.000 1559.6968 85.49 Q V . 6.083 1587.3158 92.06 Q V 6.167 1619.5242 107.36 V Q 16.250 1659.2897 132.55 V Q 16.333 1707.3606 160.24 V 4 16.417 1762.4452 183.62 V Q. 16.500 1820.6091 193.88 V - Q . 16.583 1876.7732 187.21 V Q 16.667 1927.0620 167.63 - VQ - 16.750 1969.7407 142.26 - Q V. - 16.833 2004.9108 117.23 Q. V 16.917 2033.9063 96.65 Q V 17.000 2058.2791 81.24 Q V 17.083 2079.3894 70.37 Q 17.167 2098.1938 62.68 V 17.250 2115.3584 57.22 4Q V - 17.333 2131.2681 53.03 V 17.417 2146.1675 49.66 Q V - 17.500 2160.2271 46.87 Q- V 17.583 2173.5676 44.47 Q- V 17.667 2186.2954 42.43 Q - V 17.750 2198.5090 40.71 Q V 17.833 2210.2778 39.23 Q - V 17.917 2221.6565 37.93 Q - V 18.000 2232.6865 36.77 Q V 18.083 2243.4067 35.73 - Q - V - 1B.167 2253 -6770 34.90 - Q - V - 18.250 2264.1833 34.36 Q _ V - 18.333 2274.4153 34.11 Q V - 18.417 2284.6492 34.11 - Q - V 18.500 2294.9302 34.27 Q V 18.583 2305.2607 34.43 Q - V - 18.667 2315.6111 34.50 Q - V - 18.750 2325.9399 34.43 Q - V - 18.833 2336.2078 34.23 Q V 16.917 2346.3855 33.93 Q V 19.000 2356.4561 33.57 Q V 19.083 2366.4126 33.19 Q V 19.167 2376.2544 32.81 Q V 19.250 2385.9839 32.43 Q V 19.333 2395.6035 32 Q V 19.417 2405.1165 31.71 Q - V - 19.500 2414.5266 31.37 Q V - 19.583 2423.8376 31.04 Q - V 19.667 2433.0527 30.72 Q V 19.750 2442.1753 30.41 Q V 19.833 2451.2085 30.11 - Q - V 19.917 2460.1558 29.82 Q V - 20.000 2469 -0198 29.55 - Q FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE _ - 6 ------------ ------ ---- ---- -- --- ----- -- ---- --- --- page 84 of 94 -v: \F60\ 402 \Ca1cs\ Hydrolo9y\ 03- 22- 03 \F1oodRout \I- 10- M- DTL.FLD Saved: 51812003 10:34 ALM »»,STREAM N - UN3i. ER 2 CLEARED AND SET TO ZERO««< -LOW PROCESS FROM NODE 118.90 TO NODE 118 -90 IS CODE = - 6 - - - - -- ---------------- > »,STREAM NUMBER 3 CLEARED AND SET TO ZERO« «< FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE _ -- 6 - - - --------- -------------- »»>STREAM NUMBER 4 CLEARED AND SET TO ZERO« <<< }# tk* kY ** Y4**t# 4t* t*#***** t*** k* t*#**#****#*# t * ** * * * * * * # * *k *t4 * * * * * * * *t # * *#t FLOW PROCESS FROM NODE 116 -90 TO NODE 116.40 IS CODE =- 5_2 ------------ >>>>> MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD « «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(m) = 15 -00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(m) = 304.76 DOWNSTREAM ELEVATION(m) = 304.37 CHANNEL LENGTH(m) = 250.00 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /S) = 193.88 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 154.66 CHANNEL NORMAL VELOCITY FOR Q- 154.66 cu m/s = 4.04 m/S ESTIMATED CHANNEL ROUTING COEFFICIENT - 0.866 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE 1 UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /S) (cu m /s) (cu m /s) 14.000 38.19 38.08 38.08 14.083 38.80 38.69 38.69 14 -167 39.45 39.33 39.33 14.250 40.17 40.04 40.04 14.333 40.97 40.83 40.83 14.417 41.86 41.70 41 14.500 42.81 42.64 42.64 14.583 43.82 43.64 43.64 14.667 44.86 44.67 44.67 14.750 45.93 45.73 45.73 14.833 47.03 46 -83 46.83 14.917 48.19 47.97 47.97 15.000 49.41 49.19 49.19 15.083 50.74 50 -49 50.49 15.167 52 -17 51.91 51.91 15.250 53.74 53.45 53.45 15.333 55.47 55.16 55.16 15.417 57.46 57 -10 57.10 15.500 59.97 59.51 59.51 15.583 63.30 62.69 62.69 15.667 67.54 66.76 66.76 15.750 72 -53 71 -62 71.62 15 -833 77.50 76.59 76.59 15.917 81.69 80.92 80.92 16.000 65 -49 84 -79 84.79 16 -083 92.06 90.86 90.86 16.167 107.36 104.56 104.56 16.250 132.55 127.94 127 -94 16.333 160.24 155.17 155.17 16.417 183 -62 179.34 179.34 16.500 193.88 192.00 192.00 16 -583 187.21 188. 188.43 16.667 167.63 171.21 171.21 16 -750 142.26 146.90 146.90 16.833 117.23 121.81 121.61 16.917 96.65 100. 100 -42 17.000 81 -24 64.06 84.06 17.083 70.37 72.36 72.36 _ 17 -167 62.68 64.09 64.09 17.250 57.22 58.22 56.22 17 -333 53.03 53.80 53 -80 17.417 49.66 50.28 50.28 17.500 46.87 47.38 47.38 17.583 44.47 44.91 44.91 17.667 42.43 42.80 42.80 Y \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \ F1oodRout \I- 10- M- DTL.FZD Page 85 of 94 Saved: 51812003 10:34 AM 17.750 40.71 41.03 41.03 17.833 39.23 39.50 39.50 17.917 37.93 38.17 38.17 18.000 36.77 36.98 36.98 18 -083 35 -73 35.92 35.92 18.167 34.90 35.05 35.05 18.25,0 34.36 34.45 34.45 18.333 34.11 34.15 34.15 18.417 34 -11 34.11 34.11 18.500 34,27 34.24 34 -24 18.583 34.43 34.40 34.40 18.667 34.50 34.49 34 -49 18.750 34.43 34.44 34.44 18.833 34,23 34.26 34.26 18.917 33.93 33.98 33.98 19.000 33.57 33.63 33.63 19.083 33 -19 33.26 33.26 19.167 32.81 32.88 32.88 19.250 32 -43 32.50 32.50 19.333 32.07 32.13 32.13 19.417 31.71 31.77 31.77 19.500 31.37 31.43 31.43 19.583 31.04 31.10 31.10 19.667 30.72 30.78 30.78 19.750 30.41 30.46 30.46 19.833 30.11 30.17 30.17 19.917 29.82 29.88 29.88 20.000 - - --- 29_55- - - - - -- 29.60- - - - - -- 29_60__ ___ _______ ___________ PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 2745.287 x 1000 cu m OUTFLOW VOLUME = 2745.288 x 1000 Cu m LOSS VOLUME = 0.000 x 1000 cu m t+ r+ ttr+ trtt++ t+ r+ rtt+ rt+ ttt+ rttrt+++ t+ t+ t+ r +rtttrt + +r + + +rtttrtrtrtt +tt +tr FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS - CODE _ - 11 - - - - -- - - - -- -- ,,,VIEW STREAM NUMBER 1 HYDROGRAPH« <<< STREAM HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at END - of - Each Unit - Intervals) - - - -- - - --------------------- -------- --- --- -- TIME VOLUME Q (HRS) (1000 cu m) (cu m /s)O. 48.1 96.3 -- - 144_4 - -- - 192_6 4.000 1167.3286 - - - - ----.--- 38 --- 14.083 1178.9351 38.69 Q V 14.167 1190.7354 39.33 Q - V 14.250 1202.7479 40.04 Q V 14.333 1214.9960 40.83 - Q V 14.417 1227.5046 41.70 Q V - 14.500 1240.2963 42.64 _ Q - V V - 14.583 1253.3873 43.64 Q. V 14.667 1266.7882 44.67 Q. V 14.750 1280.5076 45.73 Q. V 14.633 1294.5559 46.83 _ Q- V 14.917 1308.9484 47.97 Q. V 15.000 1323.7052 49.19 Q V 15.083 1338.8534 50.49 - V 15.167 1354.4254 51.91 Q V 15.250 1370.4613 53.45 •Q V 15.333 1387.0079 55.16 :Q V 15.417 1404.1378 57.10 V - 15.500 1421.9923 59.51 _ - Q V - 15.583 1440.8002 62.69 _ Q V 15.667 1460.8295 66.76 Q V 15.750 1482.3142 71 -62 - Q V - - 15.833 1505.2915 76.59 Q V 15.917 1529.567 80.92 Q , V . .16.000 1555.0057 84.79 Q _ V . 16.083 1582.2639 90 -86 Q V 16.167 1613.6329 104.56 - V Q 16.250 1652 -0162 127 -94 _ - V Q _ 16.333 1698.5680 155.17 V Q - 16.417 1752.3698 179.34 _ V Q 16.500 1809.9702 192.00 _ V Q 16.583 1866.4999 188.43 V Q 16.667 1917.8632 171.21 V Q 16.750 1961.9338 146.90 - - - Q V 16 -833 1998.4773 121.81 Q V 16.917 2028 -6022 100.42 Q V 17.000 2053.8206 84.06 Q V 17.083 2075.5281 72.36 Q V 17 -167 2094.7542 64.09 _ Q V 17.250 2112.2185 58 -22 Q V 17.333 2128.3579 53.80 Q V 17.417 2143.4421 57.38 Q. - . V ' 17.500 2157.6553 Q V 17.563 2171.127 44.91 - 4 - V 17.667 2183.9673 42 -80 Q V 17.750 2196.2749 41.03 Q V 17.933 2208.1252 39.50 Q - V _ 17.917 2219.5752 38.17 _ Q - V 18.000 2230.6689 36.98 Q V 18.083 2241.4458 35.92 Q V 18.167 2251.9619 35 -05 Q V 18.250 2262.2983 34.45 Q Page 86 of 94 Y: \F60\ 401 \Calcs \Hyd olog Y\ 03- 21- 03 \F1oodRout \1- 10- M- DTL.FLD 3 1 1 Saved: 5/8/2003 10.34 AM Page 87 of 94 "8.333 2272.5437 34.15 . Q . _ V .417 2282.7773 34.11 . Q . _ . V .500 2293.0 34.24 . Q _ V i .583 2303.3711 34.40 Q V _8.667 2313.7180 34.49 Q V 1 18.750 232 34.44 . Q . . V . 18.833 2334.3298 34.26 Q . . V 18.917 2344.5239 33.98 . Q • . V I 19.000 2354.6143 33.63 . Q _ . V _ I 19.083 236 33.26 . Q . V 19.167 2374.4546 32.88 . Q . . V 19.250 2384.2043 32.50 Q V 19.333 2393.8440 32.13 _ Q . V I 19.417 2403.3765 31.77 . Q . . V _ 19.500 2412.8057 31.43 . Q . . V . 19.583 2 31.10 . Q . . V _ i 19.667 2431.3674 30.78 _ Q . V _ 19.750 2440.5068 30.46 . Q . V i 19.833 2449.5564 30.17 . Q . . V . 19.917 2458.5193 29.88 . Q . . V _ 20.000 2467.3984 29.60 . Q V j + + STA. 116 +40 244 M WEST OF MULBERRY AVE. SOUTH OF I -10 CHANNEL AREA C14 I + ********************************************* * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE = 1 » » >SUBAREA RUNOFF (UNIT- HYDROGRAPH LYSIS) « «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 0.100 sq km BASEFLOW = 0.000 cu m /s /sq km *USER ENTERED "LAG" TIME = 0.260 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(mm /hr) = 1.885 LOW LOSS FRACTION = 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(mm)= 11.18 SPECIFIED PEAK 30- MINUTES RAINFALL(mm)= 22.86 SPECIFIED PEAK 1 -HOUR RAINFALL(mm) = 35.56 SPECIFIED PEAK 3 -HOUR RAINFALL(mm) = 63.50 SPECIFIED PEAK 6 -HOUR RAINFALL(mm) = 91.44 SPECIFIED PEAK 24 -HOUR RAINFALL(mm) = 215.90 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 ' 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 32.051 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 = UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(Cu m /s) 1 2.050 0.173 2 12.541 0.888 3 32.902 1.723 4 59.287 2.233 5 79.698 1.727 6 90.409 0.906 7 95.683 0.446 8 97.996 0.196 9 98.702 0.060 10 99.294 0.050 11 99.718 0.036 12 99.929 0.018 13 100.000 0.006 TOTAL SOIL -LOSS VOLUME(1000 cu m) = 1.8651 TOTAL STORM RUNOFF VOLUME (1000 cu m) = 19.7136 Y: \F60\ 401\ Calcs\ Hydr olooy\ 03- 21- 03‘FloodRout ■I- 10- M- DTL.FLD • 1 f ; I Saved: 5 /8/2003 10 :34 A14 Page 88 of 94 I 1 = r = 2 4 - H O U R S T O R M RUNOFF H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) • TIME VOLUME Q (HRS) (1000 cu m) (Cu m /s)0. 0.4 0.8 1.3 1.7 14.000 8.9259 0.26 Q . V . _ - 14.083 9.0054 0.26 . Q _ V . . 14.167 9.0863 0.27 - Q . V . . . i 14.250 9.1688 0.28 . Q . V . _ - 14.333 9.2531 0.28 Q V • - 14 -417 9.3391 0.29 . Q V • - 14.500 9.4271 0.29 . Q . V. - . 14.583 9.5169 0.30 . Q V. . . 14.667 9.6089 0.31 . Q . V. . _ 14.750 9.7032 0.31 . Q . V. . . 14.833 9.7999 0.32 . Q . V. . 14.917 9.8992 0.33 . Q . V . . 15.000 10.0015 0.34 . Q . V - 15.083 10.1069 0.35 . Q _ V - 15.167 10.2159 0.36 . Q . V - 15.250 10.3288 0.38 . Q . V - - 15.333 10.4460 0.39 . Q. .V . 15.417 10.5689 0.41 . Q. ,V _ . 15.500 10.7009 0.44 . Q -V 15.583 10.8458 0.48 . .Q . V - - 15.667 11.0071 0.54 . . Q . V - 15.750 11.1825 0.58 . . 0 . V - - 15.833 11.3643 0.61 . . Q . V _ . 15.917 11.5459 0.61 . . Q . V - - 16.000 11.7302 0.61 . . Q . V - - 16.083 11.9510 0.74 . . Q . V - - 16.167 12.2719 1.07 . . . VQ - 16.250 12.6941 1.41 . . . V . Q - 16.333 13.1625 1.56 . . . V Q . 16.417 13.5627 1.33 . . . V .Q _ ' 16.500 13.8611 0.99 . . . Q V • - 16.583 14.0906 0.76 . . Q . V - - 16.667 14.2702 0.60 Q . V - - 16.750 14.4164 0.49 . .Q . V. . i 16.833 14.5471 0.44 Q . V. k 16.917 14.6651 0.39 Q . V- - 17.000 14,7731 0.36 . Q . . V. . 17.083 14.8733 0.33 . Q . V - 17.167 14.9676 0.31 . Q . . V - 17.250 15.0572 0.30 . Q . . V - 17.333 15.1428 0.29 . Q . . V 17.417 15.2249 0.27 . 0 . . V 17.500 15.3041 0.26 . Q . . .V _ 17.583 15.3805 0.25 . Q . -V . 17.667 15.4546 0.25 . Q . . •V . 17.750 15.5266 0.24 . 'Q . . .V . 17.833 15.5965 0.23 . Q . . -V - 17.917 15.6647 0.23 . Q . . .V . 18.000 15.7311 0.22 . Q . . .V . 18.083 15.7963 0.22 . Q . . . V - 18.167 15.8611 0.22 . 0 . . . V - 18.250 15.9268 0.22 . Q . . . V - 18.333 15.9941 0.22 . Q . . . V 18.417 16.0625 0.23 . Q . . • V - 18.500 16.1309 0.23 . Q . . . V - 18.583 16.1989 0.23 . Q . . . V - 18.667 16.2662 0.22 . Q . . . V - 18.750 16.3326 0.22 . Q . . . V - 18.833 16.3983 0.22 . Q . . . V - 18.917 16.4631 0.22 . Q . . V - 19.000 16.5273 0.21 . 0 . . . V - 19.083 16.5906 0.21 . 0 . . . V - 19.167 16.6533 0.21 . Q . . . V - 19.250 16.7152 0.21 . 0 . . . V - 19.333 16.7765 0.20 . Q . . . V - 19.417 16.8372 0.20 . Q . . . V - 19.500 16.8972 0.20 . Q . . . V _ 19.583 16.9566 0.20 . Q . . . V - 19.667 17.0155 0.20 . Q . . . V - 19.750 17.0738 0.19 . Q . . . V - 19.833 17.1316 0.19 0 - . V - 19.917 17.1888 0.19 . Q . . . V 20.000 17.2456 0,19 . Q . . . V * ***** * * * * ** ***** *** ************************ * * * ** * *** * ** * * * *r *x * * * *.*** ** ** FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE = 7 i » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1a* * *,_* * * * * * ***** ***************x-*********** * * * * *** * * * * *: * * «xx * * * * ** * * * ** ** FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE = 11 » »>VIEW STREAM NUTSER 1 HYOROGRAPH ««< Y: \F60\ 401 \Ca1cs\ Hydrology\ 03- 21- 03 \F1oodRout \I 1 M DTL.PLD - Saved: 51812003 10:34 AM +++ x++ t+ t+ t+ t+ xx+ x++ xx+ t+ t+++ t+ t+ t+ t+ t+ r+ r+ t+ + + +r +t +t + + + +tr +t + + + + + + + +t + + + + ++ FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE =--- 6 ------ -- -- -- ------------------------------------------ _ »> STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< ++ t+++ trtttx+ r+ tx+++++++ r+++ t+ t+ r+ t+ t+++ t+ t+ txr +tt +t +t + + + + +r +t + +xrxt + +t +r ++ FLOW PROCESS FROM NODE 116 -40 TO NODE 111.00 IS CODE = 5.2 > > >MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW RYDROGRAPH BY 5- MINUTE INTERVALS(Reierence: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, page 89 of 94 Y: \F60\ 401 \Calcs\ hydrology\ 03 -21- 03 \FioodRout \I- 10- M- DTL.FLD SyRv :- YilRW- -R_A?H IN FIVE- MIN"JTE UNIT INTERVALS(cu m /s) -�1M (Note: Time indicated is at --------------------- END of Each Un't Intervals) �, ilAg - - - -- VOLUME Q /s)0. 48.8 97 .7 195_4 (HPS) (1000 cu m) (cu m --- ---- - -- -- - - - ------------------------- 14.000 1176.2543 -- 38.34 Q V 14.083 1167.9403 38.95 Q - V 14.167 1199.8214 39.60 Q V 14 1211.9166 40.32 Q V ' -250 14.333 1224.2488 41.11 Q V 14.417 1236.8436 41.98 Q V 14.500 1249.7233 42.93 Q - V 14.583 1262.9041 43.94 Q - V 14.667 1276.3970 44.96 Q. V 14.750 1290.2106 46.05 Q. V 14.833 1304.3557 47.15 Q. V 14.917 1318.8475 48.31 Q. V. 15.000 1333.7067 49 -53 Q V. ' 15.083 1348.9603 50 -85 Q V. 15.167 1364.6415 52.27 Q V- 15.250 1380 -7902 53.83 -Q V. 15.333 1397.4541 55 -55 -Q V _ 15 1414.7069 57.51 •Q V ' -417 15.500 1432.6932 59.95 Q V 15.583 1451.6460 63.18 Q •V 15.667 1471.8365 67.30 Q 'V 15.750 1493.4967 72.20 - Q .V 15.833 1516.6558 77.20 Q .V -_ V 15.917 1541.1135 81.53 Q ' Q V 16.000 1566.7360 85.41 Q V 16 -083 1594 -2150 91.60 V _ 16.167 1625 -9048 105.63 •Q V Q 16.250 1664.7103 129.35 V Q 16.333 1711.7305 156.73 - V Q 16.417 1765.9325 180.67 - V Q• 16.500 1823.8314 193.00 - V Q •_ 16.583 1880.5906 189.20 - V Q 16.667 1932 -1334 171.81 - V Q 16.750 1976.3502 147.39 Q V. 16.833 2013.0245 122.25 V 16.917 2043.2675 100.81 Q V 17.000 2068.5938 84.42 V 17.083 2090.4014 72.69 Q - V 17.167 2109.7219 64.40 Q V r' 7.250 2127.2761 58.51 -Q . 17.333 2143.5010 54.08 -Q .V r, 17.417 2158.6672 50.55 Q "V - 17.500 2172.9597 47.64 Q- ' V 17.583 2186.5083 45.16 Q. V 17.667 2199.4221 43.05 Q - V 17.750 2211.8018 41.27 Q V 17.833 2223.7219 39 -73 Q V 17.917 2235.2402 38.39 4 V - 18.000 2246.4004 37.20 Q _ V 18.083 2257.2424 36.14 Q - V 18.167 2267.8232 35.27 Q V 18.250 2278.2253 34.67 Q - V 18 2288.5381 34.38 Q _ V -333 18.417 2298.8401 34.34 Q V 18.500 2309.1809 34.47 Q - V 18.583 2319.5703 34.63 Q V 18.667 2329.9844 34.71 Q - V 18.750 2340.3838 34.66 Q - V 18.833 2350.7285 34.48 Q - - V 18.917 2360.9875 34.20 Q V 19.000 2371.1416 33.85 Q V 19.083 2381.1826 33.47 Q - V 19.167 2391.1062 33.09 Q V 19.250 2400 -9199 32.71 Q - V 19.333 2410.6208 32.34 Q - V 19.417 2420 -2139 31.98 Q 19.500 2429.7029 31 -63 Q V 19.583 2439 -0916 31 -30 Q - V 19.667 2448.3831 30.97 Q - V 19.750 2457.5808 30.66 Q - V 19.833 2466 -6880 30 -36 Q - V 19.917 2475.7083 30.07 Q - V 20.000 2484.6443 29.79 Q ' +++ x++ t+ t+ t+ t+ xx+ x++ xx+ t+ t+++ t+ t+ t+ t+ t+ r+ r+ t+ + + +r +t +t + + + +tr +t + + + + + + + +t + + + + ++ FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE =--- 6 ------ -- -- -- ------------------------------------------ _ »> STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< ++ t+++ trtttx+ r+ tx+++++++ r+++ t+ t+ r+ t+ t+++ t+ t+ txr +tt +t +t + + + + +r +t + +xrxt + +t +r ++ FLOW PROCESS FROM NODE 116 -40 TO NODE 111.00 IS CODE = 5.2 > > >MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW RYDROGRAPH BY 5- MINUTE INTERVALS(Reierence: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, page 89 of 94 Y: \F60\ 401 \Calcs\ hydrology\ 03 -21- 03 \FioodRout \I- 10- M- DTL.FLD Saved: 51812003 10:34 AN U-S_ Departnent Commerce). C ASSUMED REGULAR C_yAN?TEL IOP- MATION: Z = 0.00 BASEWIDTH(m) = 15.0 O CHANNEL UpSTREAN ELEVATION(m) = 304.37 DOWNSTREAM ELF = 302.08 CHANNEL LENGTH(m) = 540.00 MANTNING'S FACTOR = 0.015 CONSTANT LOSS RATE(cu m /s) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(cu m /s) = 193.00 AVERAGE FLOWRATE IN EXCESS OF 50 °s MAXIMUM INFLOW = 149.68 CHANNEL NORMAL VELOCITY FOR Q = 149.68 cu m/s = 5.57 m/s ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.915 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.998 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (cu m /s) (cu m /s) (cu m /s) 14.000 38.34 38.17 38.17 14.083 38.95 38.77 38.77 14.167 39.60 39.41 39.41 14.250 40.32 40.10 40.10 14.333 41.11 40.87 40.87 14.417 41.98 41.72 41.72 14.500 42.93 42.65 42.65 14.563 43.94 43.64 43.64 14.667 44.98 44.67 44.67 14.750 46.05 45.73 45.73 14.833 47.15 46.82 46.82 14.917 48.31 47.96 47.96 15.000 49.53 49.17 49.17 15.083 50.85 50.45 50.45 15.167 52.27 51.85 51.85 15.250 53.83 53.37 53.37 15.333 55.55 55.04 55.04 15.417 57.51 56.93 56.93 15.500 59.95 59.23 59.23 15.563 63.18 62.22 62.22 15.667 67.30 66.07 66.07 $ 15.750 72.20 70.74 70.74 I 15.833 77.20 75.71 75.71 15.917 81.53 80.24 80.24 16.000 85.41 84.25 84.25 16.083 91.60 89.76 89.76 16.167 105.63 101.46 101.46 16.250 129.35 122.30 122.30 16.333 156.73 148.59 148.59 16.417 180.67 173.55 173.55 16.500 193.00 189.32 189.32 16.583 189.20 190.32 190.32 16.667 171.81 176.98 176.98 16.750 147.39 154.65 154.65 16.833 122.25 129.73 129.73 16.917 100.61 107.19 107.19 17.000 84.42 89.30 89.30 17.083 72.69 76.16 76.18 17.167 64.40 66.87 66.87 17.250 58.51 60.27 60.27 17.333 54.08 55.40 55.40 17.417 50.55 51.60 51.60 17.500 47.64 48.51 48.51 17.583 45.16 45.90 45.90 17.667 43.05 43.68 43.68 17.750 41.27 41.80 41.80 17.833 39.73 40.19 40.19 17.917 38.39 38.79 38.79 18.000 37.20 37.56 37.56 18.083 36.14 36.46 36.46 18.167 35.27 35.53 35.53 18.250 34.67 34.85 34.85 18.333 34.38 34.46 34.46 18.417 34.34 34.35 34.35 18.500 34.47 34.43 34.43 18.583 34.63 34.58 34.58 18.667 34.71 34.69 34.69 18.750 34.66 34.68 34.68 18.833 34. 34.54 34.54 18.917 34.20 34.28 34.28 19.000 33.85 33.95 33.95 19.083 33.47 33.58 33.58 19.167 33.09 33.20 33.20 19.250 32.71 32.82 32.82 19.333 32.34 32.45 32.45 19.417 31.98 32.08 32.06 19.500 31.63 31.73 31.73 19.583 31.30 31.40 31.40 19.667 30.97 31.07 31.07 _ 19.750 30.66 30.75 30.75 19.833 30.36 30.45 30.45 19.917 30.07 30.15 30.15 20.000 29.79 29.87 29.87 Page 90 of 98 y : \F60 \401 \Ca1cs\ Hydrology\ 03- 21- 03 \F1oodROUt \1- 10- M- DTL.FLD Saved: 5 1812003 10:34 AM PROCESS SUMMARY OF STORAGE LNFLOW VOLUME = 2765.000 x 1000 Cu m OUTFLOW VOLUME = 2765.000 x 1000 cu m ' LOSS VOLUME = 0.000 x 1000 cu m #t *ii4 *t*t { # { # *ff * { * * #ff #f ittff *f * *t #f * # # * #if # * #f *tt * #k * *tif 4f tktk #tt * *tftt* FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 11 - , »>VZEW STREAM NUMBER 1 HYDROGRAPH ««< STREAM HYDROGRAPH IN FIVE- MINUTE UNIT INTERVALS(cu m /s) (Note: Time indicated is at END of Each Unit Intervals) ------------------------------------------------------------------ TIME VOLUME Q (HRS) (1000 cu m) (cu m /s)0. 48.1 96.3 144.4 192.6 0.083 0.0161 0.05 Q 0 -167 0 -1254 0 -36 Q 0.250 0 -4834 1 -19 Q 0.333 1.2647 2.60 Q 0.417 2 -6063 4.47 Q 0.500 4.5729 6.56 VQ - - 0 -583 7.1413 8.56 VQ 0.667 10.2214 10 -27 V Q 0.750 13.6970 11.59 V Q - - - 0.833 17.4563 12.53 V Q 0.917 21.4103 13.18 V Q 1.000 25.4967 13.62 V Q 1.083 29.6764 13 -93 V Q 1.167 33.9259 14.17 V Q 1.250 38.2324 14.35 V Q - 1.333 42.5884 14.52 V Q - - 1.417 46.9894 14.67 V Q 1.500 51.4327 14.81 V Q - - - 1.583 55.9163 14.95 V Q 1.667 60.4386 15.07 V Q 1.750 64.9985 15.20 V Q 1.833 69.5955 15.32 .V Q - 1.917 74.2291 15.45 .V Q 2.000 78.8990 15.57 .V Q 2.083 83.6049 15.69 V Q 2.167 88.3465 15.81 .V Q - 2.250 93.1235 ,2.333 97.9360 3, 2.417 102.7838 1 - 2.500 107.6668 2.583 112.5852 2.667 117.5387 2.750 122 -5275 2.833 127.5516 2.917 132.6109 3.000 137.7055 3.083 142.8353 3.167 148.0004 3.250 153.2009 3.333 158.4367 3.417 163.7080 3.500 169.0150 3.583 174.3576 3.667 179.7359 3.750 185.1502 3.833 190.6004 3.917 196.0666 4.000 201.6091 4.083 207.1677 4.167 212.7628 4.250 218.3942 4.333 224.0622 4.417 229.7668 4.500 235.5082 4.583 241.2864 4.667 247.1015 4.750 252.9537 4.833 258.8430 4.917 264.7697 5.000 270.7337 5.083 276.7354 5.167 282.7746 5.250 288.8517 5.333 294.9666 5.417 301.1196 5.500 307.3108 5.583 313.5403 5.667 319.8083 5.750 326.1148 5.833 332.4601 4 5.917 338.8443 _ 6.000 345.2676 is 6.083 351.7300 G -- 6.167 358.2318 6.250 364.7730 6.333 371.3539 6.417 377.9747 6 -500 364.6354 6.583 391.3364 6 -667 398.0776 15.92 V Q 16.04 V Q 16.16 .V Q 16.28 V Q 16.39 -V Q 16.51 .V Q 16.63 .V Q 16.75 V Q 16.86 V Q 16.98 -V Q 17 -10 VQ 17.22 VQ 17.33 VQ 17.45 VQ 17.57 VQ 17.69 VQ 17.81 VQ 17 -93 VQ 18.05 VQ 18.17 VQ 18.29 VQ 18.41 VQ 18 -53 VQ 18.65 Q 18.77 Q 18.89 Q 19.02 Q 19.14 Q 19.26 VQ 19.38 VQ 19.51 VQ 19 -63 VQ 19.76 VQ 19.88 VQ 20.01 Q 20.13 Q 20.26 Q 20.38 Q 20.51 Q 20 -64 Q 20.77 Q 20 -89 Q 21.02 Q 21.15 Q 21 -28 Q 21.41 Q 21 -54 QV 21.67 QV 21.80 QV 21.94 QV 22.07 QV 22.20 QV 22.34 QV 22.47 QV Page_ 91 of 94 w Saved: 5/8/2003 10:35 5J4 Page 92 of 94 5.750 404.8594 22.61 _ QV _ . _ _ 6.833 411.6819 22.74 QV . . `.917 418.5454 22.88 _ Q V _ . . _ .000 425.4499 23.01 . Q V . . . .083 432.3956 23.15 Q V 7.167 439.3829 23.29 Q V 7.250 446. 23.43 . Q V _ . . 7.333 453.4825 23.57 . Q V . . . 7.417 460.5954 23.71 . Q V . . 7.500 467.7505 23.85 . Q V . _ . 7.583 474.9482 23.99 Q V _ . 7.667 482.1887 24.13 . QV . 7.750 489.4720 24.28 . Q V _ . . 7.833 496.7987 24.42 Q V . . 7.917 504.1687 24.57 . Q V . . . . 8.000 511.5825 24.71 _ Q V . . 8.083 519.0402 24.86 . Q V . . . 8.167 526.5422 25.01 . Q V . . . 8.250 534.0886 25.15 _ Q V . . . . 8.333 541.6797 25.30 . Q V . . . . 8.417 549.3159 25.45 . Q V . . . . 8.500 556.9973 25.60 . Q V . . . . 8.583 564.7244 25.76 . Q V . . . . ■ 8.667 572.4973 25.91 Q V . . . _ 8.750 580.3164 26.06 . Q V . . . _ 8.833 588.1821 26.22 Q V . . . . 8.917 596.0945 26.37 . Q V . . . _ 9.000 604.0541 26.53 . Q V . _ 9.083 612.0612 26.69 . Q V . . . . 9.167 620.1161 26.85 Q V _ . _ 9.250 628.2193 27.01 Q V. . . . 9.333 636.3710 27.17 . Q V. . 9.417 644.5716 27.34 Q V. . . . 9.500 652.8216 27.50 Q V. . . 9.583 661.1213 27.67 . Q V. . . 9.667 669.4711 27.83 _ Q V. . . 9.750 677.8715 28.00 Q V. . _ 9.833 686.3228 28.17 Q V. . . 9.917 694.8257 28.34 Q V . 10.000 703.3804 28.52 Q V . . 10.083 711.9875 28.69 . Q V . . 10.167 720.6475 28.87 . Q V . . _ 10.250 729.3608 29.04 Q V . . . 10.333 738.1280 29.22 Q V . . 10.417 746.9496 29.41 Q V . . 10.500 755.8262 29.59 Q V . . • ( ' 0.583 764.7583 29.77 Q .V . . 0.667 773.7466 29.96 Q .V 10.750 782.7916 30.15 Q .V . 10.833 791.8939 30.34 Q .V . . 10.917 801.0543 30.53 Q .V . 11.000 810.2734 30.73 Q .V . . . 11.083 819.5519 30.93 Q .V . . 11.167 828.8906 31.13 Q .V . . . 11.250 838.2902 31.33 Q . V . 11.333 847.7515 31.54 Q . V . 11.417 857.2753 31.75 Q . V . . . 11.500 866.8624 31.96 . Q _ V . . 11.583 876.5139 32.17 . Q . V . . . 11.667 886.2304 32.39 . Q . V . . 11.750 896.0130 32.61 Q . V . . _ 11.833 905.8627 32.83 Q . V . . 11.917 915.7806 33.06 . Q V . ' 12.000 925.7676 33.29 . Q V . . 12.083 935.8214 33.51 Q V . . . 12.167 945.9246 33.68 . Q V . . . 12.250 956.0413 33.72 . Q V . . 12.333 966.1304 33.63 Q V . . 12.417 976.1604 33.43 Q V . . 12.500 986.1178 33.19 . Q V . . 12.583 996.0051 32.96 Q . V . . 12.667 1005.8345 32.76 Q V . . . 12.750 1015.6276 32.64 . Q V . . . 12.833 1025.4165 32.63 Q . V . . 12.917 1035.2360 32.73 Q V . . . 13.000 1045.1158 32.93 Q V . . 13.083 1055.0782 33.21 Q V . 13.167 1065.1381 33.53 . Q V . . 13.250 1075.3062 33.89 Q V . 13.333 1085.5906 34.28 Q V . . 13.417 1095.9977 34.69 Q V . . 13.500 1106.5338 35.12 . Q V . . 13.583 1117.2052 35.57 Q - V . 13.667 1128.0186 36.04 Q - V _ . 13.750 1138.9807 36.54 Q V _ . 13.833 1150.0986 37.06 Q V _ 13.917 1161.3795 37.60 Q _ V . 14.000 1172.8312 38.17 Q _ V . . 14.083 1184.4628 38.77 Q . V . 14.167 1196.2859 39.41 Q . V . 14.250 1208.3174 40.10 . Q . V . _ . ti'' 14.333 1220.5791 40.87 Q . V . 14.417 1233.0958 41.72 . Q . V . . 14.500 1245.8906 42.65 . Q . V . _ . 14.583 1258.9818 43.64 Q. V _ _ . 14.667 1272.3818 44.67 . Q. V . . 14.750 1286.1001 45.73 . Q. V . . 14.833 1300.1465 46.82 . Q. V _ . 14.917 1314.5352 47.96 Q. V. . Y: \F60\ 401 \Gales\ Hydrology\ 03- 21- 03 \FloodRout \I -10 -M- DTL.FLD Saved: 5/8/2003 20:34 AM Page 93 of 94 1 15.000 1329.2849 49.17 _ Q V. . - I 15.083 1344.4211 50.45 _ Q V. I - .167 1359.9751 51.85 . Q V. - - .250 1375.9847 53.37 _ .Q V. - .333 1392.4954 55.04 _4 V 3_417 1409.5729 56.93 .0 V • 15.500 1427.3411 59.23 . - Q V - - 15 -583 1446.0063 62.22 . . 0 V • - 15.667 1465.8286 66 -07 . . Q .V - - 15 -750 1487.0518 70.74 . 0 .V . - 15.833 1509.7646 75.71 . . Q -V - 15.917 1533 -8359 80.24 . . Q . V - • 16.000 1559.1118 84.25 . . Q . V - - 16 -083 1586.0386 89.76 . . Q . V - 16.167 1616.4767 101.46 . . .Q V - 16.250 1653.1663 122.30 . . . V Q - - 16 -333 1697.7426 148.59 . . . V Q - 16.417 1749.8069 173.55 . . . V . Q - 16 -500 1806.6039 189.32 . . . V . Q. 16 - 583 1863.6997 190.32 . . . V . Q- 16 - 667 1916.7927 176.98 . . . V . Q • 16.750 1963.1885 154.65 . . . V . Q - 16 -833 2002.1072 129.73 . . . Q V _ - 16.917 2034.2644 107.19 . . . Q V. - 17.000 2061.0547 89.30 . . Q - V. • 17 -083 2083.9102 76.18 . . Q - V - 17 -167 2103.9712 66 -87 . . Q . V _ ■ 17.250 2122.0515 60.27 . _ 0 . V . 17.333 2138.6721 55.40 . .0 . V • 17.417 2154.1536 51.60 . Q . -V • 17.500 2168.7061 48.51 . Q . -V - 17.583 2182.4761 45.90 . Q. . -V • 17.667 2195.5789 43.68 . Q. . - - 17.750 2208.1177 41.80 . Q . . •V - 17 -833 2220 -1746 40.19 . Q - - . V - 17.917 2231.8123 38.79 . Q - . . V - 18.000 2243.0791 37.56 . Q • . . V • 18.083 2254.0156 36.46 . Q - . • V - 18.167 2264.6743 35.53 . Q - . - V • 18.250 2275.1296 34.85 . Q - . . V - 18.333 2285.4690 34.46 . Q . - . V • 18.417 2295.7744 34.35 . Q . . . V • 18.500 2306.1038 34.43 . Q . . . V • 18.583 2316.4788 34.58 . Q . . . V - 18.667 2326.8855 34.69 . Q . . . V • 18.750 2337.2891 34.68 . Q • . . V • 8.833 2347.6501 34.54 . Q . V - , 8.917 2357.9346 34.28 . Q . . . V • .9.000 2368.1201 33.95 . 0 . . . V 19.083 2378.1946 33.58 . Q - - - V 19.167 2388.1545 33.20 . 0 - . . V - 19.250 2398.0002 32.82 Q . . . V • 19.333 2407.7341 32.45 . Q - . . V - 19.417 2417.3591 32.08 . Q . . . V • 19.500 2426.8792 31.73 . Q • . . V - 19.583 2436.2979 31.40 . Q - . . V • 19.667 2445.6182 31.07 _ Q - . . V • 19.750 2454.8438 30.75 . Q - . V • 19.833 2463.9780 30.45 . Q - . - V 19.917 2473.0242 30.15 _ 0 . . . V • 20.000 2481.9851 29.87 . Q - . . V • 20.083 2490.8638 29.60 . Q • . - V • 20.167 2499.6621 29.33 . Q . . V - 20.250 2508.3826 29.07 - Q - . . V - 20.333 2517.0273 28.82 . Q . . - V - 20.417 2525.5989 28.57 . Q - . . V • 20.500 2534.0994 28.34 . Q . . - V - 20.583 2542.5317 28.11 . Q - . V • 20.667 2550.8977 27.89 . Q . . V - 20.750 2558.9248 26.76 . Q . . . V • 20.833 2566.1470 24.07 _ Q . . - V • 20.917 2572.3984 20.84 . Q . . . V _ 21.000 2577.9216 18.41 . Q . V - 21.083 2583.0632 17.14 . Q . . . V - 21.167 2588.0459 16.61 . Q . . V - 21 -250 2592.9624 16.39 . Q . . - V - 21.333 2597.8391 16.26 . Q . . . V - 21.417 2602.6826 16.15 . Q . . V - 21.500 2607.4946 16.04 . Q . . . V - 21.583 2612.2759 15.94 . Q . . V 21.667 2617.0269 15.84 . Q . - - V - 21.750 2621.7488 15.74 _ Q . - - V 21.833 2626.4419 15.64 Q . - . V _ 21.917 2631.1069 15.55 - Q - . - V - 22 -000 2635.7444 15.46 . Q - V • 22.083 2640.3550 15.37 Q - V - 22.167 2644.9392 15.28 - Q - - V • 22.250 2649.4978 15.19 Q . - - V • 22.333 2654.0308 15.11 Q . . V - 22 -417 2658.5393 15.03 . Q - . - V - 22.500 2663.0232 14.95 . Q . - . V - 22.583 2667.4834 14.87 - Q . . V • 22.667 2671.9202 14.79 _ Q . . . V - 22.750 2676.3340 14.71 - Q - . - V - 22.833 2680.7253 14.64 . Q . - - V - 22.917 2685.0947 14.56 Q . . - V - 23.000 2689.4421 14.49 - Q . . - V - 23.083 2693.7686 14. - Q . . . V _ ' 23.167 2698.0740 14.35 . Q . . . V. Y: \F60\ 401 \Ca1cs\ Hydrology\ 03- 21- 03 \FloodRout \5- 10- M- D_L.FLD Saved: 51812003 10:34 AM 23.250 2702.3586 14 -28 _ Q - - V. V. .333 2706.6230 14.22 _ Q V. a�'7 14 -15 2710.8677 _ Q - V. 2715.0928 14.08 _ Q - - .500 2719.2988 14.02 Q V. .583 3.667 2723.4858 13.96 _ Q - V ' V- 23.750 2727 -6543 13 -89 - Q - - - V- 23.833 2731.8042 13 -83 Q V. 23 -917 2735.9365 13.77 Q V. 24.000 2740.0510 13.71 - Q ------------------------ SEVAINE CHANNEL HYDROLOGY ------ --- -- --- --- ---- --- - - -- - -+ (OC \5201\ 130 \CALCS \1995 ... \CBAP6 \TBL67 -1 I SAN ULTIMATE CONDITIONS MULTIPLE DAY W/ STORM CENTER (TAB. 6 -7) STORM CENTER NO. 1 -------------- --------------------------------------------------- END OF FLOODSCx ROUTING ANALYSIS Aombk Im ?age 94 of 98 Y: \F60\ 401 \Ca2cs\ Hydrology\ 03- 21- 03 \F1oodROVt \2- lO- M- DTL -FLD Saved: 51812003 10:37 AM F L O O D R O T I N G A N A L Y S I S UUSING CCOUNTY HYDROLOGY Y MANUAL OF SAN BEP.1 IN0(1986) (c) Copyright 1989 -2000 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: BOYLE ENGINEERING CORPORATION 1131 WEST SIXTH STREET, SUIT 285 ONTARIO, CA 91762 TEL:(909) 933 -5225 FAX :(909) 933 -5228 www.boyleengineering.com t # + + + + +r * * # # # * * + } #zz } +} } ++ DESCRIPTION OF STUDY * * * * * * * * * tz } + +r + +tx + + + # + #x * I -10 CHANNEL FLOOD ROUTING, ULTIMATE 100 -YR DISCHARGE * NO DETENTION (US UNITS) * I -10 CHANNEL CAPACITY ANALYSIS OC -F60 -401 CITY OF FONTANA FILE NAME: I- 10- US_DAT TIME/DATE OF STUDY: 11:33 03/27/2003 +-------------------------------------------- ---- ---- ------ --- ---- ---- -- - - -+ STA. 168 +50 CITRUS AVENUE RATIONAL METHOD FROM AREA Al -1 TO AS SEE RATIONAL METHOD CALCS FOR UPSTREAM --------------------------------------------------------------- - -+ FLOW PROCESS FROM NODE 168.50 TO NODE 168.50 IS CODE = 1 ---------------------------------------------------------------------------- >> »>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<<<<< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 604.450 ACRES BASEFLON = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.290 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) - 0.200 LOW LOSS FRACTION 0.200 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.973 30- MINUTE FACTOR = 0.973 1 -HOUR FACTOR = 0.973 3 -HOUR FACTOR - 0.996 6 -HOUR FACTOR = 0.998 24 -HOUR FACTOR = 0.999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.736 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 --------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 81.2589 Page 1 of 88 Y: \P60 \40INCa-Ics\ Hydrology\ 03- 21- 03 \F1oodRout \I- iO- liS- DTL.FLD - UNIT HYDROGRAPH -------------------------------------- DETERMINATION -------- ---------------------- INTERVAL ------------------------------------------- "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.773 129.608 • 2 9.991 600.769 3 26.923 1237.745 4 49.543 1653.479 5 71.731 1622.004 6 85.340 994.805 7 92.570 528.550 8 96.413 280.894 9 98.146 126.708 10 98.712 41.368 11 99.251 39.376 12 99.700 32.857 13 99.925 16.428 14 100.000 5.476 --------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 81.2589 Page 1 of 88 Y: \P60 \40INCa-Ics\ Hydrology\ 03- 21- 03 \F1oodRout \I- iO- liS- DTL.FLD Sa 51812003 20:37 TOTAL STORM RUNOFF JOLUJNC (ACS.- FEET) = 346-1943 - -- -- -- -- -- -------------------------------------------------------------- C, Page 2 of 88 v_ \n60 \401 \Calcs\ Hydrology\ 03- 21- 03 \Flood_Rcut \1- 10- US- DTL.F -LD Saved: 51812003 10:37 3K Page 3 of 88 Y: \F60 \401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- US- DTL.FLD 2 4 - H O U R S T O R M C C ,S RUNOFF H Y D R O G R A F H -------------------------------------------------------------------------- ------------------------------------------------------------- =,. ROGRAPH IN FIVE - MINUTE UNIT INiERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) --------------------------------------------------------------------------- TIME (ERS) VOLUME (AF) Q(CFS) 0. 300 -0 600 -0 900.0 1200.0 ---------------------------------------------------------------------------- 14.000 155.5977 197.51 Q V - 14.083 156 -9822 201.04 Q V - 14 -167 158.3958 205.25 Q V - - 14.250 159 -8447 210 -39 Q V - - 14.333 161.3335 216.18 Q V - 14 -417 162.8639 222.21 Q V - 14.500 164.4326 227.78 Q V - - 14 -583 166.0385 233 -17 Q V. 14.667 167.6816 238.59 Q V. 14.750 169.3639 244.26 Q V- - 14.833 171.0872 250 -23 Q V. 14.917 172.8554 256.74 Q V. - - 15.000 174.6720 263.76 Q V - 15.083 176.5417 271.49 Q. V - 15.167 178.4696 279 -93 Q. V - 15.250 180.4623 289.35 4. V 15.333 182.5272 299.81 Q. •V - - 15.417 184.6811 312.75 Q .V - 15.500 186.9610 331.04 .Q -V 15.583 189.4167 356 -56 Q V 15.667 192.0880 387.88 Q V 15.750 194.9735 418.98 Q V - 15.833 197.9816 436.76 - Q V 15.917 201.0262 442 -08 Q - V 16.000 204.1480 453.28 - Q V - 16.083 207.8214 533 -38 - Q V - 16.167 212.9803 749.07 - - Q. - 16.250 219 -9110 1006.34 - V Q 16.333 227.8280 1149.55 V - Q 16.417 235.4258 1103 -20 V Q 16.500 241.2872 851.07 - VQ - - 16 -583 245.7651 650.19 Q V - 16.667 249 -3099 514.71 - Q V - 16.750 252.1645 414.49 Q V. 16.833 254.5750 350.01 .Q - V. 917 256.7862 321.06 Q - V. /i x /.000 258.8224 295.66 Q. V. 7.083 260.6957 272.00 Q. V 17.167 262.4402 253.30 Q V - 17.250 264.0786 237.90 Q - - V 17.333 265.6318 225.51 Q V 17.417 267.1096 214.59 Q V 17.500 268.5252 205.54 Q - -V 17.583 269.8884 197.93 Q - -V 17.667 271.2061 191.32 - Q - - -V 17 -750 272.4835 185.48 Q -V 17.833 273.7248 180.24 Q -V 17 -917 274.9330 175.44 Q -V - 18.000 276.1109 171.02 Q .V 18.083 277.2640 167.43 Q - V 18.167 278.4062 165.85 Q V 18.250 279.5555 166.88 Q V 18.333 280.7241 169.67 Q - V 18.417 281.9127 172.58 Q - - V - 18.500 283.1070 173.42 Q - - V 18.583 284.2965 172.72 Q - V 18.667 285.4760 171.27 Q - - V - 18.750 286.6426 169.38 Q - - V 18.833 287.7948 167.31 Q - - - V 18.917 288.9334 165.32 Q V 19.000 290.0588 163.41 Q - V - 19.083 291.1713 161.53 Q V - 19.167 292.2711 159.69 Q V - 19.250 293.3586 157.91 Q - V 19 -333 294.4343 156.19 Q V 19.417 295.4987 154 -55 Q V - 19.500 296.5521 152 -96 Q - V 19.583 297.5951 151.43 Q - V 19.667 298.6278 149.96 Q V 19.750 299.6508 148.54 Q V 19.833 300.6643 147.16 Q - - - V - 19.917 301.6687 145.83 Q - - - V 20.000 302.6642 144 -55 Q - V - xxx+++++ x++ x++++++ xx++++++ x++++ x+++ x++++ xx + + ++ +xx + + + + + +x +x +x+xxx +x ++ + ++ FLOW PROCESS FROM NODE 168.50 TO NODE 164.40 IS CODE 5.2 ---------------------------------------------------------------------------- » >>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD« <<< i THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER -- TO ROUTE THE STREAM 1 INFLOW HYDROGRA ?H BY 5- MINUTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U -S. Department of Commerce) . Page 3 of 88 Y: \F60 \401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- US- DTL.FLD Saved: 51812003 10:37 M ASSUMED REGULAR CiiANNEL INFORMATION- UPSTREAM E L r \ = FT ) CHANNEL z = 0.00 U?TREAM y.JF.TION(FT) = 1082.15 DOWNSTREAM ELEVATION(FT) = 1070.63 C LENGTH (FT) = 1345.14 MANNING'S FACTOR = 0.D15 CONSTANT LOSS RATE(CrS) = 0.00 CrAN1,TEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW (CPS) = 1149-55 AVERAGE FLOWRATE IN EXCESS OF 50°s MAXIMUM INFLOW = 918.24 CHANNEL NORMAL VELOCITY FOR Q = 918.24 CPS = 15.71 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.902 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.999 CONVEX METHOD CHANNEL R MODEL INFLOW TIME (STREAM 1) (HRS) (CPS) 14.000 197.51 14.083 201.04 14.167 205.25 14.250 210.39 14.333 216.18 14.417 222.21 14.500 227.78 14.583 233.17 14.667 238.59 14.750 244.26 14.833 250.23 14.917 256.74 15.000 263.76 15.083 271.49 15.167 279.93 15.250 289.35 15.333 299.81 15.417 312.75 15.500 331.04 15.583 356.56 15.667 387.88 15.750 418.98 15.833 436.76 15.917 442.08 16.000 453.28 16.083 533.38 16.167 749.07 16.250 1006.34 16.333 1149.55 16.417 1103.20 16.500 851.07 16.583 650.19 16.667 514.71 16.750 414.49 16.833 350.01 16.917 321.06 17.000 295.66 17.083 272.00 17.167 253.30 17.250 237.90 17.333 225.51 17.417 214.59 17.500 205.54 17.583 197.93 17.667 191.32 17.750 185.48 17.633 180.24 17.917 175.44 18.000 171.02 18.083 167.43 18.167 165.85 18.250 166.88 18.333 169.67 18.417 172.58 18.500 173.42 18.583 172.72 18.667 171.27 18.750 169.38 18.833 167.31 18.917 165.32 19.000 163.41 19.083 161.53 19.167 159.69 19.250 157.91 19.333 156.19 19.417 154.55 19.500 152.96 19.583 151.43 19.667 149.96 19.750 148.54 19.833 147.16 19.917 145.83 20 000 144.55 )UTING RESULTS: OUTFLOW LESS ROUTED LOSS FLOW (STREAM 1) (CPS) (CPS) 196.69 196.69 200.13 200.13 204.16 204.16 209.06 209.06 214.68 214.68 220.65 220.65 226.34 226.34 231.78 231.78 237.19 237.19 242.79 242.79 248.69 248.69 255.06 255.06 261.95 261.95 269.49 269.49 277.74 277.74 286.91 286.91 297.11 297.11 309.41 309.41 326.31 326.31 349.97 349.97 379.78 379.78 410.93 410.93 432.16 432.16 440.71 440.71 450.39 450.39 512.69 512.69 693.33 693.33 939.62 939.82 1112.48 1112.48 1115.13 1115.13 916.22 916.22 702.15 702.15 549.77 549.77 440.42 440.42 366.69 366.69 328.56 328.56 302.23 302.23 278.12 278.12 258.14 258.14 241.88 241.88 228.72 228.72 217.41 217.41 207.88 207.88 199.90 199.90 193.03 193.03 186.99 166.99 181.59 181.59 176.68 176.68 172.17 172.17 168.36 168.36 166.26 166.26 166.62 166.62 168.95 168.95 171.83 171.83 173.20 173.20 172.90 172.90 171.64 171.64 169.87 169.87 167.84 167.84 165.83 165.83 163.91 163.91 162.02 162.02 160.17 160.17 158.37 158.37 156.64 156.64 154.97 154.97 153.37 153.37 151.83 151.83 150.34 150.34 148.91 148.91 147.52 147.52 146.18 146.18 144.88 144.88 PROCESS SUMMARY OF STORAGE:_ INFLOW VOLUME = 346.194 AP Page 4 of 88 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \I- iO- US- DTL.FLD Saved: 51812003 10:37 =ni OUTFLOW VOLUME = 346.194 AF LOSS VOLUME = 0.000 AF -- -- -- - - --- -- ---- - ----- ----- ------ --- --- ------ -- - ----- _ 4+40 CATAWBA AVENUE NORTH SIDE OF CFiA0N3L AREA A6 ----- --------------------------------------------------------- ----- -- --- --- ----- - -- - - -- - -- - --------------- ---- -- -- -- ---- - FLOW PROCESS FROM NODE !64.40 TO NODE 164.40 IS CODE = 1 ---------------------------------------------------------------------------- » »>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) <<«< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 137.370 ACRES BASEFLOW = 0.000 CPS /SQUARE -MILE -USER ENTERED "LAG" TIME = 0.210 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY.(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.286 LOW LOSS FRACTION = 0.276 * HYDROGRAPH MODEL #1 SPECIFIED- SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK. 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAR 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.994 30- MINUTE FACTOR = 0.994 1 -HOUR FACTOR = 0.994 3 -HOUR FACTOR = 0.999 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 39.683 A S RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 -===================================================-----=------======-- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2,872 47.719 2 19.165 270.667 3 48.437 486.303 4 76,826 471.644 5 90.830 232.650 6 96.604 95.921 7 98.430 30.333 8 99.173 12.341 9 99.669 8.245 10 99.917 4.122 11 100.000 1.374 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 25.5008 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 71.7390 ------------------------------------------------- ---- ---- -- --- --- ----- - -- - -- Page 5 of 88 Y: \F60\ 401\ Calcs\ Hydrolog y\ 03- 21- 03 \FloodRout \5- 10- US- D' -L.FjD Saved: 51812003 10:37 AM page 6 of 88 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \Flooc'LROnt \I- 10- US- DTL -rLD 2 4 - H O U R S T O R M R U N O F F H Y D R 0 G R A P H ------------------------------------------------ --------------------------------------------------------------- F-DROGRAPH IN FIVE- MINiF_B =-IT ------ --- --- ---- ---- - - - - -= INTERVALS (CPS) (Note: Time indicated is at END of Each Unit Inter als) TIME MRS) VOLUME (AF) Q(CFS) 0. ---------- -----------------------------------=------ 100 -0 ---- ------- 200.0 300.0 400.0 ---- ------- -- - - -- -' ------ --- -- 14.000 -- -- ----- - - -- 32 -2903 - -- 41.25 Q V " 14.083 32.5794 41.98 Q - V ' 14.167 32.6745 42.84 Q - V - - 14.250 33.1762 43.80 - Q V 14.333 33.4848 44.81 4 V 14.417 33 -8002 45.80 Q - V 14.500 34 -1227 46.83 Q V. - 14.583 34.4525 47.89 Q - V. - 14.667 34.7903 49.04 Q V- 14 -750 35.1365 50.26 Q V- 14.833 35.4920 51 -61 Q - V. ' 14.917 35 -8573 53 -05 Q V- 15.000 36.2337 54 -66 Q V 15 -083 36 -6221 56.39 Q - V ' 15.167 37 -0240 58.35 - Q V ' 15.250 37.4407 60 -50 Q V 15 -333 37 -8744 62.98 Q - •V ' 15.417 38.3301 66.17 Q -V 15.500 38.8245 71 -79 Q -V - - 15.583 39.3738 79.75 Q V 15.667 39.9820 88.31 Q - V ' 15.750 40 -6321 94 -39 Q• - V 15.833 41.2866 95 -04 Q. V 15.917 41.9207 92.07 Q. V 16.000 42.5856 96 -55 Q. - V 16.083 43.5008 132.89 Q V 16.167 45.0666 227 -35 Q V ' 16 47 -1398 301.03 - V Q ' -250 16.333 49 -0869 282.72 VQ ' 16.417 50.3978 190.34 - Q. V ' 16 51 -3146 133 -11 Q V ' -500 16.583 51.9883 97 -83 Q. V 16.667 52.5384 79.87 Q - V. ' 16.750 53.0191 69.81 Q V. ' 53.4482 62 -30 4 V• " _16.833 L 6. 000 �i '7.000 53.8404 54.2055 56.95 53.01 Q 4 V V 7.083 54.5507 50.12 Q V V 17.167 54 -8786 47.61 Q V - 17 -250 55 -1913 45 -40 Q V 17 -333 55.4907 43.47 Q - ' 17.417 55.7787 41.82 Q - 'V ' 17.500 56.0568 40.38 Q 'V ' V 17.583 56.3260 39.09 Q 17.667 56.5873 37 -93 Q •V ' 17.750 56.8413 36.88 Q •V ' 17.833 57 -0885 35.91 Q •V " 17.917 57.3297 35.01 Q - - 'V - V 18.000 57 -5651 34 -19 Q - - - V 18.083 57 -7964 33 -58 Q - - ' V 18.167 58.0290 33 -78 Q - 18 -250 58 -2684 34.75 Q V ' V 18.333 58.5145 35.73 Q V 18.417 58.7620 35.94 Q V 18.500 59 -0081 35 -73 Q - - - V 18.583 59.2514 35.33 Q V 18.667 59.4917 34 -89 Q - - ' V 18.750 59 -7290 34 -46 Q V 18.833 59.9634 34 -04 Q V 18.917 60.1950 33.63 Q - ' V 19.000 60.4239 33 -23 4 - " V 19.083 60.6501 32.85 Q - ' V 19 -167 60.8738 32.48 Q - ' V 19.250 61.0950 32 -13 Q - ' V 19 -333 61.3140 31.79 Q - V 19.417 61 -5307 31.46 - Q - ' V 19.500 61.7452 31.15 Q - - ' V 19.583 61.9576 30.85 - Q - " V 19.667 62.1681 30.55 Q V 19.750 62 -3766 30.27 4 V 19.833 62 -5832 30.00 Q V 19.917 62 -7880 29.73 Q V 20.000 62 -9910 29 -48 Q FLOW PROCESS FROM NODE 164.40 TO NODE 164 -40 IS CODE = 7 >>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1«<<< - - - - - -- " 0>>>>STREAM FLOW PROCESS FROM NODE 164 -40 TO NODE 164 -40 IS CODE = 11 --------------------------------------------------------------- »» >VIEW STREAM NUMBER 1 ED ROGRAPH<<- < page 6 of 88 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \Flooc'LROnt \I- 10- US- DTL -rLD Saved: 51812003 10 :37 AM_ * xxt** t* t**#*# k*+ tx++ tr##+*** x### xk*# t## t* x#* * #t * # # #k #xt * * +x *t #t +tx + + * * # kx* FLOW PROCESS FROM NODE 164.40 TO NODE 164.40 IS CODE = 6 » >>> STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< FLOW PROCESS FROM NODE 164.40 TO NODE 160.30 IS CODE = 5.2 0>,>>,MODEL CHANNEL ROUTING OF STREAM is BY THE CONVEX METHOD-«< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- M_NJTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). Page 7 of 88 Y : \F60\ 401\ Calcs\ Hydr olog y\ 03- 21- 03 \FloodRout \I- 10- DS- DTi.FLD STREAM r-- DROGRAPH IN F'JE- NINrTtE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) rtZ 0 (S) VOLUME (AF) Q(CFS) 0_ ------ 350-0 700.0 1050.0 _400 0 --_ i87 000 5363 -- -- 237.94 Q V 14.083 189.2037 242.11 _ Q - V - - - 14.167 190.9048 247.00 Q V - - - 14.250 192.6462 252.66 Q V 14 -333 194.4334 259.49 Q V - - 14.417 196.2684 266.45 Q V - 14.500 198.1497 273.17 Q - V - - 14.583 200.0756 279.66 Q - V. - 14.667 202.0471 286.23 _ Q V. 14.750 204.0654 293.06 Q - V. 14.833 206.1336 300.30 Q V- ' 14.917 208.2555 308.11 Q - V. 15.000 210.4360 316.61 Q. V 15.083 212.6804 325.88 Q- V 15.167 214.9951 336.10 Q. V ' 15.250 217.3878 347.41 Q. V ' 15.333 219.867 360.09 Q V 15.417 222.4543 375.57 Q -V ' 15.500 225.1961 398.11 -Q V 15.583 228.1555 429.72 Q -V ' 15.667 231.3793 468.09 Q V 15.750 234.8595 505.32 Q V 15.633 238.4903 527.20 Q V 15.917 242.1596 532.78 Q V 16.000 245.9264 546.94 Q V ' 16.083 250.3725 645.56 Q - V 16.167 256.7132 920.67 V Q ' 16.250 265.2591 1240.85 V Q V 0- 16.333 274.8679 1395.20 16.417 283.8587 1305.47 - V - Q ' 16.500 291.0855 1049.33 - V Q. " 16.583 296.5950 799.98 Q V 16.667 300.9313 629.63 - Q V " 16.750 304.4452 510.23 Q V- 16.833 307.3997 428.99 Q V. ' 16.917 310.0547 385.51 _ .Q V. ' 17.000 312.5013 355.24 Q V. 17.063 314.7619 328.24 Q. - V ' 17.167 316.8676 305.75 Q - V ' 17.250 318.8462 287.29 Q V ' 17.333 320.7208 272.19 Q - V _ 7.417 322.5061 259.23 Q - - V ' f 1.500 324.2159 248.26 Q •V 325.8619 238.99 Q •V .583 17.667 327.4525 230.96 Q V 17.750 328.9943 223.86 Q •V ' 17.833 330.4923 217.50 Q - .V ' 17.917 331.9502 211.70 Q •V - 18.000 333.3714 206.35 Q .V " 18.083 334.7622 201.94 Q - - V - V 18.167 336.1399 200.04 Q ' 18.250 337.5267 201.37 Q - V ' 18.333 338.9363 204.68 Q V 18.417 340.3673 207.77 Q V V 18.500 341.8062 208.93 _ Q ' V 18.583 343.2403 208.23 Q V 18.667 344.6627 206.53 Q - ' V 18.750 346.0700 204.33 Q - _ V 18.833 347.4603 201.88 Q - ' V 18.917 346.8340 199.46 Q V 19.000 350.1917 197.13 Q - - - ' V 19.083 351.5337 194.86 Q V 19.167 352.8604 192.65 Q " V 19.250 354.1724 190.49 Q - - " V 19.333 355.4701 188.43 Q - ' V 19.417 356.7541 186.44 Q - - ' V 19.500 358.0249 184.52 Q - - ' V 19.583 359.2830 182.68 Q ' V 19.667 360.5288 180.90 _ Q - ' V 19.750 361.7628 179.18 _ Q - ' V 19.833 362.9854 177.52 Q - ' V 19.917 364.1969 175.91 Q - ' V 20.000 365.3971 174.36 Q ' * xxt** t* t**#*# k*+ tx++ tr##+*** x### xk*# t## t* x#* * #t * # # #k #xt * * +x *t #t +tx + + * * # kx* FLOW PROCESS FROM NODE 164.40 TO NODE 164.40 IS CODE = 6 » >>> STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< FLOW PROCESS FROM NODE 164.40 TO NODE 160.30 IS CODE = 5.2 0>,>>,MODEL CHANNEL ROUTING OF STREAM is BY THE CONVEX METHOD-«< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- M_NJTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). Page 7 of 88 Y : \F60\ 401\ Calcs\ Hydr olog y\ 03- 21- 03 \FloodRout \I- 10- DS- DTi.FLD Saved: 51812003 10:37 AM ASSUMED REGU C:1+NWEL INrORMP_TION: 3ASEWID161 (FT) = 19.69 Cl-LANNEEL Z = 0.00 uuPSTREAM ELEVATION(FT) = 1070.83 DOWNSTREAM ELEVATION (FT) = 1066.44 CHANNEL LENGTH(FT) = 1345.14 MANNING -S FACTOR = 0.015 CONSTANT LOSS RATE(CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1395.20 AVERAGE FLOWRATE IN EXCESS OF 50V MAXIMUM INFLOW = 1118.58 CHANNEL NORMAL VELOCITY FOR Q = 1118.58 CFS = 12.19 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.878 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.994 CONVEX METHOD CHANNEL R MODEL INFLOW TIME (STREAM 1) (HRS) (CFS) 14.000 237.94 14.083 242.11 14.167 247.00 14.250 252.86 14.333 259.49 14.417 266.45 14.500 273.17 14.583 279.66 14.667 286.23 14.750 293.06 14.833 300.30 14.917 308.11 15.000 316.61 15.083 .325.88 15.167 336.10 15.250 347.41 15.333 360.09 15.417 375.57 15.500 398.11 15.583 429.72 15.667 468.09 15.750 505.32 15.833 527.20 ! f ( 15.917 532.78 [• 16.000 546.94 16.083 645.58 16.167 920.67 16.250 1240.85 16.333 1395.20 16.417 1305.47 16.500 1049.33 16.583 799.98 16.667 629.63 16.750 510.23 16.833 428.99 16.917 385.51 17.000 355.24 17.083 328.24 17.167 305.75 17.250 287.29 17.333 272.19 17.417 259.23 17.500 248.26 17.583 238.99 17.667 230.96 17.750 223.86 17.833 217.50 17.917 211.70 18.000 206.35 18.083 201.94 18.167 200.04 18.250 201.37 18.333 204.68 18.417 207.77 18.500 208.93 18.583 208.23 18.667 206.53 18.750 204.33 18.833 201.88 18.917 199.46 19.000 197.13 19.083 194.86 19.167 192.65 19.250 190.49 19.333 188.43 19.417 186.44 19.500 184.52 E 19.583 182.68 19.667 180.90 19.750 179.18 19.833 177.52 19.917 175.91 0 000 174 36 LUTING RESULTS: OUTFLOW LESS ROUTED LOSS FLOW (STREAM 1) (CFS) (CFS) 236.67 236.67 240.74 240.74 245.39 245.39 250.93 250.93 257.31 257.31 264.16 264.16 270.95 270.95 277.52 277.52 284.07 284.07 290.81 290.81 297.91 297.91 305.54 305.54 313.81 313.81 322.83 322.83 332.73 332.73 343.69 343.69 355.91 355.91 370.48 370.48 390.70 390.70 419.32 419.32 455.46 455.46 493.06 493.06 519.96 519.96 530.90 530.90 542.29 542.29 613.26 613.26 830.43 830.43 1135.48 1135.48 1344.00 1344.00 1334.51 1334.51 1133.35 1133.35 882.13 882.13 685.92 685.92 549.67 549.67 455.83 455.83 399.91 399.91 365.24 365.24 337.14 337.14 313.17 313.17 293.38 293.38 277.17 277.17 263.51 263.51 251.88 251.88 242.05 242.05 233.61 233.61 226.21 226.21 219.60 219.60 213.61 213.61 208.11 208.11 203.40 203.40 200.67 200.67 200.94 200.94 203.59 203.59 206.76 206.76 208.55 208.55 208.46 208.46 207.09 207.09 205.06 205.06 202.69 202.69 200.26 200.26 197.90 197.90 195.61 195.61 193.38 193.38 191.20 191.20 189.11 189.11 187.09 187.09 185.15 185.15 183.28 183.28 181.48 181.48 179.74 179.74 178.06 178.06 176.44 176.44 2 __ 174.87 174.87 PROCESS SUMMARY OF STORAGE: Y \F60\ 401 \Calcs \Hydro to gy\ 03- 21- 03 \ FloodP.out \I- i0- US- DTL.FLD Page 8 of 88 Sav ed: 51812003 20:37 PM INFLOW VOIATME = 417.933 AF 0 O VOLUME = 417.933 P - OSS VOLUME = 0.000 A_' --- -- -- -- ---- -- -- -- - - - --- I STA. 160 +30 I SOUTH SIDE OF CHANNEL AREA A6 -2 + ----- ---------------------------------- --- ------ ---- --- ---- ---- -- - --- --- ---- --- --- -- - - -- -' xt++ rxr+ t+ t+ r+ t++ tx+ x++ trtr+ t+ xr+ r+ tt+ t + rtrrxt :xrx+trt+t : +t:t +r +r +x +tt +t +rrt FLOW PROCESS FROM NODE 160.30 TO NODE 160.30 IS CODE -1------------ --------------------- -- >>>>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) « <<< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 35.400 ACRES BASEFLOW = 0.000 CFS /SQUARE - MILE *USER ENTERED "LAG" TIME = 0.260 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.998 30- MINUTE FACTOR = 0.998 1 -HOUR FACTOR = 0.998 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES t UNIT INTERVAL PERCENTAGE OF LAG -TIME = 32.051 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION - - -- INTERVAL 'S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------- ------------------------------------------ 1 2.050 8.775 2 12.541 44.915 3 32.902 87.170 S9.287 112.959 4 5 79.698 87.383 6 90.409 45.855 7 95.683 22.578 8 97.996 9.902 9 98.702 3.024 10 99.294 2.537 11 99.718 1.812 12 99.929 0.906 13 100.000 0.302 ___ --'----------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2.1663 TOTAL STORM RUNOFF VOLUME(ACRE - FEET) = ------ 22.8951 -------------- ---- --- --- --- --- -- -- -- --- -- - G Pao'_ 9 of 88 y: \F60\ 401\ CaICS\H Ydrolocy\ 03- 22- 03 \FloodRout \I- 10- US- DTL.FLD Sa-ved: 51812003 20:37 71-Af page 20 of 88 r\F60\401\uu=snHYdrOlOgy\03'2z'03\ru"�Ro-at\l-!o'US-DITL.FZD z^ Hon R oTooa N� � .i�Nm�' anNnry HroRoeo^vo (Note. Time indicated is at END of Each Unit intervals) --------- 14.000 10.3667 13-17 Q V 14-083 10-4590 13.40 Q V 14.250 10-6489 13.92 Q -V 14.333 10.7468 14.21 Q V 14.417 10.8468 14-52 Q V 14.500 10.9489 14-83 Q V. 14-583 11.0534 15.17 Q V. 14.667 11.1603 15.52 Q V. 14.750 11.2698 15-90 Q V. 14.833 11.3822 16.32 Q V. 14.917 11.4976 16.76 Q V 15.000 11.6164 17.25 Q V 15.083 11.7389 17.79 Q V 15.167 11.8656 18.38 Q- V 15.250 11.9967 19.04 Q. V 15.333 12.1330 19.79 Q. V 15.417 12-2757 20.73 Q V 15.500 12.4290 22.25 Q V 15.583 12.5.973 24.44 Q V 15.667 12.7845 27.18 Q V 15.750 12.9882 29.58 Q V 15.833 13.1992 30.64 Q V 15.917 13.4101 30.61 Q V 16.000 13.6241 31.08 Q V 16.083 13.8806 37.23 Q V 16.167 54.09 V Q 16.250 14.7431 71.15 V Q. 16.333 15.2868 7B.94 V Q 16.417 15.7513 67.45 Q V 16.500 16.0978 50.30 16.583 16.3641 38-68 Q- V 16.667 16.5727 30-29 Q V 16.750 16.7425 24.65 Q V. 833 C 16.8943 22.04 Q V. V. 17.083 17.2734 16.92 Q V V 17.167 17.3829 15.90 Q V 17.250 17.4870 15.12 Q V 17.333 17.5864 14.44 Q V 17-417 17.6819 13.85 Q V 17.500 17.7738 13.35 Q V 17.583 17.8626 12.90 Q 17.667 17.9487 12.50 Q -V 17.750 18.0322 12.13 Q -V V 17.917 18.1926 11.49 Q V 18.000 18.2698 11.21 Q V 18.167 18.4208 10.93 Q V 18.250 18.4971 11.08 Q V 18.333 16.5753 11.35 Q V 18.417 18.6546 11.53 Q V 18.500 18.7341 11.54 Q V 18.583 18.8131 11.47 Q V 18.667 18.8912 11.35 Q V 18.750 18.9684 11.21 Q V 18.833 19.0446 11.07 Q V 18.917 19.1200 10.94 Q V 19.000 19.1944 10.81 Q V 19.083 19.2680 10.69 Q V 19.167 19.3408 10.56 Q V 19.250 19.4128 10.45 Q V 19.333 19.483-9 10.34 Q V 19.417 19.5544 10.23 Q V 19.500 19-6241 10.12 Q V 19.583 19.6931 10.02 Q V 19.667 19.7615 9-93 Q V 19.750 19.8292 9.83 Q V 19.833 19.8963 9-74 Q V 19.917 19.9628 9.66 Q V 20.000 20.0287 9.S7 Q r _�________ _rLon_vnocoao_raom_omoo__1oo�s"_ro_xmzE__1oo�su_ox_cooE STREAM NUMBER z ADDED TO STR EAM NUMBER 1=`".= FLOW FROM __1m�so_ro_ NODE __m _vm,��ua_ _NODE ~~>>>> STREAM ~xmmoER_1_��R"°^-kPH<<<<<_~__~~_~_~~_~~_~_~_~~_~~~~_~~~~ page 20 of 88 r\F60\401\uu=snHYdrOlOgy\03'2z'03\ru"�Ro-at\l-!o'US-DITL.FZD Saved: 51812003 10:37 ?r STRESS HYDROGRAPH IN FIiZ-- MMT UNIT INTERN ?i�S(CFS) (Note: Time indicated is at END oP Each Unit Intervals) (imS) : VOLUME (AF) Q(CFS) 0. ------------- 375 -0 - 3333 750.0 1125.0 1500_0 - -- - --------------------------- i4 -000 197.3633 249.84 Q V ' 14.083 199.1135 254 -14 Q V ' 14.167 200.8976 259 -04 Q V i4 -250 202.7216 264.85 Q - V " 14. 3 333 204 -5916 271.52 Q - V 14 -417 206.5108 278 -68 Q V 14.500 208.4791 285.79 Q - V 14.583 210.4948 292.69 Q V. 14.667 212 -5581 299 -59 Q V. 14.750 214 -6705 306.71 Q V. 14.833 216.8346 314.23 Q - V. - - 14 -917 219.0543 322.30 - Q V. ' 15.000 221.3343 331.06 Q V 15.083 223.6802 340 -62 Q. V ' 15.167 226 -0983 351.12 Q. V 15.250 228.5965 362 -73 Q. V 15.333 231.1839 375.70 Q V 15.417 233.8782 391.21 Q •V ' 15.500 236.7222 412.95 Q V 15.583 239.7785 443.77 Q -V 15.667 243.1025 482.65 - Q - V ' 15.750 246.7019 522.63 Q V ' 15.833 250.4939 550.60 - Q V 15.917 254.3610 561.52 - - Q V ' 16.000 258.3099 573.37 Q V 16.083 262.7899 650.49 Q V 16.167 268.8817 884.52 QV 16.250 277.1918 1206.63 V Q 16.333 286.9917 1422.94 V Q V Q 16.417 296.6470 1401 -95 - :Q 16 304.7989 1183.65 - - V -500 16.583 311 -1405 920.81 - Q V 16.667 316.0731 716.20 - V Q- ' 16.750 320.0285 574.33 Q - V. ' 16.833 323.3196 477.88 Q V. 16.917 326.2110 419.83 - -Q V. ' 17.000 328.8519 383.45 Q V. ' 17.083 331.2903 354 -06 Q. V V 17.167 333.5566 329.07 Q ' 17.250 335.6812 308.50 Q - V ' V 7.333 i/ 7.417 7.500 337.6896 339.5998 341.4264 291.61 277.36 265.23 Q Q Q ' V ' V (1 17.583 343 -1823 254.95 Q ' 17.667 344.8772 246.11 Q 'V " 17.750 346.5186 238.34 Q 'V " V 17.833 348.1123 231.40 Q 17.917 349.6626 225.10 - Q - 'V ' 18.000 351.1731 219.32 Q ' ' V 18.083 352.6495 214.38 Q V 18.167 354.1069 211.60 Q ' V 18.250 355.5670 212.02 Q " V 18.333 357.0474 214.94 Q V 18.417 358.5507 218.28 Q V 18.500 360.0664 220.09 Q V 18.583 361.5811 219.92 Q V 18.667 363.0854 218.44 Q - ' V 18.750 364.5748 216.26 Q - ' V 18.833 366.0470 213 -76 Q ' V 18 -917 367.5015 211.20 Q - ' V 19.000 368.9389 208.71 Q - - ' V 19.083 370.3597 206.30 Q ' V 19.167 371.7643 203.94 Q V 19.250 373.1530 201.65 Q ' V 19.333 374 -5266 199.44 Q - ' V 19.417 375.8856 197.32 Q - - ' V 19.500 377.2304 195.28 Q - ' V 19.583 378.5618 193.31 Q " V 19.667 379.8800 191.41 Q - - ' V 19.750 381.1856 189.58 Q - ' V 19.833 382.4791 187.81 Q " V 19.917 383.7607 186.10 Q - ' V 20 -000 385.0310 184.44 Q ' FLOW PROCESS FROM NODE 160 -30 TO NODE 160.30 IS CODE = 6 »» . STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< FLOW PROCESS FROM NODE 160.30 TO NODE 156.10 IS CODE = 5.2 .> ».MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<- < - - - - -- IH MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW =ROCRAPR BY 5- MIN`U'TE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce)- Page 11 of 88 Y: \F60\ 401\ Calcs\ P-- ydr ology\ 03- 21- 03 \F1oodRout \I- 1O-US- DTL.FLD Savad: 51812003 10:37 AM PBSiP✓.ED P.EGu7,AR C A 1v7vEL INFOR1✓iATIONT: EASEWIDTH(FT) = 19.69 C- 1�TN3L Z = 0.00 UPSTREAM ELEVATION(FT) 1066.44 DOWNSTREAM ELEVATION (PT) = 1064. CHANN LENGTH(FT) = 1377.95 VANN7NGIS FACTOR = 0.015 CONSTANT LOSS RATE(CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM =i-LOW(CFS) = 1 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1105.24 CHANNEL NORMAL VELOCITY FOR Q = 1105.24 CFS = 9.19 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.844 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.971 CONVEX METHOD CHANNEL Rl MODEL INFLOW TIME (STREAM 1) (HRS) (CFS) 14.000 249.84 14.083 254.14 14.167 259.04 14.250 264.85 14.333 271.52 14.417 278.68 14.500 285.79 14.583 292.69 14.667 299.59 14.750 306.71 14.833 314.23 14.917 322.30 15.000 331.06 15.083 340.62 15.167 351.12 15.250 362.73 15.333 375.70 15.417 391.21 15.500 412.95 15.583 443.77 15.667 482.65 15.750 522.63 15.833 550.60 (( 15.917 561.52 1\ 16.000 573.37 16.083 650.49 16.167 BB4.52 16.250 1206.63 16.333 1422.94 16.417 1401.95 16.500 1183.65 16.583 920.81 16.667 716.20 16.750 574.33 16.833 477.88 16.917 419.83 17.000 383.45 17.083 354.06 17.167 329.07 17.250 308.50 17.333 291.61 17.417 277.36 17.500 265.23 17.583 254.95 17.667 246.11 17.750 238.34 17.833 231.40 17.917 225.10 18.000 219.32 18.083 214.38 18.167 211.60 18.250 212.02 18.333 214.94 18.417 218.28 18.500 220.09 18.583 219.92 18.667 218.44 16.750 216.26 18.833 213.76 18.917 211.20 19.000 208.71 19.083 206.30 19.167 203.94 19.250 201.65 19.333 199.44 19.417 1.32 19.500 19595.28 19.583 193.31 19.657 191.41 19.750 189.58 19.833 187.81 19.9917 186.10 18 4 4 )UTING RESULTS: OUTFLOW LESS ROUTED LOSS FLOW (STREAM 1) (CFS) (CFS) 248.03 248.03 252.20 252.20 256.84 256.84 262.24 262.24 268.52 268.52 275.45 275.45 282.58 282.58 289.57 289.57 296.47 296.47 303.50 303.50 310.84 310.84 318.66 318.66 327.11 327.11 336.31 336.31 346.39 346.39 357.50 357.50 369.86 369.86 364.24 384.24 403.22 403.22 429.98 429.98 465.20 465.20 504.60 504.60 537.82 537.82 556.36 556.36 568.03 568.03 616.52 616.52 780.92 780.92 1062.41 1062.41 1323.95 1323.95 1408.32 1408.32 1279.56 1279.56 1038.82 1038.82 809.31 809.31 639.21 639.21 522.03 522.03 446.55 446.55 400.17 400.17 367.43 367.43 340.41 340.41 317.84 317.84 299.28 299.28 283.83 283.83 270.73 270.73 259.61 259.61 250.12 250.12 241.86 241.66 234.54 234.54 227.95 227.95 221.94 221.94 216.62 216.62 212.89 212.89 211.87 211.87 213.66 213.66 216.78 216.78 219.25 219.25 219.97 219.97 219.09 219.09 217.23 217.23 214.88 214.88 212.35 212.35 209.84 209.84 207.39 207.39 205.00 205.00 202.69 202.69 200.44 200.44 198_.28 198.28 196.20 196.20 194.20 194.20 192.27 192.27 190.41 190.41 188.61 188.61 186.87 186.87 20.000 185.19 185.19 PROCESS SuMZRY OF STORAGE: y \R60\ 401 \Calcs\ Hydr ology\ 03- 21- 03 \F 1oodRout \ I- 10- LTS- DTL.FLD ?age 12 of 88 Saved: 51812003 10:37 F_M INFLOW VOLU -' = 440.828 AF OUTFLOW VOLUME = G40.829 AF C SS VOL; -- - - - -- - 0.0 00 AF I STA, 156 +10 ELM KIENUER NORTH SIDE OF CHANNEL AREA A6 -3 +-------------------------------------------- -------- --- --- ------ --- - - -- -- + FLOW PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE = 1 -------------------- -- ,,,SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) « «c (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 31.240 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE -USER ENTERED "LAG" TIME = 0.300 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY (DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 27.778 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION -- -- --- - -- -- -- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------- ----- 1 1.701 6.425 2 9.283 28.645 3 25.290 60.476 4 46.738 81.034 5 68.920 83.804 6 83.414 54.759 7 91.365 30.039 8 95.710 16.419 9 97.845 8.066 10 98.542 2.631 11 99.062 1.968 12 99.583 1.968 13 100.000 1.575 ____ ---------------------------------- --- -- -- ---- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1.9117 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 20.2048 ------ --------------------------------------------------------------------- Paa 13 of 88 Y: \F60\ 401 \Calcs\ ydrology\ 03- 21- 03 \F1oodRout \I- 10- uS- DTL,FZD r I 1 I Saved: 5/8/2003 10:37 AM Page 14 of 88 I i 2 - H O U R R STORM R U N O F F H Y D R O G R A P H 1 YDROGRATH IN FIVE- MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 17.5 35.0 52.5 70.0 14.000 9.1082 11.53 . Q . V . . _ 14.083 9.1890 11.73 . Q V . _ _ 1I, I 14.167 9.2712 11.94 _ Q - V . _ . � 14.250 9.3551 12.17 . Q . V . . 14.333 9.4406 12.42 . Q . V . _ . 14.417 9.5279 12.68 0 V . _ 14.500 9.6171 12.95 _ Q V. . 14.583 9.7082 13.24 . 0 V_ . 14.667 9.8015 13.54 0 V. . 14.750 9.8970 13.87 . 0 . V. _ . 14.833 9.9949 14.22 . 0 _ V. . 14.917 10.0955 14.60 . Q . V. . 15.000 10.1989 15.01 . Q . V _ . 1 15.083 10.3054 15.47 . Q . V . 15.167 10.4154 15.97 . Q. V . 15.250 10.5292 16.53 . Q. V . _ • 15.333 10.6472 17.14 . Q. .V . 15.417 10.7707 17.93 . 0 .V _ . 15.500 10.9021 19.08 . Q .V . 15.583 11.0451 20.76 . .0 .V 15.667 11.2025 22.85 . . Q . V . 1 � 15.750 11.3747 25.00 . Q . V . 15.833 11.5559 26.32 . . Q . V . 15.917 11.7404 26.78 . . Q . V . • 16.000 11.9293 27.43 . . Q . V . 16.083 12.1459 31.45 . . Q . V . 16.167 12.4361 42.13 . . _ Q . 16.250 12.8190 55.60 _ . . V .0 _ 16.333 13.2550 63.30 . . . V Q _ 16.417 13.6862 62.61 . . . V . 0 . 16.500 14.0324 50.27 . . . VQ . . 16.583 14.3016 39.09 . . . 0 V . . 16.667 14.5160 31.13 . . Q . v . . 16.750 14.6884 25.04 Q V_ - 16.833 14.8315 20.78 . .Q . V. . 6.917 14.9606 18.74 . 0 . V. . i i :7.000 15.0795 17.26 . Q. . V. . ' 17.083 15.1893 15.94 . Q. . V . 17.167 15.2892 14.51 . Q . . V . 17.250 15.3840 13.76 . Q . . V . 17.333 15.4741 13.09 . Q • . V . 17.417 15.5603 12.51 . Q . V . 17.500 15.6431 12.03 . Q . . V . 17.583 15.7230 11.60 . Q . . .V . 17.667 15.8003 11.22 . Q . . .V . 17.750 15.8752 10.88 . Q . . .V _ 17.833 15.9480 10.57 . Q . . .V . 17.917 16.0189 10.29 . 0 . . .V . 18.000 16.0879 10.03 . 0 . . .V . 18.083 16.1555 9.81 . 0 . . .V . 18.167 16.2224 9.71 . Q . . . V . 18.250 16.2896 9.76 . 0 . . . V . 18.333 16.3579 9.91 . Q . . . V _ 18.417 16.4274 10.09 . Q . . . V . 18.500 16.4973 10.16 . Q . . . V . 18.583 16.5671 10.13 . 0 . . . V . 18.667 16.6363 10.05 . Q . . . V . 18.750 16.7048 9.95 . Q . . . V . 18.833 16.7725 9.83 . 0 . . . V . 113.917 16.8393 9.71 . 0 . . . V 19.000 16.9054 9.60 _ Q . . . V . 19.083 16.9708 9.49 . 0 _ . . V . 19.167 17.0354 9.38 . Q . . . V . 19.250 17.0992 9.27 . 0 . . V . 19.333 17.1624 9.17 . 0 _ V . 19.417 17.2249 9.08 . 0 . . . V . 19.500 17.2868 8.98 . 0 . . . V , 19.583 17.3480 8.89 _ 0 . . _ V . 19.667 17.4086 8.80 . 0 . . _ V . 19.750 17.4687 8.72 . Q . . _ V . 19.833 17.5282 8.64 . Q . . _ V . 19.917 17.5872 8.56 . Q . _ V . 20.000 17.6456 8.49 . Q . . . V , FLOW PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1« «c FLOW PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE = 11 »» >V EW STREAM NUMBER 1 HYDROGRAPH«<« . Yr \F60\ 401\ Ca1cs\:. ydrology\ 03- 21- 03 \F1oodRout\I- 10- US- DTL.FLD I 1 Saved: 5 /8/2003 10:37 Z Page 15 of 88 1 STREAM H=ROGRABH IN FIVE-MINUTE UNIT INTERVzjLS(CFS) (Note_ Time indicated is at END of Each Unit Intervals) I i ;(_ZS) VOLUM18(-AF) Q(CFS) 0. 375,0 750.0 1125.0 1500.0 . 1 14.000 205.6950 259.56 0 V . _ . 14.083 207.5127 263.83 _ Q - V . . . 14.167 209.3638 268.78 Q V . . . 14.250 211.2537 274.41 . Q . V . . . 14.333 213.1885 280.94 . 0 - V . . . 14.417 215.1729 288.13 . Q . V . . . ' 14.500 217.2082 295.53 . Q . V _ . . 14.583 219.2936 302.81 . 0 . V. . . 14.667 221.4287 310.02 . 0 . V. . . 14.750 223.6144 317.37 . Q . V. . . 14.833 225.8531 325.06 Q . V. . . 14.917 228.1483 333.26 . 0 . V. . . 15.000 230.5046 342.13 . Q. V. . . 15.083 232.9273 351.78 . Q. V . 15.167 235.4229 362.36 . Q. V . . 15.250 237.9988 374.03 . Q. V . . 15.333 240.6642 387.01 . Q V . . 15.417 243.4339 402.17 . 0 .V . . 15.500 246.3423 422.30 . .Q .V . _ 15.583 249.4466 450.74 . . Q .V . _ 15.667 252.8078 488.06 . . Q .V . . 15.750 256.4552 529.60 . . Q . V . . 15.833 260.3405 564.14 . . . Q . V . . 15.917 264.3566 583.15 . Q . V . . 16.000 268.4575 595.45 . . Q . V . . 16.083 272.9202 647.98 . . Q V . . 16.167 278.5886 823.06 . . .Q V . 16.250 286.2884 1118.01 . . . V Q. . 16.333 295.8425 1387.25 . . V . Q 16.417 305.9729 1470.93 . . . V . Q. 16.500 315.1315 1329.84 . V . Q . 16.583 322.5551 1077.91 . . . VQ . . 16.667 328.3433 840.44 . . . Q V . . 16.750 332.9180 664.25 . . Q . V . . 16.833 336.6563 542.81 . . Q . V. . 16.917 339.8608 465.29 . . Q . V. . 17.000 342.7357 417.43 . .Q . V. . 17.083 345.3759 383.36 . Q . V. . 17.167 347.8203 354.92 . Q. . V . 17.250 350.1041 331.61 . Q . . V . 17.333 352.2554 312.37 . 0 . . V . 7.417 354.2963 296.34 . 0 . . V . (( _7.500 356.2437 282.76 . 0 . . V . 17.583 358.1116 271.21 . Q . .V . 17.667 359.9114 261.34 . Q . .V . 17.750 361.6521 252.74 . Q . . .V . 17.833 363.3402 245.11 . Q . . .V . 17.917 364.9810 238.24 . Q .V . 18.000 366.5785 231.97 . Q . . .V . 18.083 368.1380 226.44 . Q . . .V . 18.167 369.6711 222.60 . Q . . . V . 18.250 371.1974 221.63 . Q . . . V . 18.333 372.7372 223.57 . Q . . . V . 18.417 374.2997 226.87 . Q . . . V . 18.500 375.8796 229.41 . Q . . V . 18.583 377.4643 230.10 . Q . . . V . 18.667 379.0424 229.14 . Q . . . V . 18.750 380.6070 227.18 . Q V . 18.833 382.1546 224.71 . Q . . . V . 18.917 383.6840 222.06 . Q . . . V . 19.000 385.1952 219.43 . Q . V . 19.083 386.6888 216.88 . Q . . V . 19.167 388.1653 214.38 . Q . . . V . 19.250 389.6251 211.96 . Q . . V . 19.333 391.0687 209.61 . Q . . V . 19.417 392.4968 207.35 . Q . . . V . 19.500 393.9099 205.18 . Q . . V . 19.583 395.3085 203.09 . Q . . V . 19.667 396.6933 201.07 . Q . . V . 19.750 398.0647 199.13 . Q . . V . 19.833 399.4232 197.25 . Q . . . V . 19.917 400.7691 195.43 . 0 . . . V . 20.000 402.1030 193.67 . Q . . V . ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PLOW PROCESS FROM NODE 156.10 TO NODE 156.10 IS CODE = 6 e> »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< *********** ee e******************************* * * * * * * * * * * * * * * * * * * * ** * ** * * * * * ** FLOW PROCESS FROM NODE 156.10 TO NODE 155.15 IS CODE = 5.2 e» »MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, nage 17 -52, August,1972, U.S. Department of Commerce). Y: \ 1,60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \I- 10- US- DTL.?LD . Saved: 5/8/2003 10:37 AM Page 16 of 88 ASSUMED REGULAR CHANNEL INFORMATION: 3ASEKIDTH(FT) = 19.69 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 1064.42 DOWNSTREAM ELEVATION(FT) = 1062.90 CHANNEL LENGTH(FT) = 311.68 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1470.93 AVERAGE FLOS_RATE IN EXCESS OF 50k MAXIMUM INFLOW = 1149.63 CHANNEL NORMAL VELOCITY FOR Q = 1149.63 CFS = 14.09 FPS ESTIMATED CHANNEL ROUTING COEFFICIENTT = 0.892 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CPS) 14.000 259.56 259.29 259.29 14.083 263.93 263.64 263.64 14.167 268.78 268.46 268.46 14.250 274.41 274.04 274.04 14.333 280.94 280.51 280.51 14.417 288.13 287.66 287.66 14.500 295.53 295.04 295.04 14.583 302.81 302.33 302.33 14.667 310.02 309.54 309.54 14.750 317.37 316.89 316.89 14.833 325.06 324.55 324.55 14.917 333.26 332.72 332.72 15.000 342.13 341.54 341.54 15.083 351.78 351.15 351.15 15.167 362.36 361.66 361.66 15.250 374.03 373.26 373.26 15.333 387.01 386.15 386.15 15.417 402.17 401.17 401.17 15.500 422.30 420.97 420.97 15.583 450.74 448.87 448.87 15.667 488.06 485.60 485.60 15.750 529.60 526.86 526.86 15.833 564.14 561.87 561.87 15.917 583.15 581.90 581.90 (• 16.000 595.45 594.64 594.64 16.083 647.98 644.52 644.52 16.167 823.06 811.54 811.54 16.250 1118.01 1098.61 1098.61 16.333 1387.25 1369.54 1369.54 16.417 1470.93 1465.43 1465.43 16.500 1329.84 1339.12 1339.12 16.583 1077.91 1094.48 1094.48 16.667 840.44 856.06 856.06 16.750 664.25 675.84 675.84 16.833 542.81 550.80 550.80 16.917 465.29 470.39 470.39 17.000 417.43 420.58 420.58 17.083 383.36 385.60 385.60 . 17.167 354.92 356.79 356.79 17.250 331.61 333.14 333.14 17.333 312.37 313.64 313.64 17.417 296.34 297.40 297.40 17.500 282.76 283.65 283.65 17.583 271.21 271.97 271.97 17.667 261.34 261.99 261.99 17.750 252.74 253.31 253.31 17.833 245.11 245.61 245.61 17.917 238.24 238.69 238.69 18.000 231.97 232.38 232.38 18.083 226.44 226.80 226.80 18.167 222.60 222.85 222.85 18.250 221.63 221.70 221.70 18.333 223.57 223.44 223.44 18.417 226.87 226.65 226.65 18.500 229.41 229.24 229.24 18.583 230.10 230.05 230.05 18.667 229.14 229.20 229.20 18.750 227.18 227.31 227.31 18.833 224.71 224.87 224.87 18.917 222.06 222.24 222.24 19.000 219.43 219.61 219.61 19.083 216.88 217.04 217.04 19.167 214.38 214.55 214.55 19.250 211.96 212.12 212.12 19.333 209.61 209.77 209.77 19.417 207.35 207.50 207.50 19.500 205.18 205.32 205.32 . 19.583 203.09 203.23 203.23 19.667 201.07 201.20 201.20 19.750 199.13 199.25 199.25 19.833 197.25 197.37 197.37 19.917 195.43 195.55 195.55 20.000 193.67 193.79 193.79 _ _ PROCESS SUMMARY OF STORAGE: Y: \F60\ 401\ Ca1cs\ Hv drolocy\ 03- 21- 03 \F1oodRour \I- IO-US- DTL.FLD Saved: 51812003 10:37 AM INFLOW 170y3ME = 461.033 AF UTFLOW VOLUME = 461.033 AF OSS VOLUME = 0.000 AF ----------------------------- I STA. 155 -15 107 M WEST Or ELM AVE. SOUTH SIDE OF C _ANNEL AREA C4 + ---------------------- -- --- -- --- -- -- ----- -- ---- - - -- -- rr++ rrttrx rrttxrrtr+ - rx+ rxr+ x+ r+ x++:+ x + tx+ xx+ x +rx +xt +x +rx +r +xtxx +rrrrrx +x +rx+ FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE _ -- 1 - - - - -- -- - ---------------------- ---------------------- ------------------ - - _ >» »SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) « «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 31.150 ACRES BASEFLOW = 0.000 CFS /SQUARE - MILE *USER ENTERED "LAG" TIME - 0.790 HOURS VALLEY (DEVELOPED) S -GRAPH SELECTED MAKIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 10.549 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME (HOURS) FOR {\ BEGINNING R ESUL TS MODEL TIME (HOURS) FOR END OF RESULTSS� 14.00 20.00 UNIT HYDROGRAPH DETERMINATION ----------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINAT-) - --- -- ----- -------------------------------------- 0-603 2..271 2 1.845 4.679 3 3.591 6.579 4 6.791 12.054 5 11.869 19.131 6 17.995 23.076 7 24.595 24.864 g 31.798 27.134 9 39.997 30.889 10 49.673 36.450 11 58.050 31.557 12 66.721 32.665 13 73.703 26.304 14 79.081 20.261 15 83.725 17.492 16 87.419 13.915 17 90.034 9.854 1B 92.242 8.318 19 94.132 7.120 20 95.512 5.198 21 96.529 3.831 22 97.356 3.117 23 98.020 2.498 24 98.242 0.837 25 98.440 0.745 26 98.637 0-745 27 98.835 0.745 26 99.033 0.745 29 99.231 0.745 30 99.428 0.745 31 99.626 0.745 32 33 99.824 100.000 0.745 0.664 ' ---------------------------------- TOTAL SOIL -LOSS --------- VOLUME (ACRE-FEET) - -- --- -- = 1.9062 ------------------- TOTAL STORM RUNOFF VOLUME (ACRE-FEET) = 20.1466 -- --- ---- --- -- -- --- --- --- - - - - -- ?age 17 of 88 Y: \F60\ 401\ Calcs\ 1? vdroloay\ 03- 21- 03 \F-IoodRout \5- 10- uS- DTL.FLD i a ( Saved: 5/8/2003 10:37 fN Page 28 of 88 A 2 4 - 5 0 1 3 1 S T O R M RUNOFF H Y D R O G R A P H HY IN FIVE - MINUTE UNIT INTERVALS(CFS) I (Note, Time indicated is at END of Each Unit inter 1 ': TINE(0S) VOLUME(AF) Q(CFS) 0. 12.5 25.0 37.5 50.0 i 14.000 8.6166 10.56 Q . V - . i 14.083 8.6903 10.70 - Q . V . 14.167 8.7651 10.86 - 0 - V . . 14.250 8.8410 11.02 . Q - V - 14.333 8.9181 11.19 . Q - V - 14.417 8.9964 11.37 . Q. V . 14.500 9.0761 11.57 . Q. V . - 14.583 9.1572 11.77 . Q - V - . 14.667 9.2397 11.99 Q. V . 14.750 9.3239 12.22 - Q. V - - 14.833 9.4097 12.47 . Q. V . - 14.917 9.4974 12.73 . Q V . - - 15.000 9.5870 13.01 Q V. - . 15.083 9.6787 13.31 . Q V. . i 15.167 9.7726 13.64 . 0 V. . - 15.250 9.8690 13.99 . .Q V. . 15.333 9.9679 14.37 . -Q V. . 15.417 10.0700 14.82 . .Q V. . 15.500 10.1756 15.34 . . Q V . . 15.583 10 -2853 15.93 . . Q V - • 15.667 10.4000 16.66 . . Q V . 15.750 10 -5203 17.47 . . Q V - 15.833 10.6468 18.36 . . Q .V • • 15.917 10.7803 19.38 . . Q .V - . 16.000 10.9215 20.51 . . Q .V - 16.083 11.0757 22.39 . . Q .V - 16.167 11.2440 24.44 . . • Q. V - - 16.250 11.4269 26.56 . . .QV - - 16.333 11.6334 29.98 . - . Q . 16.417 11.8641 33.50 . . . V Q . 16.500 12.1086 35.50 . . V Q - . 16.583 12.3623 36.83 . . . V Q. . 16.667 12.6247 38.10 . . V Q . 16.750 12.8972 39.57 . . . V .Q 1 16.833 13.1801 41.08 . V . Q - 16.917 13.4475 38.82 . . V .Q - !1 17.000 13.7099 38.10 . . . V Q • 17.083 13.9478 34.54 . . . Q - 17.167 14.1617 31.06 . . . Q V - • 17.250 14.3584 28.56 . . . Q V . 17.333 14.5355 25.72 . . Q V - • 17.417 14.6937 22.96 . . 0 . V. . 17.500 14.8396 21.19 . . Q . V. 17.583 14.9745 19.58 . . Q . V. . 17.667 15.0977 17.90 . . Q . V. • 17.750 15.2117 16.56 . - 0 . V - 17.833 15.3184 15.48 . . Q . V • 17.917 15.4161 14.49 . .0 . V • 18.000 15.5097 13.29 . 0 - V 18.083 15.5974 12.74 . Q . V • 18.167 15.6818 12.26 . Q. . .V . 18.250 15.7635 11.85 . Q. . .V - 18.333 15.8429 11.53 . Q. . .V . 18.417 15.9205 11.28 . Q. . .V . 18.500 15.9968 11.08 . 0 - - .V 18.563 16.0720 10.91 . Q . . .V 18.667 16.1459 10.74 . Q . . . . V - 18.750 16.2187 10.56 . Q . . . V - 16.833 16.2892 10.25 . Q . . . V - 18.917 16.3592 10.16 . Q . . . V - 19.000 16.4287 10.09 . Q . . . V - 19.083 16.4977 10.01 . Q . . • V • 19.167 16.5660 9.93 . Q . . . V • 19.250 16.6338 9.84 . Q . . . V . 19.333 16.7010 9.76 . Q - . V • 19.417 16.7675 9.66 . 0 - . . V . 19.500 16.8334 9.56 . Q - . . V - 19.583 16.8986 9.47 . Q . . V - 19.667 16.9632 9.37 . Q . . V . 19.750 17.0271 9.28 . Q . . . V • 19.833 17.0903 9.18 . Q - . V 19.917 17.1529 9.09 . 0 . . . V - 20.000 17.2149 9.00 . Q . . . V *** ******* ** t* * **** **** **,. *** * ** ** ** **** * * ** FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE = 7 » » »STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 « « < • FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE = 11 »»»VIEW STRESS! NUMBER 1 HYDROGRAPH« «< Y: \F60\ 401\ Ca1CS\ Hyd- O1og y\03- 21- 03 \F1oodRout(I- 10-US- DTL.FLD ?age 19 of 88 Saved: 51812003 10:37 AM S ^t - r.Ep AM H`- DROGRTLPH IN F11-1 IN��TE UNIT INTHRVPS,S (CFS) (Note: Tim indicated is at END of Each Unit Intervals) (r: S) vOLUME(AF) Q(CFS) 0. 375.0 750.0 1125 - 0 - - -- 1500.0 -- _ ---------- --- ----- -- -- ---- - -- - --- 14.000 214.19 259.85 Q - v 14.083 216.0834 274.34 Q v - 14 -167 218.0071 279.31 - Q v 14 -250 219.9703 285.06 Q - v 14.333 221 -9793 291.70 Q v ' 14 -417 224 -0387 299.03 Q v - - 3.4.500 226.1503 306.61 Q v 14.583 228 -3136 314.10 Q v 14.667 230.5279 321.53 Q v 14.750 232.7945 329 -10 Q v 14.833 235.1156 337.02 Q v 14.917 237.4947 345.45 Q- v 15.000 239.9366 354 -56 Q- v 15.083 242.4466 364 -46 Q- v 15.167 245.0313 375.30 Q v 15.250 247.6983 387 -25 Q v 15.333 250.4567 400.52 Q v 15.417 253.3217 415.99 •Q v 15.500 256.3265 436.31 :Q v 15.583 259.5276 464.79 Q v 15.667 262.9867 502.26 Q v 15.750 266.7355 544.34 Q v _ 15.833 270.7316 580.23 Q v 15.917 274.8726 601.27 - Q v 16.000 279.1092 615.15 - Q v 16.083 283.7022 666.91 - Q v 16.167 289.4596 835 -98 v Q 16.250 297.2087 1125.17 - v Q 16.333 306 -8473 1399.52 v Q_ 16.417 317.1705 1498.93 v Q 16.500 326.6376 1374.62 v Q 16.583 334.4289 1131.30 Q v 16.667 340 -5871 894.17 Q : v 16.750 345.5142 715.41 Q v 16.833 349.5905 591.88 - Q v 16.917 353.0974 509.21 Q v - 17.000 356.2564 458.68 v 17.083 359.1499 420.14 Q V. 17.167 361.8211 387.85 Q v 17.250 364.3121 361.70 Q. v 7.333 366.6493 339.36 Q. v 7.417 368.8556 320.36 Q v �\ 7.500 370.9551 304.85 Q v 1 C Q 17.583 372.9630 291.55 v 17.667 374.8906 279.89 Q v 17.750 376.7492 269.86 Q v 17.833 378.5474 261.10 Q v 17.917 380.2910 253.18 Q v 18.000 381.9829 245.67 Q v 18.083 383.6327 239.54 Q v - 18.167 385.2519 235.11 Q - v 18.250 386.8604 233.55 Q - v 18.333 388.4786 234.97 Q - v _ 18.417 390.1172 237.93 Q v 18.500 391.7723 240.32 Q v 18.583 393.4319 240.96 Q v 18.667 395.0844 239 -94 Q - v 18.750 396.7226 237.87 Q v 18.833 398.3419 235.12 Q v 18.917 399.9424 232.40 Q v _ 19.000 401.5244 229.70 Q v 19.083 403.0881 227.05 - Q v 19.167 404.6341 224 - Q V 19.250 406.1627 221.96 Q v 19.333 407 -6746 219.52 Q v 19.417 409.1702 217.16 Q - v - 19.500, 410.6501 214.89 Q v 19.583 412.1150. 212.70 - Q - v 19.667 413.5652 210.58 Q - v 19.750 415.0014 208.53 Q v 19.833 416 -4240 206.56 Q v 19.917 417.8334 204.64 Q v _ 20.000 419.2300 202.79 Q FLOW PROCESS FROM NODE 155.15 TO NODE 155.15 IS CODE _ 6 ---------- -- >>>,,STREAM NUMBER 2 CLEARED AND SET TO ZERO« <<< FLOW PROCESS FROM NODE 155.15 TO NODE 151.70 - IS -CODE - =- 5_2------- >>>>>MODEL CF_1iNEL ROUTING OF STREAM l BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE T_HE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE IN. ERVALS(Reference: the National Engln_er19 Hydrology, Chapt =_r 17, pge 17 -52, August, U.S. Department of Commerce). v: \F60\ 801\ Calcs\ rydr ology\ 03- 21- 03 \F1oodRout \I- 10- liS- DTL -FLD Saved: 51812003 10:37 _M ASSUN=D REGULAR CHTUti7vEL INrOR*SATION: _ nASEWIDTH(FT) = 19.69 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) 1062.90 DOWNSTREAM ELtvATTON(PT) 1050.97 CHANNEL LENGTTi(FT) = 1131.89 MANNING'S FACTOR 0.Oi5 CONSTANT LOSS RATE(CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1498.93 AVERAGE FLOWP.ATE IN EXCESS OF 50% MAXIMUM INFLOW 1179.96 CHANNEL NORMAL VELOCITY FOR Q = 1179.96 CPS = 18.48 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.916 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESU OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CPS) (CPS) (CPS) 14.000 269.65 269 -05 269.05 14.063 274.34 273.50 273.50 14.167 279.31 278.39 278.39 14.250 285.06 283.99 263.99 14.333 291.70 290.46 290.46 14.417 299.03 297.66 297.66 14.500 306.61 305.19 305.19 14.583 314.10 312.70 312.70 14.667 321.53 320.14 320.14 14.750 329.10 327.69 327.69 14.833 337.02 335.54 335.54 14.917 345.45 343.88 343.88 15.000 354.56 352.65 352.85 15.083 364.46 362.61 362.61 15.167 375.30 373.27 373.27 15.250 387.25 385.01 365.01 15.333 400.52 398.04 398.04 15.417 415.99 413.10 413.10 15.500 436.31 432.51 432.51 15.583 464.79 459.47 459.47 15.667 502.26 495.25 495.25 15.750 544.34 536.47 536.47 15.833 580.23 573.52 573.52 t � 15.917 601.27 597.34 597.34 S' 16.000 615.15 612.56 612.56 16.083 666.91 657.23 657.23 16.167 835.98 804.36 804.36 16.250 1125.17 1071.09 1071.09 16.333 1399.52 1348.21 1348.21 16.417 1498.93 1480.33 1480.33 16.500 1374.62 1397.87 1397.87 16.583 1131.30 1176.81 1176.81 16.667 894.17 938.52 938.52 16.750 715.41 748.84 748.84 16.833 591.88 614.98 614.98 16.917 509.21 524.67 524.67 17.000 458.68 468.13 468.13 17.083 420.14 427.35 427.35 17.167 387.85 393.89 393.69 17.250 361.70 366.59 366.59 17.333 339.36 343.53 343.53 17.417 320.36 323.91 323.91 17.500 304.85 307.75 307.75 17.583 291.55 294.04 294.04 17.667 279.89 282.07 282.07 17.750 269.86 271.74 271.74 17.833 261.10 262.74 262.74 17.917 253.18 254.66 254.66 18.000 245.67 247.07 247.07 18.083 239.54 240.68 240.68 18.167 235.11 235.94 235.94 18.250 233.55 233.84 233.84 18.333 234.97 234.71 234.71 18.417 237.93 237.37 237.37 18.500 240.32 239.87 239.87 18.583 240.96 240.84 240.84 18.667 239.94 240.13 240.13 18.750 237.87 238.26 238.26 18.833 235.12 235.63 235.63 18.917 232.40 232.91 232.91 19.000 229.70 230.20 230.20 19.083 227.05 227.55 227.55 19.167 224. 224.96 224.96 19.250 221.96 222.43 222.43 19.333 219.52 219.98 219.98 1. 19-417 217.16 217.60 217.60 19.500 214.89 215.31 215.31 19.583 212.70 213.11 213.11 19.667 210.58 210.97 210.97 19.750 208.53 208.92 208.92 19.833 206.56 206.92 206.92 19.917 204.6 205.00 205.00 20.000 202.79 203.14 203.14 == PROCESS SUMMARY OF STORAGE : page 20 of 88 y:\F60\40l\Cajcs\P-ydrojo gy\ 03- 21- 03 \F1oodRout \I- 10- 7S- DTL.FSD page 21 Of 88 S 5 1812003 10:37 r, ly.n -ow VOLUMES = 461.180 PF OUTFLOW VOLUME = 481.180 AF - CSS VOLu = 0.000 AF ---- ---- --- --- ---- -- ---- - ----+ STA_ 151 +70 --- --BEECH AVE. I I NORTH SIDE OF CZANNEL AREA P_6 - 4 - --- - -+ --------------------- FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = --- 1 - - - - -- - - - -- ---------- --------- ---------------------- -- » »>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) « ` (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 27.890 ACRES BASEFLOW = 0.000 CFS /SQUARE - MILE *USER ENTERED "LAG" TIME = 0.340 HOURS CAUTION. LAG TIME IS LESS THAN 0.50 HOURS. MAY BENT O PERIOD UH MODEL PEAR FLOW ESTIMATES. S COMPUTER PROGRAM) ESTIMATES ? VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PE.AK 3 SPECIFIED PEAK 0 -HOUR RAINFALL(INCH) 90 NCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 24.510 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIKE(HOURS FOR MODEL TIME (HOURS) FOR ENDIOFIRESULTSES�20.00 14.00 UNIT HYDROGRAPH DETERMINATION -------------------------- "S" GRAPH UNIT HYDROGRAPH INTERVAL ORDINATES(CFS) NUMBER MEAN VALUES - - - -- - -- -- ---- - --- -- -------- --- --------------- 1.460 4.926 1 7.103 19.033 2 20.046 43.657 3 37.08 57.479 4 1 57.88 1 70.137 5 75.054 57.921 6 85.873 36.494 7 92.044 20.813 8 95.730 12.433 9 97'717 6.667 10 98'419 2.403 11 98.879 1.550 12 99.333 1.534 13 99.733 1.349 14 99.933 0.675 15 1.225 16 100.000 7066 ------------------------ ------- ------------------------------------ TOTAL SOIL -LOSS VOLUME(ACRE - FEET) = 1 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = -- - - - 18 16. .03-83 83 - -- - - - -- - ------------ ----- ---- --- -- -- --- ----- -- --- - - -- - -- N y:\F60\ 401\ Calcs\ yyd= o1oo y\ 03- 21- 03 \F1oodRout \!- 10- US- DTL.FLD Saved: 51812003 20:37 AM 2 4- H 0 U R S T 0 R M 0 R U N 0 F F H Y D R 0 G R A P H === ========================================================-========== HYDROGRAPH IN pl-vE-M!N=--E UNIT INTERVALS (CFS) (Note: Time indicated is at END Of Each Unit Internals) - -------- ------------------------------------------------------------------ TIME (IMS) VOU (AF) Q(CFS) 0- 15.0 30.0 45-0 60-0 ------ ---------------------------------------------------------------- -- 14.000 - -- 8 .0957 - 10.21 Q v 14.083 8.1672 10.38 Q v 14.167 8.2400 10-57 Q v 14.250 8.3141 10.77 Q v 14.333 8.3897 10.98 Q v 14.417 8.4669 11.20 Q v 14.500 8.5457 11-44 Q v V. 14.583 8.6262 11-69 Q V. 14.667 8.7085 11-95 Q V. 14.750 8.7928 12-24 Q V. 14.833 8.8791 12.54 Q V. 14.917 9.9678 12.87 Q v 15.000 9.05B8 13-22 Q v 15.083 9.1526 13.61 Q. v 15.167 9.2493 14.04 Q. v 15.250 9.3492 14.52 Q. v 15.333 9.4528 15.04 Q v 15.417 9.5610 15.70 Q v 15.500 9.6753 16.61 •Q v 15.583 9.7969 17.93 -Q Q v 15.667 9.9335 19.55 Q v 15.750 10.0806 21.36 Q v 15-833 10.2373 22.75 Q v 15.917 10.3990 23.48 Q V 16.000 10.5663 24.29 Q v 16.083 10.7542 27-29 Q V 16.167 10.9898 34.21 v Q- 16-250 11.29'74 44.67 v Q 16.333 11.6473 50.79 v Q 16-417 12.0237 54.66 v Q 16.500 12.3588 48.65 Q V 16.583 12.6283 39.14 Q v 16.667 12.8439 31.30 Q v 16.750 13.0205 25.65 Q V. 16.833 ,16.917 13.1662 13.2890 21.16 17.83 V- Q V. 13.4000 16-12 Q 7.000 7.083 13.5030 14.95 V. Q. v 17.167 13.5989 13.93 Q. v 17.250 13.6879 12.93 Q v 17.333 13.7715 12.13 Q v 17.417 13.8507 11.50 Q 17,500 13.9265 11.01 Q v 17.583 13.9994 10.56 Q v 17.667 14.0697 10.21 Q v 17.750 14.1378 9.89 Q v 17-833 14.2039 9.59 Q v 17.917 14.2681 9.33 Q v 18.000 14.3306 9.09 Q v 18.083 14.3918 8.88 Q v 18.167 14-4520 8.75 Q 18.250 14-5122 8.74 Q 18.333 14-5728 8.81 Q 18.417 14.6344 8.94 Q 18.500 14.6966 9.03 Q 18.583 14.7588 9.04 Q 18.667 14.8207 8.99 Q 18.750 14.8821 B-92 0 . 18.833 14.9429 8.82 Q 18.917 15.0030 8.72 Q 19.000 15.0623 8.61 Q 19.083 15.1209 8.52 Q 19-167 15.1789 8-42 Q 19-250 15.2363 8 -33 Q 19.333 15.2930 8.24 Q 19.417 15.3491 8.15 Q 19.500 15.4047 8 -06 Q 19.583 15.4596 7.98 Q 19.667 15-5141 7.90 Q 19.750 15-5680 7.83 Q 19.833 15.6213 7.75 Q 19.917 15.6742 7.68 Q 20.000 15.7266 7.61 Q FROM NODE 151.70 TO NODE 151.70 CODE -- 7 --- FLOW PROCESS -IS- - --------- ------------ ----------- - --------------------------------- >>» ,STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<«< - 0 NODE 151.70 TO NODE 151-70 IS - CODE- =-- 11 FLOW PROCESS FROM - - - -- -------- ----------- -- ---- - ----------------------------- ------ --- > , > ,V - -iEW STRE-1 NUMBER I HYDROGR7UPH« <- pagre 22 of 88 Y: \F60\402 \Cajcs\Hydro:Zoq 21-US-DTL ID -FZ Saved: 51812003 10:37 AM, STRE_A_M E YDROGRAPH IN FI4_-- M-N� -B T`IT IN'T'ERVALS (CFS) (Note: Tine indicated is at END of Each Uni Intervals) 10 (HRS) VOLUmm,(AF) Q(CFS) 0. 400-0 ----- 800_0 ---- 1200_0 ---- 1600_0- i4.000 -------------------------- 221.9421 279.26 _ Q - 14.083 223.8973 283.88 Q V ' 14.167 225.8873 288.95 - Q V - 14 227.9173 294.75 Q - V -250 14.333 229.9933 301.43 4 V - 14.417 232.1204 308.86 Q V " 14.500 234.3011 316.63 _ Q V ' 14.583 236 -5352 324.39 Q - V 14.667 238 -8223 332.09 Q V 14 241.1634 339.92 - Q - V " -750 14.833 243.5606 348.08 Q V ' 14 246.0175 356.75 Q - V " -917 15.000 248.5387 366.08 Q. V 15.083 251.1298 376.22 Q. V 15.167 253.7972 387.31 Q. V 15.250 256.5488 399.53 - Q. V " 15.333 259.3937 413.08 4 V 15.417 262.3469 428.80 Q V 15.500 265.4399 449.12 -Q V ' 15 268.7278 477.40 -Q V ' -583 15.667 272.2733 514 -80 Q V 15.750 276.1151 557.82 Q V 15.833 280.2216 596.27 Q V 15.917 284 -4972 620.81 V Q 1 6.000 288.8832 636.85 V V 16.083 293.5975 684.52 - Q C2 V ' 16.167 299 -3728 838.57 V Q 16.250 307.0570 1115.75 V Q 16.333 316.6920 1399.01 - V Q 16.417 327.2636 1535.00 V Q 16.500. 337.2258 1446.51 V Q 16.583 345.6001 1215.94 Q V 16.667 352.2793 969 -82 Q. V 16.750 357.6133 774.49 Q V 16.833 361.9944 636.14 V 16.917 365.7306 542.50 Q V • 17.000 369.0657 484.25 Q V. , 17.083 372.1118 442 -30 •4 V 17.167 - 374.9204 407 -82 Q V 17.250 377.5342 379.52 Q- V 17.333 �j�7. 11`` 7.500 500 379.9837 382.2937 384.4890 355.67 335.41 318.76 Q Q - 4 V V 17.583 386.5869 304.62 4 V - V 17.667 388.5999 292.28 4 V 17.750 390.5394 281.62 Q V 17.833 392.4150 272.33 Q - V 17.917 394.2330 263.98 Q V 18.000 395.9972 256.15 Q V 18.083 397.7159 249.56 Q V 18.167 399.4011 244.69 4 V 18.250 401.0718 242.58 Q - V 18.333 402.7489 243.51 Q V 18.417 404.4452 246.31 Q - V 18.500 406.1594 248.90 Q - V , 18.583 407.8803 249.88 Q V - 18.667 409 -5961 249.13 Q - V 18.750 411.2984 247.17 Q V . 18.833 412.9820 244.46 Q - _ V 18.917 414 -6461 241.63 4 V 19.000 416 -2908 238.82 - Q - - V , 19.083 417.9166 236.07 4 V 19.167 419.5239 233.38 Q - V 19.250 421.1132 230.76 4 - V 19.333 422.6849 228.22 Q V - 19.417 424.2397 225.75 4 - V . 19.500 425.7780 223.38 Q V 19.583 427.3007 221.09 4 V . 19.667 428 -8081 218.66 Q _ V 19.750 430.3008 216.74 Q - _ V 19.833 431.7793 214 -68 Q V 19.917 433.2440 212.68 4 - V 20.000 434.6955 210.75 Q ** tt**** k *+*#* t4#** k# t* t*+***#**# t+*#***# k*+* # * * ** * # ** * * *k*k * *t * * * *t * * # * *k *4 FLOW PROCESS FROM NODE 151.70 TO NODE 151.70 IS CODE = 6------------ -- ----------- --------------- -------------------- ...> .STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< FLOW PROCESS FROM NODE 151.70 TO NODE 147.70 IS CODE = 5.2 ------ - - - - -- ------- ------ >>>,>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD« <<< - THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO RO - -UTE THE STREAM 1 INFLOW F'YDROGR:� °H BY 5- MINUTE INTERVALS(Reference: the Natio_al Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce) - ?age 23 of 88 Y: \F60\ 401 \ealcs\ Hydrology\ 03- 21- 03 \FloodRo-at \I- 10- US- DTL -FLD Saved: 51812003 10:37 AM ASBAS EWI D TH ( F T) C rAN'L'+iL INrORNATION: E_ASDTH(ri) = 49 -21 CHKINNEL Z = 0.00 UPSTREAM ELwP_TION(FT) = 101047 ?28 DOWNSTRE -ZLM EL - TATION(FT) _ CHANNEL LENGTH(FT) = . 1312.34 MAN7vING'S FACTOR = 0.C15 CONSTANT LOSS RATE. (CPS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CPS) = 1535.00 AVERAGE FLOWRATE IN EXCESS OF 50k MAXIMUM INFLOW = 1 161.89 CHANNEL NORMAL VELOCITY FOR Q = 1161.89 CPS = 9 -24 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.845 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.976 7 1 5 211 57 211.57 20.000 2 . PROCESS SUMMARY OF STORAGE: Y: \F60\ 401\ Calcs\ rYdology \03- 21- 03 \r1oc3ROUt \I- 10 -LTS -D Z -rLD Page 24 of 88 CONVEX METHOD CHANNEL ROUTING RESULTS F F LESS MODEL I INFLOW R ROUTED L LOSS TIME ( (STREAM 1) F FLOW (STREAM 1) (ERS) ( (CPS) ( (CPS) ( (CPS) 14.000 2 279.26 2 277.42 2 277.42 14.063 2 283 -88 2 281.92 2 281.92 14.167 2 288.95 2 286.80 2 286.80 14.250 2 294.75 2 292.30 2 292 -30 14.333 3 301.43 2 298.61 2 298.61 14.417 3 308.86 3 305.72 3 305.72 14.500 3 316.63 3 313.34 3 313.34 14.583 3 324.39 3 321.09 3 321.09 14.667 3 332.09 3 328.82 3 328.82 14.750 3 339.92 3 336.60 3 336.60 14.833 3 348.08 3 344.62 3 344.62 14.917 3 356.75 3 353 -07 3 353.07 15.000 3 366.08 3 362.12 3 362.12 15.083 3 376.22 3 371.92 3 371.92 15.167 3 387.31 3 382.61 3 382.61 15.250 3 399.53 3 394.35 3 394.35 15.333 4 413.08 4 407.34 4 407.34 15.417 4 428.80 4 422.15 4 422.15 15.500 4 449.12 4 440.53 4 440 -53 15.583 4 477.40 4 465.47 4 465.47 15.667 5 514.80 4 499.02 4 499.02 15.750 5 557.82 5 539.61 5 539 -61 15.833 5 596 -27 5 579.90 5 579.90 15.917 6 620.81 6 610.25 6 610.25 16.000 6 636 -85 6 629.95 6 629.95 16.083 6 684.52 6 664.60 6 664.60 16.167 B B38 -57 7 774.25 7 774.25 16.250 1 1115.75 9 999.33 9 999.33 16.333 1 1399.01 1 1278.81 1 1278.81 16.417 1 1535.00 1 1475.74 1 1475.74 16.500 1 1446.51 1 1481.75 1 1481.75 16.583 1 1215.94 1 1312.35 1 1312.35 16.667 9 969.82 1 1074.15 1 1074.15 16.750 7 774.49 8 857.96 8 857.96 16.833 6 636.14 6 695.49 6 695.49 16.917 5 542.50 5 582.74 5 582.74 17.000 4 484.25 5 509.36 5 460.29 17.083 4 442.30 4 422.54 4 422.54 17.167 4 379.52 3 391.60 3 391.60 17.333 3 355.67 3 365.84 3 365.84 17.417 3 335.41 3 344.05 3 344.05 17.500 3 318.76 3 325.87 3 310.65 17.583 3 304.62 3 310.65 3 297.54 17.667 2 292.28 2 297.54 2 286.17 17.750 2 281 -62 2 276.29 2 276 -29 17.833 2 -33 2 267.54 2 267.54 18.000 2 256 -15 2 259.48 2 259.48 18.083 2 249.56 2 252.37 2 252 -37 18.167 2 244.69 2 246.77 2 246.77 18.250 2 242.58 2 243.50 2 243.50 18.333 2 243.51 2 243.15 2 243.15 18.417 2 246.31 2 245.14 2 245 -14 18.500 2 248.90 2 247.80 2 247.80 18.583 2 249.88 2 249.45 2 249.45 18.667 2 249.13 2 249.43 2 18.750 2 247.17 2 247.99 247.99 18.833 2 244.46 2 245.60 2 245.60 16.917 2 241.63 2 242.83 2 242 -83 19.000 2 238.82 2 240 -01 2 240.01 19.083 2 236.07 2 237.23 2 237.23 19 - 233 -38 2 234 -52 2 234.52 -167 2 230.76 2 231.87 2 231.87 19 - 228.22 2 229.30 2 229.30 -333 2 225.75 2 226.80 2 226 -80 19.583 2 221 -09 2 222.06 2 222.06 - - -- 1 19.667 2 218.88 2 217.65 2 217.65 19.750 2 214.66 2 215 -55 2 215 -55 212.68 2 213.53 2 213.53 19.917 2 20.000 2 . PROCESS SUMMARY OF STORAGE: Y: \F60\ 401\ Calcs\ rYdology \03- 21- 03 \r1oc3ROUt \I- 10 -LTS -D Z -rLD Page 24 of 88 Saved: 51812003 20:37 7 INFLOW VOLUYiE = 499.218 A7 S'FLOi9 VOLU" = 499.218 AF ff OSS VOLUME - -- - - ----- 0.000 AF - -- ----- - - ---- -- - - -- -- -- --- - - - - -- r I STA. 147 +70 C: MLOCK AVE- N OR TH SIDE OF CIEANNEL AREA B1 + FLOW PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE = 10_2 -- __ ------'----------- » >>>ADD R70NOPE h FROM A FILE TO A STREAM « «< ADD HYDROGRAPH FILE: (B- USI.TXT ) TO STREAM # 2 FLOW PROCESS FROM NODE 147.70 TO NODE 147.70 IS CODE = --- 7 - - - -- - - - -- ------------------------- » » > STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 <<c<c -- - - - - -- Page 25 of 88 Y: \F60\ 401 \Ca1Cs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- US- DTL.FFLD r* r* rtr++++ xxx*+ x+* zx+ x+ tx++ + + + + + + + + + + + * + + + * + + + + + + + + + + + *x t* x+ t* x** k FLOW PROCESS tx** FROM NODE 147.70 TO NODE 147.70 IS CODE _ -11 - --- - - - -- - -- ---- -------------------------- » »>VIEW ---------- STREAM NUMBER 1 HYDROGRAPH« <<< STREAM HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at Intervals) - - -_ - END of Each Unit - --- ------------------------------------------------ Q(CFS) 0. 1150.0 2300.0 3450.0 4600. TIME (HRS) VOLUME (AF) _ ----- - - ------------------------------------ 14.000 640 -0172 805.60 V Q V 14.083 645.6577 818.99 - Q V ' 14.167 651.3990 833.64 Q V 14.250 657.2547 850.25 Q V 14.333 663.2402 869.10 Q V 14.417 669.3689 889.89 Q V . 14.500 675.6477 911.68 Q - V " :4.583 4.667 682.0780 688.6605 933.68 955.78 Q V. V Q - t � 4.750 695.3989 978.41 Q V. 14.833 702.3002 1002.07 Q V 14 -917 709.3749 1027.24 Q - V - 15.000 716.6362 1054.34 - Q. V 15.083 724.1003 1083 -79 Q. V 15.167 731.7864 1116.02 Q. V 15.250 739.7171 1151.55 Q V 15.333 747.9194 1190.97 - Q V 15.417 756.4392 1237.08 Q V 15.500 765.3755 1297.55 :Q V 15.583 774.8687 1381.31 Q V 15.667 785.1547 1490.63 Q V 15.750 796.2723 1614.27 Q V 15.833 808.1392 1723.08 Q V 15.917 820.4923 1793.67 Q V 16.000 833.2261 1848.94 - Q V . 16.083 847 -1931 2028.01 - QV 16.167 864 -7858 2554.47 V Q. 16.250 868.3554 3422.30 V Q 16.333 917.4061 4218.16 V Q 16.417 948.9268 4576.81 - V Q 16.500 978 -9565 4360 -32 - V Q - 16.583 1004.4567 3702.63 - Q V 16.667 1024.7148 2941.48 - Q V 16 -750 1040.6581 2314.95 - Q V . 16.833 1053.5979 1878.86 Q V 16.917 1064.5101 1584.45 - Q V 17 1074.0710 1388 -25 - - V -000 17 1082:7172 1255.42 Q V -083 17.167 1090.6996 1159.05 Q V 17.250 1098.1465 1081.29 - Q- V . 17.333 1105 -1235 1013.06 Q - V 17.417 1111.6982 954.65 Q - V - 17.500 1117.9408 906 -42 Q V 17.583 1123.9121 867.03 Q V 17.667 1129.6515 833.36 Q V 17.750 1135.1692 804.08 Q V 17.833 1140.5497 778.34 Q - 17.917 1145 -7515 755.30 -V Q V 18.000 1150.8082 734 -24 Q - V - 18.083 1155.7379 715.78 Q V 18.167 1160-.5757 702.44 Q - V 18 -250 18.333 C 1165.3765 1170.1965 697.07 699.87 Q V Q V 18.417 1175.0693 707.53 Q V - 18 1179.9922 714.79 - Q V - -500 2.8.583 1184.9366 717.94 - Q - V 18.667 1189.8702 716 -35 Q - V - 18.750 1194.7686 711 -24 Q - V 18.833 1199.6179 704.13 Q V 18.917 1204.4126 696.19 Q V 19.000 1209.1515 688 -08 Q Page 25 of 88 Y: \F60\ 401 \Ca1Cs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- US- DTL.FFLD Saved: 51812003 10:37 AM BASEWIDTH(FT) = 49.21 CHANNEL Z - 0.00 UPSTREAM ELEVATION(FT) = "083 1213.8352 680.07 Q V " d " 167 1218.4652 672.28 Q - V " 250 1223.0432 664.73 Q - J .333 1227.5708 657.41 Q - - " V .9.417 1232.0494 650.30 Q V 19.500 1236.4808 643.44 - Q - V 19.563 1240.8667 636.82 Q V 19.667 1245.2086 630.44 Q V 19.750 1249.5082 624.29 Q V 19.833 1253.7667 618.34 Q V 19.917 1257.9857 612.60 Q - ' V 20.000 1262.1664 607.04 Q - - 685.53 t++ r++ t +ztzx +ttz + + +tx + +ztt +xxtt +x +z +t t+ rt+ ttrx rx+ ttttzrzt++ tt+ tz+ tt+ xztztt FLOW PROCESS FROM NODE 147.70 --------------------- TO NODE 147.70 IS CODE = 6 - - - - -- - -------------- » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO-«< +++ ttrxx+ t zt+ zr+ ztttt+ tzrtttxt+++ r+ tztt+ tx+ rz +xtt + + +zr + + + +xx + + + + + + +x + ++ + +ttx FLOW PROCESS FROM NODE 147.70 TO NODE 143.70 IS CODE = 5.2 ------------ __ ------------------- » »> MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD« « < THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 49.21 CHANNEL Z - 0.00 UPSTREAM ELEVATION(FT) = 1047.28 DOWNSTREAM ELEVATION(FT) = 1036.98 MANNING'S FACTOR = 0.015 CHANNEL LENGTH(FT) = 1312.34 CONSTANT LOSS RATE(CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 4576.81 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 3511.39 CHANNEL NORMAL VELOCITY FOR Q = 3511.39 CFS = 19.20 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.919 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 Page 26 of 88 y : \F60\ 401\ Calcs\ rydz- oloay\ 03- 21- 03 \cloodRout \I- lO- US- DTL -"' D CONVEX METHOD CHANNEL ROUTING RESULTS: FLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.000 805.60 802.96 802.96 14.OB3 818.99 816.19 816.19 14.167 833.64 630.57 830.57 14.250 850.25 846.77 846.77 14.333 869.10 865.15 865.15 14.417 889.89 885.53 685.53 14.500 911.68 907.12 907.12 14.583 933.68 929.07 929.07 14.667 955.78 951.15 951.15 14.750 978.41 973.67 973.67 14.833 1002.07 997.12 997.12 14.917 1027.24 1021.97 1021.97 15.000 1054.34 1048.66 1048.66 15.083 1083.79 1077.63 1077.63 15.167 1116.02 1109.27 1109.27 15.250 1151.55 1144.11 1144.11 15.333 1190.97 1182.71 1182.71 15.417 1237.08 1227 -43 1227.43 15.500 1297.55 1284.89 1284.89 15.583 1381.31 1363.77 1363.77 15.667 1490.63 1467.74 1467.74 15.750 1614.27 1588.38 1588.38 15.833 1723.08 1700.29 1700.29 15.917 1793.67 1778.89 1778.89 16.000 1848.94 1837.37 1837.37 16.083 2028.01 1990.52 1990.52 16.167 2554.47 2444.24 2444.24 16.250 3422.30 3240.59 3240.59 16.333 4218.16 4051.50 4051.50 16.417 4576.81 4501.69 4501.69 16.500 4360.32 4405.64 4405.64 16.583 3702.63 3840.34 3840.34 16.667 16.750 2941.48 2314.95 3100.67 2446.15 3100.87 2446.15 16.833 1878.86 1970 -19 1970.19 - 16.917 158 1646.10 1646.10 17.000 1388.25 1429 -33 1429,33 17.083 1255.42 1283.24 1283.24 17.167 1159.05 1179.23 1179.23 17.250 1081.29 1097.58 1097.58 77.333 1013.06 1027.35 1027.35 17.417 954.65 966.88 966.88 Page 26 of 88 y : \F60\ 401\ Calcs\ rydz- oloay\ 03- 21- 03 \cloodRout \I- lO- US- DTL -"' D Saved: 51812003 10:37 AN !7.500 906. 916.52 916.52 C 17.583 867.03 875.28 875.28 17.667 633.36 840. 840.41 17.750 804.08 810.21 810.21 17.833 778.34 783.73 783.73 17.917 755.30 760.12 760.12 18.000 734.2 738.65 738.65 18.083 715.78 719.65 719.65 18.167 702.44 705.23 705.23 18.250 697.07 698.19 698.19 18.333 699.87 699.28 699.28 18.417 707.53 705.92 705.92 18.500 714.79 713.27 713.27 18.583 717.94 717.28 717.28 18.667 716.35 716.68 716.68 18.750 711.24 712.31 712.31 18.833 704.13 705.62 705.62 18.917 696.19 697.85 697.85 19.000 688.08 689.78 689.78 19.083 680.07 681.75 681.75 19.167 672.28 673.91 673.91 19.250 664.73 666.31 666.31 19.333 657.41 658.94 658.94 19.417 650.30 651.79 651.79 19.500 643.44 644.87 644.87 19.583 636.82 638.21 638.21 19.667 630.44 631.78 631.78 19.750 624.29 625.58 625.58 19.833 618.34 619.59 619.59 19.917 612.60 613.80 613.80 20.000 607.04 608.20 608.20 PROCESS SUMMARY OF STORAGE INFLOW VOLUME = 1447.952 AF OUTFLOW VOLUME = 1447.952 AF LOSS VOLUME = 0.000 AF STA. 143 +70 LIVE OAK AVE. I NORTH SIDE OF CHANNEL AREA A7 +-------- ----- -- --- -- ------ -- ---- -- ---- -- --- - -- - -- -- --- - - ---- - - ---+ rr( LOW PROCESS FROM NODE 143.70 TO NODE 143.70 IS CODE = 1 » » >SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS)<c «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 497.770 ACRES HASEFLOW = 0.000 CFS /SQUARE - MILE *USER ENTERED "LAG" TIME = 0.330 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE VALLEY(DEVELOPED) S K ESTIMATES. GRAPHSELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.349 LOW LOSS FRACTION = 0.331 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAR 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30 -MINUTES SPECIFIED PEAK 0 - HOUR RAINFALL(INCH NCH)- 90 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.978 30- MINUTE FACTOR = 0.978 1 -HOUR FACTOR = 0.978 3 -HOUR FACTOR = 0.997 6 -HOUR FACTOR = 0.998 24 -HOUR FACTOR = 0.999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 25.253 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME (HOURS) FOR MODEL TIME(HOURS) FOR END IOFI RESUL RESULTSS�20.00 14.00 UNIT HYDROGRAPH DETERMINATION i "S" GRAPH ------------------- UNIT HYDROGRAPH INTERVAL ORDINATES(CPS) N7j_MBER MEAN VALUES ---------------- ---- ---- i ----- 1.514 91.13 7.563 364.128 2 3 21.192 820.499 39.308 1090.058 4 5 60.506 276.687 1 P_ge 27 of 88 Y: \F60\ 401\ Calcs\ Fydrolog y\ 03- 21- 03 \F1oodROUt \I- 10- US- DTL.FLD caved: 5/8/2003 10:37 AM 6 77-221 1006.135 7 87.385 611.859 93.068 342.074 9 96.350 197.592 1 0 98.021 100.617 98.565 32.757 11 90 28.499 12 °.9.512 28.499 13 99.986 28.499 14 15 100.000 0.863 TOTAL SOIL -LOSS VOLUME(ACRE - FEET) = 11124100099 TOTAL STORM RUNOFF VOLIIME(ACRE FEET) = ----- -- ---- --------------------- ---------- -- ----- ---- - -- -- ---- ---- - - - - -- IN Im page 28 of 88 Y: \_ °60\ LOS \Cal CS\ jpdrology\ 03- 21-03\F1oodROVt \2- 10- US- LTL.FLD _age 29 of 88 Saved: 51812003 10 :37 mv, 2 4 - H O U H R S T O R Y D R O C- R M A P H P. 0 N 0 F F FYDR03RAPH IN FIVE-MINUTE UNIT INPERvALS(CFS) Intervals) (Note: Time indicated is at END of Each Unit 0555 -- 500----- 6--- ----- - -- --- ------------------------------------- •, Q(CrS) 0.------ -- 225. 2250 40 675.0 °.00.0 _50..-- - - - --- TIME(ilRS) VOI;JME(AF) -- -------- --------- --- ---- 14.000 106.6852 134.89 Q Q V 14.083 107.6304 137 -24 V 14.167 108.5938 139 -89 Q V 14.250 109.5791 143.07 Q V 14.333 110 -5885 146.56 Q V 14.417 111.6244 150.40 Q V - 14.500 112.6861 154.17 4 Q V 14.583 113.7734 157.87 Q V - 14.667 114.8860 161.54 - Q V _ 14.750 116.0251 165 -40 Q V , 14.833 117.1919 169.42 Q V 14.917 118.3886 173.77 Q V 15 -000 119.6174 178.42 Q V 15.083 120 -8817 183.57 Q V 15.167 122.1844 189.16 Q V 15 -250 123.5302 195.40 Q V , 15.333 124.9232 202.27 Q V 15.417 126.3747 210.75 Q- V 15.500 127.9042 222.09 Q V . 15 -583 129 -5437 238.06 Q V 15.667 131.3162 257.36 Q V 15.750 133.2317 278.13 Q V 15.833 135.2521 293.36 - Q V 15.917 137.3245 300.92 Q V 16.000 139.4735 312.03 Q V 16.083 141.9867 364.92 _Q V 16.167 145.3736 491.77 V Q _ 16.250 150.0275 675.75 - V Q - 16.333 155.4235 783.51 - V Q , 16.417 161.1607 833.03 V .Q 16.500 166.0655 712.19 - Q V . 16.583 169.8436 548.56 - Q V . 16.667 172.7703 424.96 Q V- 16.750 175.1206 341.25 Q V. . 16.833 177.0360 178.6449 278.12 233.62 Q Q V- '. V_ � f16.917 `` 17.000 180.1275 215.28 Q V - 17.083 181.5104 20 Q _ V 17.167 182.8050 187.97 Q V 17.250 183.9671 168.74 Q V , 17.333 185.0679 159.63 - Q V . 17.417 186 -1131 151.77 - Q •V 17.500 187.1108 144.86 •V , 17.583 188.0691 139.16 Q Q V 17.667 188.9937 134.24 V 17.750 189.8884 129.91 Q V 17.833 190 -7565 126.05 Q V 17.917 191.6007 122.57 - Q V 18.000 192.4229 119.38 Q Q - V 18.083 193.2268 116.72 Q V 18.167 194.0196 115.11 Q V 18.250 194.8124 115.12 Q V 18.333 195 -6122 116.14 V 18.417 196.4241 117.69_ Q Q V - 18.500 197.2435 118.97 Q v 18.583 198.0629 118.97 Q V 18.667 198.8773 118.25 V 18.750 199.6844 117.19 Q Q V , 18.833 200.4827 115.92 Q - V , 18.917 201.2714 114.52 - Q V 19.000 202.0508 113.17 V 19.083 202.8214 111.88 - Q - Q V 19.167 203.5835 110.66 V 19.250 204.3369 109.40 Q - Q V 19.333 205.0821 108.20 - _ V 19.417 205.8193 107.04 Q - V 19 206 -5488 105.92 Q V -500 19 207 -2709 104.85 - Q V -583 19.667 207.9859 103.82 - Q - Q V 19 -750 208.6940 102.82 Q V 19.833 209.3954 101.85 Q V 19.917 210.0905 100.92 V ' 20.000 210 -7793 100.02 - Q 143.70 TO NODE 143 -70 IS CODE - -- FLOW PROCESS FROM NODE - - -- - - ---------------------- - - » »> STREAM N - OpMER 2 ADDED TO STREAM kjUMEER 1 ««< # # * * *x * * * * * # * * * # #x * # * * * * * * *x * *# 143.70 IS CODE = 11 NODE 143.70 TO NODE FLOW PROCESS FROM ----------------------- -- --------------------- STREAM NUMBER 1 I?Y1ROGR7'VH««< Y: \F60\ 401\ Cel Ca\ Y` Yc-Lro log y\ 03- 21- 03 \FloOdPOut \1- 10- US- DT'--FZD page 30 of 88 Saved: s 1812003 10:37 AM STREAM F, 14 IN FILE- MIN'U-E UNIT INiERVALS(CFS) (Note: Time indicated is at END of Each Unit Inter"Jals) (Eas) VOLUME (AF) --- Q(CFS) 0 i350 0 - - 2700 0 ---- y -r 4050.0 - 5400 --- ------- -- -- --- -- ---- --- --- --- - - - - - -- - -- -- 14.000 745 -5403 937.85 - V OQ , 14.063 752.1066 953.43 V V - Q 14 -167 758.7903 970.47 - V , 14,250 765.6074 989.84 - Q - V Q 14.333 772.5751 1011.72 - V Q 14.417 779 -7097 1035.93 - V 14 787.0188 1061.29 Q V -500 14.583 794 -5046 1086.94 Q V Q 14.667 802.1678 1112.69 - V _ Q 14.750 810.0127 1139.07 Q V 14.833 818.0467 1166.54 Q V , 14.917 826.2818 1195.74 - - V , Q. 15.000 834.7 328 1227.08 Q. V 15.083 843.4187 1261.20 V - Q. 15.167 852.3611 1298.43 _ Q- V , 15.250 861 -SB64 1339.51 V 15.417 15.333 871.1248 1384.98 _ Q V , 881.0296 1438.18 V 15.500 891.4082 1506.98 V 15.583 902.4401 1601.83 .Q Q V , 15.667 914.3209 1725.09 Q V , 15.750 927.1757 1866.51 - Q V _ 15.833 940.9061 1993.66 - Q V 15.917 955.2298 2079.81 - Q V 16.000 970.0328 2149.40 Q V - 16.083 986.2548 2355.43 V 16.167 1006.4753 2936.01 .Q V Q. 16.250 1033.4473 3916.33 - - V Q - 16.333 1066.7462 4835 -01 V Q• 16.417 1103.4867 5334.72 V Q , 16.500 1138.7334 5117.82 V Q , 16.583 1168.9602 4388.93 Q V 16.667 1193.2428 3525.83 Q V 16.750 1212.4398 2787.41 Q V. , 16.833 1227.9241 2248.31 Q V 16.917 1240.8698 1879.72 _ Q V 17.000 1252.1963 1644.61 - V - 17.083 1262.4169 1484.03 Q V - 17.167 1271.8329 1367.20 V - Q. 17.250 1280.5541 1266.31 V , Q 17.333 1288.7303 1187.19 V 7.417 %ww-�i7.5 1296.4346 1118.65 1303.7444 1061.38 Q V Q V 00 . i 1014.43 Q ' 17.583 1310.7309 - V , Q 17.667 1317.4434 974.65 - V , Q 17.750 1323.9181 940.12 Q 17.833 1330.1837 909.78 .V Q 17.917 1336.2629 882.70 - V Q 18.000 1342.1722 858.03 V , Q 18.083 1347.9324 836.37 V , Q 18.167 1353.5822 820.35 - V - Q 18.250 1359.1835 813.31 _ V - Q 18.333 1364.7993 815.42 V 18.417 1370.4730 823.82 - Q V , Q 18.500 1376.2047 832.24 V , Q 18.583 1381.9640 836.25 V - Q 18.667 1387.7142 834.94 - Q 18.750 1393.4271 829.50 V Q 18.833 1399.0851 821.54 V Q 18.917 1404.6799 812.36 V , Q 19.000 1410.2098 802.95 V , Q 19.083 1415.6757 793.63 V 19.167 1421.0791 784.57 Q V , Q 19.250 1426.4215 775.72 - V Q 19.333 1431.7046 767.14 V , Q - 19.417 1436.9309 758.83 V , 19.500 1442.1017 750.80 - Q - V , Q 19.583 1447.2191 743.06 - V - Q 19.667 1452.2652 735.59 V Q 19.750 1457.3016 728.39 V Q 19.833 1462.2703 721.44 - V , Q 19.917 1467.1926 714.72 V , Q ' 20.000 1472.0702 708.22 trtxxtr+ rttxxxxxxxtr +tr +r +t + +t + +t6trtxrxxtxxrx txrx +xx +r :xtx + * +� + +t + +t rttttx+ FLOW PROCESS FROM NODE 143.70 TO NODE 143.70 IS - CODE - - -- --- - - - - -- __ ------------------------ ----------- » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< + +t +trttxt + +trtt + +rtx + txtx+ xx+ tx+ x+ +++ trtxx+ t+ rxttxtt trttx+ r+ tttxttx +rrtr + 138 IS- CODE- =- 5_2 FLOW -70 PROCESS FROM NODE 143 -70 TO NODE --- » » >MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD« « < THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUPE lTM STREAM 1 INFLOW HYDROGRAPH BY 5-MINUTE INTERVALS(Reference: the National Augusering2Randbook, Hydrology, Chapter 17, page , U.S_ Department of Commerce). y: \P60\ 401\ Calcs\ rydrology\ 03- 21- 03 \F1oodPout \I- 10- US- DTL.FSD Saved: 51812003 10:37 AM ASSUMED RaGS.0 C::P1vNEL INFORM BASEWIDTH(FT) = 49 -21 CFA-\W- Z = 0.00 UPSTREAM ELEVATION(FT) = 1035. 98 DOWNSTREAM ELEVATION(FT) = 1023.24 CHANNEL LENGTH(FT) = 1640.42 MANN-LNG'S FACTOR = 0.015 CONSTANT LOSS RAE (CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED-. MAXIMUM INrL,OW(CFS) = 5334 -72 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 4105.26 CHANNEL NORMAL VELOCITY FOR Q = 4105 -26 CPS = 20.75 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.924 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5-MINUTE UNIT INTERVALS IS CSTAR = 1.000 20 -000 708.22 - == PROCESS S - uwIRY OF STORAGE: Y \F60\ 401\ Calcs\ Hydr Olooy\ 03- 21- 03 \I- iO- US- DTL.FLD Page 31 of 88 CONVEX METHOD CHANNEL ROUTING RESU OUTFLOW LESS MODEL INFLOW ROUTED (STREAM LOSS 1) TIME (STREAM 1) FLOW (HRS) (CPS) (CPS) (CPS) 14 937 -65 934.28 934.28 -000 14.083 953 -43 949.63 949.63 14.167 970.47 966 -31 966.31 14.250 989 -84 985.11 985.11 14.333 1011.72 1006 -3B 1006.38 14.417 1035.93 1030.03 1030.03 14.500 1061.29 1055.10 1055.10 14.583 1086.94 1080.69 1080.69 14.667 1112.69 1106.41 1106.41 14.750 1139.07 1132.64 1132.64 14.833 1166.54 1159.84 1159.84 14.917 1195.74 1188.61 1188.61 15.000 1227.08 1219.44 1219.44 15.083 1261.20 1252.88 1252.88 15.167 1298.43 1289.35 1289.35 15.250 1339.51 1329.49 1329.49 15.333 1384.98 1373.89 1373.89 15.417 1438.18 1425.20 1425.20 15.500 1506 -98 1490.19 1490.19 15.583 1601.83 1578.70 1578.70 15.667 1725.09 1695.03 1695.03 15.750 15.833 1866 -51 1993 -66 1832.01 1962.64 1832.01 1962.64 2058.79 (� 15.917 2079.81 2058.79 l 16.000 2149.40 2132.42 2132.42 16.083 2355.43 2305.18 2305.18 16.167 2936.01 2794.41 2794.41 16.25D 3916.33 3677.22 3677.22 16.333 4835.01 4610.90 4610.90 16.417 5334.72 5212.78 5212.78 16.500 5117.82 5170.67 5170.67 16.583 4388.93 4566.69 4566.69 16.667 3525.83 3736.36 3736.36 . 16.750 2787.41 2967.55 2967.55 16.633 2248.31 2379.83 2379.63 16.917 1879 -72 1969.65 1969.65 17.000 1644.61 1701.98 1701.98 17.083 1484.03 1523.21 1523.21 17.167 1367.20 1395 -71 1395.71 17.250 1266.31 1290.93 1290.93 17.333 1187.19 1206.49 1206.49 17.417 1118.65 1135.37 1135.37 17.500 1061.38 1075.35 1075.35 17.583 1014.43 1025.89 1025.89 17.667 974.65 984.36 984.36 17.750 940.12 948.55 948.55 17.833 909.78 917.18 917.18 17.917 882.70 889.30 889 -30 18.000 858.03 864.05 864.05 18.083 836.37 841.65 841.65 18.167 820.35 824 -25 824.25 18.250 813.31 815.03 815.03 18.333 815 -42 814.91 814 -91 18.417 823.82 821.77 821.77 18.500 832.24 830.19 830 -19 18.583 836.25 835 -27 835 -27 18.667 834.94 835.26 835.26 18.750 829.50 830.83 830.83 18.633 621.54 823.48 823.48 18 812.36 814.60 814.60 -917 19.000 802.95 805.24 805.24 19 793.63 795.91 795.91 -083 19 784.57 786.78 786.78 -167 19.250 775.72 777.88 777 -88 19.333 767 -14 769 -23 769.23 19.a _17 19.500 758.83 750.60 760.86 7 52.76 760.86 752.76 19.583 743.06 744.95 744 -95 19 735.59 737.42 737 -42 --- -667 19.750 728 -39 730.15 730.15 19 -833 721. 723.14 723.14 716.36 19.917 714.72 716.36 709 81 709.81 20 -000 708.22 - == PROCESS S - uwIRY OF STORAGE: Y \F60\ 401\ Calcs\ Hydr Olooy\ 03- 21- 03 \I- iO- US- DTL.FLD Page 31 of 88 Saved: 5 1812003 10 :37 AM I1�r LOiv VOLUME = 1689.063 AF u= VOLUME = 1689.062 S. CSS VOLUME = 0.000 At - ----- + I STA. 138 +70 91 M WEST OF REDWOOD AVh SOU'I'T SIDE OF CHANNEL AREA CS + FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 - IS CODE - 1 - -- - - -- - __ ------------------ >, ,SUBAREA R70NOFF (UNIT- HYDROGRAPH ANALYSIS) « <<< (UNIT- HYDRCGRAPH ADDED TO STREAM #2) WATERSHED AREA = 32.610 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 1.200 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 6.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)- 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 6.944 { RUNOFF HYDROGRAPH LISTING LIMITS: { MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION - -- - - -- - -- ---- INTERVAL 'S" GRAPH UNIT HYDROGRAP NUMBER MEAN VALUES ------------- ------- -- ---- ----- --- i ---------------------- -------- --- 0.397 1.565 2 1.190 3.130 3 2.032 3.318 4 3.184 4.542 5 4.736 6.121 6 7.264 9.972 7 10.684 13.487 8 14.447 14.839 9 18.554 16.196 10 22.947 17.327 27.313 17.220 11 12 32.345 19.843 13 37.596 20.711 14 43.627 23.782 50.246 26.105 15 16 55.484 20.656 17 61.401 23.338 1 8 66.855 21.508 19 71.615 18.774 20 75.807 16.531 21 79.053 12.800 22 82.204 12.426 23 65.041 11.191 87.357 9.134 24 89.150 7.072 25 90.702 6.118 26 92.138 5.664 27 93.469 5-249 28 94.529 4.181 29 30 95.411 3.478 31 96.176 3.018 33 96.725 97.270 2.166 2-148 2.127 34 97.809 1.09 _ 35 98.086 0.51_ 36 98.216 0.513 37 98 346 0.515 38 98 477 39 98.607 0.514 40 98.737 0.514 4 1 98.868 0.514 Page 32 of 88 Y: \F60\ 401\ Calcs\ Eydrology\ G3- 21- 03 \F1oodRout \I- 10- VS- DTL.F_,D Saved: 51812003 10:37 3X 42 96.997 0.512 43 99.128 0.5'_4 0.512 e4 99.256 0.512 CS 99.388 0.512 46 99.516 0.512 47 99.647 0-512 a8 99.777 0.512 ° - 9 09 0.366 50 100.000 -------------------------------- TOTAL SOIL -LOSS VOLUME (ACRE-FEET) = 1.9955 TOTAL STORM RUNOFF VOLUME(ACRE - FEET) = 21.0906 -------- -- --- ---- -- --- ------ -- -- ----- — - -- IN Im Page 33 of 88 Y: \F60\ 401\ Ca1CSNHydrolo° y�03- 21- 03 \F1oodRout \I- 10- uS- DTL.FLD S 51812003 10:37 A-IV ------------- C, 2 R U N 4 - H 0 U R 0 F F H° S T 0 R M D R 0 G R A P H N == 3R;7H -vE-'E IN pI UNIT INTERVALS (CPS) (Note: Time indicated Ine-17am's) is at END r - - --------------- of Each Unit ----t--- ---- --- -- --- --- ------ ------- --------------- Q(CFS) TTVm (ERS) VOLEb ( AF) - 0 ------------- 10.0 20.0 30.0 40.0 -------------------------------------- -- ------------------------------------ 14-000 8.6405 10-58 Q V V 14.083 B-7141 10-68 Q V 14-167 8 -7884 10.79 Q V 14.250 8.8636 10-91 Q V 14.333 8.9396 11.04 -Q V 14.417 9-0166 11.18 Q V 14.500 9.0946 11.33 Q V 14.583 9.1738 11.49 Q V 14.667 9.2541 11-66 • Q Q V 14.750 9.3357 11.65 Q V 14.833 9.4186 12.04 Q V 14.917 9.5030 12-25 Q V 15.000 9.5890 12.48 Q V 15.083 9.6766 12.72 Q V 15.167 9.7660 12.98 Q V 15.250 9-8573 13.26 Q V 15.333 9.9506 13.55 Q V. 15.417 10-0463 13.89 Q V. 15.500 10-1447 14.28 Q V- 15.583 10.2460 14.71 Q V. 15;667 10.3505 15.19 Q V. 15.750 10.4566 15.68 Q V 15.833 10-5703 16.23 Q V 15.917 10.6869 16.92 Q V 16.000 10.8092 17.75 QV 16.083 10-9410 19.15 QV 16-167 11-0819 20.45 Q 16.250 11.2287 21-32 VQ 16.333 11.3850 22.69 V Q 16.417 11.5523 24.30 V Q 16.500 11.7359 26.66 V Q 16.583 11.9344 28.82 V Q 16.667 12.1413 30.05 V Q 16.750 12.3562 31.20 V Q 6.833 1 6.917 12.5767 12.7990 32.01 32.29 V Q V Q I 7.000 1 13.0299 33.52 V Q 17.083 13.2637 33.96 V Q 17.167 13.5041 34.90 V Q 17.250 13.7467 35.23 V Q 17.333 13.9743 33.05 V Q 17.417 14.20 33.41 V Q 17.500 14.4237 31.84 V Q. 17.583 14.6295 29.88 Q 17.667 14.8230 28.10 Q V 17.750 15.0012 25.87 Q V 17.833 15-1716 24.75 Q V. 17.917 15.3318 23.26 Q V. 18.000 15.4802 21.55 Q V. . 18.083 15 -6179 20.00 Q V . 18.167 15.7480 18.89 Q 18.250 15.8728 17.98 Q 18.333 15.9897 17.12 Q 18-417 16.1007 1-6,11 Q 18.500 16.2060 15.30 Q 18-883 16.3067 14-63 V Q 18.667 16.4025 13-91 V Q 18.750 16.4956 13.51 V Q 18.833 16.5858 13.09 V Q 18.917 16.6711 12.39 19.000 16.7533 11.93 •Q Q V 19.083 16.8339 11.70 V 19.167 16.9131 11.50 -Q V 19.250 16.9912 11.35 -Q Q V 19.333 17-0684 11.21 - Q V 19.417 17-14:48 11.09 Q V 19.500 17.2204 10.98 Q V 19.583 17.2953 10.87 Q V 19.667 17.3694 10-75 Q V 19.750 17-4426 10.63 V Q 19-833 17-5150 10.52 V 19.917 17.5861 10.41 Q Q 20.000 17.6577 10.30 TO NODE 138.70 CODE 7 FLOW PROCESS FROM NODE 138.70 - IS - - -- ---- - --- -- --------------------------- --------------------------------- ,>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1< = <<< FROM NODE 138.70 TO NODE 138.70 IS CODE = FLOW PROCESS ---------------- -- ---- - ------------ ------------------ -------------- >>>>>VIEW STREAM NUtABER I HYDROGRAPH«<<< Page 34 of 88 Y: \F60\402\Calcs\;- --10 ,yd--oiocy\03-23--03\FloodRout\I -US-DTL- ILD Saved: 51812003 10:37 FM STREAM H DROGP2'PH IN FIvE-MINJTE UNIT IN SR:TALS(CFS) IN Time indicated is at END of Each unit Intervals) (3RS) VOLUME(AF) Q(CFS) 0 ------ 1325.0 2650-0---- 3975_0 - - -- 5300_0 -- --------------- 14.000 - -- -752 ------------ 6055 944.86 Q V 14.083 759.2192 960 -31 Q - V 14.167 765.9485 977.10 Q V _ 14.250 772.8082 996.03 Q - V 14.333 779 -8152 1017.42 Q - V 14.417 786 -9861 1041.21 _ Q V - 14.500 794 -3307 1066.43 _ Q V 14.583 801.8525 1092.18 Q V 14.667 809.5528 1118.08 _ Q V _ 14.750 617.4349 1144.49 Q - V _ 14.833 825.5057 1171.88 Q - V 14.917 833.7762 1200.87 Q- V. _ 15.000 842.2604 1231.92 _ Q. V 15.083 850.9767 1265.60 Q. V 15.167 859.9459 1302.33 Q. V 15.250 869.1934 1342.74 Q V 15.333 878.7488 1387.44 Q V 15.417 888.6600 1439.10 Q V 15.500 899.0214 1504.48 •Q V 15.583 909.9952 1593.40 Q V 15.667 921.7736 1710.22 Q V 15.750 934.4987 1847.69 Q V 15.833 948.1273 1978.87 Q V 15.917 962.4229 2075.71 Q V 16.000 977.2312 2150.17 Q V 16.083 993.2390 2324.33 .Q V 16.167 1012.6251 2814.86 V Q 16.250 1038.0970 3698.54 - _ V Q 16.333 1070.0088 4633.59 V Q, 16.417 1106.0769 5237.08 V Q. 16.500 1141.8712 5197.33 V Q 16.583 1173.5208 4595.51 Q 16.667 1199.4602 3766.41 Q V 16.750 1220.1128 2998.75 Q V 16.833 1236.7233 2411.85 - Q V _ 16.917 1250.5107 2001.94 Q. _ V _ 17.000 1262.4633 1735.50 _Q V 17.083 1273.1875 1557.17 _ V 17.167 1283.0402 1430.60 Q V 17.250 1292.1735 1326.16 Q V C ,p.417 717.333 1300.7102 1239.54 Q- V 1308.7596 1168 -78 Q V 17.500 1316.3849 1107.19 Q V 17.583 1323.6560 1055.77 Q V 17.667 1330.6288 1012.45 Q V . 17.750 1337.3396 974.41 Q V 17.833 1343.8267 941.93 Q V 17.917 1350.1115 912.56 Q V 18.000 1356.2106 885.60 Q - V 18.083 1362.1448 861.65 Q V 18.167 1367.9515 843.15 Q V 18.250 1373.6885 833.00 Q V 18.333 1379.4167 832.03 Q V 18.417 1385.1892 837.88 Q V 18.500 1391.0121 845.48 Q V 18.583 1396.8654 8 49 . 90 Q V 18.667 1402.7136 849.17 Q V 18.750 1408.5287 844.34 Q V 18.833 1414 -2902 836.57 Q V 18.917 1419.9857 826.99 Q V 19.000 1425.6136 817 -18 - Q V . 19.083 1431.1757 807.60 _ Q V _ 19.167 1436.6735 798.28 Q V 19.250 1442.1089 789.23 _ Q - V 19.333 1447.4838 780.44 Q V - 19.417 1452.8002 771.95 _ Q - V 19.500 1458.0601 763. - Q _ V 19.583 1463.2654 755.61 _ Q V 19.667 1468.4181 748 -17 Q - V . 19.750 1473.5199 740 -78 Q V 19.833 1478.5726 733.65 Q V 19.917 1483.5780 726.77 Q V _ 20.000 1488.5375 720.11 _ Q FLOW PROCESS FROM NODE 138.70 TO NODE 138.70 IS CODE - = -- 6 ------------ __ >> »> STREAM NUMBER 2 CLEARED AND SET TO ZERO <<<<< FLOW PROCESS FROM NODE 138.70 TO NODE 138.20 -IS- CODE- =- 5_2 ------------ >> » >MODEL CHANNEL ROUTING -OF- STREAM - #1 BY THE CONVEX METHOD« «< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW ' fDROGRAPH BY 5- MINUTE ee INTERVALS(Reference: the Nati- on52,EAugustr1972Handbook, Hydrology, Chapter 17, page U.S. Department of Commerce). Page 35 of 88 Y: \F60\ 402\C alcs\" ya = of ogy\ 03- 21- 03 \FloodRo-at \I- 10- uS- DTL.FLD page 36 of 88 Sa, =d. 51812003 10:37 =Bf ASSJN�D P.EGuli� Cr`_` - NFL INFGR MAT I ON 3l- .SEWID LF (FT) = 49.21 CE_NN Z = 0.00 UPSTREAM :ELEVATION(FT) 1023.24 021.09 DOWNST_.EAM ELE4-ATION(FT) CHANNEL LENGTH(FT) = 492.13 MANNING'S FACTOR 0.015 CONSTA3 LOSS RATE(CFS) 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INrLOW(CFS) = 5237.08 CESS OF 50% MAXIMUM INFLOW = 4117.76 AVERAGE FLOWRATE IN EX CHANNEL NORMAL VELOCITY FOR Q 4117.76 CPS 16.85 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.908 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CPS) (CPS) (CPS) 14.000 944.B6 943.58 943.58 14.083 960.31 958.94 958.94 14.167 977.10 975.62 975.62 14.250 996.03 994.35 994.35 14.333 1017.42 1015.53 1015.53 14.417 1041.21 1039.10 1039.10 14.500 1066.43 1064.20 1064.20 14.583 1092.18 1089.90 1089.90 14.667 1118.08 1115.79 1115.79 14.750 1144.49 1142.15 1142.15 14.833 1171.88 1169.46 1169.46 14.917 1200.87 1198.30 1198.30 15.000 1231.92 1229.17 1229.17 15.083 1265.60 1262.62 1262.62 15.167 1302.33 1299.08 1299.08 15.250 1342.74 1339.17 1339.17 15.333 1387.44 1383.49 1383.49 15.417 1439.10 1434.53 1434.53 15.500 1504.48 1498.69 1498.69 15.583 1593.40 1585.54 1585.54 15.667 1710.22 1699.88 1699.88 15.750 1847.69 1835.53 1835.53 15.833 1978.87 1967.27 1967.27 15.917 2075.71 2067.15 2067.15 16.000 2150.17 2143.59 2143.59 16.083 2324.33 2308.93 2308.93 16.167 2814.86 2771.48 2771.48 16.250 3698.54 3620.38 3620.38 16.333 4633.59 4550.89 4550.89 16.417 5237.08 5183.71 5183.71 16.500 5197.33 5200.85 5200.85 16.583 4595.51 4648.74 4648.74 16.667 3766.41 3839.74 3839.74 16.750 2998.75 3066.65 3066.65 16.833 2411.85 2463.75 2463.75 16.917 2001.94 2038.19 2038.19 17.000 1735.50 1759.06 1759.06 17.083 1557.17 1572.94 1572.94 17.167 1430.60 1441.80 1441.80 17.250 1326.16 1335.40 1335.40 17.333 1239.54 1247.20 1247.20 17.417 1168.78 1175.04 1175.04 17.500 1107.19 1112.64 1112.64 17.583 1055.77 1060.32 1060.32 17.667 1012.45 1016.28 1016.28 17.750 974.41 977.78 977.78 17.833 941.93 944.80 944.80 17.917 912.56 915.16 915.16 18.000 885.60 687.98 887.98 18.083 861.65 863.77 863.77 18.167 843.15 844.78 833.90 18.250 833.00 833.90 18.333 832.03 832.11 632.11 18.417 B37.8B 837.36 837.36 18.500 845.48 844.81 844.81 18.583 849.90 849.51 849.51 18.667 849.17 849.23 849.23 18.750 844.34 844.77 844.77 18.833 636.57 637.26 637.26 18.917 826.99 627.84 827.B4 19.000 817.18 818.05 818.05 19.063 807.60 808.45 7 a 59.11 19.167 798.28 799.11 789.23 790.03 790.03 19.250 19.333 780.44 781.22 781.22 19.417 771.95 772.70 772.70 19.500 763.74 764.47 764.47 755.81 756.52 756.52 19.583 a 19.667 748.17 748.85 7_8.85 19.750 740.76 741.43 741.43 19.633 733.65 734.28 734.28 19.917 726.77 727.38 727.38 720 70 720.70 20.000 720.11 PROCESS SUMMARY OF STORAGE' Y: \F60\ 401\ Ca lcs\ Hyd. ology\ 03- 22- 03 \FjoodRovt \I- 10- US- DZ.FLD Pace 37 of 86 Saved: 5 1812003 10:37 AM INFLOW VOLUM = 1710.153 AF u'PFLOW VOLU -- = 1710.154 AF l wo pss VOLUME = 0.000 AF --- --- - - -- - -- - ---- - - - - - -- -- -- -- --- -- - ----- I I STA. 137 +20 171 M EAST OF CHERRY I-VE' SOUTH SIDE OF CHANNEL AREA C6 rtxtrtrtttrttrx xrtrrtrtrxtrtttxt trtxttxxtrttttrtxtxrtrt rrxxttttrxtxttrttrtxt FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS- CODE - 1 -- -- - -- - ------------------------- » »,SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ««< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 10.000 ACRES BASEFLOW = '0.000 CFS /SQUARE - MILE *USE R ENTERED "LAG" TIME = 0.150 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS- T HE 5- T IOD PEAK FLOW IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0'9 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 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 = 55.556 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL MODEL TIME BEG (HOURS) FOR ENDOFIRESULTSES� 14.00 20.00 -- - - - - -- UNIT HYDROGRAPH DETERMINATION --------------------------------------------------------- ____ --------------- ---- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) - ------- -- - --- ------------ --- ---- --- --- -------- --- -- - - -- 6.642 5.492 36.913 2 36.014 48.560 3 76.167 21.008 4 93.537 5.631 5 98'194 1.300 6 99'268 0.531 7 99.707 0.265 8 99.927 0.088 9 100.000 TOTAL SOIL -LOSS VOLIIME(ACRE - FEET) _ 0 6119 6.4660 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) ---------------------------------- --- --- --- -- ----- --- ------ -- - - - - -- L Y: \F60 \402\ Cal^ S\ j" ydrolog y\ 03- 21- 03 \F1oodRout \I- 10- uS -DTL. FLD Saved: 51812003 10:37 Pfd 24 -HOOP. STORM R J N O F F H Y D R O G R A? H HY�ROC -RP?H IN Flivz- MIN - JTE UNIT ZNTERVALS(CFS) (Note: Time indicated is at END of Each unit Intervals) -------- --------------------------------------------------------- TIME(RRS) VOLUY--(AF) Q(CFS) 0- 7.5 15.0 22.5 30.0 ---------- ---- - - -- -V . -- -- 4.000 - - -2. 9647 -- -- --3.81 4 14.063 2.9914 3.88 Q - V ' 14.167 3.0186 3.96 4 V - 14.250 3.0465 4.04 Q V 14.333 3.07 4.13 Q V. 14.417 3.1040 4.22 Q V. 14.500 3.1337 4.31 - Q V V. . 14.583 3.1641 4 -41 Q 14 -667 3.1952 4.52 Q - V. ' 14.750 3.2272 4.64 Q V. 14.833 3.2601 4 -77 Q - V 14.917 3 -2939 4 -92 Q V ' 15.000 3.3288 5 -07 Q V 15.083 3.3650 5.24 Q V ' 15.167 3.4024 5.43 Q .V •_ 15.250 3.4413 5.65 Q V 15.333 3.4819 5 Q -V 15.417 3 -5250 6.26 4 .V ' 15.500 3.5736 7 Q- V 15.583 3.6289 8.04 Q V 15.667 3.6894 8.78 .Q V - 15.750 3.7528 9.21 . Q - V - 15.833 3.6126 8.71 •Q V ' V 15.917 3 -8689 8.13 Q - ' 16.000 3.9337 9.42 Q V Q. V - 16.083 4.0325 14.35 - V 4 16.167 4.2085 25.56 V Q 16.250 4.4012 27.97 - Q V 16.333 4 -5215 17.47 - Q V - 16.417 4.6016 11.63 :Q V 16.500 4.6629 8.90 V. - 16.583 4.7126 7.22 - Q- V 16.667 4.7555 6 - Q V. 16.750 4.7940 5 -59 - Q V 6.833 4.8295 5 -16 4 V 6.917 4.8628 4.84 4 - V 17.000 4.8943 4.57 Q - V 17.083 4.9243 4 -35 Q V 17.167 4.9529 4 -16 Q - V 17.250 4.9804 3.98 Q V 17.333 5.0068 3.83 Q V 17.417 5.0323 3.70 Q V 17.500 5.0569 3.58 Q - .V 17.583 5.08D9 3.48 Q V 17.667 5.1042 3.38 Q V 17.750 5.1268 3.29 Q V 17.833 5.1489 3.21 Q V 17.917 5.1705 3.13 Q V 18.000 5.1915 3.06 Q V 18.083 5.2123 3.02 Q V 18.167 5 -2338 3.12 Q V - 18.250 5.2563 3.27 Q - V 18.333 5 -2790 3.30 Q - V 18.417 5 -3016 3.28 Q - V 18.500 5.3239 3 - 4 - V 18.583 5 -3459 3.19 Q V 18.667 5 -3616 3.15 - 4 - V 18.750 5.3891 3.11 4 V 18.833 5.4102 3 -08 Q - V 18.917 5.4312 3.04 - Q V 19.000 5.4519 3.00 Q V - 19.083 5.4723 2 -9 - Q V - 19.167 5.4925 2.94 Q - V - 19.250 5.5126 2.9 Q _ V 19.333 5.5324 2 -88 Q - _ V 19.417 5.5520 2.85 Q - V 19.500 5.5714 2.82 Q V 19.583 5.59D6 2. Q - _ V 19.667 5.6097 2.77 Q V 19.750 5.6286 2.74 Q V 19 -833 5.6473 2.72 Q V 19.917 5.6658 2.69 Q V 20.000 5.6842 2.67 - Q - + tt++ t+ t++ ttt+ t + tttttttt+ trtttrtt+ t ttttttt+ t+ t +t +t +t +ttt +ttt +tttttt +t +tt +t +t FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS CODE - 7 - - - - - - - -- - -- -- ------------------------------------------------ -- ---- - » »,STREAM N - ONBER 2 ADDED TO STREAM M1 1« «< -------- - - - - - -- ._ t++ t+ trtt+ t+ t+ tttt+ tttt: rtt+ ttt+ ttt+ ttttt+ txtrtttrtttx +rtr +t +ttx +t +ttttt +ttt FLOW PROCESS FROM NODE 137.20 TO NODE 137.20 IS - CODE -------------- >,>,>VIEW STREAM N - UMBER 1 h'YDROC-RI� ° K « « page 38 of 88 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- "S- DTL -FiD Saved: 51812003 20:37 A1. STREAM :'.yDROGRn ? IN FIvE- N.IN'Q IIN T IN"PSRVAI S (CFS) (Note: Time indicated is at END of Each unit intervals) __ _ __ -____ 10 (HRS) VOLJ (AF) Q(CFS) 0. 1325.0 2650.0 3975.0 5300.0 ------------------------------------ ----------------- --- - --- -- 14-000 754.9946 947 -39 Q V - 14•083 761.6255 962.82 Q - V ' 14.167 768.3719 979.58 Q - V ' 14.250 775.2479 998 -40 Q - V - 2.4.333 782.2703 1019.66 Q - V " 14.417 789.4557 1043.32 - Q V - 14 -500 796 -8146 1068 -51 Q - J 14.583 804.3513 1094.31 Q V " 14.667 812.0669 1120.31 Q - d - 14.750 819.9649 1146.80 Q - V. 14.833 828.0519 1174.23 Q V 14.917 836.3385 1203.22 Q- V. 15.000 844.8388 1234.24 Q. V. 15.083 853 -5706 1267.86 Q- V 15.167 862.5549 1304 -51 Q. V 15.250 871.8167 1344.82 Q V 15.333 881.3855 1389.39 Q V 15.417 691.3083 1440 -79 Q V 15.500 901.6784 1505.74 -Q V - 15.583 912.6534 1593 -58 Q V 15.667 924.4211 1706 -66 Q V 15.750 937.1259 1844.75 - Q V 15.833 950.7346 1975.98 Q V 15.917 965.0272 2075.28 Q V 16.000 979.8550 2153.00 - Q V 16.083 995.8555 2323.27 - ,Q V - 16.167 1015.118B 2797.03 V Q 16.250 1040.2452 3646.35 - V Q 16.333 1071.7078 4568.36 V Q 16.417 1107.48B3 5195.34 - V Q. 16.500 1143.3680 5209.74 - V Q 16.583 1175.4338 4655.96 - V4- - 16.667 1201.9211 3845.96 Q V 16.750 1223.0798 3072.24 Q V 16.833 1240.0834 2468.91 Q V. 16.917 1254.1538 2043.03 Q V 17.000 1266.3000 1763.64 V 17.083 1277.1630 1577.29 - Q V 17.167 1287.1213 1445.95 - Q V 17.250 1296.3457 1339 -38 Q V 7.333 1304.9617 1251.04 Q. V C`7.417 1313.0797 1178.74 Q - V . `` 17.500 1320.7672 1116.22 Q V 17.583 1328.0936 1063.80 Q V 17.667 1335.1161 1019 -66 Q V 17.750 1341.8728 981.07 Q V 17.833 1348.4017 948.01 Q V 17.917 1354.7261 918.29 Q V 18.000 1360.8627 891.04 - Q V 18.083 1366.8323 866.79 Q V 18.167 1372.6718 847.90 Q V 18.250 1378.4374 837.17 Q V 18.333 1384.1909 835.41 Q V 18.417 1389.9605 640.64 Q V 18.500 1395.8210 848.05 - Q - V 18.583 1401.6936 852.70 - Q - - V 18.667 1407.5641 852.39 Q - V 18.750 1413.4034 847.88 Q 18.833 1419.1909 840.34 Q V 18.917 1424.9132 830.88 Q V 19.000 1430.5679 821..05 Q - V 19.083 1436.1561 811.42 Q - V 19.167 1441.6798 802.04 Q V 19.250 1447.1407 792.94 - Q - V - 19.333 1452.5409 784.09 Q V . 19.417 1457.8821 775.55 Q V 19.500 1463 -1664 767.29 Q V 19.583 1468 -3958 759.31 Q - V - 19.667 1473.5721 751.61 Q V 19.750 1478.6973 744.18 Q - V 19.833 1483 -7731 737.00 Q - V 19.917 1488.8011 730.08 - Q - V 20.000 1493.7831 723.37 Q - xxxrx+ r+ xrx+ zz +++ t+ tztxtx+ tx+ x+ z+ t ztxtxtxtz+ xtx +zr +xtxxxx +t +t : +x+zxz + +x +x +z FLOW PROCESS FROM NODE 137.20 TO NODE 137- 20 - IS _CODE_= - - 6 ----- - - - - -- __ » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO««< zt+ txtxtzx+ z+ tt tz+ zxtx+ xtt++ t+ xxtx z+ x+ t+ t+ txtxtxttrz + +zx +xxz +txtxtrtt +ttt ++ FLOW PROCESS FROM NODE 137.20 TO NODE 135.40 ------------------------------------------------------------ ___________ ___________________ IS CODE = 5_2 - - -- - - - - -- »» >MODEL C$aSTNTEL ROUTING OF STREAM rl BY THE CONVEX METHOD ««< THE MODIFIED C- POUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5 -M- LE INTERVALS (Reference: the National Engineering Handbook, Byarology, Chapter 17, page 17 -52, August,1972, U.S, Department of Comnerce)- page 39 of 88 Y- : \F'0\ 402 \Calcs \Pyd: 0109 y\ 03- 21- 03\F1oodRout \I- 20- IIS- DTL.F'LD Saved_ 51812003 10:37 AM ASBAS DTF( C "r_al \T49 INFOP.N G �ATION= - 3ASEIDTH(PT) 49.21 ANN�L Z = 0.00 u ELEVATION' (PT) = 1021.09 DOWNSTREAM ELEVATION(FT) = 1017.64 ANNEL LENGTH(FT) = 590.55 KANNING'S FACT -OR = 0.Cis CH CONSTANT LOSS P.P_TE (CFS) = 0.00 C rn,N'Nt ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CPS) = 5209.74 AVERAGE FLOkZF_TE IN EXCESS OF Sot NLAXIMUM INFLOW = 4124.12 CHANIEL NORMAL VELOCITY FOR Q = 4124.12 CPS = 18.52 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.916 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METH MODEL TIME (HRS) 14.000 14.083 14.167 14.250 14.333 14.417 14.500 14.583 14.667 14.750 14.833 14.917 15.000 15.063 15.167 15.250 15.333 15.417 15.500 15.583 15.667 15.750 15.833 tt 15.917 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 18.000 18.083 18.167 18.250 18.333 18.417 18.500 18.583 18.667 18.750 18.833 18.917 19.000 19.083 19.167 19.250 19.333 19.417 19.500 19.583 _.._ 19.667 19.750 19.833 19.917 OD CHANNEL ROUTING RESULTS: LOW LESS INFLOW ROUTED LOSS (STREAM 1) FLOW (STREAM 1) (CPS) (CFS) (CPS) 947.39 945.97 945.97 962.82 961.32 961.32 979.58 977.95 977.95 998.40 996.56 996.56 1019.66 1017.59 1017.59 1043.32 1041.02 1041.02 1068.51 1066.06 1066.06 1094.31 1091.80 1091.80 1120.31 1117.78 1117.78 1146.80 1144.22 1144.22 1174.23 1171.56 1171.56 1203.22 1200.40 1200.40 1234.24 1231.22 1231.22 1267.86 1264.59 1264.59 1304.51 1300.95 1300.95 1344.82 1340.90 1340.90 1389.39 1385.05 1385.05 1440.79 1435.78 1435.76 1505.74 1499.42 1499.42 1593.58 1585.03 1585.03 1708.66 1697.46 1697.46 1844.75 1831.50 1831.50 1975.98 1963.21 1963.21 2075.28 2065.62 2065.62 2153.00 2145.44 2145.44 2323.27 2306.70 2306.70 2797.03 2750.92 2750.92 3648.35 3565.49 3565.49 4568.36 4478.81 4478.81 5195.34 5134.31 5134.31 5209.74 5208.34 5208.34 4655.96 4709.86 4709.86 3845.96 3924.80 3924.80 3072.24 3147.55 3147.55 2468.91 2527.64 2527.64 2043.03 2084.48 2084.48 1763.64 1790.83 1790.83 1577.29 1595.43 1595.43 1445.95 1458.74 1458.74 1339.38 1349.75 1349.75 1251.04 1259.64 1259.64 1178.74 1185.78 1185.78 1116.22 1122.31 1122.31 1063.80 1068.90 1068.90 1019.66 1023.96 1023.96 981.07 984.82 984.82 948.01 951.23 951.23 918.29 921.18 921.18 891.04 893.69 893.69 866.79 869.15 869.15 847.90 849.74 849.74 837.17 838.21 838.21 835.41 835.59 835.59 840.64 840.13 840.13 848.05 847.33 847.33 852.70 852.25 852.25 852.39 852.42 852.42 847.68 848.32 848.32 840.34 841.07 841.07 830.88 831.80 831.80 821.05 822.01 822.01 811.42 812.36 812.36 802.04 802.96 802.96 792.94 793.82 793.82 784.09 784.95 784.95 775.55 776.38 776.38 767.29 768.09 768.09 759.31 760.09 760.09 751.61 752.36 752.36 744.18 744.90 744.90 737.00 737.70 737.70 730.08 730.75 730.75 723.37 724.02 724.02 20.000 PROCESS SUMMARY OF STORAGE Y \F60\ 402\ Calcs\ FY d= 010 03- 22- 03 \ F1oodRout \I- IO- US- DTL.FLD Page 40 of 88 vag_ 41 of 88 Saved: 51812003 10:37 AM IIN LOW VOLUME = 1716.621 AF u'TFLOW VOLUME = 1716.621 AF �OSS VOL = 0.000 AF -------------------- - ------ -- - - - - -- --------------- -------------------- -- I STA. 135 +40 C FERRY AVE NORTH SIDE OF C:LAN?SL AREA AS -- ---- - --- --y +------------------------------------------ FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE - = - 1------ - - - - -- ----------------------- - ----------- » » >SUBAREA RUNOFF ( UNIT- HYDROGRAPH ANALYSIS) (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 614.890 ACRES BASEFLOW = 0.000 CFS /SQUARE - MILE *USER ENTERED "LAG" TIME = 0.290 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.180 LOW LOSS FRACTION = 0.185 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.973 30- MINUTE FACTOR = 0.973 1 -HOUR FACTOR = 0.973 3 -HOUR FACTOR = 0.996 6 -HOUR FACTOR - 0.998 24 -HOUR FACTOR = 0.999 UNIT HYDROGRAPH TIME UNIT = LAG 5.000 MINUTES -TIME = 28.736 UNIT INTERVAL PERCENTAGE OF i RUNOFF HYDROGRAPH LISTING LIMITS: IOFI R ESUL TS 14.00 MODEL TIME(HOURS) FOR FOR END RESULTS5�20.00 MODEL TIME(HOURS) UNIT HYDROGRAPH DETERMINATION ----- --------------- ------ ------------ "S" GRAPH --- ---------- UNIT HYDROGRAPH INTERVAL ORDI NATES(CFS) NUMBER MEAN VALUES ---------- - --- --- -- - --- 1.773 131.847 1 9.991 611.145 2 26.923 1259.123 3 49.543 1682.037 4 71.731 1650.019 5 85.340 1011.988 6 92.570 537.680 7 96.413 285.745 8 98.146 128.697 9 99 42.083 10 9.251 9.700 40.056 11 99.700 33.424 12 16.712 13 00.000 100.000 5.571 14 TOTAL SOIL -LOSS VOLUME (ACRE -FEET) = 76 3602 358.4638 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) -- 4444-- -4638 -- - ------ -- ---- -- -- ---- ----- --- --- ---- --- -- -- - - -- y: \F60\ 401 \Calcs \-;fYd= clog y\ 03- 21- 03 \F1oodRout \I- 10- US- DTL.FLD Saved: 5 1812003 10:37 AM 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 �ROG'tcF� °H SN FI4�-N.IN JNiT IIv°PnRVALS (CPS) _ -- (Note: Time indicated is at END of Each Unit Intervals) -------------------- ----- -- ------- ----- -- -------- --------------- - - - - i200 0 TINP�I�S) VOI;�(AF) Q(CPS) 0. 300 -D 6---- - -- 900.0 - - - - -- - - -- ---- -- --- -- - - - 14.000 161 2527 204.70 Q V 14.083 162.6877 208.36 - Q - V - 14.167 164.1527 212.73 Q - V ' 14.250 165 -6546 218.08 Q V ' 14.333 167.1980 224.11 Q V 14.417 168.7847 230.38 - Q - V 14.500 170 -4112 236 -17 Q V. 14.583 172.0763 241.77 Q V- ' 1a -667 ' 173.7801 247.39 - Q - V. - 14 -750 175 -5244 253.27 - Q - V. 14.833 177.3113 259 -45 Q - V- 14.917 179.1446 266 -20 Q V. 15.000 181 -0281 273.48 Q. V V - 15.083 182.9666 281.48 Q. V 15 -167 184.9654 290 -22 Q. V 15.250 187.0314 299 -98 Q. •V - 15.333 189.1720 310.82 Q V 15.417 191.4050 324.22 Q V 15.500 193.7682 343.14 Q V 15.583 196.3133 369.55 Q V 15.667 199.0821 402.03 Q V 15.750 202.0741 434.43 Q V 15.833 205.1945 453.09 Q V 15.917 208.3536 458.72 Q V 16.000 211.5919 470.18 Q V - 16.083 215.3924 551.82 VQ 16 -167 220.7076 771.76 V Q 16.250 227.8286 1033.98 V Q 16.333 235.9538 1179.77 V Q 16.417 243.7530 1132.45 - - V Q 16.500 249.7830 875.57 Q V 16.583 254.4011 670.54 Q V 16.667 258.0631 531.73 Q V 16.750 261.0167 428.86 V - 6.833 263.5137 362.5 .QQ V. 6.917 265.8042 332.58 8 V. {( 17.000 267.9137 306.30 Q V - 17.083 269.8552 281.91 Q• V 17.167 271.6637 262.59 - Q - V 17.250 273.3624 246.65 Q - - V 17.333 274.9725 233.78 Q - V 17.417 276.5044 222.43 Q V 17.500 277.9716 213.04 Q V 17.583 279.3844 205.14 Q V 17 -667 280.7500 198.29 Q - V 17.750 282.0739 192.23 Q V - 17 -833 283.3604 186.80 Q V 17.917 284.6126 181.83 Q - V 18.000 285.8334 177.25 Q - V 18.083 287.0284 173.52 Q V 18.167 288.2122 171.89 Q V 18.250 289.4034 172.95 Q - V 18.333 290.6144 175.84 - Q - V _ 18.417 291.8462 178.86 Q - V _ 18.500 293.0839 179.72 - Q - - V 18.583 294.3167 178.99 Q V 18.667 295.5390 177.49 - Q - V 18.750 296.7480 175.54 Q - V 18.833 297.9420 173.36 Q V 18.917 299 -1220 171.33 Q - V 19.000 300.2883 169.35 Q - V 19.083 301.4412 167.40 Q V 19.167 302.5809 165.49 Q V 19.250 303.7079 163.64 Q V 19.333 304.8228 161.87 Q - - V 19.417 305.9258 160.16 Q V - 19.500 307.0175 156 -52 - Q - - V - 19.583 308.0983 156.93 Q V 19.667 309.1686 155.41 Q V 19 -750 310.2288 153.93 Q V 19.833 311.2791 152.51 Q V 19 -917 312.3200 151.13 Q V 20 -000 313.3517 149.80 Q - '-- -- -- ------ ---- -- -- -- --- -- -- ---+ STA. 135 +40 CHERRY AVE. SOUTH SIDE OF CHANNEL AREA C7 ----------------------------- + r, ----------------- ------------ - FLOW PROCESS FROM NODE 135.40 TO NODS 135.40 - IS - CODE -- - -- ------------ ------------------ »»>SUBAREA RUNOFF (UNIT- i?YDROGRApH ANALYSIS) <<<<< (UNIT- HYDROGRAPH ADDED TO STREAM =3) Page 42 of 88 - 10- US- DTi.FLD Y: \F60\ 401\ CaICS\ yY d= o' ooy\ 03- 21- 03 \F1oo3Rout \I page 43 of 88 Sav ed: 51812003 10:37 -LK WATERSFED AREA 10 -000 ACRES E_ASEFLOW = 0 -000 CFS /SQUARE - M - *USER ENTERED "LAG" TIME = 0 -160 HOURS CAUTION: LAC- TIME IS LESS THAN 0 -50 HOURS- THE 5- MIN - U'i'E PERIOD u MODEL (USED IN T IS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES - VALLEY(DEVELOPED) S -GRAPH SELECTED p 0'74 MAXIMUM WATERS -D LOSS RATE (INCH /HOu _ LOW LOSS FRACTION = 0.093 *E MODEL #1 SPECIFIED* SPECIFIED PEAK 5- M,INKLI ES RAINU:ALL(INCH)= 0 -90 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)° SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1 -40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2 -50 SP ECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3-60 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1 -000 1 -HOUR FACTOR = 1.000 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 = 52.083 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR MODEL TIME(HOURS) FOR END IOFI R ESUL TS RESULTSS�20.00 14.00 TOTAL SOIL -LOSS VOLUME (ACRE - FEET) = 0 6119 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) _- - - - - - 6.-- 468D 680- ----- --- --- -- --- -- --------- - - -- - -- Y: \F60\ 401\ Calcs\A Ydrology\ 03- 21- 03 \FioodRout \I- 10- U-' -DT 'rr-,D UNIT HYDROGRAPH DETERMINATION --- --- -- -- --- -- - - --- ------ -- -- 'S" RAPH - -- - UNIT HYDROGRAPH INTERVAL GRAPH ORDINATES(CFS) NUMBER MEAN VALUES ----------------------- 4.818 5.827 32.056 32.941 2 71.281 47.438 3 91.414 24.348 (� 5 97.580 7.457 98.965 1.674 6 99.516 0.667 7 99.806 0.351 8 99.952 0.176 9 100.000 0.059 10 TOTAL SOIL -LOSS VOLUME (ACRE - FEET) = 0 6119 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) _- - - - - - 6.-- 468D 680- ----- --- --- -- --- -- --------- - - -- - -- Y: \F60\ 401\ Calcs\A Ydrology\ 03- 21- 03 \FioodRout \I- 10- U-' -DT 'rr-,D Page 44 Of 88 Saved: 51812003 10:37 AM 2 - 4 - H O D R S T O R M RUNOFF H Y D R O G R A P H DROGR_n °H IN FIVE - MINUTE UNIT INTER17iLS(CFS) (Note: Time indicated is at END of Each Unit Int - -- - - - - --- -- ------- ---- -- -- --- ---- -- 225 -- - ----- TIME (-,--ZS) VOI;t7ME(Ar) Q(CrS) 0- 7.5 15.0 22.5 30_ - -- --- ----- ------ - - - - -- 14.000 . ---------------- ----- -- - - - - - -2 " -- --- - - - ,6133go 4 _ V - 14.083 2.9880 3.87 Q V 14.167 3.0151 3.95 Q V 14.250 3.0429 4.03 4 3.0712 4.12 Q V - 14.333 V. 14.417 3.1002 4.21 4 V - 3.4.500 3.1298 4.30 Q V. - 14.583 3.1601 4.40 - Q - V 14.667 3.1912 4.51 Q - _ 4.63 Q V. 14.750 3.2231 V 14.833 3.2558 4.76 Q V 14.917 3.2896 4.90 Q V 15.000 3.3244 5.05 Q V 15.083 3.3603 5.22 Q _V . 15.167 3.3976 5.41 Q V - 15.250 3.4363 5 Q V 15.333 3.4767 5.86 Q V 15.417 3.5195 6.21 - Q V 15.500 3.5673 6.94 Q . V 15.583 3.6218 7.92 Q V 15.667 3.6817 8.69 - Q 15.750 3.74 Q V 47 9.16 .Q - V 15.833 3.8052 8.78 V 15.917 3.8616 8.20 Q 4 - V . 16.000 3.9253 9.25 Q V 16.083 4.0199 13.73 V Q 16.167 4.1859 24.11 - - V Q 16.250 4.3773 27.78 - - Q V - 16.333 4.5063 18.74 Q V 16.417 4.5912 12.32 - _ Q V 16.500 4.6544 9 y, 16.583 4.7057 7 - - Q. V_ 16.667 4.7495 6 -37 Q V 6.750 4.7888 5.70 Q - V 833 4.824,8 5.24 Q V f .917 4.8585 4.88 Q - V 7.000 4.8902 4.61 Q V 17.083 4.9204 4.38 Q - V , 17.167 4.9492 4.18 - Q V 17.250 4.9766 4.01 Q - V , 17.333 5.0033 3.85 Q V 17.417 5.0290 3.72 - 4 - V 17.500 5.0537 3.60 - Q V 17.583 5.0776 3.49 - Q V 17.667 5.1011 3.39 - 4 - V 17.750 5.1239 3.30 Q - V , 17.833 5.1460 3 Q V 17.917 5.1677 3.14 Q - V _ 18.000 5.1688 3.07 4 - V , 18.083 5.2097 3.03 4 V 18.167 5.2310 3.10 Q V 18.250 5.2534 3.25 Q - V - 18.333 5.2761 3.30 - Q V 18.417 5.2987 3.28 - Q - V 18.500 5.3210 3.24 Q V 18.583 5.3431 3.20 Q - V , 18.667 5.3648 3.16 Q V 18.750 5.3863 3.12 Q V 18.833 5.4075 3 - - Q V - 18.917 5.4285 3.04 Q V 19.000 5.4492 3.01 Q V 19.083 5.4697 2.97 Q _ V 19.167 5.4899 2.94 4 V 19.250 5.5100 2 Q - V - 19.333 5.5298 2 Q _ V . 19.417 5.5494 2 Q V 19.500 5.5669 2 Q _ V 19.583 5.5881 2.80 Q - V _ 19.667 5.6072 2.77 - Q V - 19.750 5.6261 2.74 Q V - 19.833 5.6449 2.72 Q V 19.917 5.6634 2.70 Q V 20.000 5.6619 2.67 Q rrrrrzrzrrrz rrrzrrzrzrrrrrzrrr rrrzrrrrrrzrrrrrrrrrrrrrrrrrrrrzrrrzrrzzrrzzr FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 IS CODE - -- 7 - ------------ >>> ,STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 « «< zzzzxzzrzrzrrz rzrrrrrrrrrrrzrrr rrrrzzzzzzzzzrzrzz :rrrzrrxrrrrrzrrrrrzrrrzzr FLOW PROCESS FROM NODE 135.40 TO NODE 135.40 - IS - CODE - = � --- - - - - -- - - - - -- -- ------------------------------------------------------- NUMBER 3 ADDED TO STRr-AM NUMBER 1« «< _10- US- DTL.FLD yr\ F60\ 402 \ Calcs\ jydrolooy \03- 21- 03 \F100dPou`= \_T gage 45 of 88 Saved: 51812003 10:37 ?- xxx+ x xxxxxxxxxxxx xxxxxxxxxxx xxxxxxxxxx � 135.40 TO NODE 135.40 - z xx x x + + xxxx +xxxxxx IS CODE ,.T PROCESS FR OM NOD --- ------------ » >VIEW STREAM N - UMBER I E1'DROGRAP««< STREAM M-DROGRAPH IN FT - E UNIT !N ERVALS(CFS) (Note: Time indicated is at END 0= Each unit Intervals) ------------------------------ --------------------------------------------- TIME(HRS) VOLuME(AF) Q(CFS) 0- 1575.0 3150.0 4725.0 6300.0 -------------------- -------- -- -------------------- 14.000 918 -5736 1154.47 Q V 14.083 926.6559 1173.55 Q - V , 14 934 -8833 1194.62 Q - V -167 14 943 -2764 1218.67 Q V , -250 14.333 951.8563 1245.81 Q V _ 14.417 960.6415 1275.61 Q - Q V 14.500 969.6396 1306.54 - Q V , 14.583 978.8544 1337.98 Q V 14.667 988.2874 1369.68 Q V , 14.750 997.9438 1402.12 _ • Q• V , 14 -833 1007.8321 1435.77 - Q. V. , 14.917 1017.9664 1471.49 Q- V - 15 1028.3641 1509.75 V , -000 15.083 1039.0480 1551 -29 Q• V - 15.167 1050.0437 1596.58 Q Q V , 15.250 1061.3832 1646.50 V 15.333 1073.1031 1701.73 QQ V - 15.417 1085.2672 1766.22 Q V , 15 -500 1098.0049 1849.51 - Q V , 15.583 1111.5208 1962.50 Q V 15.667 1126.0399 2108.18 Q V , 15.750 1141.7086 2275.09 - - Q V , 15.833 1158.4102 2425.07 Q V 15.917 1175.8519 2532.54 - Q V - 16.000 1193.9294 2624.86 Q V , 16.083 1213.7108 2872.26 QV , 16 -167 1238.1378 3546.79 - V Q , 16.250 1270.0060 4627.25 V Q , 16 -333 1309.1060 5677 -32 V Q, 16 -417 1352 -3503 6279.08 V Q , 16.500 1394.3138 6093.09 V Q , 16 -583 1431.4203 5387.85 - Q , 16.667 1462.1565 4462.89 Q V , 6.750 1486 -8267 3582.11 i_ 6.833 1506 -7677 2895.44 Q V . Q V. , 6.917 1523.4478 2421.95 Q V , 17 -000 1537.9226 2101.75 V , 17.083 1550.8821 1881.72 QQ V 17.167 1562.7657 1725.51 - Q V - 17.250 1573 -7878 1600.41 Q. V 17.333 1584.0996 1497.27 Q V . 17.417 1593.8236 1411.93 - Q V 17.500 1603.0450 1338.95 - Q V . 17 -583 1611.8435 1277.53 Q - V 17.667 1620.2845 1225.64 - - Q V . 17.750 1628.4137 1180.36 Q V , 17.833 1636.2736 1141.24 Q V , 17.917 1643.8916 1106.15 - Q V 18.000 1651.2883 1074.01 Q V 18.083 1658.4901 1045.70 Q V 18.167 1665.5475 1024.73 Q V 18.250 1672.5338 1014 -41 - V - 18.333 1679.5223 1014 -73 Q Q V . 18.417 1686.5627 1022.27 Q V 18.500 1693.6583 1030 -28 - Q V - 18.583 1700.7826 1034.44 - Q V , 18.667 1707.8973 1033.07 - Q V _ 18.750 1714.9702 1026.98 Q V - 18.833 1721.9780 1017.53 Q V - 18.917 1728.9076 1006.17 V , 19.000 1735.7559 994.36 Q Q V - - 19.083 1742.5239 982.73 Q V , 19.167 1749 -2140 971.39 - Q V 19.250 1755 -8261 960.38 Q V , 19.333 1762.3688 949.70 V . 19.417 1768.8384 939.39 Q Q V - - 19 1775.2394 929.43 - V - -500 19 1781.5742 919.82 Q V -583 19.667 1787.8451 910.54 Q Q V , 19.750 1794.0543 901.58 Q V 19.833 1800.2040 892.93 Q V 19.917 1806.2961 884.58 Q V 20.000 1812.3326 876.49 +xx + xx +xx + +x +xxxx *xxx + xx +xxxx +xz +xx + <xxx +xxx +x + xx +xzxx +xx +x + +xxxxxxx +x FROM NODE 135.40 TO NODE 135.40 IS CODE - - - FLOW PROCESS » » > STREAM NJMBER 2 CLEARED- AND_SET «< -- -TO -ZERO« -- z +x+ xxx+ xxxxxxxxxx +�x�xxx +xx +xxxxzxxxxx NODE 135.40 =xxx TO NODE xxxx +xxxxxz.xx +xx xxxxxxxxxxxxx +x 135.40 IS CODE _ 6 FLOW PROCESS FROM ---------- ----------------------- -- » »>STREAN 1,TOMER 3 CLEARED AND SET TO ZERO ««< - 10- u5- D:'L -,L Y - \F60\ 401\ Calcs\ ny �olog Y\ 03- 21- 03 \F1oodROut \I Page 66 of 88 Saved: 51812003 10:37 AM W PROCESS FROM NOD: 135.40 TO NTODE 131.30 IS CODE = 5.2 _ - __ - - >- _MODEL -C HAIvTnL- RCUTINC_0E- STREAM-- ,`1- B °_T'nr. CON"�nX MF.2'riOD_ c THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HyDROGRAPH BY 5' � hook, INTERVALS(Reierence: the National Engineering Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 49.21 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 7.64 DOWNSTREAM ELEVATION(FT) 1 CHANNEL LENGTH(FT) = 1345.14 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE (CPS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 6279.08 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 4957.05 C HANN EL NORMAL ESTIMATED CHANNEL LROUTING O COEFFICIENT 050. 20.92 FPS 925 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METH MODEL TIME (HRS) 14.000 14.083 14.167 14.250 14.333 14.417 14.500 14.583 i 14.667 14.750 14.833 14.917 15.000 15.083 15.167 15.250 15.333 15 -417 15.500 15.583 15.667 15.750 15.833 15.917 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 18.000 18.083 18.167 18.250 Ic 18.333 18.417 -- 18.500 18.583 18.667 18.750 18.833 18.917 19.000 OD CHANNEL ROUTING RESU OUTFLOW LESS INFLOW ROUTED LOSS (STREAM 1) FLOW (STREAM 1) 1154.47 1150.93 1150.93 1173.55 1169.76 1169.76 1194.62 1190.44 1190.44 1218.67 1213.90 1213.90 1245.81 1240.43 1240.43 1275.61 1269.70 1269.70 1306.54 1300.40 1300.40 1337.98 1331.74 1331.74 1369.68 1363.40 1363.40 1402.12 1395.69 1395.69 1435.77 1429 -10 1429.10 1471.49 1464.41 1464.41 1509.75 1502.16 1502.16 1551.29 1543.06 1543.06 1596.58 1587.60 1587.60 1646.50 1636.60 1636.60 1701.73 1690.78 1690.78 1766.22 1753.44 1753.44 1849.51 1832.99 1832.99 1962.50 1940.10 1940.10 2108.18 2079.30 2079.30 2275.09 2242.00 2242.00 2425.07 2395.34 2395.34 2532.54 2511.23 2511.23 2624.86 2606.56 2606.56 2872.26 2823.21 2823.21 3546.79 3413.07 3413.07 4627.25 4413.05 4413.05 5677.32 5469.14 5469.14 6279.08 6159.77 6159-77 6093.09 6129.96 6129.96 5387.85 5527.66 5527.66 4462.89 4646.27 4646.27 3582.11 3756.73 3756.73 2895.44 3031.58 3031.58 2421.95 2515.82 2515.82 2101.75 2165.23 2165.23 1881.72 1925.34 1925.34 1725.51 1756.48 1756.48 1600.41 1625.21 1625.21 1497.27 1517.72 1428.85 1411.93 1426.85 1338.95 1353.41 1353.41 1277.53 1269.71 1289.71 1225.64 1235.93 1189.33 1180.36 1189.33 1141.24 1149.00 1149.00 1106.15 1113.11 1113.11 1074.01 1080.38 1080.38 1045.70 1051.31 1051.31 1024.73 1028.89 1028.89 1014.41 1016.46 1016.46 1014.73 1014.66 1014.66 1022.27 1020.77 1020.77 1030.28 1028.69 1028.69 1034.44 1033.62 1033.62 1033.07 1033.34 1033.34 1026.98 1028.18 1028.18 1017.53 1019.41 1019.41 1006.17 1008.42 1008.42 994.36 996.70 996.70 Y:\F60\40.1 \C alts\ Hydrology\03- 22- 03 \FloodRout \I- 10- US- DTL.F�D Saved: 51812003 10:37 AM 19.083 982.73 985.04 985.04 19.167 971.39 973.6 973.64 19.250 560.38 962.56 962.56 19.333 90-70 951.82 951.82 19.417 939.39 941.C4 941.44 19.500 929. 931.41 931.41 19.583 919.82 921.72 921.72 19.667 910.54 912.38 912.38 19.750 901.58 903.36 903.36 19.833 892.93 894.64 894.64 19.917 884.58 886.23 886.23 20.000 876. 878.10 878.10 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 2081.552 AF OUTFLOW VOLUME = 2081.552 AF LOSS VOLUME = 0.000 AF - - -- -- - - --- -+ ---------------------------------------------- STA. 131 +30 ALMOND AVE. NORTH SIDE OF CHANNEL AREA A8 -1 - -- + +t ++ ++t +tt+ tort+ ttt+ tt +ttttrtt +t + +ttttttrr + + + + + + +trtt ttrrttttrtrt FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE = --- 1 - - - -- - - - -- -- ------------------ --------------------------- RUNOFF (UNIT- HYDROGRAPH ANALYSIS) < «< >>>>>SUBAREA (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 99.680 ACRES BASEFLOW = 0.000 CPS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.260 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 A0 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINPALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.996 30- MINUTE FACTOR = 0.996 1 -HOUR FACTOR - 0.996 3 -HOUR FACTOR = 0.999 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 32.051 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S. GRAPH UNIT HYDROGRAP NUMBER MEAN VALUES ORDINATES(CFS) --- ---- -- - - -- -- 2.050 24.709 2 12.541 126.472 3 32.902 245.455 4 59.287 318.072 5 79.698 246.055 6 90.409 129.120 7 95.683 63.574 8 97.996 27.883 9 98.702 8.515 10 99.294 7.144 99.718 5.103 11 99.929 2.552 12 13 100.000 0.851 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) 6.1020 TOTAL STORM RUNOFF -VOLUME (ACRE -FEET) = 64.4572 --- ---- -- --- ---- ---- ------ -- - ----- -- -- -- Page 47 of 88 Y: \F60\ 401 \Cal CS\ Hydrology\ 03- 21- 03 \F1oo3Ronc \1- 10- US- DTL.FLD Saved: 51812003 10;37 AM 2 4- H 0 U R S T 0 R M R U N 0 F F H Y D R 0 G R A P Hi ---------------------------------- h--DROGR.A-P`A IN FIVE - MINUTE UNIT !N (CFS) (Note: Time indicated is at END Of Each Unit intervals) ---------------------------------------------------------------------------- TIME(IT -\TOLUVI-J-(-kF) Q (CFS) 0. 75.0 I5O.0 225.0 ----- 300.0 ------------ ------------- - -------------------------------------- 14.000 29.1905 37.10 Q V 14:083 29.4504 37.75 Q V 14.167 29.7154 38.47 Q V 14.250 29.9857 39.26 Q V 14.333 30-2620 40.12 Q V 14-417 30.5444 41-00 Q V 14.500 30-8330 41.91 Q V- 14.583 31.1281 42.85 Q V- 14.667 31.4301 43.85 Q V 14.750 31.7395 44-92 Q V. 14.833 32.0569 46.09 Q V 14.917 32.3829 47.34 Q V 15.000 32.7185 48.72 Q V 15.083 33.0644 50.22 Q V 15.167 33.4218 51.90 Q V 15.250 33.7919 53.74 Q V 15.333 34.1765 55 -84 Q V 15.417 34.5792 58.48 Q .V 15.500 35.0112 62-73 Q -V 15.583 35.4852 68.82 Q• V 15.667 36.0115 76.42 Q V 15.750 36.5837 83.09 Q V 15.833 37.1762 86.03 •Q V 15.917 37.7682 85.95 •Q V 16.000 38.3692 87.26 Q V 16.083 39-0890 104.52 Q V 16.167 40.1349 151.86 Q V 16.250 41-5106 199.75 VQ 16.333 43-0370 221.63 V Q. 16.417 44.3411 189.37 Q V 16.500 45.3139 141.25 Q V 16.583 46-0624 108.68 Q V 16.667 46.6491 85.19 Q V 16.750 47.1274 69.45 Q- V. 016.833 47.5553 62.14 Q V. 6.917 47.9423 56.19 Q V. 7.000 51.40 V. 48.2963 Q V 17.083 48.6253 47.77 Q V 17.167 48.9345 44.90 Q 17.250 49.2283 42.66 Q V 49.5088 40.72 Q V 17.333 17.417 49.7777 39.05 Q V 17.500 50.0367 37-61 Q V 17.583 50.2869 36.33 Q V 17.667 50.5293 35.20 Q V 17.750 50.7646 34-17 Q V 17.833 50.9935 33-23 Q V 17.917 51.2164 32-37 Q V 18,000 51.4339 31.58 Q 18.083 51.6470 30.94 Q V 18.167 51.8591 30.80 Q V 18.250 52.0740 31.20 Q V 18.333 52.2911 31.96 Q V 18.417 52.5176 32.45 Q V 18.500 52.7414 32.49 Q V 18.583 52.9637 32.28 Q V 18.667 53.1837 31.95 Q V 18.750 53.4010 31.55 Q V 18.833 53.6157 31.17 Q V 18.917 53.82'78 30.80 Q V 19.000 54.0375 30.44 Q V 19.083 54-2447 30.09 Q V 19.167 54-4496 29.74 Q V 19.250 54-6521 29.42 Q V 19.333 54.8526 29.10 Q V 19.417 55-0509 28.80 Q V 19.500 55 -2472 28.50 Q V 19.583 55 -4426 28-22 Q V 19.667 55-6340 27.95 Q V 19.750 55.8247 27,69 Q V 19.833 56.0137 27.43 Q V 19.917 56.2009 27.19 Q V 20.000 56.3865 26.95 Q V FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE - -- - -------- -- ------------------------------------------ -- - - -- ---- - 0 _ ,, > STREAM 1111KBER 2 ADDED TO STREAM NUMBER 1 «<a< , FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE = 11 ------------ ----------------------------------------------- -- -- ---- - »>>>VIEW STREAM NUMBER I IMROGRAPH<<«< Page 48 of 88 y. . \p6o\40,\Calcs\p"yc:irojogy\03-21 -03\ploodRout\l-jo-LTS-DT,-U-FLD page 49 of 88 S ave d : 5/8/2003 10 :37 AN STREAM 'r= YDROGRA °H IN F1T-I✓.INJTE UT 1T INL'3RVF_,S(CFS) (Note: Time indicated -s at END -of- Each -`-- ----- ---- -- ---- --- - -- --- (v VOL Q(CFS) 0 --- 1600.0 3200.0 4800.0 6400.0 __ _ --------------------- ------------- 14.000 ---- 4 000 - -- -946 1877 1188.03 - Q V 14.083 954.5039 1207.51 Q - V _ 14.167 962.9675 1228.91 Q V _ 14.250 971.5980 1253.16 Q 14.333 980.4172 1280.55 Q V . V _ 14.417 989.4441 1310.70 Q V - 14.500 998.6887 1342.31 Q V 14.583 1008.1555 1374.59 Q V 14.667 1017.8474 1407.25 _ Q - V 14.750 1027.7689 1440.61 - Q- V 14.833 1037.9286 1475.19 Q. V , 14.917 1048.3401 1511.75 - Q- V _ 15.000 1059.0211 1550.89 Q V 15.083 1069.9941 1593.28 QQ V 15.167 1081.2854 !639.49 V 15.250 1092.9269 1690.34 Q V 15.333 1104.9559 1746.62 -Q V - 15.417 1117.4347 1811.92 - .Q ,V - - 15.500 1130.4906 1895.72 Q V 15.583 1144.3260 2008.91 - Q V , 15.667 1159 -1726 2155.72 _ Q V - 15.750 1175.1855 2325.08 Q V 15.833 1192.2749 2481.37 Q V 15.917 1210.1619 2597.18 Q V 16.000 1228.7144 2693.82 - Q V 16.083 1248.8778 2927.73 - QV 16.167 1273.4297 3564.93 V Q , 16.250 1305.1984 4612.80 - V Q , 16.333 1344.3910 5690.77 - V Q, 16.417 1388.1178 6349.14 V Q. 16.500 1431.3079 6271.20 V Q , 16.583 1470.1256 ,5636.34 V Q 16.667 1502.7114 4731.46 Q V 16.750 1529.0625 3826.17 Q V 16.833 1550.3691 3093.72 - Q V - 16.917 1568.0828 2572.01 - Q V 17.000 1583.3488 2216.62 _ Q V 17.083 1596.9376 1973.11 Q V 17.167 1609.3439 1801.38 Q V 17.250 1620.8306 1667.87 Q V 7.333 1631.5636 1558. Q V - 7.417 1641.6731 1467.90 90 V �� 17.500 1651.2532 1391.02 Q V 17.583 1660.3857 1326.04 Q V , 17.667 1669.1400 1271.12 Q - .V , 17.750 1677.5663 1223.50 Q V 17.833 1685.7084 1182.23 Q V _ 17.917 1693.5973 1145.48 Q V 18.000 1701.2554 1111.96 Q V 18.083 1708.7090 1082.26 Q V 18.167 1716.0071 1059.69 Q - V 18.250 1723.2224 1047.66 Q V , 18.333 1730.4305 1046.62 Q - V , 18.417 1737 -6842 1053.23 Q V 18.500 1744.9927 1061.18 - Q V 18.583 1752.3336 1065.90 Q V 18.667 1759.6703 1065.28 Q V 18.750 1766 -9688 1059.74 Q V 18.833 1774.2041 1050.58 Q - V , 1 8 . 917 1781.3613 1039.23 QV 19.000 1788.4353 1027.15 - O V 19.083 1795.4265 1015.12 Q - _ V 19.167 1802.3369 1003.38 Q V 19.250 1809.1687 991.98 - Q - V 19 -333 1815.9243 980.92 - Q V 19.417 1822.6063 970.23 Q V 19.500 1829.2173 959.91 - Q _ V 19.563 1835.7596 949.94 - Q V 19.667 1842.2357 940.33 Q V 19.750 1848.6478 931.04 Q - _ V 19.833 1854.9982 922.08 Q V _ 19.917 1861.2889 913.42 Q V _ 20.000 1867.5221 905.05 Q FLOW PROCESS FROM NODE 131.30 TO NODE 131.30 IS CODE _ 6 - --------------------------------- ---------------------------- - >>>>>STREM NUMBER 2 CLEARED AND SET TO ZERO<<<<< FLOW PROCESS FROM NODE 131.30 TO NODE 129.50 IS - CODE -- - ---- ----- - - -- - -- - - - ---- L ROUTING OF STREAM #1 BY THE CONVEX METHOD« <<< >>,>>MODEL C3P1rffE Tim MODIFIED C- ROUTING1C�LOW ?'�YDROGRAPHSBYNSTMIN'ih O RDER TO ROUTE TFE STREAM INTERVALS (Reference: the N e t 17- 52, 19772� Hydrology, Chapter 17, pag U.S. Department Of Commerce). Y : \F60\ 401\ Calcs\Hydrolog y\ 03- 2i- 03 \rloodRout \_T- iO- US- DTL.FLD Saved: 51812003 10:37 N 20.000 == PROCESS SJMM�RY OF STOttAGE:_ Y \F60\ 401\ Cal cs \HYdroiogy \ 03- 21- 03 \ F=oodRout \2 US- DTL -=LD Page 50 of 88 ASSUMED REGULAR CHANNEL INFORMATION: 3ASEWID_3(FT) = 49.21 C `ANNEL Z = 0.00 UPSTREAM ELEVATION (FT) 1008.31 DOWNSTREAM ELEVATION (FT) 1006.65 NRNNING'S FACTOR = 0.015 CHANNEL LENGTH (FT) = 590.55 CONSTANT LOSS RA VCFS) 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM IN = 6349.14 OF 50% MAXIMUM INFLOW = 5085 -35 AVERAGE FLOWRATE IN EXCESS NORMAL VELOCITY FOR Q = 5085.35 CPS = 15.70 FPS CHANNEL ESTIMATED CHANNEL ROUTING COEFFICIENT = 0 .902 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESU OUTFLOW LESS MODEL INFLOW ROUTED (STREAM LOSS 1) TIME (STREAM 1) FLOW (HRS) (CFS) (CFS) (CFS) 14.000 1188.03 1185.95 1185.95 14.083 1207.51 1205.30 1205 -30 14.167 1228.91 1226.49 1226.49 14.250 1253.16 1250.41 1250.41 14.333 1280.55 1277.45 1277.45 14.417 1310.70 1307.28 1307.28 14.500 1342.31 1338.73 1338.73 14.583 1374.59 1370.94 1370.94 14.667 1407.25 1403.55 1403.55 14.750 1440.61 1436.83 1436 -83 14.833 1475.19 1471.27 1471.27 14.917 1511.75 1507.61 1507.61 15.000 1550.89 1546.46 1546.46 15.083 1593.28 1568.48 1588.48 15.167 1639.49 1634.26 1634.26 15.250 1690.34 1684.59 1684.59 15.333 1746.62 1740.25 1740.25 15.417 1811.92 1804.53 1804.53 15.500 1895.72 1686.24 1886.24 15 2008.91 1996.10 1996.10 -583 15.667 2155.72 2139.11 2139.11 15.750 2325.08 2305.92 2305.92 15.833 2481.37 2463.68 2463.68 {E 15.917 2597.18 2584.08 2584.08 16.000 2693.62 2682.89 2662.89 16.083 2927.73 2901.26 2901.26 16.167 3564.93 3492.82 3492.82 16.250 4612.80 4494.22 4494.22 16.333 5690.77 5568.78 5568.78 16.417 6349.14 6274.63 6274.63 16.500 6271.20 6280.02 6280.02 16.583 5636.34 5708.18 5708.18 16.667 4731.46 4833.86 4833.86 16.750 3826.17 3928.62 3928.62 16.833 3093.72 3176.61 3176.61 16.917 2572.01 2631.05 2631.05 17.000 2216.62 2256.84 2256.84 17.083 1973.11 2000.67 2000.67 17.167 1801.38 1820.82 1620.82 17.250 1667.87 1662.98 1682.98 17.333 1558.44 1570.82 1570.82 17.417 1467.90 1478.14 1478.14 17.500 1391.02 1399.72 1399.72 17.583 1326.04 1333.40 1333.40 17.667 1271.12 1277.34 1277.34 17.750 1223.50 1228.89 1228.89 17.833 1182.23 1186.90 1186.90 17.917 1145.48 1149.63 1149.63 18.000 1111.96 1115.75 1115.75 18.083 1082.26 1085.62 1085.62 18.167 1059.69 1062.24 1062.24 18.250 1047.66 1049.02 1049.02 18.333 1046.62 1046.74 1046.74 18.417 1053.23 1052.48 1052.48 18.500 1061.18 1060.28 1060.28 18.583 1065.90 1065.36 1065.36 18.667 1065.28 1065.35 1065.35 18.750 1059.74 1060.36 1060.36 18.833 1050.58 1051.62 1051.62 18.917 1039.23 1040.51 1040.51 19 1027.15 1028.51 1028.51 -000 19.083 1015.12 1016.46 1016.48 19.167 1003.38 1004.71 1004.71 19.250 991.98 993.27 993.27 19.333 980.92 982.17 982.17 19.417 970.23 971.48 971.44 19 959.91 961.08 961.08 -500 19.583 949.94 951.07 - 19.667 940.33 941.42 9&1.42 941.42 19.750 931.04 932.09 932.09 19.833 922.08 923.09 923.09 913 -42 914.40 914 -40 19.917 p5 905 99 905.99 20.000 == PROCESS SJMM�RY OF STOttAGE:_ Y \F60\ 401\ Cal cs \HYdroiogy \ 03- 21- 03 \ F=oodRout \2 US- DTL -=LD Page 50 of 88 Saved: 51812003 10:37 Ab: INFLOW VOLUME = 2146.009 AF JTFLOW VOLUME = 2146 -010 AF BOSS VOi�UMB = 0.000 AF _ -------------------------------------------------------- STA_ 129 +50 177 M WEST Or ALMOND SOUTH SIDE OF CHANNEL AREA C8 _+ ------------------------------- --- ---- -------- -- ----- - - --- -- FLOW PROCESS FROM NODE 129.50 TO NODE 129.50 IS CODE = 1 ---------------------- » >>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS)<< «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 12.630 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.300 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 27.778 1 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT RYDROGRAPH DETERMINATION ---- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES - - - ORDINATES(CFS) - -- - ----------------- ---- ----- ------- --- -- -- 1.701 2.596 2 9 11.581 3 25.290 24.450 4 46.738 32.761 5 68.920 33.881 6 83.414 22.138 7 91.365 12.145 8 95.710 6.638 9 97.845 3.261 10 98.542 1.064 11 99.062 0.795 12 99.583 0.795 13 100.000 0.637 ------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 0.7728 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 8.1690 ------------------ --- -- ------ ----- -- -- --- -- -- -- -- C� Page 51 of 88 Y: \F60\ 401 \Calcs \Hydr of og y\ 03- 2i- 03 \Flo0dR0ut \I- 10- US- DTL_FLD Saved: 51812003 10:37 AM Page 52 of 88 r\F6o\^m\Cal"s\,qYdr010sY\va'21-,o\,1"oaao"t\z'zu'os-DT-r -sLn z« - qonR sroam C R UmorF oroonG R A Po (Note: Time indicated is at END of Each Unit Intervals) ---------- 14.000 3.6824 4-66 Q V 14.083 3.7150 4.74 Q V 14.167 3-7483 4.83 Q V 14-250 3.7821 4.92 Q V 14-333 3.8167 5.02 Q V 14.417 3-8520 5.12 Q V 15.000 4-1230 6-06 Q V 15.167 4.2105 6.45 Q V 15.250 4.2564 6-68 Q V 15500 4.4071 7.71 Q V 15.583 4.4649 8.39 Q V 15.667 4.5286 9.24 Q V 1.5.750 4.59B2 10.11 Q V 15.833 4.6716 10.65 Q V V 15.917 4.7462 10.84 Q 16.000 4.8226 11.10 Q V 16.083 4.9103 12.73 Q V 16.167 S.0277 17.05 Q V V Q. 16.250 5.IB26 22.50 V Q 5.3590 25.61 16.417 5.5335 25.34 Q 16.500 5.6736 20.34 Q V 16.583 5.7825 15.81 V 16.667 5.8693 12.59 Q V. 16*750 5,9390 10.12 Q C7.000 V. 6.0970 6.97 Q. V 17.083 6.1414 6.44 Q V 17.167 6.1817 5.86 Q v 17.250 6.2200 5.56 Q V 17.333 6.2564 5.29 Q V 17.417 6.2913 5.06 Q v 17.500 6.3248 4.86 Q V 17.583 6.3571 4.69 Q V 17.667 6.38B3 4.54 Q V 17.750 6.4186 4.40 Q V 17,917 6.4767 4.16 Q V 18.167 6.5589 3.93 Q V 18.250 6.5861 3.95 Q V 18.333 6-6137 4.01 Q V 18.417 6.6418 4.08 Q V 18.500 6-6701 4.11 Q V 18.583 6-6983 4.09 Q V 18.667 6.7263 4.06 Q V 16.750 6.7540 4.02 Q V 18.833 6.7823 3.97 Q V 18.917 6-8084 3.93 Q V 19.000 6.8351 3.88 Q V 19.083 6.8625 3.84 Q V 19.167 6.8876 3.79 Q V 19.250 6.9134 3.75 Q V 19.333 6.9390 3.71 Q V 19.417 6.9642 3.67 Q V 19.500 6.9892 3-63 Q V 19.583 7.0140 3.59 Q V 19.667 7.0385 3.56 Q V 19.750 7.0628 3.53 Q V 19.833 7.0869 3.49 Q V 19-917 7.1107 3.46 Q V 20.000 7.1343 3.43 Q ' _�______ _raon_Paocoaa_romm_NooE__zzv�,o_rn_mooE__zz,�su_za_c000 .,,,,aToEA14 NUMBER ADDED NUMBER ~1< ~oM_ ~ TO�ao ~2~ FLOW _ __ __PmcEao_sRmM_NoDE_ NUMBER Rnoo-APH<< ,,,>VIo=_oTREam_ _I_=1 Page 52 of 88 r\F6o\^m\Cal"s\,qYdr010sY\va'21-,o\,1"oaao"t\z'zu'os-DT-r -sLn Saved: 5 1812003 10:37 AM STRv.AA :YDROGR PH IN F vn- MINJTE NIT INTERVALS (CFS) (Note: Time indicated is at • an (i�S) VOLU^Tr:(A?)- -- Q(CFS) o=----- - -- END of Each unit Intervals) 1600 -0 - - -- zoo -o - - -- 4800- D---- ��oo -a -- -- --- - -- ---- -- - -- - ------------------------------- 1a 948.9441 1190.62 - Q - .00D 14.083 957.2777 1210.05 - V Q V ' 14.167 965.7578 1231.31 - Q - V 14-250 974.4033 1255.33 Q V 14.333 983.2357 1282.46 Q - V . 14.417 992.2744 1312.41 Q V 14.500 1001.5303 1343.96 Q - 14.583 1011.0088 1376.28 V Q V 14.667 1020.7128 1409.02 Q V 14.750 1030.6410 1442.43 Q. V 14.833 1040.8192 1477.02 - Q• V . 14.917 1051.2428 1513.51 Q- V 15.000 1061.9351 1552.52 Q• V 15.083 1072.9181 1594.73 Q• V 15.167 1084.2178 1640.71 Q V 15.250 1095.8656 1691.27 Q V 15.333 1107.8986 1747.18 Q V 15.417 1120.3763 1811.78 •Q V 15.500 1133.4200 1893.95 •Q V 15.583 1147.2251 2004.49 Q V 15.667 1162.0209 2148.35 V 15.750 1177.9716 2316.03 Q Q V 15.833 1195.0125 2474.33 Q V 15.917 1212.8838 2594.91 Q V 16.000 1231.4374 2693.98 Q V 16.083 1251.5061 2913.99 Q V 16.167 1275.6788 3509.87 V Q 16.250 1306.7858 4516.72 V Q 16.333 1345.3147 5594.39 V Q 16.417 - 1388.7029 6299.97 - V Q- 16.500 1432.0938 6300.36 V Q 16.583 1471.5153 5724.00 V Q 16.667 1504.8931 4846.46 - - Q V 16.750 1532.0194. 3938.74 - Q. V 16.833 1553.9547 3185.01 Q V 16.917 1572.1271 2638.62 Q V 17.000 1587.7181 2263.82 V . Q - 17.083 1601.5411 2007.10 V 17.167 1614.1216 1826.68 •Q V 17.250 1625.7506 1688.54 Q V 17.333 17.417 1636.6053 1576.11 1646.8202 1483.20 Q- V Q. V ( t 17.500 1656.4937 1404.58 Q V \ 17.583 1665.7091 1338.09 Q V 17.667 1674.5375 1281.87 Q V . 17.750 1683.0313 1233.29 Q V 17.833 1691.2349 1191.17 Q V 17.917 1699.1812 1153.79 Q V 18.000 1706.8933 1119.81 Q V 18.083 1714.3973 1089.59 - Q V . 18.167 1721.7401 1066.17 Q V 18.250 1728.9919 1052.97 Q V 18.333 1736.2285 1050.75 Q V 18.417 1743.5051 1656.56 - Q V 18.500 1750.8357 1064.39 Q V 18.583 1758.2012 1069.46 Q V 18.667 1765.5663 1069.42 Q - V 18.750 1772.8967 1064.39 Q - V - 18.833 1780.1666 1055.59 Q V 18.917 1787.3597 1044.44 Q - V . 19.000 1794.4698 1032.39 Q - V 19.083 1801.4968 1020.32 Q V 19.167 1808.4424 1008.50 - Q - V . 19.250 1815.3088 997.02 Q V - 19.333 1822.0986 985 -88 - Q 19.417 1828.8143 975.11 Q - V . 19.500 1835.4584 964.71 4 V 19.583 1842.0332 954.67 Q V - 19.667 1848.5413 944.98 - Q V V - 19.750 1854.9849 935.62 Q - V 19.833 1861.3663 926.59 Q - V . 19.917 1867.6877 917.86 Q - - V 20.000 1873.9510 909.42 Q - - t+ t++++ x +t +t + + +tx +x tt + + + + + + + + + +x +xt ++ ++++++ t+ xt+ t+++ t++++ x+++++++++++++++ TO NODE 129.50 IS CODE _- FLOW PROCESS FROM NODE 129.50 ------------- - ---------- -- >> »> STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< 129.50 TO NODE 127.20 IS CODE =- 5_2 FLOW PROCESS FROM NODE - ----- » >>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD «« < THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5 -M;N dbook, INTERVALS (Reference: the National Engineering Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). Page 53 of 88 Y: \F60\ 401 \Cal Cs\ Eydr ology\ 03- 21- 03 \FloodRout \I- 10- US- DTL_RLD Saved: 5 1812003 10:37 All, ASSUMED PEGS n.R CjLANN_L IN ?OR- ITION: 3ASEWIDLr(FT) = 49.21 CHANNEL Z 0.00 UPSTREAM ELEVATION(FT) = 1006 -66 DOWNSTREAM ELEVATION (FT) _ !005.28 CHANNEL LENGTH (FT) = 754.59 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIWOM INFLOW(CFS) = 6300.36 AVERAGE FLOWRA E. IN EXCESS OF So % MAXIMUM C INFLOW 1 3 4 78 7 99-50 CHANNEL NORMAL VELOCITY OR Q = ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.888 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINDTE UNIT INTERVALS IS CSTAR = 1.000 20.0 _ - pR0 ASS S OF STORAGE : Y \F60\ 401\ Calcs\ Hyd_ olooy\ 03- 21- 03 \ FloodROUt \I- iO- US- DTL.FLD Page 54 of 88 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.000 1190.62 1187.58 1187.58 14.083 1210.05 1206.82 1206.82 14.167 1231.31 1227.78 1227.78 14.250 1255.33 1251.35 1251.35 14.333 1282.46 1277.96 1277.96 14.417 1312.41 1307.44 1307.44 14.500 1343.96 1338.73 1338.73 14.583 1376.28 1370.92 1370.92 14.667 1409.02 1403.59 1403.59 14.750 1442.43 1436.89 1436.89 14.833 1477.02 1471.28 1471.28 14.917 1513.51 1507.46 1507.46 15.000 1552.52 1546.05 1546.05 15.083 1594.73 1587.73 1587.73 15.167 1640.71 1633.09 1633.09 15.250 1691.27 1682.88 1682.88 15.333 1747.18 1737.90 1737.90 15.417 1811.78 1801.06 1801.06 15.50b 1893.95 1880 -32 1880.32 15.583 2004.49 1986.16 1986.16 15.667 2148.35 2124.48 2124.48 15.750 15.833 2316.03 2474.33 2288.21 2448.07 2288 -21 2448.07 1 15.917 2594.91 2574.91 2574.91 16.000 2693.98 2677.55 2677.55 16.083 2913.99 2877.49 2877.49 16.167 3509.87 3411.02 3411.02 16.250 4516.72 4349.69 4349.69 16.333 5594.39 5415.61 5415.61 16.417 6299.97 6182.91 6182.91 16.500 6300.36 6300.29 6300.29 16.583 5724.00 5619.61 5819.61 16.667 4846.46 4992.04 4992.04 16.750 3938.74 4089.33 4089.33 16.833 3185.01 3310.05 3310.05 16.917 2638.62 2729.27 2729.27 17.000 2263.82 2326.00 2326.00 17.063 2007.10 2049.69 2049.69 17.167 1826.68 1656.61 1856.61 17.250 1688.54 1711.46 1711.46 17.333 1576.11 1594.76 1594.76 17.417 1483.20 1498.61 1498.61 17.500 1404.58 1417.62 1417.62 17.583 1338.09 1349.12 1349.12 17.667 1281.87 1291.20 1291.20 17.750 1233.29 1241.35 1241.35 17.833 1191.17 1198.16 1198.16 17.917 1153.79 1159.99 1159.99 18.000 1119.81 1125.44 1125.44 18.083 1089.59 1094.60 1094.60 18.167 1066.17 1070.05 1070.05 18.250 1052.97 1055.16 1055.16 18.333 1050.75 1051.11 1051.11 18.417 1056.56 1055.60 1055.60 18.500 1064.39 1063.09 1063.09 18.583 1069.46 1068.62 1068.62 18.667 1069.42 1069.42 1069.42 18.750 1064.39 1065.22 1065.22 18.833 1055.59 1057.05 1057.05 18.917 1044.44 1046.29 1046.29 19.000 1032.39 1034.39 1034.39 19.083 1020.32 1022.32 1022.32 19.167 1008.50 1010.46 1010.46 19.250 997.02 998.92 998.92 19.333 985.88 987.73 987.73 19.417 19.500 975.11 964.71 976.90 966.44 976.90 966.44 19.583 954.67 956.33 956.33 19.667 944.98 946.58 946.58 19.750 935.62 937.17 937.17 19.833 926.59 928.08 928.08 19.917 917.86 919.31 919.31 00 909 42 910.82 910.82 20.0 _ - pR0 ASS S OF STORAGE : Y \F60\ 401\ Calcs\ Hyd_ olooy\ 03- 21- 03 \ FloodROUt \I- iO- US- DTL.FLD Page 54 of 88 Saved: 518/2003 10:37 AM INFLOW VOLUME = 2154.180 AF UTFLOW VOLUME = 2154.178 AF OSS VOLUME = 0.000 AT _ --- --- -- - - - - -+ STA. 127 +20 - -- BANANA A VE-NORTH SIDE OF CHANNEL AREA A8 -2 - -- ---- -- --- ---- --- -- --- --- - - - - -+ +--- -- --- ------ --- --- FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE = - - - 1 - --------- -- >>>>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) «« < (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 124.710 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.340 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED,IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAR 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.994 30- MINUTE FACTOR = 0.994 1 -HOUR FACTOR = 0.994 3 -HOUR FACTOR = 0.999 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES 1(. UNIT INTERVAL PERCENTAGE OF LAG -TIME = 24.510 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---- "S" GRAPH UNIT HYDROGRAP INTERVAL MEAN VALUES ORDINATES(CFS) NUMBER -- --- -'- -- -------------- i ------------------------------ 1.460 22.025 - 7.103 85.105 2 20.046 195.212 3 37.087 257.015 q 5 57.881 313.617 75.054 258.995 6 85.673 163.182 7 8 92.044 93.065 y 95.730 55.594 97.707 29.812 10 98.419 10.745 11 98.879 6.931 12 99.333 6.859 13 99.733 6.032 14 99.933 3.016 15 16 100.000 1.005 TOTAL SOIL -LOSS VOLUME(ACRE - FEET) = 7.6352 TOTAL STORM RUNOFF VOLUME (ACRE- FEET) = 80.6372 -- -- -- --- - - --- -- ---- -- -- ---- - -- ---- D Page 55 of 88 y \F60\ 401 \Calcs\ Hydrology\ 03- 2i- 03 \F1oodROUt \I- i0- LTS- DTL_'LD Saved: 51812003 20:37 A-K 2 4- H 0 U R == S TOR M R U N 0 F F H Y D R 0 G R A P H =ROGRAPH IN FIVE-MINUTE UNIT TINTERVALS(CFS) (Note: Time indicated i2 at END of Each Up-it intez-va-1s) --------- -------- --------------------------------------------------------- TIKE(11RS) VOLU-"E(A2) Q (CFS) 0- 75.0 150- 0 - - - -- 225_0_ - - -- 300 ------------------------------------- ------------------- ----- 14.000 36-1994 45-67 Q v 14.083 36-5192 46.45 Q v 14-167 36.8449 47.28 Q v 14-250 37.1769 48-21 Q v 14.333 37-5156 49.19 Q v 14-417 37.8618 50.27 Q v 14-500 38.2156 51.37 Q v 14.583 38.5773 52.52 Q V. 14.667 38.9472 53.71 Q V. 14.750 39.3259 54.99 Q V. 14.833 39.7139 56.34 Q V. 14.917 40.1120 57-81 Q V. 15.000 40.5210 59-39 Q v 15.083 40.9421 61.14 Q v 15-167 41.3761 63.03 Q v 15.250 41.8249 65.16 Q v 15.333 42-2897 67.49 Q v 15.417 42.7748 70.43 Q- •v 15.500 43.2874 74.43 Q- v 15.583 43.8402 80.26 Q v 15.667 44.4419 87.37 •Q v 15.750 45.0982 95.29 Q v 15.833 45.7965 101.40 Q v 15.917 46.5166 104.56 Q v 16.000 47.2616 108.17 Q v 16.083 48.0983 121.49 Q v 16.167 49.1471 152.29 Q v 16.250 50.5165 198.83 VQ 16.333 52.0737 226.11 v v Q Q 16.417 53.7496 243.34 16.500 55.2412 216.58 VQ 16.583 56.4417 174.31 Q V Q v 16.667 57.4027 139.55 Q v 6-750 58.1911 114.47 V. 6.833 58.8426 94.59 Q V. 6.917 59.3923 79.83 Q V. 72.25 59.8899 17.000 67.04 Q V. 17.083 60.3516 Q v 17.167 60.7820 62.49 Q v 17.250 61.1816 58.02 Q 33 61,5564 54.42 Q v 17.3 v 17.417 61.9113 51.53 Q 17.500 62.2508 49.29 Q v v 17.583 62,5770 47.37 Q 17.667 62.8918 45.71 Q v 17.750 63.1965 44.24 Q v 17.833 63.4920 42.92 Q v 17.917 63.7794 41.72 Q v 18.000 64.0591 40.62 Q v 18.083 64-3326 39.71 Q v 18.167 64.6021 39.13 Q v 18.250 64.8"714 39.10 Q v 18.333 65.1426 39.38 Q v 18.417 65.4V79 39.96 Q v 18.500 65-6959 40.37 Q v 18.583 65.9742 40.41 Q 18.667 66.2511 40.20 Q v 18.750 66.5256 39-87 Q v 18.833 66.7373 39.45 Q 18.917 67.0658 38.98 Q v 19.000 67.3310 38.52 Q 19.083 67.5933 38-08 Q 19.167 67-8526 37.65 Q 19-250 68.1090 37.23 Q 19-333 68.3626 36-83 Q v 19.417 68.6135 36.43 Q 19.500 68.86I8 36.05 Q 19.583 69.1075 35.68 Q 19.667 69.3508 35.33 Q 19.750 69.5916 34.99 Q 19.833 69.8305 34.66 Q 19.917 70.0670 34-34 Q 20-000 70 -3013 34.03 Q 7 FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 - IS CODE - --- - -- ------ ------------------------- >>> ,STREAM NUMBER - 2 ADDED TO STREAM NUMBER 1«<<< 1.0 --------------------------------- FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE -- - -- ------ - -- ------- 7 ---------- -------------- ------------- ------------- >>» ,VIEW STREAM NUMBER 1 HyDR1GRA- page 56 of 88 Y: \F60\ 401 \Cal CS \H 03 -2-1- 03 \pl \!-:L D-US-DTI,. FLD Sa ved: 51812003 10:37 AI STRE_'4M HYDROGRT�pH IN FIVE-MIN�T' -'E UN IN_ERvV+S,S (C °S) (Note: Time indicated is at END of Each unit Intervals) - - --- (ITS) VOLUME (_A ) Q(CFS) 0 1650.0 3300-0 4350.0 6600-0 14.000--- ------------- _983.7830 1233 -25 Q V - 14.083 992.4143 1253.27 Q 14.167 1001.1957 1275.06 - Q - V " V 14 1010.1458 1299.55 - Q -250 14.333 1019 -2860 1327.15 Q 14. 1028.6366 1357.70 Q V 14 1038.2102 1390.10 - Q V - -500 14 1048 -0135 1423.44 - Q - V - -583 14.667 1058.0500 1457.30 Q - V 14.750 1068.3247 1491.88 - Q• V. ' 14.833 1078.8455 1527.61 Q V. ' 14.917 1089.6255 1565.27 Q• V . 15 1100.6823 1605.44 Q- V- -000 15.083 1112.0381 1648.86 - Q- V- ' 15.167 1123.7194 1696.11 - Q V - 15.250 1135.7582 1748.04 Q V - - V 15.333 1148.1920 1805 -40 Q 15.417 1161.0811 1871.49 -Q V " 15.500 1174.5435 1954.75 -Q - " 15.583 1188.7750 2066 -42 Q - ' 15.667 1204.0082 2211.85 Q -V 15.750 1220.4235 2383.50 Q • ' 15.833 1237 -9818 2549 -47 - Q V ' V 15 -917 1256.4354 2679.47 Q - ' V 16.000 1275.6208 2785 -72 Q " V 16.083 1296 -2750 2998.98 Q V ' 16.167 1320.8157 3563.31 - - •Q V Q ' 16.250 1352.1416 4548.52 - V Q 16.333 1390 -9963 5641.72 V Q - 16.417 1435.2543 6426.25 - V Q ' 16.500 1480.1362 6516.87 Q V ' 16.583 1521.4166 5993.92 - V Q 16.667 1556 -7581 5131.58 Q V 16.750 1585.7098 4203.81 Q V . 16.833 1609.1578 3404.64 - Q V 16.917 1628.5043 2809.10 - - V 17.000 1645.0211 2398.25 Q V 17.083 1659.5992 2116.74 Q V. 17.167 1672.8162 1919.10 -Q - V 17.250 7.333 1685.0027 1696.3607 1707.0366 1769.48 1649.19 1550.14 Q Q. Q. V V 7.417 Q - V - 17.500 1717.1394 1466.92 V - 17.583 1726.7571 1396.49 Q - V 17.667 1735.9645 1336.91 Q V 17.750 1744.8184 1285 -59 Q - V 17.833 1753.3657 1241 -08 Q V 17.917 1761.6420 1201.71 Q V 18.000 1769.6727 1166 -07 Q V 18.083 1777.4847 1134.31 - Q - V 18.167 1785.1238 1109 -19 Q V 18.250 1792.6599 1094 -25 Q V 18.333 1800.1702 1090 -50 Q - V 18.417 1807.7153 1095.56 Q V 18.500 1815.3149 1103.46 Q V 18.583 1822.9529 1109.03 Q - V 18.667 1830.5950 1109.63 Q V 18.750 1838.2058 1105.09 - Q - - V 18.833 1845.7574 1096.50 Q - - V 18.917 1853.2317 1085.27 Q - V 19.000 1860.6208 1072.91 Q - V , 19.083 1867.9238 1060.40 - Q - V 19.167 1875.1422 1048.12 Q V 19.250 1882.2783 1036.16 - Q - V . 19.333 1889.3345 1024.55 - Q - _ V 19.417 1896.3134 1013.33 Q V 19.500 1903.2175 1002.48 Q - - V 19.583 1910.0496 992.01 - Q - - V 19.667 1916.8120 981.91 -. Q - V 19.750 1923.5073 972.16 Q - - V 19.833 1930.1378 962.74 Q - - V 19.917 1936.7057 953.65 - Q V 20.000 1943.2129 944.85 Q - ' FLOW PROCESS FROM NODE 127.20 TO NODE 127.20 IS CODE = - - -6 -- - - - - -- - --- ------------ -- -- ---- - » »> STREAM NUMBER 2 CLEARED AND SET TO ZERO- <<< FLOW PROCESS FROM NODE 127.20 TO NODE 125.90 IS - CODE = 5_2 - ---- » »>MODEL CHANNEL ROUTING OF STREAM F l BY THE CONVEX METTHOD« « <--- - - - - -- - - ---- - --- -- THE MODIFIED C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY S- MINUTE INTERVALS(Rererence: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ?age 57 of 88 Y: \F60\ 401\ Calcs\ 3yd- olocy\ 03- 21- 03 \FloodRout \1- 10- uS- DTL.FLD Saved. 51812003 10:37 AM ASSUMED R?G'uLAR C -ANLv, 1N_ ORMATION. BFSEWIDTH(FT) = 49-21 Cz Z = 0.00 1C UPSTREAM ELSVATION(FT) = 1005.28 DOWNSTREAM ELEVATION(FT) = 1004.08 CHAl,lNEL LENGTH (FT) = 426.51 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE (CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 6516.87 AVERAGE FLO vRiATE IN EXCESS OF 50% MAXIMUM INFLOW , --== 6 5 9 04-7 7S 85 CHANNEL NORMAL VELOCITY FOR Q = 5047.85 CFS = ESTIMATED CFANnTEL ROUTING COEFFICIENT = 0.902 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 20.000 PROCESS SUIJ^LARI OF STORAGE: v_ \F60\ 401 \Calcs\ Hydro_ ogy\ 03- 21- 03 \ FloodROUt \2- 10- uS- DTL.F'LD Page 58 of 88 CONVEX METHOD CHANNEL ROUTING RESULTS OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.000 1233.25 1231.71 1231.71 14.063 1253.27 1251.63 1251.63 14.167 1275.06 1273.28 1273.28 14.250 1299.55 1297.55 1297.55 14.333 1327.15 1324.90 1324.90 14.417 1357.70 1355.21 1355.21 14.500 1390.10 1367.45 1367.45 14.583 1423.44 1420.72 1420.72 14.667 1457.30 1454.53 1454.53 14.750 1491.88 1489.05 1489.05 14.833 1527.61 1524.69 1524.69 14.917 1565.27 1562.19 1562.19 15.000 1605.44 1602.15 1602.15 15.083 1648.86 1645.31 1645.31 15.167 1696.11 1692.25 1692.25 15.250 1748.04 1743.79 1743.79 15.333 1805.40 1800.71 1800.71 15.417 1871.49 1866.09 1866.09 15.500 1954.75 1947.94 1947.94 15.563 2066.42 2057.29 2057.29 15.667 2211.85 2199.96 2199.96 /{ 15.750 15.833 2383.50 2549.47 2369.47 2535.90 2369.47 2535.90 (\ 15.917 2679.47 2668.84 2668.84 16.000 2785.72 2777.03 2777.03 16.063 2998.98 2981.54 2981.54 16.167 3563.31 3517.17 3517.17 16.250 4548.52 4467.97 4467.97 16.333 5641.72 5552.33 5552.33 16.417 6426.25 = 6362.10 6362.10 16.500 6516.87 6509.46 6509.46 16.583 5993.92 6036.68 6036.68 16.667 5131.58 5202.09 5202.09 16.750 4203.81 4279.66 4279.66 16.833 3404.64 3469.98 3469.98 16.917 2809.10 2857.79 2857.79 17.000 2398.25 2431.84 2431.84 17.083 2116.74 2139.75 2139.75 17.167 1919.10 1935.26 1935.26 17.250 1769.48 1781.71 1781.71 17.333 1649.19 1659.02 1659.02 17.417 1550.14 1558.24 1558.24 17.500 1466.92 1473.72 1473.72 17.583 1396.49 1402.25 1402.25 17.667 1336.91 1341.78 1341.78 17.750 1285.59 1289.78 1289.78 17.833 1241.08 1244.72 1244.72 17.917 1201.71 1204.93 1204.93 18.000 1166.07 1168.98 1168.98 18.083 1134.31 1136.90 1136.90 18.167 1109.19 1111.24 1111.24 18.250 1094.25 1095.47 1095.47 18.333 1090.50 1090.80 1090.80 18.417 1095.56 1095.15 1095.15 18.500 1103.46 1102.81 1102.81 18.583 1109.03 1108.58 1108.58 18.667 1109.63 1109.58 1109.58 18.750 1105.09 1105.46 1105.46 18.833 1096.50 1097.20 1097.20 18 1085.27 1086.18 1086.18 19.000 1072.91 1073.92 1073.92 19.083 1060.40 1061. 1061.42 19.167 1048.12 1049.12 1049.12 19.250 1036.16 1037.13 1037.13 19.333 1024.55 1025.50 1025.50 19 1013.33 1014.25 1014.25 ! 19.500 1002. 1003.37 1003.37 f. 19.583 992.01 992.87 992.87 - 19.667 981.91 982.74 982.74 19.750 972.16 972.96 972.96 19.833 962.74 963.51 963.51 19.917 953.65 954.39 954.39 944 85 945.57 945.57 20.000 PROCESS SUIJ^LARI OF STORAGE: v_ \F60\ 401 \Calcs\ Hydro_ ogy\ 03- 21- 03 \ FloodROUt \2- 10- uS- DTL.F'LD Page 58 of 88 s a ved: 51812003 !0:37 AM INFLOW VOLUME = 2234.817 AF c uT'FI VOLUME = 2234.816 !ic OSS VOLUME = 0.000 AF ---------- ----- ---- ------ -- --- -- --- - ---+ I STA. 125 +90 143 M 'v--ST OF BANANA A En SOUTH SIDE OF C'rANNSL AREA C9 =---- ------ --- --- - ---- -- ---- --- - - -- -- FLOW PROCESS FROM NODE 125.90 TO NODE 125.90 IS CODE _ - 1 - ---- - - - - -- ___ _ ----------------- >>>>>SL - BAREA RUNOFF (UNIT- fiYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #,2) WATERSHED AREA = 10.000 ACRES BASEFLOW = 0.000 CPS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.290 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS- THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL (INCH) = 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 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 = 28.736 1\ RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) -------------------------------------------------------- 1 1.773 2.144 2 9.991 9.939 3 26.923 20.477 4 49.543 27.355 5 71.731 26.834 6 85.340 16.458 7 92.570 8.744 8 96.413 4.647 9 98.146 2.096 10 98.712 0.684 11 99.251 0.651 12 99.700 0.544 13 99.925 0.272 14 100.000 0.091 ____ _ -------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE - FEET) = 0.6119 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) 6.4680 ---------------- -- ---- -------- ---------- - - - -- -- Page 59 of 88 Y:\ F60\ 40!\ Calcs\ H- vdr ology\ 03- 21- 03 \FloodRout \i- lO- US- D -L -FLD Saved: 51812003 20:37 zM 2 4- ri 0 U R S T O R M R U N 0 F F H Y D R O G R A P 3 ROGP.FPH IN FIVE- MINJTE UNIT IN^_ERL - ALS (C: S) __- (Note: Time indicated is at END of Each unit Intervals) - - - -------------- --------------------------- 5 -------- 22 -- T - iu2S) VOLUME(AF) Q(CFS) 0. --- ----- 7.5 --- - - - 15.0 22 - 30 -0 -- v _ ---------------- - -14 -000 2 -9188 3.70 Q V - 14,083 2.9447 3.76 Q V 14.167 2 -9710 3.83 Q V 14.250 2.9979 3. Q V 14.333 3.0253 3.98 Q V 14.417 3.0533 4.06 - Q - V 14.500 3.0819 4.15 4 v" - 14 -563 3.1112 4.24 Q V. 14.667 3.1411 4.34 Q - V_ - - 14.750 3 -1717 4.45 - Q V , 14.833 3.2031 4.56 Q V 14.917 3.2354 4.68 Q V - 15.000 3.2685 4.8 Q V 15.083 3.3027 4 Q V 15.167 3.3380 5.13 Q V 15.250 3.3746 5.31 Q V 15.333 3.4125 5.51 Q - Q V 15.417 3.4522 5.76 Q V 15.500 3.4945 6 -15 Q V 15.583 3.5407 6.71 Q. V 15.667 3.5917 7.40 - Q V - 15.750 3.6475 8 -10 V 15.833 3.7060 8.49 Q V 15.917 3.7653 8.61 Q V 16.000 3.8258 8•BO Q V 16.083 3.8959 10.17 Q _ V - 16.167 3.9915 13.89 QV - 16.250 4.1178 18.33 VQ - 16.333 4.2610 20.80 QV 16.417 4.3988 20.01 Q V 16.500 4.5067 15.67 - Q V - 16.583 4.5901 12.12 Q V . 16.667 4.6564 9.62 Q V 16.750 4.7097 7.73 V. _ 16.833 16.917 17.000 C 4.7544 4.7951 4.8325 6.50 5.91 - 5.42 Q Q Q V V. V 17.083 4.8667 4.97 Q V . 17.167 4.8986 4.63 Q - V 17.250 4.9287 4.37 Q - V . 17.333 4.9573 4.16 - Q V . 17.417 4.9848 3.98 Q V 17.500 5.0111 3 Q - V 17.583 5.0366 3. - Q _ - V 17.667 5.0612 3.58 Q V - 17.750 5.0851 3.47 Q V 17.833 5.1083 3.37 Q -V . 17.917 5.1309 3.28 Q V 18.000 5.1529 3.20 Q - V 18.083 5.1745 3.13 Q V 18.167 5.1959 3.10 Q V 18.250 5.2174 3.12 Q V 18.333 5.2393 3.18 Q V 18.417 5.2616 3.24 Q V 18.500 5.2840 3.25 - Q - - V 18.583 5.3063 3.24 Q V 18.667 5 -3285 3.22 Q - V 18.750 5.3504 3.18 - Q - Q V 18.833 5 -3720 3.14 V 18.917 5 -3934 3.10 Q V 19.000 5 -4145 3 - Q V 19.083 5 -4354 3.03 Q - - V - 19.167 5 -4560 3.00 Q - V . 19.250 5.4764 2.96 Q - V 19.333 5.4966 2.93 Q - V . 19.417 5.5166 2.90 Q - V , 19.500 5.5364 2.87 Q - V 19.583 5.5560 2.64 Q - V 19.667 5.5754 2.81 Q _ V 19.750 5.5946 2.79 - Q - V _ 19.833 5.6136 2.76 Q V 19.917 5.6324 2. - Q V 20 -000 5.6511 2.71 Q ' +xxxxxxxx *+ *xxx xxxxxxxxxxxxx xxxxxxxxxxxxxxxxxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxx NODE 125.90 TO NODE 125.90 CODE = 7 FLOW PROCESS FROM - IS - -- - - - --- - - - --- __ ------------ » »> STREAM NUMBER ------------------------ 2 ADDED TO STREAM NUMBER 1««< �________________________ +xxxx =x xxxxxxxxxxxxxxx xxxx xxxxxxxxxxxxxxxx :xx xxxxxxxxxxxxxxxx 125.90 TO NODE 125.90 IS CODE = 11 FLOW PROCESS FROM NODE ---------------- - -_ - - - - -- » » >VIEW STREAM NUMBER 1 i?YDROGRAPE « «< Page 60 of 88 v: \ F60 \40i \Ca1 cs\ uYdrolog y\ 03- 21- 03 \F1oodRout \1- 10- JS -DTL. PI.D Saved. 51812003 10:37 SN STREAM �?DROGRP?H IN FIVE - MINUTE UNIT IA'PERvP.LS(CFS) (Note: Time indicated is at (n7tS) VOLUME (AF) Q(CFS) 0. - -- - END of Each 1650_0 - -- -- unit Intervals) 3300_0 - - -- 4 - - -- 6600 -- - 14.000 ---------- 986 0071 1235 -40 Q J 14.083 994.6531 1255.39 Q V - 14.167 1003 -4486 1277.11 Q V _ 14.250 1012 -4118 1301.45 4 - V V 14.333 1021 -5638 1328.68 4 - 14.417 1030 -9252 1359.27 4 V - - 14 1040.5092 1391.60 Q V - -500 14.583 1050.3229 1424.96 Q V 14.667 1060 -3702 1458.87 4 V 14.750 1070.6560 1493.50 Q. V. - 14 1081 - 1880 1529.25 Q• V. - 833 14.917 1091.9791 1566.87 4 V. 15.000 1103.0464 1606.97 Q- V. " 15.083 1114.4120 1650.28 Q V. - V •_ 15.167 1126.1019 1697.38 Q V 15.250 1138 -1481 1749.10 Q V _ 15.333 1150.5875 1806.22 Q V _ 15.417 1163.4790 1871.85 •Q _ 15.500 1176 -9369 1954.09 -Q •V ' 15.583 1191.1517 2063 -99 Q .V 15.667 1206.3540 2207.37 Q •V V 15.750 1222.7284 2377.56 Q V 15.833 1240 -2517 2544.39 - Q - V 15.917 1258.6915 2677.45 Q V •_ 16.000 1277 -8777 2785.83 Q Q V ' 16.083 1298 -4818 2991.71 - V •_ 16.167 1322 -8004 3531.06 -4 V Q ' 16.250 1353.6978 4486.29 - V Q 16.333 1392.0802 5573.13 V 4 16 "417 1436.0342 6382.11 V Q 16.500 1480.9730 6525.12 - - V Q 16 -583 1522.6313 6048.79 V _Q 16.667 1558.5247 5211.71 Q V 16.750 1588.0521 4287.39 - V 16.833 1611.9949 3476.48 .Q Q V 16.917 1631.7174 2863.70 - - V Q 17.000 1648.5029 2437.26 - - V 17.083 1663.2738 2144.7`3 Q V. . 17.167 1676.6339 1939.90 •Q - V 17.250 1688.9347 1786.08 Q V 17.333 7.417 1700.3892 1711.1483 1663.18 1562.22 Q 4- V 1477.55 Q V { 17.500 % 17.583 1721.3243 1731.0072 _ 1405.94 Q V V • 17.667 1740.2727 1345.36 4 V 17.750 1749.1794 1293.25 4 - V 17.833 1757.7750 1248.09 Q - V 17.917 1766.0961 1208.21 4 V 18.000 1774.1689 1172.18 4 - V 18.083 1782.0204 1140.03 4 V 16.167 1789.6949 1114.34 4 V 18.250 1797.2610 1098.60 4 - - V 18.333 1804.7953 1093.98 Q V 18.417 1812.3599 1098.38 Q - V 18.500 1819.9774 1106.07 Q V 18.583 1827.6345 1111.82 4 V 18.667 1835.2983 1112.79 4 V 18.750 1842.9336 1108.64 Q - V 18.833 1850 -5117 1100.34 Q V 18.917 1858.0137 1089.29 4 V 19.000 1865.4309 1076.99 4 V 19.083 1872.7618 1064.45 Q - - V 19.167 1880.0078 1052.12 Q - - V 19.250 1887.1710 1040.10 Q V 19.333 1894.2539 1028.43 4 V 19.417 1901.2590 1017.15 Q - V 19.500 1908.1891 1006.24 Q v 19.583 1915.0466 995.71 Q - v 19.667 1921.8342 985 -55 - 4 - V 19.750 1928.5542 975.74 Q - v 19.833 1935.2090 966.27 4 - v 19.917 1941.8008 957.13 Q - V 20.000 1948.3317 948.29 - 4 - *** t# tk#* tk*#* t*****#* t*** t*# k + x** t* t* t* t*## x t * * * *t *t * * *xkt # * * # ** * * * * *t *x * ** FLOW PROCESS FROM NODE 125.90 TO NODE 125.90 IS- CODE - =- - 6 -- - - - - -- -- »» > STREAM NUMBER 2 CLEARED AND SET TO ZERO « «< **#**# x# *+#***+ t#*+ t# x** **#+ x+ t# x# x#+ xt*# x# kx #x + + + * # * + + # * # # + # # * # * # * # #x # * #* FLOW PROCESS FROM NODE 125 -90 TO NODE 124.10 IS CODE - =- S_2------- »» >MODEL CHANNEL ROUTING -OF- STREAM #1 BY THE CONVEX METHOD«« < THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTEP.VALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,'-972, U.S. Department of Commerce). page 61 of 88 Y : \ F60\ 401\ Calcs\ pydrology\ 03- 21- 03 \F1oodPOUt \I- IO- US- DTL.FLD Saved: 5 1812003 10:37 AN ASSUMED REGULAR CHANNEL INFORMATION: 3_ASEWIDT (FT) = 49.21 c 1 7 -4 6' Z = 0.00 C, UPST ELEVATION(FT) 1004.08 DOWNSTREAM ELEVATION(FT) = 1003.06 CHANNEL LENG li(FT) = 590.55 KAN ING'S FACTOR = 0.015 CONSTANT LOSS RATE(CPS) 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CPS) = 6525.12 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 5058.01 CHANNEL NORMAL VELOCITY FOR Q = 5058.01 CPS = 13.38 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.887 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METH MODEL TIME (HRS ) 14.000 14.083 14.167 14.250 14.333 14.417 14.500 14.583 14.667 14.750 14.833 14.917 15.000 15.083 15.167 15.250 15.333 15.417 15.500 15.583 15.667 15.750 15.833 + 15.917 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 18.000 18.083 18.167 18.250 18.333 18.417 18.500 18.583 18.667 18.750 18.633 18.917 19.000 19.083 19.167 19.250 19.333 19.417 19.500 19.583 19.667 19.750 19.833 19.917 DD CHANNEL ROUTING RESULTS: OUTFLOW LESS INFLOW ROUTED LOSS (STREAM 1) FLOW (STREAM 1) (CPS) (CFS) (CPS) 1235.40 1232.94 1232.94 1255.39 1252.78 1252.78 1277.11 1274.27 1274.27 1301.45 1298.28 1298.28 1328.88 - 1325.30 1325.30 1359.27 1355.30 1355.30 1391.60 1387.38 1387.38 1424.96 1420.60 1420.60 1458.87 1454.45 1454.45 1493.50 1488.98 1488.98 1529.25 1524.58 1524.58 1566.87 1561.96 1561.96 1606.97 1601.73 1601.73 1650.28 1644.62 1644.62 1697.38 1691.23 1691.23 1749.10 1742.35 1742.35 1806.22 1798.76 1798.76 1871.85 1863.28 1863.28 1954.09 1943.35 1943.35 2063.99 2049.64 2049.64 2207.37 2188.65 2188.65 2377.56 2355.34 2355.34 2544.39 2522.61 2522.61 2677.45 2660.08 2660.08 2785.63 2771.68 2771.68 2991.71 2964.83 2964.83 3531.06 3460.64 3460.64 4466.29 4361.58 4361.58 5573.13 5431.24 5431.24 6382.11 6276.49 6276.49 6525.12 6506.45 6506.45 6048.79 6110.98 6110.98 5211.71 5321.00 5321.00 4287.39 4408..07 4408.07 3476.48 3582.35 3582.35 2863.70 2943.71 2943.71 2437.26 2492.93 2492.93 2144.73 2182.92 2182.92 1939.90 1966.64 1966.64 1786.08 1606.16 1806.16 1663.18 1679.23 1679.23 1562.22 1575.40 1575.40 1477.55 1488.61 1488.61 1405.94 1415.29 1415.29 1345.36 1353.27 1353.27 1293.25 1300.05 1300.05 1248.09 1253.98 1253.98 1208.21 1213.42 1213.42 1172.18 1176.89 1176.89 1140.03 1144.23 1144.23 1114.34 1117.70 1117.70 1098.60 1100.65 1100.65 1093.98 1094.58 1094.58 1098.38 1097.81 1097.81 1106.07 1105.07 1105.07 1111.82 1111.07 1111.07 1112.79 1112.67 1112.67 1108.64 1109.18 1109.18 1100.34 1101.42 1101.42 1089.29 1090.73 1090.73 1076.99 1078.59 1078.59 1064.45 1066.09 1066.09 1052.12 1053.73 1053.73 1040.10 1041.67 1041.67 1028.43 1029.96 1029.96 1017.15 1018.62 1018.62 1006.24 1007.67 1007.67 995.71 997.09 997.09 985.55 986.88 986.88 975.7 977.02 977.02 966.27 967.51 967.51 957.13 958.32 958.32 20.000 948.29 949.C4 949.44 PROCESS SJNDLARY OF STORAGE Y \F60\ 401\ Calcs\ Hydrolcgy\ 03- 2 03 \ F1oodRout \I- 10- uS- DTL -FLD page 62 of 88 Saved: 51812003 10:37 A-74 INT=LOW V0!;u 1E = 2241.284 AT OUTFLOW VOI;�II✓- = 2241.284 AF OSS VOLJME = 0.000 AT - --- ---- --- -- -- -- -- - -_ - -✓ - -- I I STA_ 124 10 76 M EAST OF C.LABASY As". SOUTH SIDE OF CRAN1v- AREA C10 + +---- --- --- -- -- -- ------ - -- --- ---- --- --- ----- - -- - -- xxtxtxtrxrx rttxxxxxxxxtxrttrtttxxxrtxr xxxxrrxrtxxrxxxxtxxrrtxxxxtttrxxxxxxxx FLOW PROCESS FROM NODE 124.10 TO NODE i24 -10 IS CODE = 1 -------------'--- -- » »>SUBAREA RUNOPF (UNIT- HYDROGRAPH ANALYSIS) <<<<< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 10.000 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.160 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 47.438 30- MINUTE FACTOR = 1.000 91.414 1 -HOUR FACTOR = 1.000 5 3 -HOUR FACTOR = 1.000 _ 7.457 6 -HOUR FACTOR = 1.000 98.965 24 -HOUR FACTOR = 1.000 7 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES (� UNIT INTERVAL PERCENTAGE OF LAG -TIME = 52.083 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 . UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAP NUMBER MEAN VALUES ORDINATES(CFS) ------ ----- -- -1- --------------------------------------- 4.818 .827 5 2 32.056 32.941 3 71.281 47.438 4 91.414 24.348 5 97.560 _ 7.457 6 98.965 1.674 7 99.516 0.667 8 99.806 0.351 g 99.952 0.176 10 100.000 0.059 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 0.6119 TOTAL STORM RUNOFF VOLUME (ACRE- FEET) = 6.4680 -------------------- ---- ---- -- ----- ---- --- - -- --- pq Pao= 63 of 88 Y: \F60\ 401\ Calcs\:: ydrology\ 03 -21 -03 \`lord- ROlit \T-= O- LTS- DTL.FLD S 51812003 10:37 3M C, 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 HYDROGBF��H IN FIVE- MINiTI'B UNIT II.TI'ERVIu...S(CFS) (Note: Time indicated is at - END of Each Unit Inte=.Is) ------- ---------------- ---- ------------------------------- TIME(P1tS) VOLUME (AF) Q(CFS) 0. 7 -5 15.0 22.5 30.0 _ ---------------- - - la 000 - - - - -- 2.9613 - - - -- -3.80 4 V - 14.083 2 -9880 3 -87 Q V ' 14.167 3.0151 3 -95 Q - V ' 14.250 3 -0429 4.03 Q V Q V 3.0712 4.12 - ' 14.333 _ 14.417 3.1002 4 -21 Q V 14.500 3.1298 4 -30 Q - V. ' 14.583 3.1601 4.40 Q V- 14.667 3 -1912 4 -51 _ Q - V . 14.750 3.2231 4 -63 Q V. ' 14.833 3.2558 4.76 Q V 14 -917 3.2896 4.90 Q - V ' 15.000 3.3244 5 -05 Q V ' 15.083 3 -3603 5.22 Q V 15.167 3.3976 5.41 Q 15.250 3 -4363 5 -62 Q -V ' 15.333 3.4767 5.86 Q 15.417 3 -5195 6.21 Q -° ' 15.500 3.5673 6.94 Q. V 15.583 3.6218 7.92 Q V ' 15.667 3.6817 8.69 _ •Q V ' 15.750 3.7447 9.16 _ • Q V ' 15.833 3 -8052 8.78 -Q V ' 15.917 3 -8616 8.20 Q V ' 16.000 3.9253 9.25 _ Q V ' 16.083 4.0199 13.73 Q V 16.167 4.1859 24.11 - - V Q 16.250 4.3773 27.78 V 4 16.333 4.5063 18.74 Q V 16.417 4.5912 12.32 Q V ' 16.500 4.6544 9.18 - Q V ' 16.583 4.7057 7 -45 Q. V. 16.667 4.7495 6.37 Q - V. 16.750 4.7888 5.70 Q - V. C 1 6.833 4.8248 5.24 88 Q V V ' 16.917 4.8585 4. Q 7.000 4.8902 4.61 Q V t 17.083 4.9204 4.38 4 V 17.167 4.9492 4.18 Q - V 17.250 4.9768 4.01 Q V V 17.333 5.0033 3.85 Q 17.417 5.0290 3.72 Q ° - ' 17.500 5.0537 3.60 Q - ' 17.583 5.0778 3.49 Q ' 17.667 5.1011 3.39 Q - '° 17.750 5.1239 3.30 Q '° 17.833 5.1460 3.22 Q - '° 17.917 5.1677 3.14 Q - -V 18.000 5.1888 3.07 Q - V 18.083 5.2097 3.03 Q V 18.167 5.2310 3.10 Q V 18.250 5.2534 3.25 Q V 18.333 5.2761 3.30 _ Q - - V 18.417 5.2987 3.28 Q V _ V . 18.500 5.3210 3.24 - Q V 18.583 5.3431 3.20 Q V 18.667 5.3648 3 -16 Q _ V 18.750 5.3863 3 -12 Q - V 18.833 5.4075 3.08 Q V 18.917 5.4285 3.04 Q - - V 19.000 5.4492 3 -01 Q - V 19.083 5.4697 2 -97 Q - - V 19.167 5.4899 2.94 _ Q - V 19.250 5.5100 2.91 - Q - V 19.333 5.5298 2 -88 Q - V 19.417 5.5494 2.85 Q V 19.500 5.5689 2. Q V 19.583 5.5881 2.80 Q - V 19.667 5.6072 2.77 Q - V 19.750 5.6261 2. Q V 19.833 5 -6449 2.72 Q V 19.917 5 -6634 2.70 Q V 20.000 5 -6619 2.67 Q xxrrrxxxxxx xxrxxxrxxxxxxxxxrxrxrxr rxxxxxxxxxrxxxxxxxrxxxrxxx :xrxxxxxrrrrxrrx FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 7 - - - - -- - -- -- ----------- ------ ------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1«<c< - . - x. r�rxxxrxx�rxxrxrrxrrrrrxrr: rxxrxrrxrrrxx= xxxxxrxxxxxrrxrrxxxrxrxxxxrxrrrrxx FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 IS CODE = 11 » »>VIEW STREAM NUMBER 1 HYDROGRA-PH««< Page 64 of 88 y: \F60\ 401\ Calcs\ Hyd_ ology\ 03- 21- 03 \F1oodRout \I- I0- US- DTL.FLD Saved: 51812003 '_0:37 N STp 7 iM nvDROGRAPH IN FIVE- MZNu_3 UNIT IN:ERVALS(CFS) (Note: Time indicated is at E1GD of Each Jnit Iatersais) (RS) VOLUME (AF) Q(CFS) 0- 1650.0 3300_0 - - 4950.0 - 6600_0 -- ------------------------------------------------ 14 000 987.8581 1236.74 - - _ Q V - 14.083 996.5128 1256.65 - Q V 14 -167 1005.3159 1278 -22 Q V 14 -250 1014.2850 1302.31 - Q V 14.333 1023 - 44 0'7 1329.41 Q - V 14.417 1032.8037 1359.51 - Q V 14.500 1042.3883 1391.68 - Q - V 14.583 1052.2024 1425.01 Q V 14.667 1062.2502 1458.96 Q - V 14.750 1072.5367 1493.61 Q. V ' 14.833 1083.0693 1529.34 Q. V 14.917 1093.8604 1566.86 Q• V 15.000 1104.9264 1606.78 Q- V 15.083 1116.2889 1649.84 Q• V 15.167 1127.9738 1696 -64 Q V 15 -250 1140.0121 1747.97 Q V 15.333 1152.4407 1804.62 Q V 15 -417 1165.3160 1869 -50 -Q V 15.500 1178.7478 1950.29 Q V 15 -583 1192.9183 2057.56 - Q V Q 15.667 1208 -0515 2197.33 - V Q 15.750 1224.3359 2364.50 V 15.833 1241.7698 2531.39 Q V 15.917 1260.1464 2668.28 - Q V 16.000 1279.2987 2780.93 Q V - 16.083 1299.8123 2978.56 - Q V 16.167 1323 -8119 3484.75 V Q 16.250 1354.0416 4389.36 V Q 16.333 1391.5759 5449.97 V Q 16.417 1434 -8873 6288.82 V - Q- 16.500 1479.7609 6515.64 - - V Q 16.583 1521 -8988 6118.43 - V Q 16.667 1558.5886 5327.36 Q V 16.750 1588.9865 4413 -77 V 16.833 1613.6943 3587.59 _Q Q V 16.917 1634.0015 2948.59 Q V 17.000 1651.2021 2497 -54 Q V. . 17.083 1666.2662 2187.30 V 17.167 1679.8394 1970.82 -Q V - Q 17.250 1692.3060 1810.16 V 13 1703.8975 7.33 1714.7729 1663.08 1579 -12 Q V Q. V (7.417 1725.0498 t 1492 -21 Q. 7.500 \ - 17.583 1734.8210 1418.78 V Q 17.667 1744.1644 1356.66 -V Q V 17.750 1753.1407 1303.36 Q V 17.833 1761.7992 1257.20 Q - V 17.917 1770.1777 1216.56 Q V 18.000 1778.3042 1179.95 - Q - V 18.083 1786.2054 1147.26 Q V 18.167 1793.9244 1120.80 Q V 18.250 1801.5271 1103 -90 Q V 18.333 1809.0883 1097 -88 Q - V 18.417 1816.6715 1101.09 - Q - V 18.500 1824.3044 110B.31 Q - V 18.583 1831.9785 1114 -27 Q - V 18.667 1839.6632 1115 -82 Q V 18.750 1847.3236 1112 -30 - Q - V 18.833 1854.9304 1104.50 Q V , 18.917 1862.4633 1093.77 Q - V 19.000 1869.9122 1081.60 Q - V - 19.083 1877.2749 1069.06 Q V 19.167 1884.5522 1056.67 Q V 19.250 1891 -7463 1044.58 Q V - 19.333 1898.8595 1032.84 Q 19.417 1905.8944 1021.47 Q V - 19.500 1912.8538 1010.49 Q 19.583 1919 -7400 999.88 - Q - V , 19.667 1926.555B 989.65 Q V , 19.750 1933.3035 979.77 Q V 19.833 1939.9B55 970.23 Q V 19.917 1946 -6040 961.02 Q V 20.000 1953 -1613 952.11 Q ' FLOW PROCESS FROM NODE 124.10 TO NODE 124.10 - IS CODE = - - -6 ------------ ------------------------------------------------ >> »,STREAM NUMBER 2 CLEARED AND SET TO ZERO« « < FLOW PROCESS FROM NODE 124.10 TO NODE 123.20 IS - CODE = 5.2 -------------------------------------------------------- » » ,MODEL- CHAnTEL ROUTING OF STREAM #1 BY THE CONVEX METHOD« « < THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE TILE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). Page 65 of 88 Y: \F60 \402 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \I- 10- US- DTL.FLD Saved: 51812003 10:37 ?1M C ASSUMED F. GULAR CHANNEL INFORMATION: HASEWID74(FT) = 49.21 CHANNEL Z = 0.00 '-°STREAM ELEVATION(FT) 1003.06 DOWNSTREAM ELEVATION(FT) _ '_002.31 CHANNEL L = 295.28 M.ANN?NG'S FACTOR = 0.015 CONSTANT LOSS RATE(CFS) 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM IN"FLOW(CFS) = 6515.64 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIM -M INFLOW = 5063.96 CHANNEL NORMAL VELOCITY FOR Q = 5063.96 CFS = 15.21 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.899 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX MET. MODEL TIME (HRS) 14.000 14.083 14.167 14.250 14.333 14.417 14.500 14.583 14.667 14.750 14.833 14.917 15.000 15.083 15.167 15.250 15.333 15.417 15.500 15.583 15.667 15.750 15.833 �j 15.917 �\ 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 18.000 18.083 18.167 18.250 18.333 18.417 18.500 18.583 18.667 18.750 18.833 18.917 19.000 19.083 19.167 19.250 19.333 19.417 19.500 i 19.583 19.667 19.750 19.833 19.917 0 000 30D CHANNEL R INFLOW (STREAM 1) (CFS) 1236.74 1256.65 1278.22 1302.31 1329.41 1359.51 1391.68 1425.01 1458.96 1493.61 1529.34 1566.86 1606.78 1649.64 1696.64 1747.97 1804.62 1869.50 1950.29 2057.56 2197.33 2364.50 2531.39 2668.28 2780.93 2978.56 3484.75 4389.36 5449.97 6288.82 6515.64 6118.43 5327.36 4413.77 3567.59 2948.59 2497.54 2187.30 1970.82 1810.16 1683.08 1579.12 1492.21 1418.78 1356.66 1303.36 1257.20 1216.56 1179.95 1147.26 1120.80 1103.90 1097.68 1101.09 1108.31 1114.27 1115.82 1112.30 1104.50 1093.77 1081.60 1069.06 1056.67 1044.58 1032.64 1021.47 1010.49 999.88 989.65 979.77 970.23 961.02 952.11 LUTING RESULTS: OUTFLOW LESS ROUTED LOSS FLOW (STREAM 1) (CPS) (CFS) 1235.65 1235.65 1255.50 1255.50 1276.97 1276.97 1300.90 1300.90 1327.84 1327.84 1357.76 1357.76 1389.81 1389.81 1423.07 1423.07 1456.98 1456.98 1491.59 1491.59 1527.26 1527.26 1564.67 1564.67 1604.46 1604.46 1647.34 1647.34 1693.91 1693.91 1744.98 1744.98 1801.33 1801.33 1865.72 1865.72 1945.59 1945.59 2051.31 2051.31 2189.20 2169.20 2354.77 2354.77 2521.67 2521.67 2660.31 2660.31 2774.37 2774.37 2967.06 2967.06 3455.28 3455.28 4336.70 4336.70 5388.23 5388.23 6239.98 6239.98 6502.43 6502.43 6141.55 6141.55 5373.42 5373.42 4466.96 4466.96 3635.69 3635.69 2985.79 2985.79 2523.80 2523.80 2205.36 2205.36 1983.42 1983.42 1819.52 1619.52 1690.48 1690.48 1585.17 1565.17 1497.27 1497.27 1423.06 1423.06 1360.27 1360.27 1306.46 1306.46 1259.69 1259.89 1218.93 1218.93 1182.09 1182.09 1149.16 1149.16 1122.34 1122.34 1104.88 1104.88 1098.23 1098.23 1100.90 1100.90 1107.89 1107.89 1113.92 1113.92 1115.73 1115.73 1112.50 1112.50 1104.96 1104.96 1094.40 1094.40 1082.31 1082.31 1069.79 1069.79 1057.39 1057.39 1045.28 1045.28 1033.52 1033.52 1022.13 1022.13 1011.13 1011.13 1000.50 1000.50 990.24 990.24 980.34 980.34 970.79 970.79 961.56 961.56 2 952.63 952.63 PROCESS SUMMARY OF STORAGE: Y: \F60\ 501\ Cslcs\ X_ ydro1oay\ 03- 21- 03 \F1oodRout \I- 10-- S -DTL.F D Page 66 of 88 Saved: 5 1812003 20:37 AM I1.sLOW VOLUME = 2247.753 AF Ou1'FLOW VOLUD-E = 22_7.752 T L � _ ILO" -- V-OLUnr________0.000 AT .' ----------- ----- ------- --- --- -- ----- -- ---= I STA_ 12320 CFLA3ASH AV NORTH SIDE OF C.:ANNIEL AREA A8 -3 --------- ----- --- --- ---- ------- --- -- - - -- - - -- -- xxxrzxzxxxx xzxzrxxrxx: xzrxzxxrrzzxzrxxzrx zxzrxzzxzzxxrxzrzzrzzxzzxxrxzxzzxxx FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE 1 -- -- -- --- - -- - -- >>>>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) « «< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 125.590 ACRES BASEFLOW = 0.000 CPS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.290 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.994 30-MINUTE FACTOR = 0.994 1 -HOUR FACTOR = 0.994 3 -HOUR FACTOR = 0.999 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.736 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION - - -- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------- 1.773 26.929 2 9.991 124.825 3 26.923 257.173 4 49.543 343.553 5 71.731 337.013 6 85.340 206.696 7 92.570 109.820 8 96.413 58.363 9 98.146 26.327 10 98.712 8.595 11 99.251 8.181 12 99.700 6.827 13 99.925 3.413 14 100.000 1.138 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 7.6892 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) 81.2060 - -- - - -- - - - ----- - -------------------- ------- ---- ---- --- -- -- --- -- -- -- It page 67 Of 88 Y: \F60\ 401\ Calcs\ Fyd= oiog y\ 03- 21- 03 \CloodROut \Z- 10- US- DTL -FLD Saved: 5 1812003 70:37 AM Page 68 of 88 y: \F60 \401 \Ca1Cs\ Hydrology\ 03- 21- 03 \F1oonRout \I- 10- US- DTL.FLD R U 2 4- H O U R S T O R M N O F F H Y D R O G R A P H =- DROGRAPH IN F--VE-MSNUTE UNIT 1N'1ERVALS (CFS) ----- - - - - -- (Note_ Time indicated is at EN D of Each Unit Intervals) ------------- --- - -- - -- ----- - - - - -- _ -------------------------- TIME(HRS) VOli(AF) -------- Q(CFS) 0. - -- --- 75 -0 150.0 225.0 --- --- -- - - -- - 300.0 -- - 14.000 -- 36.6561 -6 -45 V . Q V 14.083 36.9816 47.26 Q 14.167 37.3131 48.14 Q - V - 14-250 37 -6515 49.12 Q - V V 14.333 37 -9971 50.18 Q 14.417 38.3504 51.30 Q - V V. 14.500 38.7115 52.43 Q V. 14.583 39.OB07 53.62 Q V. 14.667 39.4585 54.85 Q - V. 14.750 39.8454 56.18 Q V. •_ 14.833 40.2421 57.60 - Q - V 14.917 40 -6494 59.14 Q V " 15.000 41.0683 60.82 Q V 15 -083 41.4999 62.66 Q - V 15 -167 41 -9453 64.68 _ Q - V _ 15.250 42.4064 66.94 - Q - " 15.333 42.8847 69.46 Q. 'V - 15.417 43.3850 72.64 Q- .V 15.500 43.9179 77.37 - Q .V V 15.583 44.4980 84.23 Q V 15.667 45.1370 92.79 Q V - 15.750 45 -8348 101.31 Q V 15.833 46.5661 106 -19 Q V 15.917 47.3070 107.59 - Q - V 16.000 48.0639 109.89 Q - Q V ' - 16.083 48.9386 127.02 - - QV 16.167 50.1336 173.51 V Q 16.250 51.7105 228.95 V Q 16.333 53.4998 259.81 V Q 16.417 55.2214 249.98 QV 16.500 56.5695 195.74 Q V 16 -583 57.6129 151.51 - Q V 16.667 58.4431 120.54 - Q V 16.750 59.1114 97.04 Q V C 6 - 833 6.917 59.6743 60.1873 81.73 74.49 Q- Q. V- V 7.000 60.6577 68.30 _ V 17.083 61.0899 62.75 Q - V .- 17 61.4926 58.47 Q V -167 17.250 61.8718 55.06 - Q V 17 62.2327 52.41 Q - V -333 17.417 62.5779 50.11 Q - V - 17.500 62.9095 48.15 - Q V 17.583 63.2294 46.45 Q V 17.667 63.5389 44 -94 Q V 17.750 63.8391 43.59 4 v 17.833 64.1308 42 -36 Q - V 17.917 64.4148 41.23 Q V 18.000 64.6916 40.19 Q - V - 18.083 64.9626 39.35 Q V 18.167 65.2311 36.99 - Q V 18.250 65.5014 39.25 Q - V 18.333 65.7764 39.94 Q V 18.417 66.0564 40.65 - Q - V 18.500 66.3378 40.87 - Q V 18.583 66.6162 40.71 Q V 18.667 66.8963 40.37 Q V 18.750 67.1713 39.93 Q V . 18.833 67.4429 39.44 Q V 18 67.7113 38.97 Q - V -917 19.000 67.9766 38.52 Q - V 19.083 68.2388 38.08 Q V 19.167 68.4981 37.64 Q - V . 19.250 68.7544 37 -22 Q - _ V 19.333 69.0080 36 -82 Q - V 19.417 69.2589 36.43 Q - V 19.500 69.5072 36.06 Q - V 19.583 69.7531 35.70 Q V 19.667 69.9965 35.35 Q V 19.750 70.2376 35 -01 Q - V 19.833 70.4765 34.69 Q V 19.917 70.7132 34.37 Q V . 20.000 70.9479 34 -07 Q ' + x+ x xx + +x +x +xxx +xx +x +xxxx+ + + ++x + +x +xx +x + xxxxx +xx +x + + xxx +x +x FLOW PROCESS FROM +x +x +xxxxxxxx NODE 123.20 TO NODE 123.20 IS CODE _ - - - - -- - - ---- -- 0»>>>STREAM NUMBER ---------------------- 2 ADDED TO STREAM NUMBER 1<<<<< +xxxxxxxx +x xx +xxx +x +x +x +xxxxx + +x + +xx +xxx +xx + + +x + +x +x +x + + FLOW PROCESS +xx + + + +x + +.+ FROM +xxxxx NODE 123 -20 TO NODE 123.20 - IS - CODE _ -11- ------- --- --------------- » » >VIEW STREAM NUMBER 1 HYDROGRAPH« «< Page 68 of 88 y: \F60 \401 \Ca1Cs\ Hydrology\ 03- 21- 03 \F1oonRout \I- 10- US- DTL.FLD Saved: 51812003 10:37 AM STREAM r.DROC,R_n?H IN FIYz- MINu'PE uNIT INTERVALS(CFS) (Note: Time indicated is at END of Each 'Unit (Yr.S) VOLumE (-k ) Q(CFS) 0 - -- --- -- -__ 1675_0 - - -- _Intervals) - 3350_0 - -- _ 5025_ 0 ---- 6700 - -- -- -- -- 14.000 --- -- --- ---- 1024.0182 ---- 1282.10 Q - V ' 14.083 1032 -9904 1302.76 - Q - V - - 14.167 1042.1165 1325.11 Q V 14.250 1051.4142 1350.03 Q - V - 14.333 1060.9047 1378.02 - Q V 14.417 1070.6089 1409.06 Q - V 14.500 1080.5416 1442.24 _ Q - V " 14.583 1090.7115 1476.68 _ Q - V 14.667 1101.1237 1511.83 Q. V 14.750 1111 -7832 1547 -77 _ Q. V. " 14.833 1122.6982 1584.86 Q. V. ' 14.917 1133.8816 1623.62 Q- V- ' 15.000 1145.3505 1665.28 Q- V. - 15.083 1157.1273 1710.00 Q V. 15.167 1169.2389 1758 -60 _ Q V ' 15.250 1181.7178 1811.93 Q V 15.333 1194.6019 1870 -78 -Q V 15.417 1207.9515 1938.36 -Q V ' 15.500 1221.8838 2022.96 Q V ' 15.583 1236 -5914 2135 -55 Q V 15.667 1252.3076 2281.98 Q V 15.750 1269.2228 2456.08 - Q •V ' 15.833 1287.3209 2627.86 Q V 15.917 1306.3835 2767.90 Q V " 16.000 1326.2476 2884 -26 Q V 16.083 1347.5566 3094.08 Q V ' 16.167 1372.5483 3628.80 Q V V 16.250 1403.9922 4565.65 Q - V Q 16.333 1442.8905 5648.03 - - Q 16.417 1487.5872 6489.96 - - V Q 16.500 1533.7178 6698.17 - - V Q 16.583 1577.0585 6293.07 V V Q 16.667 1614.8956 5493.96 - QV 16.750 1646.3281 4563.99 - _ 16.833 1671.9302 3717.42 - Q V V 16.917 1693.0065 3060.28 - Q V ' 17.000 1710.8584 2592 -11 - Q V 17.083 1726.4790 2268.11 - Q V V. 17.167 1740.5416 2041.90 Q - " 17.250 1753.4519 1874.58 -Q V ' 7.333 �i7.417 1765.4552 1776.7175 1742.89 1635.29 Q Q. V 1545.42 Q- V �Z 7.500 17.583 1787.3610 1797.4816 1469.51 Q - V 17.667 1807.1594 1405.22 Q - ' ' 17.750 1816.4573 1350.04 Q - - • ' 17.833 1825.4259 1302.24 Q - - ' ' 17.917 1834.1046 1260 -15 Q - ' ' 18.000 1842.5225 1222 -28 Q - ' " 18.083 1850.7078 1188.51 Q ' " 18.167 1858.7059 1161 -33 Q ' " V 18.250 1866.5857 1144.13 Q - " V 18.333 1874.4243 1138.17 - Q - " V 18.417 1882.2863 1141.55 Q - - " V 18.500 1890.1978 1148.75 Q ' V 18.583 1898.1498 1154.63 Q " V 18.667 1906.1119 1156.11 Q - - " V 18.750 1914.0488 1152.43 Q " V 18.833 1921.9303 1144.40 Q V 18.917 1929.7358 1133.37 Q - " V 19.000 1937.4551 1120.83 Q - - ' V 19.083 1945.0851 1107.87 Q - V 19.167 1952.6267 1095.04 Q - " V 19.250 1960.0820 1082.51 Q - - " V 19.333 1967.4535 1070.34 Q V 19.417 1974.7439 1058.56 Q - ' V 19.500 1981.9559 1047.18 Q - ' V 19.583 1989.0923 1036.20 Q - " V 19.667 1996.1556 1025.59 Q - " V 19.750 2003.1484 1015.36 Q - - " V 19.833 2010.0731 1005.47 - Q ' V 19.917 2016 -9321 995.93 Q - ' V 20.000 2023 -7277 986 -70 - Q - " FLOW PROCESS FROM NODE 123.20 TO NODE 123.20 IS CODE _ -- 6 ------------ ----------- »»>STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< + + x++++ x+ x+ x + x+ x+++ x++++ x+ x++++++ x+ x+ x+ x++++ xx + +x +x + +x + + + +x + +x +x + +x + +x + + + +x FLOW PROCESS FROM NODE 123.20 TO NODE 121.60 IS CODE = - 5 _ 2 ------------ » » >MODEL CHANNEL ROUTING OF STREAM X2,1 BY THE CONVEX METHOD« <<<--- - - - - -- THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAK 1 INFLOW Fi"DROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. D=epartment of Commerce) . page 69 of 88 y: \F60\ 401\ calcs\ F: ydrolog y\ 03- 21- 03 \FZoodRovt \I- 10- SUS- DTL -:LD Saved: 5 1812003 !0:37 AM AS S T REGULA C_ -Al -L I OPMlATION: 7ASEWID R (FT) = 49.21 C3ANNEL Z = 0.00 C. u?STRAM ELEVATION(FT) = 1002.31 DOWNSTREAM ELtvATION(FT) = 1001.72 C_ANNr.L LERNG�ei(FT) = 524.93 MANNING'S FACTOR = 0.015 CONST_Tjq'T LOSS RATE (CPS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INrLOW(CFS) = 6698.17 AVERAGE FLowrRATE IN EXCESS OF 50% MAXIMUM INFLOW = 5233.23 CHANNEL NORMAL VELOCITY FOR Q = 5233.23 CFS = 11.72 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.873 MODIFIED CHANNEEL ROUTING COEFFICIENT FOR 5- MIN - UTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX MET] MODEL TIME (HRS) 14.000 14.083 14.167 14.250 14.333 14.417 14.500 14.583 14.667 14.750 14.833 14.917 15.000 15.083 15.167 15.250 15.333 15.417 15.500 15.583 15.667 15.750 15.833 !( 15.917 \` 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 18.000 18.083 18.167 18.250 18.333 18.417 18.500 18.583 18.667 18.750 18.833 18.917 19.000 19.083 19.167 19.250 19.333 19.417 19.500 19.583 19.667 19.750 19.833 19.917 iOD CHANNEL R( INFLOW (STREAM 1) (CFS) 1282.10 1302.76 1325.11 1350.03 1378.02 1409.06 1442.24 1476.68 1511.83 1547.77 1584.86 1623.82 1665.28 1710.00 1758.60 1811.93 1870.78 1938.36 2022.96 2135.55 2281.98 2456.08 2627.86 2767.90 2884.26 3094.08 3628.80 4565.65 5648.03 6489.96 6698.17 6293.07 5493.96 4563.99 3717.42 3060.28 2592.11 2268.11 2041.90 1874.58 1742.89 1635.29 1545.42 1469.51 1405.22 1350.04 1302.24 1260.15 1222.28 1188.51 1161.33 1144.13 1138.17 1141.55 1148.75 1154.63 1156.11 1152.43 1144.40 1133.37 1120.83 1107.87 1095.04 1062.51 1070.34 1058.56 1047.18 1036.20 1025.59 1015.36 1005.47 995.93 986 70 )UTING RESULTS: OUTFLOW LESS ROUTED LOSS FLOW (STREAM 1) (CPS) (CPS) 1279.56 1279.56 1300.07 1300.07 1322.20 1322.20 1346.78 1346.78 1374.37 1374.37 1405.01 1405.01 1437.91 1437.91 1472.19 1472.19 1507.25 1507.25 1543.08 1543.08 1580.02 1580.02 1618.74 1618.74 1659.87 1659.87 1704.17 1704.17 1752.26 1752.26 1804.97 1804.97 1863.11 1863.11 1929.55 1929.55 2011.93 2011.93 2120.87 2120.87 2262.89 2262.89 2433.38 2433.38 2605.46 2605.46 2749.64 2749.64 2869.09 2869.09 3066.72 3066.72 3559.09 3559.09 4443.52 4443.52 5506.92 5506.92 6380.20 6380.20 6671.03 6671.03 6345.88 6345.88 5598.14 5598.14 4685.23 4685.23 3827.79 3827.79 3145.95 3145.95 2653.14 2653.14 2310.35 2310.35 2071.39 2071.39 1896.39 1896.39 1760.06 1760.06 1649.31 1649.31 1557.14 1557.14 1479.41 1479.41 1413.60 1413.60 1357.24 1357.24 1308.48 1308.48 1265.64 1265.64 1227.21 1227.21 1192.91 1192.91 1164.87 1164.87 1146.38 1146.38 1138.95 1138.95 1141.11 1141.11 1147.81 1147.81 1153.86 1153.86 1155.91 1155.91 1152.91 1152.91 1145.44 1145.44 1134.61 1134.81 1122.47 1122.47 1109.56 1109.56 1096.71 1096.71 1084.14 1084.14 1071.92 1071.92 1060.10 1060.10 1048.67 1048.67 1037.63 1037.63 1026.97 1026.97 1016.69 1016.69 1006.76 1006.76 997.17 997.17 20.000 987.91 987.91 == PROCESS SUMMARY OF STORAGE: ---_- - Y \F60\ 401\ Calcs\ isycL ol0g y\ 03- 21- 03 \F 1oodRout \ I- 10- LTS- DTL.FLD Page 70 of 88 page 71 of 88 Sa✓ed: 51812003 10:37 AM INFLOW - vOLJM3 = 2328.958 AF OU'T_FLOW VOLUME = 2328.959 AF OSS VOLUME = 0.000 Pr ------------------------------- sTA_ 121 +60 16 M WEST OF CALABASH ANS. I I SOJTH SIDE OF CF.Al3h?L AREA Cil - -- ----- -- ------ ------ ---- --- ------- ----- -- - - - - -_� +-------------------- xrx: rxxxtrttxtxxxxxxxxtxxtttttxxxxxxx xtxxxxtxrtxtttrxrtxtxttxtxxxttxttttrxxr FLOW PROCESS FROM NODE 121.60 TO NODE 121.60 IS - CODE = - - - 1 - -- - - - - -- ------------ -- „ »,SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) « «< (UNIT- HYDROGRAPH ADDED TO STREAM # WATERSHED AREA = 10.000 ACRES BASEFLOW = 0.000 CFS /SQUARE - MILE -USER ENTERED "LAG" TIME = 0.170 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAR FLOW ESTIMATES- VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 - HYDROGRAPH MODEL #1 SPECIFIED' SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAR 1 -HOUR RAINFALL(INCH) - 1.40 SPECIFIED PEAR 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 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 = 49.020 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR MODEL TIME(HOURS) FOR END IOFI R ESUL TS RESULTSS�20.00 14.00 UNIT HYDROGRAPH DETERMINATION --------------- - - -- -- "S UNIT HYDROGRAPH INTERVAL GRAPH ORDINATES(CFS) NUMBER MEAN VALUES -- - - -- -- - - ---- -- --- -- -- ------- - ---- --- -- ---- --- --- 4.282 .178 5 - 28.567 29.370 2 66.468 45.836 3 88.959 27.200 4 96.718 9.384 5 98.649 2.335 6 99.423 0.936 7 99.769 0.419 8 99.942 0.210 9 0.070 10 100.000 6119 TOTAL SOIL -LOSS VOLUME(ACRE - FEET) = 0 6.4680 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) _ -- -- - - - - - --------- - - - - -- ----- -- -- ---- -- --- -- --- -- --- -- ---- -- Y:\ F60\ 6Oi\ Ca?cs\ AYdroiogy\ 03- 22- 03 \F1OOdROut \Z- 1 0- US- DTL.^Y.D Saved: 51812003 10:37 M 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 page 72 of 88 Y: \F60 \402 \Calcs\ Hydrology\ 03- 22- 03 \F1oodRout \5- 10- US- DTL.FLD R IN FIVE- MINUTE UNIT INTERVALS (CFS) (Note: Time indicated is at END of Each unit Intervals) ----------------------------------------------------- -------- - --- - -- -- ( AF) TIME(RRS) VOLUM£(AF') Q(CFS) 0. - -- -- 7 -5 ----- ----- -- 15.0 22.5 - - -V 30. -- ------ -- ---- 14.000 ----- 2.9580 3.99 4 - V . 14.083 2.9846 3.86 Q V 14.167 3.0117 3 - - Q - V 14.250 3.039 4.02 Q - V 14.333 3.0677 4.11 Q V 14.417 3 -0966 4.19 Q V 14.500 3.1261 4.29 Q V. ' 14 -583 3.1563 4.39 Q V. - - 14.667 3.1873 4 -50 Q V , 14.750 3.2191 4.61 Q V 14.833 3.2517 4.74 Q V 14 -917 3.2853 4.88 - Q V 15.000 3.3200 5 -03 Q V 15.083 3.3558 5.20 Q V 15.167 3.3929 5.39 Q Q V 15.250 3.4314 5.60 Q v 15.333 3.4716 5.83 Q v 15.417 3.5141 6 -17 - Q. V 15.500 3.5613 6.85 Q V - 15.563 3.6150 7 - 80 V 15.6b7 3.6741 8.59 :QQ V 15.750 3.7368 9.09 Q V 15.833 3.7976 8.82 V 15.917 3.8545 8.27 -QQ V . 16.000 3.9173 9.11 Q V 16.083 4.0062 13.20 V Q 16.167 4.1649 22 - V Q , 16.250 4.3536 27.39 QV 16.333 4.4902 19.84 Q V 16.417 4.5801 13.06 Q V 16.500 4.6460 9.56 Q V , 16.583 4.6991 7.71 Q V. - 16.667 4.7439 6.51 - V 16.750 4.7838 5.79 Q V 16.833 16.917 (( 4.8203 4.8542 4.8862 5 -30 - 4.93 4.65 Q Q Q - _ V V - V 17.000 tt 17.083 4.9166 4.41 Q V 17.167 4.9456 4.21 Q V - 17.250 4.9733 4.03 Q V 17.333 5.0000 3. Q - - V - 17.417 5.0257 3.74 Q - V 17.500 5.0506 3.61 Q - V - 17.583 5.0748 3.50 Q - - V 17.667 5.0982 3.40 Q - V 17.750 5.1210 3.31 - Q - V 17.833 5.1432 3.23 Q - V 17.917 5.1649 3.15 Q V 18.000 5.1861 3.08 Q - V 18.083 5.2070 3.03 Q V 18.167 5.2283 3.09 Q V 18.250 5.2506 3.23 - Q - V 18.333 5.2733 3.29 Q v . 18.417 5.2959 3.28 Q. - V - 18.500 5.3182 3 -25 Q - V - 18.583 5.3403 3.20 Q V 18.667 5 -3621 3.16 Q - 18.750 5 -3836 3.12 Q V - 18.833 5 -4048 3.09 Q - V 18.917 5.4258 3.05 Q - V 19.000 5.4466 3.01 Q v . 19.063 5.4671 2.98 _ Q - V - 19.167 5 -4874 2.95 Q v 19.250 5.5074 2.91 Q V 19.333 5.5273 2.88 - Q V 19.417 5.5470 2.85 _ Q V - 19.500 5.5664 2.83 Q V 19.583 5.5857 2 - Q _ _ V 19.667 5.6048 2.77 Q - V 19.750 5.6237 2.75 Q - - V - 19.833 5.6425 2. - Q _ V - 19 5.6611 2. - Q _ V -917 20.000 5.6795 2.68 Q FROM NODE 121.60 TO NODE 121.60 IS COD£ =- FLOW PROCESS - -7 ------------ --------------------------------- » STREAM NUMBER NUMBER i ----------------------- 2 ADDED TO STREAM NUMBER 1« c« -------------------_-- FROM NODE 121.60 TO NODE 121.60 IS CODE = 11 FLOW PROCESS - ------------ -- ----------------- -------------- STREAM NUMBER 1 FYDROGRAPH« «< » » -VIEW page 72 of 88 Y: \F60 \402 \Calcs\ Hydrology\ 03- 22- 03 \F1oodRout \5- 10- US- DTL.FLD Saved: 51812003 10 :37 A STR3kM HYDROGRF °3 IN .I v3-MINu_E UNIT IN'iERVALS(CPS) (Note: Time indicated is at END 0t Each Unit Intervals) (S) VOLU`M Q(CFS) 0- 1675.0 3350.0 - 5025_0 ---- 6700_0 -(-r-Rs) --- ------------ ---- -- - --- - -- - ------ --- ------- ------------- --- ---- 14.000 1025.8253 35 - V ' 14.083 1034 -8055 1303 -93 Q - V 14.167 1043.9387 1326.13 Q - V 14.250 1053.2417 1350 -80 Q V 14.333 1062.7354 1378 -47 Q - V 14.417 1072.4407 1409.21 Q - V 14 -500 1082 -3732 1442.20 - Q V 14.583 1092.5425 1476 -58 Q - V 14.667 1102 -9540 1511.75 Q• V 14.750 1113.6130 1547.70 Q. V 14 -833 1124.5273 1584 -76 Q. V 14.917 1135.7092 1623.62 Q. V 15 -000 1147 -1755 1664.90 Q- V 15.083 1158 -9481 1709.37 Q V 15.167 1171.0531 1757.65 Q V 15.250 1183.5226 1810.57 Q V 15.333 1196 -3942 1868.95 •Q V 15.417 1209 -7256 1935.72 -Q V 15.500 1223.6290 2018.79 Q V 15.583 1238.2893 2128.66 Q V 15.667 1253.9331 2271 -48 Q V 15.750 1270.1545 2442.48 _ Q V - 15.833 1288 -7593 2614.29 - Q V 15.917 1307 -7532 2757.91 Q V 16.000 1327.5756 2878 -20 Q V 16.083 1348 -7871 3079.92 - - Q V - 16.167 1373.4554 3561.85 V Q 16.250 1404.2468 4470.91 - - V Q 16.333 1442.3099 5526.76 V Q 16.417 1486.3406 6393.25 V Q 16.500 1532 -3502 6680.59 - V Q 16 -583 1576.1078 6353.59 V Q 16 -667 1614.7073 5604.65 - Q 16.750 1647.0145 4691.02 Q V 16.833 1673 -4132 3833.08 Q V 16.917 1695.1134 3150.88 - Q V 17.000 1713.4177 2657.79 Q V 17.083 1729.3596 2314.76 - V 17.167 1743.6543 2075.59 - Q - V 17.250 1756.7426 1900.42 -Q - V 7.333 1768.8909 1763.93 Q V 7.417 1780.2755 1653.05 Q. V itt 7.500 1791.0245 1560.75 Q. V 1 1 . 17.563 1801.2374 1482.91 Q V ' - 17.667 1810.9965 1417.00 Q V 17.750 1820.3666 1360.55 Q V 17.833 1829.4004 1311.70 Q V 17.917 1838.1387 1268.79 Q - V 18 -000 1846.6118 1230.29 Q V 18.083 1854.8484 1195.94 - Q V 18.167 1862.8922 1167.97 Q - V 18.250 1870.8096 1149.61 Q V 18.333 1678.6763 1142.24 Q V 18.417 1886.5577 1144.40 Q V 18.500 1894.4851 1151.06 Q V 18.583 1902.4539 1157.07 Q V 18.667 1910.4365 1159.08 Q V 18.750 1918.3982 1156.04 Q V 18.833 1926.3082 1148.53 Q V 18.917 1934.1447 1137.86 Q - V 19 -000 1941.8959 1125.48 Q V 19.083 1949.5580 1112.54 Q V 19.167 1957.1313 1099.65 - Q V 19.250 1964 -6179 1087.05 Q V 19.333 1972.0201 1074.81 Q - V - 19.417 1979.3407 1062.95 - Q - V 19.500 1986 -5824 1051.49 - Q V 19.583 1993 -7479 1040.43 Q V 19.667 2000.8398 1029.75 - Q V - 19.750 2007 -8607 1019.44 - Q - V 19.833 2014.8131 1009.48 Q y - 19.917 2021.6993 999.87 Q V 20.000 2028 -5215 990.58 - Q - + x+ x+++++ x++ x+++ x+++ x++ x+ x+ x+ x+ x+ xx+++++++++ x + + + + + + +x + + + + + + + +x + + + +x + + + + + + +x+ FLOW PROCESS FROM NODE 121 -60 TO NODE 121.60 IS CODE =-_-6__ ---------- »» ,STREAM NUMBER 2 CLEARED AND SET TO ZERO« <<< FLOW PROCESS FROM NODE 121.60 TO NODE 118.90 IS- CODE - = -5_2 ------------ » » ,MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD<<<<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIYATED IN ORDER TO ROUTE THE STREAM 1 INFLOW H'_'DROGRAPH BY 5- MINUTE INTERVALS(Reference: h nginee H =Pt U.S. Department of Commerce) . Page 73 of 88 Y: \F60\ 4' 01\ Ca_ 1cs\ Eydrol ogy\ 03- 21- 03 \F1oodRout \I- SO-I:S- DTL -FLD Saved: 51812003 10:37 -M ASSUMED REGULAR CH�JTTNEL 7NrORA'=-'ON: BASEWID"H(T-T) = 49 -21 CHANTEL Z = 0.00 UPSTREAM ELEVATION(FT) = 1001.72 DOWNSTREAM ELEVATION (FT) = 999.86 CHANNEL LENGTH(FT) = 685.83 MANTING'S FACTOR = 0.015 CONSTANT LOSS RAin(CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM IN - FLOW (CFS) = 6680.59 AVERAGE FLONT ATE 11, EXCESS OF 50°sZz.xjgUMC INFLOW 14.43237.30 CHANNEL NORMAL VELOCITY FOR Q = ' FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.895 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESU OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CPS) (CPS) 14.000 1283.35 1279.79 1279.79 14.083 1303.93 1300.16 1300.16 14.167 1326.13 1322.06 1322.06 14.250 1350.80 1346.28 1346.28 14.333 1378.47 1373.40 1373.40 14.417 1409.21 1403.58 1403.58 14.500 1442.20 1436.16 1436.16 14.583 1476.58 1470.28 1470.28 14.667 1511.75 1505.30 1505.30 14.750 1547.70 1541.11 1541.11 14.833 1584.76 1577.97 1577.97 14.917 1623.62 1616.50 1616.50 15.000 1664.90 1657.34 1657.34 15.083 1709 -37 1701.22 1701.22 15.167 1757.65 1748.80 1748.80 15.250 1810.57 1800.87 1800.87 15.333 1868.95 1858.25 1858.25 15.417 1935.72 1923.49 1923.49 15.500 2018.79 2003.57 2003.57 15 -583 2128.66 2108.53 2108.53 15.667 2271.48 2245.31 2245.31 15.750 2442.48 2411.14 2411.14 15.833 2614.29 2582.80 2582.80 15.917 2757.91 2731.59 2731.59 16.000 2878.20 2856.16 2856.16 16.083 3079.92 3042.96 3042.96 16.167 3581.85 3489.88 3489.88 16.250 4470.91 4308.00 4308.00 16.333 5526.76 5333.29 5333.29 16.417 6393.25 6234.47 6234.47 16.500 6680.59 6627.93 6627.93 16.583 6353.59 6413 -50 6413.50 16.667 5604.65 5741.87 5741.87 16.750 4691.02 4858.43 4858.43 16.833 3833.08 3990.29 3990.29 16.917 3150.88 3275.89 3275.89 17.000 2657.79 2746.15 2748.15 17.083 2314.76 2377.62 2377.62 17.167 2075.59 2119.42 2119.42 17.250 1900.42 1932.52 1932.52 17.333 1763.93 1788.94 1786.94 17.417 1653.05 1673.37 1673.37 17.500 1560.75 1577.66 1577.66 17.583 1482.91 1497.18 1497.18 17.667 1417.00 1429.08 1429.08 17.750 1360.55 1370.89 1370.89 17.833 1311.70 1320.65 1320.65 17.917 1268.79 1276.65 1276.65 18.000 1230.29 1237.35 1237.35 18.063 1195.94 1202.24 1202.24 18.167 1167.97 1173.09 1173.09 18.250 1149.61 1152.97 1152.97 18.333 1142.24 1143.59 1143 -59 18.417 1144.40 1144.00 1144.00 18.500 1151.06 1149.84 1149.84 18.583 1157.07 1155.97 1155.97 18 -667 1159.08 1158.71 1158.71 18.750 1156.04 1156.59 1156.59 18.833 1148.53 1149.90 1149.90 18.917 1137.86 1139.81 1139.81 19.000 1125 -48 1127.75 1127.75 19.083 1112.54 1114.91 1114.91 19.167 1099.65 1102.02 1102.02 19 -250 1087.05 1089.36 1089 -36 19 -333 1074.81 1077.05 1077.05 19.417 1062.95 1065.13 1065.13 19.500 1051.49 1053.59 1053.59 19.583 1040.43 1042.46 1042.46 19.667 1029. 1031.71 1031.71 9.750 1019.4__ 4 1021.33 1021.33 1 - 1 9 . 833 1009,48 1011 -31 1011.31 999.87 1001.63 1001.63 19- c 17 oc 0 92 29 992.29 20.000 990.58 PROCESS SUMMARY OF STORAGE: ?-o= 74 of 86 Y. \F60\ 402\ Ca1cs\ rydrolooy\ 03- 21- 03 \F1oodF.out \I- 10- uS- DTL.FLD page 75 of 88 Saved: 51812003 20:37 AM INFLOW VOLUTE = 2335.427 AF OLTTFLOW VOLUME = 2335.427 AF OSS VOLUME = 0.000 AF ___ ________ _______ __ I STA_ 118 +90 MULBERRY AVE. I NORTH SIDE OF CRI-ANNEL AREA AS -4 +--------------------------------- FLOW PROCESS FROM NODE 118.90 TO NODE 118.90_IS- CODE - =- _1 _ __ -- - - -- ------------------------------------------------ - -- - ---- - - - ,,SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) « -< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 185.560 ACRES BASEFLOW = 0.000 CFS /SQUARE - MILE *USER ENTERED "LAG" TIME = 0.440 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE VALLEY(DEVELOPED) SO ES TIMATES. GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAR 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.992 30- MINUTE FACTOR = 0.992 1 -HOUR FACTOR - 0.992 3 -HOUR FACTOR = 0.999 6 -HOUR FACTOR = 0.999 24 -HOUR FACTOR = 1.000 _ UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.939 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR MODEL TIME(HOURS) FOR END IOFI RESUL RESULTSS�20.00 14.00 UNIT HYDROGRAPH DETERMINATION -------------------------- "S" GRAPH UNIT HYDROGRAPH INTERVAL MEAN VALUES ORDINATES(CFS) NUMEER -- - - -_ -- ------------------------- 1.086 2 24.360 4.220 70.335 2 11.939 73.236 1 3 23.114 250.782 4 36.542 301.328 5 52.746 363.652 6 67.856 339.076 7 78.894 247.715 8 86.530 171.361 9 9 106.422 10 .273 944.618 75.062 11 96.649 45.599 12 97.939 28.929 13 98.388 10.082 14 98.743 7.967 15 99.098 7.971 16 99'453 7.967 17 99.808 7.967 18 100.000 4.307 19 3644 TOTAL SOIL -LOSS VOLUME(ACRE - FEET) = 11 119.9630 TOTAL STORM RUNOFF VOLUME(ACRE - FEET) - - -- - -- - -- -- - - - -------------- - ---- ---- ------- -- ------ -- -- - --- m Y. \F60\ 401 \Calcs\ hydrology\ 03- 21- 03 \F�oodF.Out \I- iO- uS- DTL. =t,D Saved: 51812003 i0 :37 AM 2 4 - H O U R S T O R M c =� == R U N O F F H Y D R O G R A P H HYDROGRAPH IN FivE- MINt7'PB UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) - ---------------------------- ------ --- --- ---- --- -- --- ---- --- ---- -- Q(CFS) 0- 100.0 200 -0 300.0 400.0 TIME(HRS) VOLUME ( ----- ----------- --------------------------- V 14.000 53.2778 66.67 Q V 14:083 53 - 7e44 67.76 Q V 14.167 54.2191 68.92 - Q - V - - 14 -250 54 -7025 70.20 Q - V 14.333 55.1954 71.57 Q V 14 -417 55.6984 73 -04 - Q - V - 14 -500 56.2123 74 - Q V 14.583 56.7377 76.26 Q - V V. 14.667 57.2749 78.00 Q - V - - 14.750 57.8245 79.80 Q V. - 14.833 58.3870 81.69 Q - V 14.917 58.9636 83.72 Q V. V - - 15.000 59.5550 85 -88 Q 15.083 60.1628 88.24 Q V 15.167 60.7881 90 -80 - Q. V 15.250 61.4329 93.63 Q. V 15.333 62.0991 96 -74 Q• V 15.417 62.7914 100.52 Q V - 15.500 63 -5163 105.26 Q V 15.563 64.2861 111.77 -Q V 15.667 65.1117 119.87 - •Q V 15.750 65 -9980 128.70 QQ V 15.833 66 -9477 137.88 - V - 15.917 67.9490 145.40 - QQ V 16.000 69.0009 152.73 - Q V 16.083 70 -1708 169 -88 16.167 71.5147 195 -13 Q. V 16.250 73.1596 238.86 QV 16.333 75.0461 273.69 - V Q V Q 16.417 77.1015 298.45 - V Q 16.500 79.2970 318.79 V Q 16.583 81.3713 301 -19 Q V 16.667 83 -1501 258.28 .Q V 16.750 84.6564 . 218.72 Q V - - 6.833 85.9117 162.26 Q V. - ' \6.917 86.9952 157.32 Q V (t 7.000 87.9225 134.64 V 17.083 88 -7375 118.34 Q V 17.167 89.4516 103.69 Q V 17.250 90.1150 96.33 Q. V - 17 -333 90.7401 90.77 Q. V - 17.417 91.3327 66.04 Q - V 17.500 91.8962 61.83 - Q V - 17.583 92.4255 76.85 Q V 17.667 92.9233 72.28 Q - v 17.750 93.4021 69.52 Q - v 17.833 93.8636 67.01 Q v 17.917 94.3100 64.82 Q v 18.000 94.7432 62.91 Q v 18.083 95.1653 61.28 Q - v 18.167 95.5785 60.00 Q V - 18.250 95.9868 59.28 Q V 18.333 96.3932 59.00 Q V 18.417 96.7998 59.04 Q V - 18.500 97.2090 59 -42 Q - V 18.583 97.6208 59.79 Q - V 18.667 98.0329 59.84 Q V 16.750 98.4436 59.63 Q V 18.833 98.8514 59.21 Q V 18.917 99.2556 58.69 Q - V 19.000 99.6557 58.10 Q - V 19.083 100.0516 57.47 Q - V 19.167 100 -4428 56.80 Q V 19.250 100.8295 56.16 Q V - 19.333 101.2120 55.54 Q V - 19.417 101 -5905 54.95 Q - V - 19.500 101.9650 54.38 Q - V 19.583 102 -3357 53.62 Q - _ V 19 -667 102.7025 53.27 - Q - V - 19.750 103.0657 52 Q V 19.833 103.4254 52.22 Q V 19.917 103.7816 51.72 Q V 20.000 104.1345 51.24 Q - - ---------- ------------- I STA. 118 +90 MULBERRY AVE. SOUTH SIDE OF CHANNEL AREA - C12-------------- -- -- ---- -- --- -- - --- - - ---+ xxxxxxxxxxxxxx xx xxx= xxx xxxxxxxxxxxxxxxxxxxxxxxxxxxxx , xx : *x . xxxxxx FLOW PROCESS FROM NODE 118.90 TO NODE 118 - IS ---- ------- - - - -------- --------------- _ -» »,SUBAREA RUNOFF (UNIT- ?-- DROGRAPH ANALYSIS) « «< (UNIT- ??='DROGRAPH PDDED TO STREAM =3) Page 76 of 88 y:\F60\ 401\ Calcs\:: ydrolog y\03- 21- 03 \F1oo3Rout 10- US- DTL.YLD Saved: 5/8/2003 10:37 AN 47ATERSHSD AREA = 10-000 ACRES BASEFLOW = 0.000 CFS /SQUARE - MILE *USER ENTERED "LAG" TIME = 0.180 _YOURS CAUTION- LAG TIME IS LESS T 0.50 SOURS. THE 5- MINUTE PERIOD u3 MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY (DEV ELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INC /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL (INCH)= 0.4 °- SPECIFIED PEAK 30- MINUTES RAINF- ALL(INCH)= 0.90 SPECIFIED PEAR 1 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK. 3 -HOUR RAINFALL(INCH) _ SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 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 = 46.296 RUNOFF HYDROGRAPH LISTING LIMITS: B EG I NNING MODEL TIME(HOURS) FOR R ESUL TS MODEL TIME(HOURS) FOR END OF RESULTS5� 14.00 20.00 UNIT HYDROGRAPH DETERMINATION ---- "S" GRAPH UNIT HYDROGRAPH INTERVAL ORDINATES(CFS) NUMBER MEAN VALUES - -------i- -- -- -- ------------------------------------ ---- 3.830 .632 4 25.650 26.388 2 61.679 43.573 fj 3 4 86.217 95.548 29.676 11.285 5 98.360 3.401 6 99.220 1.040 7 99.688 0.566 8 99.922 0.283 9 0.094 10 100.000 -------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE - FEET) = 0.6119 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) _ -- - - -- 6_4680 -- --- --- -- --- --- ---- ------ -- -- -- -- Page 77 of 88 y:\ p60\ g01\ Calcs\ Eydrolooy\ 03- 21- 03 \F1oodRout \I- 10- US- DTL.FLD Saved. SIBI2003 20:37 AM 2 4 - H 0 U R S T 0 R M C RUNOFF HYDROGRAPH __ DROC RA pH IN FIVE-mj'NuTlE UNIT INTERVALS (CFS) (Note: Time indicated is a t END of Each Unit Intervals) ---------------------------- -------------------------------------- -------- - 15. TIME (HRS) VOLUML (AF) Q(CS) 0. 7.5 ------------- - -------- ------ ------------------------------------- 14.000 2 � 9547 3.78 Q v 14.083 2-9812 3.85 Q v V 14.167 3.0083 3-93 Q v 14.250 3.0359 4.01 Q v 14.333 3 - 0641 4-10 Q V. 14-417 3.0929 4-18 Q V- 14.500 3-1224 4.28 Q 14.583 3.1525 4.38 Q V. 14.667 3.1834 4-48 Q V- 14.750 3.2151 4.60 Q V. 14.833 3.2476 4.72 Q v 14.917 3.2811 4-86 Q v 15.000 3.3156 5.01 Q v 15.083 3.3513 5.18 Q v 15.167 3.3882 5.36 Q v 15.250 3.4266 5.57 Q v 15.333 3.4665 5-80 Q v 15.417 3.5088 6.13 Q v 15.500 3.5554 6.77 Q. v 15.583 3.6082 7.68 Q v 15.667 3-6667 8.49 Q v 15.750 3.7289 9.02 Q v 15.833 3.7899 8.85 Q v 15.917 3. 8473 8.34 Q v 16.000 3.9094 9.01 Q 16.083 3.9970 12.73 Q v 16.167 4-1456 21.57 v Q 16.250 4.3298 26.74 v Q 4-4731 20.82 Q 16.333 Q v 16.417 4.5681 13.79 16.500 4.6374 10-06 v 16.583 4 .6920 7-92 Q V. 16.667 4.7381 6.69 Q V. 16.750 4.7787 5.90 Q V. 6.833 4.8156 5.36 Q V. 4.8499 4.97 Q v 7.000 4.8821 4.68 Q v (0, v 6.917 4.9127 4.44 Q 17.083 v 17.167 4.9419 4.23 Q v 17.250 4.9698 4.05 Q v 17.333 4.9966 3.89 Q v 17.417 5.0224 3.75 Q v 17.500 5.0475 3.63 Q v 17.583 5.0717 3.52 Q v 17.667 5.0952 3.42 Q v 17.750 5.1181 3.32 Q v 17.833 5.1404 3.24 Q v 17-917 5.1622 3.16 Q v 18.000 5-1834 3.09 Q v 18.083 5.2044 3.04 Q v 18.167 5.2256 3.09 Q v 18.250 5. 3.21 Q v 18.333 5. 2704 3.29 Q v 18.417 5-2930 3.28 Q v 18.500 5.3154 3.25 Q v 18.563 5-3375 3.21 Q v 18.667 5.3593 3.17 Q v 18.750 5.3809 3.13 Q v 18.833 5.4021 3-09 Q v 18.917 5.4232 3.05 Q v 19.000 5.4439 3-02 Q v 19. 5.4645 2-98 Q v 19.167 5.4848 2.95 Q v 19.250 5.5049 2.92 Q v 19.333 5.5248 2-89 Q v 19.417 5.5445 2.86 Q v 19.500 5.5640 2.83 Q v 19.583 5.5833 2.80 Q v 19.667 5.6024 2.78 Q v 19.750 5.6213 2.75 Q v 19.833 5.6401 2.73 Q v 19-917 5.6587 2.70 Q v 20.000 5.6772 2.68 Q ---- ------------- --------------------------- ------------- ----- ---- - - -- -+ STA. 118=90 MULBERRY AVE. SOUTH SIDE OF CHANNEL I AREA C1 --- ----------------------- ------- ------------------ ----------- FLOW PROCESS FROM NODE 118-90 TO NODE 118.90 IS- CODE -- ------------ -------------------------------------------- ------------ ---- APH ANALYSIS) >>�>ISUBAREA RUNOFF (-LTNIT-FI-DROGP-- " 4 (-LINIT-F--DROGR.Z--H ADDED TO STR ') page 78 of 88 Y: \F60\ 401\ Calcs ydroloay\ 03 21 03 \FloodRout \I- iO- uS -DTL -510 Saved: 5/8/2003 -0:37 ?11 WAT AREA = 10.000 ACRES B-ASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.180 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURiS. THE 5- MLNJTS PERIOD - -H MODEL (USED IN =IS COM?U'iER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY (DEVELOPED) S- GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUIc) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED - SPECIFIED PEAK 5- MIN - Ii TES RAINFALL(INCH)= 0.44 SPECIFIED PEAR 30- MINUTES RAIN - FALL(INCH)= 0.90 SPECIFIED PEAK. 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAIN = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 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 = 46.296 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION - - -- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) -------------------------------------------------------- I 3.830 4.632 2 25.650 26.388 3 4 61.679 86.217 95.548 43.573 29.676 11.285 �{ 6 98.360 3.401 7 99.220 1.040 8 99.688 0.566 9 99.922 0.283 10 100.000 0.094 ____ _ ----------- TOTAL SOIL -LOSS VOLUME (ACRE -FEET) = 0.6119 TOTAL STORM RUNOFF VOLUME ( ACRE- FEET) = 6.4680 ------ -------------- --- ---- -- -- ----- -- -- --- -- - -- - - Im Pace 79 of 88 Y: \F60\ 501 \Calcs \Hydrology \03- 21- 03 \Floo &Rout \I- 10- US- DTL.F'LD ?ace 80 of 88 Saved: 51812003 10:37 FUK, N a- H O U R S T O R M N R U O r F H Y D R O G R A° 3 rsilR6 =RA?H IN Fl-MIN UNIT IN'TEP.VALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) -- - - - -- -------------------------------------------- ----------- TIME (!as) VOLUME(AF) Q(CFS) 0. 7.5 15 -0 22 -5 3D. - -- 14.000 2.9547 3.78 - Q v 14.083 2.9612 3.85 Q v 14.167 3.0083 3.93 Q v 14.250 3.0359 4.01 Q v _ 14 -333 3.0641 4.10 Q v 14.417 3.0929 4.18 Q - 4 14 -500 3.122 4.38 Q V. V. 14.583 3.1525 V. - 14.667 3.1834 4.48 Q V. 14.750 3 -2151 4.60 Q v 14.833 3.2476 4.72 Q v 14.917 3 -2811 4 -86 - Q v . 15 -000 3.3156 5.01 Q - v 15.083 3.3513 5.18 Q _ v . 15.167 3.3882 5.36 Q v 15.250 3.4266 5.57 Q v 15.333 3.4665 5.80 .13 Q Q v 15.417 3.5088 v 15.500 3.5554 6 - Q. _ 15.583 3 -6062 7.68 Q V Q v 15.667 3.6667 8.49 Q v 15.750 3.7289 9.02 v 15.833 3.7899 8.85 - - Q v 15.917 3.8473 6.34 Q V - • 16.000 3.9094 9.01 Q v 16.083 3.9970 12.73 V Q 16.167 4.1456 21.57 v Q 16.250 4.3298 26.74 - - Q - 16.333 4.4731 20.82 Q V - 16.417 4.5681 13.79 Q V 16.500 4.6374 10.06 _ Q V 16.583 4.6920 7.92 Q V 16.667 4.7381 6 - - V. - 16.750 4.7787 5.90 Q V 16.833 4.8156 5.36 Q - V 16.917 4.8499 4.97 Q v 17.000 4.8821 4.6B Q - v , 17.083 4.9127 4.44 Q V 17.167 4.9419 4.23 Q V 17.250 4.9698 4.05 Q v 17.333 4.9966 3.89 Q - V - 17.417 5.0224 3.75 Q v 17.500 5 -0475 3.63 - Q v , 17.583 5.0717 3.52 Q v 17.667 5.0952 3.42 Q v 17 -750 5.1181 3.32 Q •v 17.833 5.1404 3.24 - Q v 17.917 5.1622 3.16 Q v 18.000 5.1834 3.09 Q V 18.083 5.2044 3.04 Q - v 18.167 5.2256 3.09 Q - v - 18.250 5.2478 3.21 Q - v 18.333 5.2704 3.29 Q - v 18.417 5.2930 3.28 Q - v 18.500 5.3154 3.25 Q v 18.583 5.3375 3.21 - Q v - 18.667 5.3593 3.17 Q v 18.750 5.3809 3 - Q v - 18.833 5.4021 3.09 Q v 18.917 5.4232 3.05 Q v 19.000 5.4439 3 - Q - v - 19.083 5.4645 2 - - Q - V - 19.167 5.4848 2.95 Q - v 19.250 5.5049 2 Q V 19.333 5.5248 2.89 Q v 19.417 5.5445 2.86 Q - v 19.500 5.5640 2.63 Q - - v 19.583 5.5833 2.80 Q - v - 19.667 5.6024 2.78 Q - - v 19.750 5.6213 2.75 Q v 19.833 5.6401 2.73 Q v 19.917 5.6587 2.70 Q v _ 20.000 5.6772 2.68 Q x+ x++ xx++++ x+++ xxxx+++ x++ x+ x++ ++ x+++++ x++ x++ x +x + +x + + + +x + + + + + + ++ + + + + + + + + + ++ FLOW ?ROCESS FROM NODE 118.90 TO NODE 118.90 IS- CODE -= - 7 - - -- - - - - -- » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER x+ FLOW °ROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE _ ------------ -------------- -- »»_STREAM NUMBER 3 ADDED TO STREAM N-Llj • ER 1«<c< t \I- i0- US- DTL.FLD y : \:60\ 401\ Ca= CS\ gydroicgy\ 03- 21- 03 \rlood-''ou Saved: 51812003 !0:37 AM x zrzxzrxrrxzrrrr= zrxrxrr== W PROCESS FROM NODE xzrzr= 118.90 TO --- --- rxxrrzrxrrxzrrrrzrxrxrrzxxxzrrrrrz =xrrr NODE 118.90 IS CODE _ -- 7 ------------ - - - --- --- -------------------------------------------------------- --------------------- • - »,STREAM NuNMER 4 ADDED TO STREAM NUMBER 1 « «< =zrzxzrrrrzxxxz zzxxzxrxxzrx xxrzxzxrrxrrrrzrzzzxxxrrx rxzrxzrzrrxrrzrxrzxrzrxr FLOW PROCESS FROM NODE 118.90 TO --- -- --- - - NODE 118 -90 IS CODE _ - il - - - -- - - - --- __ ,> »,VIEW ------------ STREAM NUMBER 1 hYDROGRAPH« «< STREAM bYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CPS) (Note: Time indicated is at END of Each Unit Intervals) - - - -- - ------------------------------------------ TIME (HRS) VOLUME (AF) Q(CPS) 0. --- --- 1750.0 3500.0 5250.0 7000. - -- -- -_- -- --- 14.000 1083.3926 1354.03 Q V 14.083 1092.8666 1375.62 Q V 14.167 1102.5005 1398.84 Q - V 14.250 1112.3110 1424.50 Q V 14.333 1122.3190 1453.16 Q V 14.417 1132.5461 1484.98 Q V 14.500 1143.0099 1519 -33 - Q V 14.583 1153.7214 1555.32 Q V 14.667 1164.6875 1592.26 V Q. V 14.750 1175.9142 1630.11 Q. 14.833 1187.4094 1669.11 Q. V 14.917 1199 -1859 1709.94 Q. V 15.000 1211.2606 1753.24 Q V 15.083 1223.6561 1799.82 V Q V. 15.167 1236.3994 1850.32 Q V 15.250 1249.5237 1905.64 Q V 15.333 1263.0677 1966.60 -Q V 15.417 1277.0917 2036.27 •Q V 15.500 1291.7085 2122.36 Q V 15.583 1307 -1056 2235.66 Q V 15.667 1323 -5117 2382.16 Q V Q 15.750 1341.1261 2557.90 V 15.833 1359 -9875 2738.40 Q V 15.917 1379.9164 2893.67 Q V 16.000 1400.7628 3026.91 - Q V 16.083 1423.0651 3238.29 Q V 6.167 6.250 - 6.333 1448.7411 % 1480.4240 3728.16 - 4600.35 - V Q - - - V Q r/tt 1519.3276 5648.82 - 1t 16.417 1564.5101 6560.50 V Q V Q. 16.500 1612.4911 6966.84 - V Q 16.583 1658.8446 6730.53 V Q 16.667 1700.2601 6013.54 VQ 16.750 1735.3080 5088.94 - Q V 16.833 1764.1184 4183.28 Q. V 16.917 1787.8317 3443.16 Q V. 17.000 1807.7501 2892.16 Q V 17.083 1825.0011 2504.84 Q V 17.167 1840.3701 2231.58 V 17.250 1854.3987 2036.95 - Q - V 17.333 1867.3979 1887.50 Q - V . 17.417 1879.5668 1766.91 Q V 17.500 1891.0458 1666.75 Q- - V 17.583 1901.9347 1581.07 - Q- V 17.667 1912.3218 1508.20 Q - V 17.750 1922.2877 1447.06 Q - - V 17.833 1931.8893 1394.14 - 0 - V 17.917 1941.1716 1347.80 Q V 18.000 1950.1691 1306.43 Q V 18.083 1958.9128 1269.60 Q - V 18.167 1967.4478 1239.27 Q V 18.250 1975.8409 1218.68 Q - - V 18.333 1984.1686 1209.17 Q V 18.417 1992.4991 1209.60 Q - V 16.500 2000.8722 1215.76 Q - V 18.583 2009.2893 1222.17 Q V 18.667 2017.7252 1224.89 Q - V 18.750 2026.1445 1222.48 Q - V 18.833 2034.5143 1215.29 - Q V 18.917 2042 -8105 1204.61 - Q V 19.000 2051 -0190 1191.88 Q V 19.083 2059 -1345 1178.35 Q V 19.167 2067.1560 1164.72 - Q - V 19 2075.0854 1151.36 Q V -250 19.333 2082.9255 1138.37 Q V 19.417 2090.6790 1125 -79 Q V 19.500 2098 -3486 1113.64 Q - V 19.583 2105 -9375 1101.89 Q V 19.667 2113 -4480 1090.53 Q _ V 19.750 2120.8831 1079.57 Q V 19.833 19.917 2128.2451 2135.5369 1068.98 1058.76 4 V Q - V - 20.000 2142.7605 1048.89 4 - xrr =rxrz =rzrx xr== rxzxrzzxrxrxrxxxr= FLOW PROCESS FROM NODE 118 -90 r= xrzrxzxxrx =rxzxrxxxr =xz =xr= =x = :xr =xrxr TO NODE 118.90 IS CODE - - 6 - ----- - - - - -- ----------- -- --------------------------- NUMBER 2 CLEARED AND SET TO ZERO««< Page 81 of 88 Y: \F60\ 401\ Calcs\ F. ydreloay\ 03- 21- 03 \FloodRout \!- 10- uS- DTL.FLD Saved: 51812003 10:37 kK '0- **#*} -- PROCESS FROM NODE 118.50 TO NODE 118.50 IS CODE = 6 »»>STRp_AM NUMBER 3 CLEARED AND SET TO ZERO« «< -- - - - - -- FLOW PROCESS FROM NODE 118.90 TO NODE 118.90 IS CODE = 6 -- - - ------- ------------------ - - >>>>> STREAM NUMBER 4 CLEARED AND SET TO ZERO««< FLOW PROCESS FROM NODE 118.90 TO NODE 116.40 IS CODE =- 5.2 - - --- -- ------------- ----------------- ------------------------------- >>>>> MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD« <<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ?age 82 of 88 Y : \F60\ 402\ Ca2cs\q ydrolog y\ 03- 2i- o3':rloodRout \I- 20- US -DTL -PAD ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 49.21 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 999.86 DOWNSTREAM ELEVATION(FT) _ 998.58 CHANNEL LENGTH(FT) = 820.21 MANNING'S FACTOR = 0.015 CONSTANT LOSS RATE(CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 6966.84 AVERAGE FLOWRATE IN EXCESS OF 50V MAXIMUM 33 CHANNEL FOR Q CFNFLOW13.315 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.887 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 j�� CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS 1 MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CPS) 14.000 1354.03 1350.30 1350.30 14.083 1375.62 1371.69 1371.69 14.167 1398.84 1394.61 1394.61 14.250 1424.50 1419.82 1419.82 14.333 1453.16 1447.93 1447.93 14.417 1484.98 1479.18 1479.18 14.500 1519.33 1513.07 1513.07 14.583 1555.32 1548.76 1548.76 14.667 1592.26 1585.53 1585.53 14.750 1630.11 1623.21 1623.21 14.833 1669.11 1662.00 1662.00 14.917 1709.94 1702.49 1702.49 15.000 1753.24 1745.35 1745.35 15.083 1799.82 1791.33 1791.33 15.167 1850.32 1841.12 1841.12 15.250 1905.64 1895.56 1895.56 15.333 1966.60 1955.48 1955.48 15.417 2036.27 2023.57 2023.57 15.500 2122.36 2106.66 2106.66 15.583 2235.66 2215.00 2215.00 15.667 2382.16 2355.46 2355.46 15.750 2557.90 2525.86 2525.86 15.833 2738.40 2705.49 2705.49 15.917 2893.67 2865.36 2865.36 16.000 3026.91 3002.62 3002.62 16.083 3238.29 3199.76 3199.76 . 16.167 3728.16 3638.86 3638.86 16.250 4600.35 4441.36 4441.36 16.333 5648.82 5457.69 5457.69 16.417 6560.50 6394.30 6394.30 16.500 6966.84 6892.75 6892.75 16.583 6730.53 6773.59 6773.59 16.667 6013.54 6144.23 6144.23 16.750 5088.94 5257. 5257.49 16.833 4183.28 4348.38 4348.38 16.917 3443.16 3578.09 3578.09 17.000 2892.16 2992.61 2992.61 17.083 2504.84 2575.45 2575.45 17.167 2231.56 2281.40 2281.40 17.250 2036.95 2072.43 2072.43 - 17.333 1887.50 1914.74 1914.74 - - -� 17.417 1766.51 1788.90 1788.90 17.500 1666.75 1685.01 1685.01 17.583 1581.07 1596.69 1596.69 17.667 1508.20 1521.48 1521.48 17.750 1447.06 1458.20 1458.20 17.833 1394.14 1403.79 1403.79 ?age 82 of 88 Y : \F60\ 402\ Ca2cs\q ydrolog y\ 03- 2i- o3':rloodRout \I- 20- US -DTL -PAD S 51812003 20:37 Ar 17.917 1347.80 1356.24 1356.24 16.000 1306.43 1313.97 1313.97 !8.083 1269.60 1276.31 1276.31 18.167 1239.27 1244_BO 1244.80 !8.250 1218.68 1222.44 1222.44 18.333 1209.17 1210.90 1210.90 18.417 1209.60 1209.53 1209.53 18.500 1215.76 1214.64 1214.64 18.583 1222.17 1221.00 1221.00 18.667 1224.89 1224.39 1224.39 18.750 1222.48 1222.92 1222.92 18.833 1215.29 1216.60 1216.60 18.917 1204.61 1206.56 1206.56 - 19.000 1191.88 1194.20 1194.20 19.063 1178.35 i1B0.82 1180.82 19.167 1164.72 1167.21 1167.21 19.250 1151.36 1153.79 1153.79 19.333 1138.37 1140.73 1140.73 19.417 1125.79 1128.08 1128.08 19.500 1113.64 1115.85 1115.85 19.583 1101.89 1104.03 1104.03 19.667 1090.53 1092.60 1092.60 19.750 1079.57 1081.56 1081.56 19.833 1068.98 1070.91 1070.91 19.917 1058.76 1060.63 1060.63 20.000 1048.89 1050.69 1050.69 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 2468.324 AF OUTFLOW VOLUME = 2468.326 AF LOSS VOLUME = 0.000 AF -- ------ ----- ---- -- - -- --- -- -------- - - -- - --+ 116 +40 244 M W/O MULBERRY AVE. I STA. SOUTH SIDE OF CHANNEL AREA C14 ---- ----- '- ----- - -- --- + +-------------------- --------- -- --- - --- FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE _ - 1 - - - - - - -- --------'--------- -- -------------------------------- RUNOFF (UNIT- HYDROGRAPH ANALYSIS) « «< (UNIT- HyDROGRAPH ADDED TO STREAM #2) j WATERSHED AREA = 17.540 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.260 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 32.051 RUNOFF HYDROGRAPH LISTING LIMITS: BE G I NNING MODEL TIME(HOURS) FOR R ESUL TS MODEL TIME(HOURS) FOR END OF RESULTSS� 14.00 20.00 UNIT HYDROGRAPH DETERMINATION - - ---- - - - -- - -- INTERVAL "S" GRAPH UNIT HYDROGRAPH MEAN VALUES ORDINATES(CFS) NUMBER ------------------------ 2.050 4.348 2 3 12.541 32.902 22.254 43.191 55.969 4 59-287 79.696 43.297 6 90.409 22.720 7 95.683 11.187 97.996 4.906 9 98.702 1.498 10 99.294 1.257 page 83 of 88 Y: \F60\ 401\ Ca lcs\ Sydrolo3 y\ 03- 21- 03 \F1oodRout \-- 10- US- DTL.FLD Saved: 51812003 50 :37 AZy 11 99.718 0.898 12 99.929 0 - 449 13 100.000 0.150 ' --------- TOT-AL SOIL -LOSS VOLUME (ACR = 1.0732 Tf1TAL STORM R "JNOFF VOLUME (ACRE -FEET) = 11.3446 Page 84 of 88 Y:\ F60\ 60i\ Calcs\ Hye'-ology\ 03- 21 -03 \F1oodROnt \I- 10- uS- DTL.FZDD Saved: 51812003 20:37 A FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE 7 - -- -- -- -- ------------------- --------------- -- » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< a FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE 11 » » >V LEW STREAM NUMBER 1 FYDROGRAPS««< - -- -- - - -- Page 85 of 88 v:\ F60\ 4Oi\ Cal cs\ ryd= olo-ay\ 03- 21- 03 \FloodRout \I- iO- US- DTL -PLD 2 4 - H O U R S T O R M C R U N O F F H Y D R O G R A P H hvDROGRT3PH IN FIVE- MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at ENS of Each Uait Iater%z ------------- TIME(HRS) dOIUME(Aa) ------------ Q(CnS)_0 - ----------------- - - -- -- - -- -- 20. 0 -- - - -- 30. - - - 40.0 -- 14-000 5-1365 6.53 Q V - - 14.083 5.1822 6.64 - Q - V ' 14.167 5.2288 6.76 Q - V " 14.250 5 -2763 6.90 Q - V 14.333 5.3248 7.04 Q - V ' 14.417 5.3743 7.19 Q V ' 14.500 5.4248 7.34 Q V. 14.583 5.4765 7.51 Q V. ' 14.667 5 -5295 7.68 Q V. 14.750 5.5837 7.87 Q V. " 14.833 5.6393 8.08 Q V. ' 14.917 5.6965 8.30 Q V " 15.000 5.7553 8.54 Q V 15 5.8159 8.81 Q V -083 15.167 5 -8786 9.10 Q. V 15.250 5.9436 9.43 Q. V 15.333 6.0110 9 -80 Q. -V ' 15 6.0817 10.27 Q .V " -417 15.500 6.1577 11.02 - •Q -V ' 15.583 6.2411 12.11 - Q V ' 15.667 6.3339 13.47 Q V " 15.750 6.4349 14.66 - Q V " 15.833 6.5395 15 -19 Q V 15.917 6.6440 15.18 Q V " 16.000 6.7502 15.41 - Q - V 16.083 6.8773 18.46 Q - V ' V Q ' 16.167 7.0621 26.82 V Q " 16.250 7.3051 35.28 - V Q. 16.333 7.5747 39.15 V Q " 16.417 7.8050 33.45 Q V " 16.500 7.9768 24.94 Q. V 16.583 8.1089 19.16 V 16.667 8.2123 15.01 Q V. 16.750 8 -2964 12.21 Q - " V. 16.833 6.917 7.000 8.3716 8.4395 8.5016 10.92 9.86 9.02 _ Q Q. Q. " V. ' V. ��, 17.083 8.5593 8.38 Q V V " 17.167 8.6135 7.87 _ Q - V " 17.250 8.6650 7.48 Q - V " 17.333 8 -7143 7.15 Q V - 17.417 8.7616 6.86 Q - " 17.500 B -8071 6.61 Q ' - 17.583 8 -8511 6.39 Q - ' " 17.667 8 -8937 6.19 Q ' " 17.750 8.9351 6.01 Q - 'V V 17.833 8.9754 5.85 Q - ' - 17.917 9.0146 5.69 - Q ' V - 18.000 9.0529 5.55 Q - ' V 18.083 9.0903 5.44 Q - " V 18.167 9.1277 5.42 Q - V " 18.250 9.1655 5.49 _ Q - V 18.333 9.2042 5.62 Q V - 18.417 9.2435 5.71 Q V " 18.500 9.2829 5.72 Q V 18.583 9.3220 5.68 Q V 18.667 9.3607 5.62 - Q - V 18 -750 9.3990 5.55 Q - V 18.833 9.4368 5.49 Q V 18.917 9.4741 5.42 Q - V 19.000 9.5110 5.36 Q V 19.083 9.5475 5.29 Q V " 19.167 9.5835 5.23 Q - - V 19.250 9.6192 5.18 Q V 19.333 9.6544 5.12 Q - V 19.417 9.6893 5.07 Q - _ V 19.500 9.7239 5.02 Q V 19.583 9.7581 4.97 Q - V 19.667 9.7920 4.92 Q - V 19.750 9.8255 4.67 Q V 19.833 9.8586 4.83 Q V 19.917 9.8917 4.76 Q - - V 20.000 9.92 4.74 - Q FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE 7 - -- -- -- -- ------------------- --------------- -- » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< a FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE 11 » » >V LEW STREAM NUMBER 1 FYDROGRAPS««< - -- -- - - -- Page 85 of 88 v:\ F60\ 4Oi\ Cal cs\ ryd= olo-ay\ 03- 21- 03 \FloodRout \I- iO- US- DTL -PLD Saved: 51812003 20:37 AM STP.E_TaM = .:DROGP_A ? IN FIZZ- M1Ku -B JNZT INTERVALS (CFS) (Note: Time indicated is at END of Each unit Intervals) - -- ( VOLUME (AF) Q(CFS) 0. ----- 1750 -0 --- -- - - -- --V -- -- - -- --- _- ---- - -- 3500_0 - -- 5250_0 -- 7000_0 - 1a 000-- - - -- 1086 8286 1356.83- Q- 14.083 1096.3212 1378.32 Q - V 14 -167 1105.9725 1401.37 Q V 14.250 1115.7983 1426 -72 Q - V 14.333 1125.8188 1454 -97 - Q V 14.417 1136.0555 1486.37 Q V 14.500 1146.5267 1520.41 Q V 14 -583 1157.2448 1556.26 Q V 14.667 1168.2173 1593.21 Q. V 14.750 1179.4507 1631 -08 Q- V- 14.833 1190.9526 1670.07 Q. V. ' 14.917 1202.7350 1710.79 Q. V- ' 15.000 1214.8141 1753.89 Q V. ' 15.063 1227.2117 1800.14 Q V. 15.167 1239.9542 1850.22 Q V 15 -250 1253.0740 1904.98 Q V 15.333 1266.6090 1965.28 4 V 15.417 1280.6161 2033.84 -Q V 15.500 1295.2007 2117.69 - Q V 15.583 1310.5389 2227.12 _ Q -V 15.667 1326.8539 2368.93 - Q -V - 15 -750 1344.3506 2540.53 Q .V - 15.833 1363.0881 2720.68 Q V 15.917 1382.9266 2880.55 Q V 16.000 1403.7120 3018 -03 - Q V 16.083 1425 -8761 3218.22 Q V - 16.167 1451 -1218 3665.69 Q V " 16.250 1481.9526 4476.64 V Q ' 16.333 1519.8097 5496.84 V Q 16.417 1564.0779 6427.75 - V Q 16.500 1611.7203 6917.69 - - V 0- 16.583 1658.5024 6792.77 V Q - 16.667 1700.9215 6159.24 V Q ' 16.750 1737.2142 5269.70 V Q 16.833 1767.2369 4359.30 Q V 16.917 1791 -9474 3587.95 Q V ' 17.000 1812.6198 3001.63 - Q - V. ' 17 1830.4147 2583.83 Q - V. ' -083 17.167 1846.1810 2289.27 Q V. - 17.250 1860.5055 2079.92 -Q V ' 17.333 7.417 1873.7417 1886.1093 1921.89 1795.76 Q Q V ' - V ' 1691.63 Q. V ' [ 7.500 1897.7595 1908.8000 1603.08 Q. V ' \, 7.583 - 17.667 1919.3212 1527.67 Q - V - 17.750 1929.4053 1464.22 Q - .V ' 17.833 1939.1135 1409.63 Q - .V - 17 1948.4933 1361.94 Q - -V ' -917 18.000 1957.5809 1319 -53 Q -V 18.083 1966.4084 1281.75 Q - - .V ' 18.167 1975.0188 1250.22 Q .V ' 18 1983.4756 1227.92 Q - 'V ' -250 18.333 1991.8539 1216.52 Q - V ' V 18.417 2000.2233 1215.24 Q - ' V 18.500 2008.6279 1220.36 Q - ' 18.583 2017.0762 1226.68 Q V ' V 18.667 2025.5474 1230 -01 Q ' V 18.750 2034.0079 1228.47 Q - ' V 18.833 2042.4246 1222.09 Q ' V 18.917 2050.7715 1211.98 Q - ' V 19.000 2059.0330 1199 -56 Q - ' V 19.083 2067.2017 1186.11 Q - - ' V 19 -167 2075.2764 1172.44 Q ' V 19.250 2083.2583 1158.97 Q V 19.333 2091.1499 1145.86 Q - " V 19.417 2098.9539 1133 -15 Q - - - V 19.500 2106.6733 1120.87 Q V 19.583 2114.3110 1108.99 Q - ' V 19.667 2121.8696 1097 -52 Q - ' V 19.750 2129.3521 1086.44 Q - - " V 19.833 2136.7607 1075.74 Q - V 19.917 2144.0984 1065.41 - Q ' V 20.000 2151.3672 1055.43 Q ' +++ txt+ t+ t t++ x+ x+ xt++ x+ xx+ x+ tx+++ ttx+ x++ x+ txttx +rx +t + + + + +t + + +x + +x +t + + +t +trx+ FLOW PROCESS FROM NODE 116.40 TO NODE 116.40 IS CODE = 6 » >>> STREAM NUMBER 2 CLEARED AND SET TO ZERO« «< +++ x+ txttt txttx+ t+ rx++++++++++++ r++ r++ x+ r+++ xttt +xx +t + +tr +tx + + + + +x + + +t + + + +x+ FLOW PROCESS FROM NODE 116.40 TO NODE 111.00 IS CODE = 5.2 » >>>MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD ««< THE MODIFIED C- ROUTING COEF ICIENT IS ESTIMAT IN ORDER TO ROUTE THE STREAM 1 INFLOW RYDROGRAPH BY 5- MINUTE INTERVALS(Referencea the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U -S- Department of Commerce) Page 86 of 88 Y:\ F60\ 40i\ Calcs\ iiydz:-olog y\03- 21- 03 \F1oodRout \I- 10- liS- DTL -cLD Sped: 51812003 .10:37 AM ASSUMED REGULAR C?NTNEL INFO?.NAT I ON: SASEW2DTH(FT) = 49.21 C _ANNEL Z = 0.00 Up STREAM ELEVATION(FT) = 998.58 DOWNSTREAM. ELEVATION(FT) = 991.06 Cr1ANN'3L LENGTH (FT) = 1771. 65 MANNING' S FACTOR = 0. 015 CONSTANT LOSS RATE(CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIM - L]Ml INFLOW(CFS) = 6917.69 AVE AGE FLOWRATE IN EXCESS OF 50 °s MAXIMUM INFLOW = 5315.36 CHANNEL NORMAL VELOCITY FOR Q = 5315.36 CFS = 18.27 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0 -915 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 0.998 ------- -- -- -- ------ - - - - - -- - - - - - -- PROCESS SUMMARY OF STORAGE: Page 87 of 88 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- US- D?Z.F =D CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (FIRS) (CFS) (CFS) (CFS) 14.000 1356.83 1350.77 1350.77 14.083 1378.32 1371.93 1371.93 14.167 1401.37 1394.52 1394.52 14.250 1426.72 1419.18 1419.18 14.333 1454.97 1446.57 1446.57 14.417 1486.37 1477.03 1477.03 14.500 1520.41 1510.29 1510.29 14.583 1556.26 1545.60 1545.60 14.667 1593.21 1582.22 1582.22 14.750 1631.08 1619.82 1619.82 14.833 1670.07 1658.48 1658.48 14.917 1710.79 1698.68 1698.68 15.000 1753.89 1741.07 1741.07 15.083 1800.14 1786.38 1786.38 15.167 1850.22 1835.32 1835.32 15.250 1904.98 1888.70 1888.70 15.333 1965.28 1947.35 1947.35 15.417 2033.84 2013.45 2013.45 15.500 2117.69 2092.75 2092.75 15.583 2227.12 2194.58 2194.58 15.667 2368.93 2326.76 2326.76 15.750 2540.53 2489.50 2489.50 15.833 2720.68 2667.10 2667.10 15.917 2880.55 2832.98 2832.98 16.000 3018.03 2977.13 2977.13 16.083 3218.22 3158.71 3158.71 16.167 3665.69 3532.71 3532.71 16.250 4476.64 4235.60 4235.60 16.333 5496.84 5193.48 5193.48 16.417 6427.75 6150.79 6150.79 16.500 6917.69 6771.73 6771.73 16.583 6792.77 6829.61 6829.61 16.667 6159.24 6347.43 6347.43 16.750 5269.70 5534.17 5534.17 16.833 4359.30 4630.09 4630.09 16.917 3587.95 3817.47 3617.47 17.000 3001.63 3176.13 3176.13 17.083 2583.83 2708.19 2708.19 17.167 2289.27 2376.95 2376.95 17.250 2079.92 2142.24 2142.24 17.333 1921.89 1968.93 1968.93 17.417 1795.76 1833.30 1833.30 17.500 1691.63 1722.61 1722.61 17.583 1603.08 1629.43 1629.43 17.667 1527.67 1550.11 1550.11 17.750 1464.22 1463.10 1483.10 17.833 1409.63 1425.87 1425.87 17.917 1361.94 1376.13 1376.13 18.000 1319.53 1332.14 1332.14 18.083 1281.75 1292.99 1292.99 18.167 1250.22 1259.60 1259.60 18.250 1227.92 1234.56 1234.56 18.333 1216.52 1219.92 1219.92 18.417 1215.24 1215.62 1215.62 18.500 1220.36 1218.84 1218.84 18.583 1226.68 1224.80 1224.80 18.667 1230.01 1229.02 1229.02 18.750 1228.47 1228.93 1228.93 18.833 1222.09 1223.98 1223.98 18.917 1211.98 1214.98 1214.98 19.000 1199.56 1203.25 1203.25 19.083 1186.11 1190.11 1190.11 19.167 1172.44 1176.51 1176.51 19 -250 1158.97 1162.98 1162.98 19 -333 1145.86 1149.76 1149.76 19.417 1133.15 1136.93 1136.93 f 19.500 19.583 1120.87 1108.99 1124.52 1112.53 1124.52 1112.53 19 -667 1097.52 1100.93 1100.93 -- 19.750 1086.44 1069.73 1089.73 19.833 1075.74 1078.92 1078.92 19.917 1065.41 1068.48 1068.48 20 000 1055.43 1056.40 1058.40 ------- -- -- -- ------ - - - - - -- - - - - - -- PROCESS SUMMARY OF STORAGE: Page 87 of 88 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \F1oodRout \I- 10- US- D?Z.F =D Saved: 5 1812003 10:37 1N INFLOW VOLUME = 2479.671 AF OUTFLOW VOLUME = 2479.669 r - OSS VOLUME = 0.000 AF .: z z : zzzzzzzzzzzzzzzzzzz< zzzzzzzzzzzzzzzzzzzz :zzzzzzzz :zzzz :zzzzzzzzzzzzzz FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 11 ---------------------------------------------------------------------------- » » >VIEW STREAM N UMBER 1 fiYDROGP.A°H< -< - ?age 88 of 88 Y: \F60\ 401\ Caics\H yd: o2oay\ 03- 21- 03 \Floodkout \I- 10- US- DTL__LD STREAM HYDROGRAPH IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME (?1RS) VOLUME (AF) Q (CFS) 0. 1725.0 3450.0 5175.0 6900.0 ---------------------------------------------------------------------------- 14.000 1084.0496 1350.77 _ Q V 14.083 1093.4962 1371.93 Q _ V - - 14.167 1103.1023 1394.52 Q V 14.250 1112 -8762 1419.18 Q V 14.333 1122.8389 1446.57 Q V . 14.417 1133.0112 1477.03 Q V 14.500 1143.4126 1510.29 Q V 14.583 1154.0573 1545.60 Q V - 14.667 1164.9541 1582.22 Q. V 14.750 1176.1099 1619.82 Q. V - 14.833 1187.5319 1658.48 Q. V. 14.917 1199.2307 1698.68 Q. V. - 15.000 1211.2216 1741.07 Q V- 15.083 1223.5244 1786.38 Q V. - 15.167 1236.1644 1835.32 Q V. 15.250 1249.1720 1888.70 Q V - - 15.333 1262.5835 1947.35 .Q V - 15.417 1276.4502 2013.45 .Q V - 15.500 1290.8630 2092.75 Q V - 15.583 1305.9772 2194.58 _ _ Q .V 15.667 1322.0017 2326.76 Q .V 15.750 1339.1470 2489.50 Q .V - - 15.833 1357.5154 2667.10 Q .V - - 15.917 1377.0262 2832 -98 - Q V - - 16.000 1397.5299 2977.13 - Q V - 16.083 1419.2841 3158.71 Q - V - 16.167 1443.6140 3532.71 Q V - 16.250 1472.7848 4235.60 - VQ 16.333 1508.5525 5193.48 V Q 16.417 1550.9133 6150.79 V - Q 6 500 1597.5505 6771.73 V Q- .583 1644.5864 6629.61 V - Q. t` (� 6.667 1688.3015 6347.43 V Q 16.750 1726.4156 5534.17 - V Q 16.833 1758.3033 4630.09 _ - Q V 16.917 1784.5945 3817.47 - Q V - 17.000 1806.4686 3176.13 Q - V. 17.083 1825.1201 2708.19 Q V. 17.167 1841.4904 2376.95 Q V. 17.250 1856.2440 2142.24 Q - V- 17.333 1869.8041 1968.93 .Q V 17.417 1882.4301 1833.30 _ Q V - 17.500 1894.2938 1722.61 Q. V 17.583 1905.5157 1629.43 Q. V - 17.667 1916.1914 1550 -11 Q - V 17.750 1926.4055 1483.10 Q V 17.833 1936.2256 1425.87 Q -V 17.917 1945.7030 1376.13 Q -V - 18.000 1954.8776 1332.14 Q - -V 18.083 1963.7825 1292.99 Q - - •V 18.167 1972.4574 1259.60 Q - - -V 18.250 1980.9598 1234.56 Q V 18.333 1989.3615 1219.92 Q V 18.417 1997.7335 1215.62 Q - - V 18.500 2006.1277 1218.84 Q V 18.583 2014.5630 1224.80 Q - - V 18.667 2023.0273 1229.02 Q - - V - 18.750 2031.4911 1228.93 Q - V - 18.833 2039.9208 1223.98 Q - V 18.917 2048.2883 1214.98 Q V - 19.000 2056.5752 1203.25 Q V 19.083 2064.7715 1190.11 Q - - V - 19.167 2072.8743 1176.51 Q - - V 19.250 2080.8838 1162.98 Q - V 19.333 2088.8022 1149.76 Q V 19.417 2096.6323 1136.93 Q V 19.500 2104.3770 1124.52 Q - V - 19.583 2112.0391 1112.53 Q V 19.667 2119.6213 1100.93 Q - V 19.750 2127.1265 1089.73 Q V 19.833 2134.5571 1078.92 Q - - - V 19.917 2141.9158 1068.48 Q V 20.000 2149.2051 1058.40 _ Q - - - V JO ND OF FLOODSCx ROUTING ANALYSIS ?age 88 of 88 Y: \F60\ 401\ Caics\H yd: o2oay\ 03- 21- 03 \Floodkout \I- 10- US- DTL__LD Saved: 3/27/2003 11:03 Alf F LOO D R O U T I N G A _ NAL P S I S USING COUNTY a '_ DROLOGY MPNuAS.. OF SAN 3ERNARDINO(1986) (c) Copyright 1989 -2000 Advanced Engineering Software (aes) 1 0 Ver_ 7.0 Release Date: 01/01/2000 License ID 1395 Analysis prepared by: 30YLE ENGINEERING CORPORATION 1131 VEST SIXTH STREET, SUITE 285 ONTARIO, CA 91762 TEL:(909) 933 -5225 FAX :(909) 933 -5228 www.boyleengineering.com k # # ##* + + + * + + * * * ++rk+k # # # ## DESCRIPTION OF STUDY * * * * * * **** + t+ + # # # # + +t + + + * * I -10 CHANNEL CAPACITY ANALYSIS OC -F60 -401 CITY OF FONTANA * FLOOD ROUTING - FUTURE FONTANA AVENUE STORM DRAIN * AREA B1 FILE NAME: B- US.DAT TIME /DATE OF STUDY: 10:00 03/27/2003 +------------------------------------------- ---------- --- ------------ - - - - -* RANDALL & CATAWBA & FONTANA AVENUE SEE RATIONAL METHOD CALCS FOR UPSTREAM B1, B2, B11 AREAS --------------------------------------------- ------ ------- --- -- -- ----- - - - --+ FLOW PROCESS FROM NODE 290.00 TO NODE 290.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS)<< « < (UNIT- HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 569.100 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.280 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.284 LOW LOSS FRACTION = 0.275 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -EOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS- 5-MINUTE FACTOR = 0.975 30- MINUTE FACTOR = 0.975 1 -HOUR FACTOR = 0.975 3 -HOUR FACTOR = 0.996 6 -HOUR FACTOR = 0.998 24 -HOUR FACTOR = 0.999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.762 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.853 127.514 2 10.766 613.439 3 28.672 1232.403 4 52.675 1652.001 5 74.416 1496.352 6 87.158 876.998 7 93.709 450.867 8 97.065 230.967 9 98.337 87.560 10 98.895 38.405 11 99.407 35.221 12 99.763 24.494 13 C 99.9 12.247 14 100.000 4.082 --------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUMEE(ACRE -FEET) = 105.3644 age 1 of 67 Y: \F60 \401 \Calcs \Hydrology \03- 21- 03 \F1oodRout \3- GS- DTL_FLD S-ved: 3/27/2003 .11:03 AM -40► 2 4 - H O U R S T O R M R U N 0 F F H Y D R O G R A P H Page 3 of 67 BMROGRAPH IN FIZT'- MINulE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) - VOLUME (AF) Q(CFS) 0. 275 -0 550.0 825 -0 1100.0 ---------------------------------------------------------------------------- 14- 000 132 -9104 168 -85 - Q V - 14 -083 134.0941 171.87 Q V - 14.167 135 -3028 175 -50 - Q - V - 14.250 136 -5418 179.90 - Q V - - 14.333 137 -8151 184.89 Q V 14 -417 139.1232 189.93 Q- V - - 14.500 140 -4636 194 -62 - Q - V - - 14.583 141 -8353 199.17 - Q V. - - 14 -667 143 -2389 203 -81 Q V. 14.750 144.6758 208 -63 Q - V- 14.833 146.1482 213.80 Q V. - - 14.917 147.6591 219 -38 Q V- 15.000 149.2118 225.46 - Q V - 15 -083 150.8103 232 -10 Q V 15.167 152.4592 239.41 Q - V 15.250 154 -1639 247.53 Q. V 15.333 155.9313 256.62 Q. V - 15.417 157.7758 267.83 - Q. -V - - 15.500 159 -7324 284.09 Q •V - 15.583 161.8445 306.67 - .Q .V - 15.667 164.1486 334.56 Q V 15.750 166.6347 360.98 Q V 15.833 169.2168 374.91 Q V 15.917 171 -8204 378 -05 - - Q - V 16 -000 174.4911 387.79 Q V - 16.063 177 -7155 468.17 Q V - 16.167 182 -4478 687 -13 - - Q 16 -250 188.8790 933.82 - - - V Q 16 -333 196.2514 1070 -46 V - Q 16.417 203.0142 981.96 V Q 16.500 208 -0801 735 -57 - Q V - 16 -583 211 -8780 551.45 - - Q V - - 16 -667 214.8458 430.93 Q V 16.750 217.2037 342.36 Q V. - 16.833 219.2403 295.72 Q - V- 16 -917 221 -1047 270.71 - Q• V- 7 -000 222 -8136 248.14 Q- - V. 7.083 224.3921 229.19 Q - V _7.167 225 -8650 213.87 Q - V - 17.250 227.2504 201.16 Q V - 17.333 228 -5645 190.82 Q V - 17 -417 229.8165 181.79 - Q V 17 -500 231.0170- 174.31 Q -V 17 -563 232 -1739 167 -98 Q -V - 17.667 233 -2928 162.47 Q •V 17.750 234.3781 157.58 Q - -V 17 -833 235.4330 153.17 Q V 17.917 236 -4601 149.13 - Q -V - 18 -000 237 -4615 145.41 Q - -V - 18.083 238.4423 142 -40 Q - - V - 18.167 239 -4151 141.26 Q - V - 18.250 240.3957 142.39 0 V 18.333 241 -3952 145.12 Q - - V - 18.417 242 -4113 147.54 - Q - V - 18.500 243 -4311 148. -08 Q - V 18.583 244.4459 147.35 Q - - - V - 18.667 245 -4516 146 -02 Q V 18.750 246.4455 144.32 Q - V 18.833 247.4273 142.56 Q - - - V - 18.917 248.3975 140.87 Q V 19.000 249 -3564 139.23 - Q V 19.083 250.3042 137 -62 Q - - V - 19.167 251.2412 136.06 - Q - - V - 19 -250 252 -1678 134.55 Q - V - 19.333 253.0645 133.09 Q - - V 19.417 253 -9914 131.69 Q - - V - 19.500 254.8891 130.35 Q V 19.583 255 -7779 129 -05 Q - V 19 -667 256.6581 127 -80 - Q - - V - 19.750 257.5299 126.59 Q V 19.833 258 -3937 125.42 Q - V - 19.917 259.2497 124.29 Q V 20.000 260.0982 123.20 Q V +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 290 -00 TO NODE 310 -00 IS CODE = 4 ---------------------------------------------------------------------------- >>>>> MODEL PIPEFLOW ROUTING OF STREAM $1«c« MODEL PIPEFLOW ROUTING OF STREAM 1 WHERE STORAGE EFFECTS ARE NEGLECTED WITHIN THE PIPE, FLOW VELOCITIES ARE ESTIMATED BY ASSUMING STEADY FLOW FOR EACH UNIT INTERVAL (NORMAL DEPTH, Dn) , AND FLOWS IN EXCESS OF ( .82) (DIAMETER) ARE PONDED AT THE UPSTREAM INLET: UNIT INTERVAL FLOW VELOCITY COMPUTED USING Dn UP TO Page 3 of 67 Saved, 3/27/2003 11 =03 AN Page 4 of 47 PIPELENGTH(FT) = 1873.00 MANNINGS FACTOR = 0.013 UPSTREAM ELEVATION(FT) _ 1146.50 DOWNSTREAM ELEVATION(FT) = 1121.30 PIPE DIA METER(FT) = 7.75 NORMAL DEPT VELOCITY PIPE ROUTING RESULTS: TIME INFLOW VELOCITY OUTFLOW UPSTREAM ' (HRS) (CFS) (FPS) (CFS) PONDING(AF) 14.000 168.85 15.37 168.07 0.000 14.083 171.87 15.45 171.02 0.000 14.167 175.50 15.55 174.49 0.000 14.250 179.90 15.67 178.69 0.000 14.333 184.89 15.81 183.54 0.000 14.417 189.93 15.95 188.59 0.000 14.500 194.62 16.08 193.40 0.000 14.583 199.17 16.18 197.89 0.000 14.667 203.81 16.28 202.51 0.000 14.750 208.63 16.39 207.30 0.000 14.833 213.80 16.50 212.39 0.000 14.917 219.38 16.62 217.88 0.000 15.000 225.46 16.76 223.85 0.000 15.083 232.10 16.90 230.37 0.000 ' 15.167 239.41 17.07 237.55 0.000 15.250 247.53 17.24 245.46 0.000 15.333 256.62 17.42 254.31 0.000 15.417 267.83 17.65 265.05 0.000 15.500 284.09 17.98 280.19 0.000 d 15.583 306.67 18.34 300.91 0.000 15.667 334.56 18.72 327.37 0.000 ■ 15.750 360.98 19.08 354.49 0.000 15.833 374.91 19.28 371.59 0.000 15.917 378.05 19.32 377.31 0.000 16.000 387.79 19.46 385.52 0.000 16.083 468.17 20.38 449.17 0.000 16.167 687.13 22.30 638.16 0.000 1 16.250 933.82 23.43 877.35 0.000 I 16.333 1070.46 23.49 962.64 0.677 16.417 981.96 23.49 972.13 0.745 16.500 735.57 23.15 874.59 0.000 16.583 551.45 21.27 617.05 0.000 16.667 430.93 19.92 457.77 0.000 16.750 342.36 18.82 363.87 0.000 16.833 295.72 18.19 307.77 0.000 16.917 270.71 17.71 276.77 0.000 17.000 248.14 17.25 253.77 0.000 17.083 229.19 16.84 234.03 0.000 17.167 213.87 16.50 217.93 0.000 17.250 201.16 16.22 204.65 0.000 17.333 190.82 15.97 193.66 0.000 17.417 181.79 15.73 184.19 0.000 17.500 174.31 15.52 176.36 0.000 17.583 167.98 15.35 169.76 0.000 17.667 162.47 15.19 164.05 0.000 17.750 157.58 15.06 159.01 0.000 17.833 153.17 14.94 154.49 0.000 17.917 149.13 14.83 150.35 0.000 18.000 145.41 14.72 146.54 0.000 18.083 142.40 14.61 143.23 0.000 18.167 141.26 14.57 141.57 0.000 18.250 142.39 14.61 142.07 0.000 18.333 145.12 14.71 144.37 0.000 18.417 147.54 14.78 146.82 ' 0.000 18.500 148.08 14.80 147.91 0.000 18.583 147.35 14.78 147.57 0.000 18.667 146.02 14.74 146.43 0.000 18.750 144.32 14.68 144.79 0.000 18.833 142.56 14.62 143.04 0.000 18.917 140.87 14.56 141.34 0.000 19.000 139.23 14.50 139.69 0.000 19.083 137.62 14.44 138.08 0.000 19.167 136.06 14.38 136.51 0.000 19.250 134.55 14.33 134.98 0.000 19.333 133.09 14.28 133.51 0.000 19.417 131.69 14.23 132.10 0.000 19.500 130.35 14.18 130.74 0.000 19.583 129.05 14.13 129.43 0.000 19.667 127.80 14.09 128.17 0.000 19.750 126.59 14.04 126.95 0.000 19.833 125.42 14 -00 125.77 0.000 19.917 124.29 13.96 124.64 0.000 20.000 123.20 13.92 123.53 0.000 + + POPLAR & FONTANA AVENUE OREA B1 - FROM NODE 290 TO 310 + FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 1 » »>SUDAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ««< Y: \F60\ 401\ Ca1cs'\ Hyd_ clogy\ 03- 21- 03 \FloodRout \B- US- DTi.FLD Saved: 3/27/2003 21.03 _c4 Page 5 of G7 (UNIT-H DROGRAPH ADDED TO STREAM -2) - WATERSHED AREA = 10.000 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG TIME = 0.240 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UN MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATH (INCH /HOUR) = 0.371 LOW LOSS FRACTION = 0.350 * HYDROGRAPH MODEL '=1 SPECIFIED* SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAIN = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 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 = 34.722 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.308 2.791 2 14.779 15.083 3 38.225 28.355 4 66.233 33.871 5 84.561 22.166 6 93.250 10.508 7 97.213 4.794 8 98.477 1.528 9 • 99.128 0.787 10 99.651 0.633 11 99.913 0.317 12 100.000 0.105 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2.3561 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 4.7246 • Y:\P60\402\Ceics\Rydrology\03-22-03\FloodRour\B-US-DTL.FLD Saved: 312712003 11:03 AN 2'4 - H O U R S T 0 R M AO%\ R U N 0 P. H Y D R 0 G R A P H C x+ x: xxx+ xrx++ r+ r++ rr++ xxx+ rrxx+ rx+++ x:++ xxr + +xrrx + +xxr : +x + + + +xrx +xr +xrxrx . PROCESS FROM NODE 310.00 TO NODE 310 -00 IS CODE = 1 » »>SU3A'REA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) « « < (UNIT- HYDROGRAPH ADDED TO STREAM r3) Page 6 of 47 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FioodRout \B- US- DTL -FLD BZ'DROGRAPH IN PIVE- MINUTE UNIT INTERVALS (CPS) (Note: Time indicated is at END of Each Unit In= =_= 'vals) ---------------------------------------------------------------------------- TIME(E'_'4S) VOLUMM(AF) Q(CFS) 0. 7.5 15 -0 22 -5 30.0 ---------------------------------------------------------------------------- 14.000 2.1033 2.68 Q V 14 -083 2.1221 2.72 - Q V - - 14.167 2.1412 2.78 Q - V 14 -250 2.1607 2.83 Q - V - - - 14.333 2 -1806 2.89 Q V 14.417 2.2009 2.95 Q V - - - 14.500 2 -2217 3.02 Q V - 14 -583 2.2429 3.08 Q V . 14.667 2 -2647 3.16 Q _ V. - 14.750 2.2870 3.23 Q - V. - 14 -833 2.3098 3.32 Q V. 14.917 2.3333 3.41 - Q V. - - 15.000 2 -3575 3.51 Q _ V. 15 -083 2.3825 3.62 Q - V 15.167 2.4083 3.75 Q - V - - 15.250 2.4351 3.88 Q V 15.333 2.4629 4 -04 Q V - 15.417 2.4921 4.24 Q .V 15.500 2.5235 4.57 Q .V 15.583 2.5581 5.03 Q .V 15.667 2 -5966 5.58 Q _ .V - 15.750 2.6381 6.02 Q V 15.833 2 -6806 6.17 Q V - 15.917 2.7227 6.11 Q V 16.000 2.7661 6.31 Q - V 16.083 2.8233 8.31 .Q - V - - 16.167 2.9179 13.73 Q - V - - 16.250 3.0469 18.73 - QV - - 16.333 3.1848 20.02 Q - 16.417 3.2895 15.20 - Q V - 16 -500 3.3617 10.49 Q V 16.583 3.4147 7.69 Q V - 16.667 3.4544 5.76 Q V. - 16.750 3.4880 4.89 Q V. 16.833 3.5181 4.36 Q V. 3.5450 3.91 Q V 7.000 3.5697 3 -58 Q V C1 6.917 7.083 3.5927 3.34 Q - V 7.167 3.6145 3.16 Q - V 17.250 3.6352 3.01 Q - - V 17.333 3.6551 2.88 Q - V 17.417 3.6742 2.77 Q - - •V 17.500 3.6926 2.67 Q - -V - 17.583 3.7104 2 -59 Q -V - 17.667 3.7277 2.51 Q - •V - 17.750 3.7445 2.44 Q - -V - 17.833 3 -7608 2.37 Q -V - 17.917 3.7767 2.31 Q -V 18.000 3.7922 2.25 Q - V - 18.083 3.8075 2.21 Q _ V 18.167 3.8227 2.21 Q - - V 18.250 3.8382 2.25 Q - V 18.333 3.8541 2.31 Q - V 18.417 3.8702 2.34 Q - V 18.500 3.8863 2.34 Q V 18.583 3.9023 2.32 Q - - - V 18.667 3.9181 2.29 Q - V - 18.750 3.9336 2.26 Q V 18.833 3.9490 2.24 Q - - - V - 18.917 3.9642 2.21 - Q - V 19.000 3.9793 2.18 Q V 19.083 3.9941 2.16 Q - - V 19.167 4.0088 2.13 Q - - V 19.250 4.D233 2.11 Q - V 19 -333 4.0377 2.09 Q - V 19.417 4.0519 2.06 Q - V - 19.500 4 -0660 2.04 Q V - 19.583 4.0799 2.02 Q - - V 19.667 4 -0938 2.00 Q - V - 19.750 4.1074 1.99 Q - - V 19.833 4.1210 1.97 Q - - V - 19.917 4.1344 1.95 Q - - - V 20.000 4 -1477 1.93 Q - - V -- ---- --- - - -- ---------------------- i POPLAR & FONTANA AVENUE -- --- -- --- --- --- ---- --- --- - -+ AREA B10 +--------- ------------------------------------------ ----- ----- -- - - ---- -- ---+ C x+ x: xxx+ xrx++ r+ r++ rr++ xxx+ rrxx+ rx+++ x:++ xxr + +xrrx + +xxr : +x + + + +xrx +xr +xrxrx . PROCESS FROM NODE 310.00 TO NODE 310 -00 IS CODE = 1 » »>SU3A'REA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) « « < (UNIT- HYDROGRAPH ADDED TO STREAM r3) Page 6 of 47 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FioodRout \B- US- DTL -FLD Sa 312712003 11:03 AM WATERSHED AREA = 132.740 ACRES BASEFLOW 0.000 CTS /SQUARE -MILE *uS ER ENTERED "LAG" TIME = 0.260 HOu - 'i.S CAUTION-. LAG TIME IS LESS TRAIN 0.50 HOURS. THE 5- MINUTE PERIOD Uri MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAR FLOW ESTIMATES. VALLEY ( DE - JELOPED) S- C-RAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.315 LOW LOSS FRACTION = 0.302 * HYDROGRAPH MODEL 41 SPECIFIED - SPECIFIED PEAK 5- MINUTES RAIN - FALL(INCH)= 0.44 SPECIFIED PEAK 30- MINU RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.994 30- MINUTE FACTOR = 0.994 1 -HOUR FACTOR = 0.994 3 -HOUR FACTOR = 0.999 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 32.051 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 .UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.050 32.904 2 12.541 168.418 3 32.902 326.863 4 59.287 423.565 5 79.698 327.662 6 90.409 171.944 7 95.683 84.660 8 97.996 37.131 9 98.702 11.339 10 99.294 9.513 11 99.718 6.795 12 99.929 3.398 13 100.000 1.133 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 26.9718 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 66.9927 --------------------------------------------- --- ---- ----- ---- --- -- ---- - - - - -- D Page 7 of 47 Y: \F60\ 401\ Cal--slrydrolog y\ 03- 21- 03 \F1oo3ROUt \B- US- DTL.FLD Sa ✓ed: 3/27/2003 _1:03 P-a4 FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< FLOW PROCESS FROM NODE 310 -00 TO NODE 310.00 IS CODE = 7 » »-STREAM NUMBER 3 ADDED TO STREAM NUMBER 1««< Page 8 of 47 y:\ F60\ 4OZ\ Calcs\ F' ydrolooy\ 03- 2Z- 03 \F1oodROVt \B- US- DTL.FLD • 2 4- H 0 R S T O R M RUNOFF H Y D R O G R A P H --------------------------------- ----------------------------------------------------------------- FYDROGRAPH IN FIVE ------- -------------- - UNIT --- - - - --- - - - -- -- INTERVALS(CFS) (Note: Time indicated is at END of Each unit intervals) ---------------------------------------------------------------------------- TIMEORP S) VOL Q(CFS) 0. 75 -0 150.0 225.0 300.0 --------------------------------------------------------------------------- 14.000 29.91 38.02 Q V - 14 -083 30.1809 38 -69 Q V - - 14.167 30.4525 39.43 Q - V - 14.250 30.7297 40.26 - Q V - - 14.333 31.0132 41.16 Q - V 14.417 31.3030 42.08 Q V - - 14 -500 31.5993 43.02 Q _ V - 14.583 31.9022 43.98 Q V. 14.667 32 -2122 45.02 Q V. 14 -750 32.5298 46.11 Q - V. 14.833 32.8556 47.31 Q V. 14.917 33.1903 48.59 Q - V. - - 15.000 33.5347 50.00 Q - V 15.083 33 -8896 51.54 Q V 15.167 34.2564 53.25 Q V - 15.250 34 -6361 55.14 Q V 15.333 35.0307 57.29 Q V - 15.417 35 -4437 59.97 Q •V - 15.500 35 -8858 64.19 Q V 15.583 36.3689 70.14 Q. V 15.667 36.9025 77.48 Q V - - 15.750 37.4802 83.88 •Q V 15.833 38.0775 86.72 .Q V 15.917 38 -6755 86.83 Q V 16.000 39 -2693 89.13 •Q V - - 16.083 40 -0570 111.47 Q V - - 16.167 41 -2465 172.71 - - QV - 16.250 42.8658 235.12 - V •Q 16 -333 44.6818 263.68 - - V Q 16.417 46 -2037 220.98 - V Q. - 16.500 47 -2942 158.34 -Q V - - 16.583 48 -1046 117.68 Q V 16.667 48.7237 89.88 •Q V. 16.750 49.2192 71.96 Q- V. 16.833 49.6631 64.45 Q - V. 6.917 50.0637 58.17 Q V. 000 50.4287 53.00 Q V i 50.7669 49.10 Q - V - .083 .7.167 51.0841 46.07 Q - V - _ 17.250 51.3856 43.77 Q V 17.333 51.6732 41.76 Q V ' 17.417 51.9489 40.04 Q -V 17.500 52.2144 38.55 Q - •V 17.583 52.4709 37.24 Q - •V 17.667 52.7194 36 -08 Q •V 17.750 52.9606 35.02 Q •V 17.833 53.1952 34.06 Q - •V ' 17.917 53.4237 33.18 Q •V 18.000 53.6466 32.36 Q - V - 18.083 53.8650 31 -72 Q - V - 18.167 54.0824 31.57 Q V 18.250 54.3026 31 -98 Q - - V 18.333 54.5282 32.75 Q - V - 18.417 54.7572 33.26 Q - V 18.500 54.9866 33.30 Q - V 18.583 55.2144 33.08 Q - - V ' 18.667 55.4398 32.74 Q - - V 18.750 55.6625 32.33 Q • V 18 55.8825 31.94 Q - V - -833 18.917 56.0999 31.57 Q V - 19.000 56.3148 31 -19 Q V 19.083 56.5271 30.83 Q - V 19.167 56 -7370 30.48 Q V 19.250 56.9446 30.14 Q - V - 19.333 57.1500 29.82 Q V - 19.417 57.3532 29.51 Q V - 19.500 57.5544 29.21 Q - - V - 19.583 57 -7536 28.92 Q - V 19.667 57.9509 28.64 Q - V 19.750 58.1463 28.37 Q V 19.833 58 -3399 28.11 Q V 19.917 58 -5318 27.86 Q - V ' 20.000 58 -7220 27.62 Q V ' FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< FLOW PROCESS FROM NODE 310 -00 TO NODE 310.00 IS CODE = 7 » »-STREAM NUMBER 3 ADDED TO STREAM NUMBER 1««< Page 8 of 47 y:\ F60\ 4OZ\ Calcs\ F' ydrolooy\ 03- 2Z- 03 \F1oodROVt \B- US- DTL.FLD Saved: 3/27/2003 11:03 A 7 ✓ PROCESS FROM NODE 310 -00 TO NODE 310.00 IS CODE = it .>> I EW STREAM, NJY ER 1 H DROGRl?3««< STREAM FYDROGRAPH IN FIVE - MINUTE DIGIT INTERVALS (CFS) (Note: Time indicated is at END of Each Unit Later al s) ---------------------------------------------------------------------------- TIME(HRS) VOLuy'--(AF) Q(CPS) 0. 325.0 650 -0 975.0 1300 -0 ---------------------------------------------------------------------------- 14.000 164.4558 208 -77 Q V - - 14.083 165 -9188 212 -43 Q V 14.167 167.4112 216 -70 Q V - - - 14 -250 168.9387 221.78 - Q V - - 14.333 170 -5061 227.59 Q V 14.417 172.1151 233.62 _ Q - V - - 14 -500 173.7640 239 -43 Q V - - 14.583 175 -4510 244 -95 Q - V. 14.667 177.1775 250.69 Q - V. - 14.750 178.9451 256.65 Q _ V. - - 14.833 180.7565 263.02 - Q V. - - 14.917 182 -6152 269 -89 Q V. 15.000 184.5255 277.37 Q - V 15.083 186.4920 285.54 Q V - 15.167 188.5206 294.55 Q. V 15.250 190.6176 304.48 Q. V - 15 -333 192.7915 315.64 Q. V - 15.417 195.0591 329.27 Q •V 15.500 197.4623 348.94 Q -V - 15.583 200.0524 376.08 .Q -V - 15.667 202.8791 410.44 _ Q V - - 15.750 205.9397 444.39 Q V - 15.833 209.1386 464.49 Q - V 15.917 212 -3772 470.25 Q V 16.000 215 -6897 480.97 - Q - V - 16.083 219 -6080 568.94 Q V 16.167 225.2871 824.61 VQ 16.250 233.0778 1131.20 V Q 16.333 241.6613 1246.33 V Q 16.417 249.9830 1208.31 _ V - Q - 16.500 257.1691 1043.42 - - V - Q 16.583 262.2823 742.42 - Q V 16.667 266.0937 553.42 Q V - - 16.750 269 -1289 440.71 _ Q V. 6 833 271.7225 376.59 Q V. 5.917 274.0561 338.85 Q - V. - 7.000 276.1935 310.34 Q. V. - 17.083 278.1664 286.47 Q - V 17.167 280.0064 267.16 Q - V 17.250 281.7380 251.43 Q - V 17 -333 283.3792 238.30 Q - V - 17.417 284.9426 227.00 Q V - 17.500 286.4411 217.58 Q - -V 17.583 287.8845 209.59 - Q - •V 17.667 289.2801 202.63 Q -V - 17.750 290.6332 196.47 Q •V 17.833 291.9480 190.92 - Q -V - 17.917 293.2279 185.84 Q -V - - 18.000 294.4756 181.16 Q -V - 18.083 295.6957 177.16 Q V - 18.167 296.9034 175.35 Q - V 18.250 298.1176 176.30 Q V 18.333 299.3533 179.43 Q V 18.417 300.6096 182.42 Q V 18.500 301.8737 183.54 Q V - 18.583 303.1338 182.97 a - V 18.667 304.3835 181.45 Q V 18.750 305.6190 179.39 Q - - V - 18.833 306.8395 177.22 Q - - V - 18.917 308.0455 175.11 Q - V - 19.000 309.2375 173,07 Q - - V - 19.083 310.4156 171.07 Q V - 19.167 311.5804 169.12 Q V 19.250 312.7321 167.23 Q V - 19.333 313.8714 165.42 Q - V - 19.417 314.9986 163.68 Q V - 19 -500 316.1143 162.00 Q - - V - 19.583 317.2168 160 -38 Q - - V - 19.667 318.3126 158 -82 Q V 19.750 319.3960 157.31 Q V 19.833 320.4694 155.86 Q V 19.917 321.5331 154.45 Q - V - 20.000 322.5874 153.08 Q - - - V FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 6 ---------------------------------------------------------------------------- » »>STREAM NUMBER 2 CLEARED AND SET TO ZERO- <<< FLOW PROCESS FROM NODE 310.00 TO NODE 310.00 IS CODE = 6 ---------------------------------------------------------------------------- >> »-STREAM NUMBER 3 CLEARED AND SET TO ZERO« <<< Page 9 of 47 °: \F60\ 401\ Calcs\ Bydrology \03- 21- 03 \FloodRout \B- ITS- DTL -FLD Saved: 3/27/2003 17:03 =N r : rrr rrrrrrr: �xrrrr: rrrsrrrrrrrrrrrrxrrrrrrrrrrrrrxrrrrrrrrr :rrrr:r +rrrrrr 7W PROCESS FROM NODE 310.00 TO NODE 320.00 IS CODE = 5.2 - MODEL CHANNEL ROVING OF STREAM =1 BY THE CON METHOD« «< TH MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW b BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce)_ ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 8.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 1121.30 DOWNSTREAM ELEVATION(FT) = 1108.70 CHANNEL LENGTH (FT) = 938.00 MANNING'S FACTOR = 0.013 CONSTANT LOSS RATE(CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 1246.33 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 1032.72 CHANNEL NORMAL VELOCITY FOR Q = 1032:72 CFS = 23.27 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.932 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CPS) (CFS) (CFS) 14.000 208.77 208.35 208.35 14.083 212.43 211.97 211.97 14.167 216.70 216.17 216.17 14.250 221.78 221.15 221.15 14.333 227.59 226.86 226.86 14.417 233.62 232.87 232.87 14.500 239.43 238.70 238.70 14.583 244.95 244.26 244.26 14.667 250.69 249.97 249.97 14.750 256.65 255.90 255.90 - 14.833 263.02 262.22 262.22 14.917 269.89 269.03 269.03 15.000 277.37 276.43 276.43 15.083 285.54 _ 284.51 284.51 15.167 294.55 293.42 293.42 15.250 304.48 303.24 303.24 15.333 315.64 314.25 314.25 15.417 329.27 327.56 327.56 15.500 348.94 346.48 346.48 15.583 376.08 372.68 372.68 15.667 410.44 406.14 406.14 15.750 444.39 440.14 440.14 15.833 464.49 461.97 461.97 15.917 470.25 469.53 469.53 16.000 480.97 479.63 479.63 16.083 568.94 557.93 557.93 16.167 824.61 792.60 792.60 16.250 1131.20 1092.81 1092.81 16.333 1246.33 1231.92 1231.92 16.417 1208.31 1213.07 1213.07 16.500 1043.42 1064.06 1064.06 16.583 742.42 780.11 780.11 16.667 553.42 577.08 577.08 16.7.50 440.71 454.82 454.82 16.833 376.59 384.61 384.61 16.917 338.85 343.57 343.57 17.000 310.34 313.91 313.91 17.083 286.47 289.46 289.46 17.167 267.16 269.58 269.58 17.250 251.43 253.40 253.40 17.333 238.30 239.95 239.95 17.417 227.00 228.41 228.41 17.500 217.58 218.76 218.76 17.583 209.59 210.59 210.59 17.667 202.63 203.50 203.50 17.750 196.47 197.24 197.24 17.833 190.92 191.61 191.61 17.917 165.84 186.48 186.48 18.000 181.16 181.74 181.74 18.083 177.16 177.66 177.66 18.167 175.35 175.58 175.58 18.250 176.30 176.18 176.18 18.333 179.43 179.04 179.04 18.417 182.42 182.04 182.04 18.500 183.54 183.40 183.40 - 18.583 182.97 183.04 183.04 18.667 181.45 181.64 181.64 18.750 179.39 179.65 179.65 18.833 177.22 177.49 177.49 18.917 175.11 175.38 175.38 19.000 173.07 173.32 173.32 Page 10 of 47 Y: \F60\ 401\ Calcs\9 yd= ology\ 03- 21- 03 \F1oodRouc \B- ffS- DTL._LD Saved: 3/27/2003 11:03 F-M x++ t zrx+ x+ xzt++ xx+ r++ rsx+++ tx+++++++++++++ x++ + +x +xs + + +xs + +xt + + + + + + + +z + + + + ++ FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<<<<< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 37.720 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.270 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAR FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400 LOW LOSS FRACTION = 0.500 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 19.083 171.07 171.32 171.32 1.40 19.167 169.12 169.36 169.36 ' SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 19 -250 167.23 167.47 167.47 44.088 19.333 165.42 165.65 165.65 19.417 163.68 163.89 163.89 5 19.500 162.00 162.21 162.21 88.842 19.583 160.38 160.58 160.58 27.007 19.667 158.82 159.01 159.01 19.750 157.31 157.50 157.50 10 19.833 155.86 156.04 156.04 99.637 19.917 154.45 154.62 154.62 1.243 20.000 153.08 153.25 153.25 ---------------------------------------------------- PROCESS S 0WP,RY OF STORAGE: - TOTAL IN - FLOW VOLUME = 368.851 AF OUTFLOW VOLUME = 368.851 AF LOSS VOLUME = 0.000 AF +----- -- -------- & ------- - --------- ------ FONTANA AVENUE --- --- --- - - - - -- - ----- ---- ----- --- - -+ I LIME AREA B1 - FROM NODE 330 TO 320 --- --- ------- -- ------- -- - --- - -+ +-------------------------------------------- x++ t zrx+ x+ xzt++ xx+ r++ rsx+++ tx+++++++++++++ x++ + +x +xs + + +xs + +xt + + + + + + + +z + + + + ++ FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 ---------------------------------------------------------------------------- » >>>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)<<<<< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 37.720 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.270 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAR FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.400 LOW LOSS FRACTION = 0.500 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 ' SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.998 30- MINUTE FACTOR = 0.998 1 -HOUR FACTOR = 0.998 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 = 30.864 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION --- ------------------------------- INTERVAL ------- "S" GRAPH -------------------------------- UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.944 8.870 2 11.609 44.088 3 30.666 86.935 4 55.910 115.156 5 77.091 96.621 6 88.842 53.608 7 94.763 27.007 8 97.587 12.883 9 98.513 4.224 10 99.091 2.640 11 99.637 2.487 12 99.909 1.243 13 100.000 0.414 ( TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = STORM RUNOFF VOLUME(ACRE -FEET) 12.4132 _ 14_2957 - TOTAL -- Page 11 of 47 Y: \F6O \401 \CalcS \Hydr ology\ 03- 21 -03 \Fi oodRout \B- US- DTL.FLD Saved: 3/27/2003 11:03 AM Page 12 of 47 Y: \F60\ 601\ Calcs\ F? ydrolo_ a_ v\ 03- 21- 03 \Floo3.?out \B- US- DTL.FL 2 a- H O II R S T O R M C R U N O F F 3 Y D R O G R A P H !n IN FIVE - MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(ERS) VOLUME(AF) Q(CFS) 0. 20.0 40.0 60.0 80.0 - ------------------------------------------------------------------------ 14.000 6.0827 7.72 Q - V - 14.083 6.1368 7.86 Q V - 14 -167 6 -1919 8.00 Q V - 14.250 6.2480 8.16 Q V 14 -333 6 -3054 8.33 Q V - - - 14.417 6.3640 8.51 Q V - 14.500 6 -4238 8.69 Q V - 14.583 6 -4850 8.89 Q V 14.667 6.5477 9.09 Q V - 14 -750 6.6118 9.31 Q - V - 14 -833 6.6776 9.56 Q V - 14.917 6.7452 9.82 Q - V 15.000 6.8148 10.10 Q V. 15.083 6 -8865 10.41 Q V. - 15.167 6 -9606 10.76 Q V. - 15.250 7.0373 11.14 Q V. 15.333 7 -1169 11.57 Q V. - 15.417 7.2006 12.15 Q V 15.500 7 -2915 13.19 Q V - 15.583 7.3937 14.84 Q V 15.667 7.5114 17.09 Q -V 15.750 7.6440 19.25 Q. -V 15.833 7 -7841 20.34 Q •V 15.917 7 -9248 20.44 Q V - - 16.000 8.0692 20.97 Q V - 16.083 8.2547 26.93 - Q V - 16.167 8.5537 43.42 Q V 16.250 8.9738 61.00 - V Q - 16.333 9 -4563 70.06 - V Q - 16.417 9.8764 61.00 V Q 16.500 10.1748 43.32 - Q V - 16.583 10.3870 30 -81 Q V- 16.667 10.5405 22.30 -Q V. 16.750 10.6541 16.49 Q - V. 16.833 10 -7508 14.04 Q V 6.917 10 -8374 12.58 Q - V 7.000 10.9143 11.16 Q - V 7.083 C 10.9843 10.17 Q - V 7.167 11.0494 9.45 Q - V - 17.250 11.1111 8.96 Q - - -V - 17.333 11.1699 8.54 Q -V - 17.417 11.2262 8.18 Q -V 17.500 11.2805 7.88 Q - -V 17.583 11.3329 7.61 Q - -V - 17.667 11.3837 7.37 Q 17.750 11.4330 7 -15 Q •V - 17.833 11.4809 6 -96 Q - - V - 17.917 11.5275 6.77 Q - V 18.000 11 -5730 6.61 Q - V 18.083 11.6176 6.47 Q - V - 18.167 11.6619 6.43 - Q - V 18.250 11.7067 6.50 Q - - - V 18.333 11.7524 6 -65 Q - V 18.417 11.7990 6.76 Q - V 18.500 11.8456 6.78 Q - V - 18 -583 11.8920 6.74 - Q - v - 18.667 11.9380 6.67 Q - - V 18.750 11.9834 6.59 Q - V 18.833 12.0283 6 -51 Q - - V 18.917 12.0726 6.44 Q - V 19.000 12.1164 6.36 Q V 19.083 12.1597 6.29 Q - V 19.167 12.2025 6.21 Q - V - 19.250 12.2448 6 -15 Q V - 19.333 12 -2867 6.08 Q V 19.417 12.3281 6.02 Q - V 19.500 12 -3691 5.95 Q - V - 19.583 12.4097 5.90 Q - V 19.667 12.4499 5.84 Q - V 19.750 12.4898 5.78 Q V 19.833 12.5292 5 -73 Q V - 19.917 12.5683 5.68 Q V - 20.000 12.6071 5.63 Q - V ztrxzx+ txzx zxxzzxrzzt+ zttxxtz+ xztrztztxzttz +z + +xzttrrx +zt.ttrtzrztxtrzzt FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 7 --------------------------------------------------------------.------------- »»> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1 ««< r__ xx++ ttrztxttrxxrxtttrtttrtttrtttrrtttttttrxtttxttttrtttt�r .tt +ttttx +x�txtt FLOW PROCESS FROM NODE 320.00 TO NODE -- -------- 320.00 IS CODE ------ ---- = 11 -- ----- -- -- -- -- ---------------------------------------- » , >VIEW STREAM NTUMBER 1 hYDROGRAPH ««< Page 12 of 47 Y: \F60\ 601\ Calcs\ F? ydrolo_ a_ v\ 03- 21- 03 \Floo3.?out \B- US- DTL.FL Saved: 3/27/2003 11:03 AM SixEAM r -DROSPAPE IN FIVE-M Ni7T'S UNIT IN_ERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) --- (3RS) VOLUME (_AT) Q(CrS) 0. 350.0 -------_-------------------------------- 700.0 1050.0 1400.0 - -- -- 000 -- -- --- -- ----- 170.3584 -- - --- 216.07 4 V - 14.083 171 -6724 219.83 _ Q - V 14.167 173.4162 224 -17 - Q - V ' 14 -250 174.9955 229.30 4 V 14.333 176.6152 235.19 - Q - V " 14.417 178 -2776 241.37 Q V 14.500 179 -9814 247.39 Q V 14.583 181.7248 253.15 4 V - ' 14.667 183.5090 259 -06 Q V- 14.750 185.3356 265.22 4 - V. ' 14 -833 187 -2073 271 -78 Q - V. ' 14.917 189.1277 278.84 Q V. ' 15.000 191.1011 286.53 Q V. ' 15.083 193.1323 294.93 Q V 15.167 195.2272 304.18 Q V - ' 15.250 197.3923 314 -38 Q V' 15.333 199.6362 325.82 Q. V 15.417 201 -9758 339.71 Q- -V 15.500 204.4529 359 -67 4 •V ' 15.583 207.1218 387.52 4 V 15.667 210 -0366 423.22 Q V 15.750 213.2005 459.40 Q V ' 15.833 216.5222 482.31 Q V ' 15.917 219.8966 489.96 Q V 16.000 223.3442 500.59 Q V 16.083 227.3721 584.86 Q V 16.167 233.1298 836.02 - QV V Q 16.250 241 -0762 1153.81 - - Q 16.333 250.0430 1301.98 - V V Q 16.417 258.8176 1274.07 - 16.500 266.4442 11D7.38 - V _Q 16.583 272.0291 810.92 - Q V 16.667 276.1570 599.38 V - Q ' 16.750 279.4030 471.32 Q V. 16.833 282.1485 398.65 -Q V. ' 16.917 284.6013 356.15 Q V. ' 17.000 286.8401 325.07 Q. - V. - 17.083 288.9037 299.63 Q V - 17.167 290.8254 279.03 Q - V - 17.250 292.6323 262.36 4 - V ' 17.333 294.3436 248.48 Q - V ' 7-417 500 295.9730 297.5339 236.60 226.64 Q 4 Q V .V ' .V ' '.583 299.0367 218 -20 ' X7.667 300.4890 210.87 Q •V 17.750 301 -8966 204 -40 Q - .V ' 17.833 303.2642 198.57 Q 'V ' " 17.917 304 -5951 193.25 Q - 'V 18.000 305.8923 188.35 Q 'V ' V 18.083 307.1604 184.13 Q " V 18.167 308.4139 182.01 Q ' V 18.250 309 -6721 182.68 Q ' V 18.333 310.9509 185.69 Q V 18.417 312.2512 188.80 Q ' V 18.500 313 -5610 190.18 Q V 18.583 314.8680 189.78 Q ' V 18.667 316.1649 188.32 Q - ' V 18.750 317.4476 186.24 Q V 18.833 318.7148 184.01 4 ' V 18.917 319.9670 181.81 Q V 19.000 321 -2045 179.68 4 " V 19.083 322.4277 177.60 Q V 19.167 323.6369 175.58 4 ' V 19.250 324.8326 173.62 Q V 19.333 326.0153 171.73 Q V 19.417 327.1854 169.91 Q - " V 19.500 328.3436 168.16 Q ' V 19.583 329.4901 166.48 4 V 19.667 330 -6255 164.85 4 - ' V 19.750 331.7500 163.28 Q - - ' V 19.833 332.8641 161.77 Q - ' V 19.917 333.9681 160.30 Q - - " 20.000 335 -0623 158.88 Q ' r+ t+++++ t+ t+ trtr+ t+ tttt+ t+ ttt+ r+ trtr+ t ++ t+ tr+ + +tt + + + +t + + +tt + +tt + + +tt +tt +tr+ FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 6 -- - ------ ------------------------------------------------------------------ »»>STREAM NUMBER 2 CLEARED AND SET TO ZERO< << ----------- -- - - -- +++ tt+ tt+ ttt t++ t+ t+ tt+ t+ tt+ t+ t++ r++ r+ tr+ trtt + +tt + + + + +ttr + + + + + +t + + +t + + + + + + ++ FLOW PROCESS FROM NODE 320.00 TO NODE 360.00 IS - CODE = -5_2 ------------ ------------------------------------ ----------------------- »» >MODEL CHANNEL ROUTING OF STREAM r1 By THE CONVEX METHOD «<c< , j0 • THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS( Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). Page 13 of 47 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FIoodROUt \B- US- DTL.FLD Saved: 3/27/2003 11:03 A-Al ASSUMED REGULAR C �NNEL INFORMATION: BASEWIDTH(FT) = 8.00 C ANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 1108.70 DOWNSTREAM ELEVATION(FT) = 1096.20 CFiANNSL LENGL - i(FT) = 935.00. YK1 FACTOR = 0.013 CONSTAA'T LOSS RATE(CFS) = 0.00 CHANNEL RCUTi - NG COEFFICIENT ESTIMATED: MAXIMUM IN:LOT4(CFS) = 1301.96 AVERAGE FLC WP.ATE IN EXCESS OF 50 °s MAXIMUM INFLOW = 1080.70 CHANNEL NORMAL VELOCITY FOR Q = 1080.70 CFS = 23.45 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.932 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.000 216.07 215.64 215.64 14.083 219.83 219.36 219.36 14.167 224.17 223.63 223.63 14.250 229.30 226.67 228.67 14.333 235.19 234.46 234.46 14.417 241.37 240.61 240.61 14.500 247.39 246.65 246.65 14.583 253.15 252.43 252.43 14.667 259.06 258.33 256.33 14.750 265.22 264.46 264.46 14.833 271.78 270.96 270.96 14.917 278.84 277.97 277.97 15.000 286.53 285.58 285.58 15.083 294.93 293.89 293.89 15.167 304.18 303.03 303.03 15.250 314.38 313.12 313.12 15.333 325.82 324.40 324.40 15.417 339.71 337.99 337.99 15.500 359.67 357.20 357.20 15.583 387.52 384.07 384.07 15.667 423.22 418.80 418.80 15.750 459.40 454.91 454.91 15.833 482.31 479.47 479.47 15.917 489.96 489.02 489.02 16.000 500.59 499.28 499.28 16.083 564.86 574.42 574.42 16.167 836.02 804.89 804.89 16.250 1153.61 1114.43 1114.43 16.333 1301.98 1283.62 1283.62 16.417 1274.07 1277.53 1277.53 1107.38 1128.04 1128.04 ,16.500 16.583 810.92 847.66 847.66 16.667 599.38 625.59 625.59 16.750 471.32 487.18 487.18 16.833 398.65 407.66 407.66 16.917 356.15 361.42 361.42 17.000 325.07 328.92 328.92 17.083 299.63 302.78 302.78 17.167 279.03 281.58 281.58 17.250 262.36 264.43 264.43 17.333 248.46 250.20 250.20 17.417 236.60 238.07 238.07 17.500 226.64 227.67 227.87 17.583 218.20 219.25 219.25 17.667 210.87 211.78 211.78 17.750 204.40 205.20 205.20 17.833 198.57 199.29 199.29 17.917 193.25 193.91 193.91 18.000 188.35 188.96 188.96 18.083 184.13 184.66 184.66 18.167 182.01 182.27 182.27 18.250 182.68 182.60 182.60 18.333 185.69 185.31 185.31 18.417 188.80 188.42 188.42 18.500 190.18 190.01 190.01 18.583 189.76 169.83 189.83 18.667 168.32 188.50 186.50 18.750 186.24 186.50 186.50 18.833 184.01 184.28 184.28 18.917 181.81 182.09 182.09 19.000 179.68 179.95 179.95 19.083 177.60 177.86 177.86 19.167 175.58 175.83 175.83 19.250 173.62 173.86 173.86 19.333 171.73 171.96 171.96 19.417 169.91 170.14 170.14 19.500 166.16 166.38 16.38 19.583 166.e8 166.69 1666.69 t 19.667 164.85 165.05 165.05 19.750 163.28 163.48 163.48 19.833 161.77 161.96 161.96 19.917 160.30 160.48 160.48 20 000 158.88 159.06 159.06 --- --- ---- --- -- -- -- -- -- -- --- - - -- -- PROCESS SUEW'L.RY OF STORAGE Page 14 of 47 Y:\P60\402\Calcs\Hydrolo_oy\03-21-03\FloodRout\B-US-DTL.PLD Saved: 3/27/2003 11 :03 AM ITsLOW VOLUME = 363.147 AF OUT LOW VOLUME = 383.147 AF CSS VOLi7NlE 0.000 _----- �:� & S_T�7 BEP1vARDINO & FOrZ'F1vA AVEN - u-- AREA BI - FROM NODE 320 TO 360 ----- --- ------ - ------------------- ----------------- ------ -------. txtrtt rtzxrtrttttxrtttxxxtrttttxxxrxxxxxrrtxxxxxrxxrxxxxxxxtt :xrxzr�x FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 --------------------------------------------------------------------------- » »>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS) ­<< (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 10.000 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.190 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAX BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.371 LOW LOSS FRACTION = 0.350 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 1.000 30- MINUTE FACTOR = 1.000 1 -HOUR FACTOR = 1.000 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 = 43.860 l_ RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------------------------------------- 1 3.451 4.173 2 23.188 - 23.869 3 56.968 40.853 4 83.318 31.867 5 94.150 13.100 6 97.949 4.595 7 98.939 1.197 8 99.497 0.675 9 99.799 0.365 10 99.950 0.182 11 100.000 0.061 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 2.3561 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 4.7246 ---------------------------------------------- -- --- ---- ---- --- --- -- --- -- - --- i� Page 15 of 47 Y: \F60\ 401 \Ca1cs\ Hydrol oc y\ 03- 21- 03 \F1ood?out \B- US- DTL.FLD Saved: 3/27/2003 11:03 AM Page 16 of 47 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 HYOROGRAPE. IN FIVE- MINUTE UNIT INTERVALS (CFS) (Note: Time indicated is at END of Each Unit intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0- 7.5 15.0 22.5 30.0 14.000 2.1151 2.71 . 0 . V - - - 14 -083 2.1340 2.75 Q . V - . 14.167 2.1534 2.81 - Q . V - - 14.250 2.1731 2.87 - Q . V - . 14.333 2.1933 2.93 . Q . V - - 14.417 2.2139 2.99 . Q . V - - � 14.500 2.2349 3.06 . 0 . V - . 14.583 2.2565 3.13 . Q . V. - 14.667 2.2785 3.20 . 0 . V. - 14 -750 2.3011 3.29 . Q . V. - 14.833 2.3244 3.37 . Q . V. . 14.917 2.3483 3.47 . Q . V. - 15.000 2.3729 3.58 . Q . V - . 15.083 2.3984 3.70 . Q . V - . 15.167 2.4248 3.83 . Q . V - 15.250 2.4521 3.97 . Q . V - . 15.333 2.4806 4.14 . Q . .V - 15.417 2.5107 4.36 . Q . .V . 15.500 2.5436 4.78 . Q . .V • 15.583 2.5806 5.37 . Q . .V - . 15.667 2.6214 5.93 . Q . . V - 15.750 2.6648 6.30 . Q - . V - . 15.833 2.7078 6.24 . Q - . V - . 15.917 2.7489 5.96 . Q . V - . 16.000 2.7934 6.47 . Q . . V - - 16.083 2.8597 9.63 . . Q . V - - 16 -167 2.9813 17.65 . . . Q V - 16.250 3.1397 23.00 . . . V Q - 16.333 3.2692 18.81 . . . Q V • ' 16.417 3.3496 11.67 . . Q . V - 16.500 3.4047 8.00 . Q . V - - 16.583 3.4455 5.92 . Q . . V. - 16.667 3.4798 4.98 . Q . V. • 16.750 3.5097 4.35 . 0 . . V. - 16.833 3.5368 3.93 . 0 . . V. • X6.917 3.5617 3.62 . 0 . . V • 7.000 3.5851 3.39 . Q . . V . \ 7.083 3.6071 3.21 . Q . . V . 17.167 3.6282 3.05 . Q . . V • 17.250 3.6483 2.92 . Q . . V - 17.333 3.6676 2.81 . Q . . .V - 17.417 3.6862 2.70 . Q . . .V 17.500 3.7042 2.61 . Q . . -V - 11 17.583 3.7217 2.53 . Q . . .V - 17 -667 3.7386 2.46 . Q . . .V - 17.750 3.7551 2.39 • Q . .V • 17.833 3.7711 2.33 . Q . -V 17.917 3.7868 2.27 . Q . . . V - 1 18.000 3.8021 2.22 . Q . . . V . 18.083 3.8171 2.18 . Q . . . V . 18.167 3.8323 2.21 . Q . . . V . 18.250 3.8481 2.29 - Q . . . V • 18.333 3.8643 2.35 . 0 . . • V - 18.417 3.8805 2.35 . Q . . . V . 18.500 3.8965 2.33 . Q . . . V - 18 -583 3.9124 2.30 . Q . . . V . 1 i, 18.667 3.9280 2.27 . Q . . . V - 18.750 3.9435 2.25 . Q . . V - 18.833 3.9588 2.22 . Q . . . V - ' 18.917 3.9739 2.19 . Q . . V - 19.000 3.9888 2.17 . Q . . . V - 19.083 4.0035 2.14 . Q . V • 19.167 4.0181 2.12 . Q . . . V - 19.250 4.0325 2.09 . Q . . . V . 19.333 4.0468 2.07 . Q . . V - 19.417 4.0609 2.05 . Q . . . V - 19.500 4.0749 2.03 . Q . . . V - 19 -583 4.0888 2.01 . Q . . . V - 19.667 4.1025 1.99 . Q . . . V - 19.750 4.1161 1.97 . Q . . . V - 19.833 4.1296 1.96 . Q . . . V - 19.917 4.1429 1.94 . Q . . . V - 20.000 4.1562 1.92 . Q . . . V - + + ELM & SAN BERNARDINO & FONTANA AVENUE AREA B9 i I + + +++:+++ ***.++++ z:+++, ta++++=x+++++++++-++ + + +-+ + + +x + + + + + + +e + + +s + + + + + + + + ++ FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 » »SUBAREA RUNOFF (UNIT- REOROGRAPH ANALYSIS) ««< . (UN T- HYDROG. PH ADDED TO STREAM 63) I Y : \ °60\ 501\ Ca1cs\ Hyd. ology\ 03- 21- 03 \ciccdPont \3- US- DTL.FLD 1 1 5 Saved: 3/27/2003 11r03 M Page 17 of 67 WATERSHED AREA = 133.200 ACRES 3_ASEFLOW = 0.000 CFS /SQUIRE - NILE *USER ENTERED "LAG" TIME = 0.260 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. T E 5- MINUTE PERIOD uH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.382 LOW LOSS FRACTION = 0.360 * HYDROGRAPH MODEL r1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.994 30- MINUTE FACTOR = 0.994 1 -HOUR FACTOR = 0.994 3 -HOUR FACTOR = 0.999 6 -HOUR FACTOR = 1.000 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 32.051 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 2.050 33.018 2 12.541 169.002 3 32.902 327.996 4 59.287 425.032 5 79.698 328.798 6 90.409 172.540 7 95.683 84.953 8 97.996 37.259 9 98.702 11.379 10 99.294 9.546 11 99.718 6.819 12 99.929 3.410 13 100.000 1.137 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 32.2907 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 62.0020 Y: \F60\ 401\ Ca1cs\ i,lyd: ology\ 03- 21- 03 \FloodRout \B- uS- DTL.FLD Saved: 3/27/2003 21:03 AM Paae 18 of 47 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 HYDROGRAPH IN FIVE MINUTE UNIT IN'_ERVALS(CFS) (Not_: Time indicated is at END of Each Unit Intervals) TIME(ERS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 14.000 27.5237 34.98 Q _ V _ . 14.083 27.7689 35.60 . Q . V _ . - 14.167 28.0188 36.28 Q . V . . 14.250 28.2739 37.04 . Q V _ . 14.333 28.5347 37.87 . 0 . V . . 14.417 28.8014 38.72 . Q . V . _ . 14.500 29.0739 39.58 . Q . V . . 14.583 29.3527 40.47 . Q . V . . 14.667 29.6379 41.42 . Q . V. . 14.750 29.9302 42.43 . 0 . V. . 14.833 30.2299 43.53 . Q . V. _ . 14.917 30.5378 44.71 . Q . V. . 15.000 30.8547 46.01 . Q . V. . 15.083 31.1813 47.42 _ Q • V . 15.167 31.5188 49.00 . Q . V . 15.250 31.8682 50.74 . Q V _ . 15.333 32.2312 52.71 . Q . V . 15.417 32.6112 55.18 . Q . .V _ . 15.500 33.0180 59.06 . Q . .V . 15.583 33.4624 64.53 . Q . .V . 15.667 33.9534 71.28 . Q. .V _ . 15.750 34.4846 77.14 . Q . V . 15.833 35.0336 79.71 Q . V _ . 15.917 35.5833 79.81 . Q . V _ . 16.000 36.1492 82.17 . Q . V _ . 16.083 36.8677 104.32 . . Q . V . 16.167 38.0058 165.26 . . . Q V . 16.250 39.5728 227.53 . . . V Q . 16.333 41.3366 256.11 . . . V . Q . 16.417 42.8063 213.40 . VQ . . 16.500 43.8458 150.93 . . Q V . - 16.583 44.6090 110.82 Q . V . . 16.667 45.1861 83.80 . .Q . V. . 16.750 45.6446 66.57 . Q . . V. . 16.833 46.0550 59.60 Q . . V. . '6.917 46.4250 53.73 . 0 . . V. . 7.000 46.7615 48.86 . Q . . V . l 7.083 47.0729 45.21 . Q . V . 17.167 47.3648 42.39 . Q . . V 17.250 47.6422 40.27 . Q . . V . 17.333 47.9068 38.42 . Q . . V . 17.417 48.1605 36.84 Q . .V 17.500 48.4048 35.47 . Q .V 17.583 48.6408 34.27 . Q . . .V 17.667 48.8694 33.19 . Q . . .V . 17.750 49.0913 32.22 . Q . . .V . 17.833 49.3071 31.34 . 0 . . .V . 17.917 49.5174 30.53 . Q . . .V . 18.000 49.7225 29.78 . Q . . . V . 18.083 49.9235 29.18 . Q . . . V . 18.167 50.1235 29.04 . Q . . . V . 18.250 50.3261 29.42 0 . . V . 18.333 50.5336 30.13 . Q . . V . 18.417 50.7444 30.60 . Q . . . V . 18.500 50.9554 30.63 . Q . . . V . 18.583 51.1650 30.44 . Q . . . V . 18.667 51.3724 30.12 . Q . . . V . 18.750 51.5773 29.75 . Q . . . V . 18.833 51.7797 29.39 . Q . . . V . 18.917 51.9798 29.04 . Q . . . V . 4 19.000 52.1774 28.70 . Q . . . V . { 19.083 52.3728 28.37 Q . V i i 19.167 52.5660 28.05 Q V 19.250 52.7570 27.74 . Q . . . V . 19.333 52.9459 27.44 . Q . . . V . 19.417 53.1329 27.15 . Q . . . V . 19.500 53.3180 26.88 . Q . . . V . 19.583 53.5013 26.61 . Q . . . V . 19.667 53.6828 26.35 . Q . . . V . 19.750 53.8626 26.11 . Q . . . V . 19.833 54.0407 25.87 . Q . . . V . 19.917 54.2172 25.63 . Q . . . V . 20.000 54.3922 25.41 . Q . . . V . 1 ELM & SAN BERNARDINO & FONTANA AVENUE AREA B3 + x rrr x rxr*"r:: rxrr +rr :� :r :rrrrrrrrr : : :x: :sr :: +rrrrrrrrrr :xr r :rrr :r..rrr rr -- FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 1 ss » ,SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)cccc (UNIT EYDROGRAPH ADDED TO STREAM #4) Y: \F60\ 401 \Calcs\ Hydrology \03- 21- 03 \FloodRout \B -US- DTL.FLD 1 1 Saved: 3/27/2003 11:03 A14 WAT ERS --D AREA = 485.240 ACRES SER E N E 0.000 CTS /SQ'vP.RE -MILE -"USER ENTERED "LAG" TIME = 0.350 HOu S CAUTION: LAG TIME IS LESS THAN 0.50 HiYu S_ tHE S- MEN - Ii 'IE PERIOD U`H MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY (DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERS ED LOSS RATE(INCH /HOUR) = 0.366 LOW LOSS FRACTION = 0.346 *HYDROGRAPH MODEL rl SPECIFIED- SPECIFIED PEAK 5- MINUTES RAIN=ALL(INCF)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6-HOUR RXINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RA.SNFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.978 30- MINUTE FACTOR = 0.978 1 -HOUR FACTOR = 0.978 3 -HOUR FACTOR = 0.997 6 -HOUR FACTOR = 0.998 24 -HOUR FACTOR = 0.999 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 23.810 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION -------------------------------------------- INTERVAL "S" GRAPH = ------------------------------- UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 1.410 82.767 2 6.682 309.374 3 18.977 721.520 4 35.118 947.169 5 ® 55.269 1182.532 6 72.861 1032.417 7 7 84.251 668.395 8 90.967 394.102 9 95.058 240.099 10 97.297 131.376 11 98.281 57.760 12 98.728 26.192 13 99.174 26.193 14 99.620 26.192 15 100.000 22.282 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 113.1294 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 230.1281 --------------------------------------------- ------ ----- --- ------- -- -- --- --- Im page 19 of 47 Y: \F60 \401 \calcs\ Hydrology\ 03- 21- 03 "FloodPout \B- US- DTL.FLD Saved: 3/27/2003 21:03 N Page 20 of 47 Y: \F60\ 401\ Calcs\ Y." y&olocy\ 03- 22- 03 \FloodRout \B- US- DTL.F:D 2 a- H O II R S T O R M C R J N O r F d Y D R 0 G R A P H ______===== H IN F1 - MINJTE UNIT jN ERiTALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) _ -------------------------- TIME(F•RS) VOliiR� (AF) ------------------------------------------ Q(CFS) 0. -- ---- 200.0 -- --- -- 4 00 -0 600.0 800.0 - -- V - 14.000 101.4- 128 -03 _ Q 14.083 102.3416 130.24 Q - v - ' 14.167 103.2555 132.70 Q v 14.250 104 -1896 135.63 Q - v 14 -333 105.1457 138.82 Q v ' 14.417 106.1262 142.38 Q - v 14.500 107 -1313 145.94 Q v 14.583 108.1608 149.47 _ Q v 14 109.2142 152.96 Q v " -667 14.750 110 -2928 156.62 Q - V. 14 111.3975 160.40 Q V- ' -833 14.917 112.5304 164.50 - Q - V- " 15 113.6932 168.84 Q - V. -000 15.083 114.8893 173 -67 - Q V- 15.167 116.1211 178.67 Q v 15.250 117.3933 184.72 Q. v 15.333 118.7094 191.10 Q• v 15.417 120.0797 198.97 Q- v 15 121.5207 209.23 Q -v ' -500 15.583 123.0613 223.69 •Q -v ' 15.667 124.7209 240.97 - Q - " 15.750 126.5123 260.12 Q -v 15.833 128.4094 275.46 Q v ' 15.917 130.3660 284.10 Q v 16.000 132.4038 295.88 Q v ' 16.083 134.7692 343.46 - Q V " 16.167 137.8664 449.70 - Q " v Q 16.250 142 -1056 615.57 ' V Q " 16.333 147.0099 712.07 - v Q. 16.417 152.4196 785.49 - v Q " 16.500 157.3011 708.78 Q 16.583 161 -1424 557.77 - v 16.667 164.1453 436.01 - -Q " v 16.750 166 -5656 351.43 Q " V. 16.833 168.5267 284.75 - Q 16.917 7.000 170 -1576 171.5977 236.80 209.10 •Q Q - V. 195.06 Q- v 7.083 172.9410 v 17.167 174.2006 182.89 - Q. - v 17.250 175 -3761 170.68 Q v ' 17.333 176.4407 154.58 Q - v " 17.417 177.4527 146.95 Q - v " 17.500 178.4170 140.01 Q v 17.583 179.3410 134.16 Q - V 17.667 180.2313 129.27 Q v 17.750 181.0919 124.97 Q - " 17.833 181.9263 121.15 Q .v v " 17.917 182.7371 117.72 Q v 18.000 183.5264 114.60 Q - v 18.083 184.2976 111.98 Q v 18.167 185.0569 110.25 Q v 18.250 185.8142 109.96 Q v 18.333 186.5755 110.54 Q - v 18.417 187.3467 111.98 Q v 18.500 188.1258 113.12 - Q - - V 18.583 188.9061 113.31 Q v 18.667 189.6828 112.78 - Q - v . 18.750 190.4534 111.88 Q - - V 18.833 191.2161 110.74 Q - - v 18.917 191.9699 109.46 Q - v 19.000 192.7148 108.16 Q - v 19.083 193.4511 106.91 Q v 19.167 194.1792 105.72 - Q - - v 19.250 194.8995 104 -58 Q - - v 19.333 195.6117 103.41 Q v 19.417 196.3162 102.30 Q v ' 19.500 197.0134 101.22 Q - v - 19.583 197.7034 100.19 Q - v 19.667 198.3865 99.19 Q v 19.750 199.0630 98 -23 Q v 19.833 199.7332 97.30 Q v 19.917 200.3972 96.41 Q v 20.000 201.0552 95.54 Q - ' t +t- r +t +t +tt +tttttt +t +tt +t +tt +t ttttttttttttt +- t +ttt +t <tt +ttttttttt FLOW PROCESS FROM NODE 360.00 t, ttttttt+ TO NODE -- -- ----- - -- t++ 360.00 IS CODE _ - 7- - - ---- - --- - - -- __ -------------------- » »,STREAM NUMBER 2 ADDED TO STREAM NUMBER 1«<<< tt+ t+ t�ttttt +t +t +tt + +xt + + + +ttt + + +t + ===== ta: t+ tt++ ttt++ t++ t++ t+ ttttttt+ FLOW PROCESS FROM NODE 360 -00 TO NODE -------------- 360 -00 IS CODE _-- 7 ---- - - - - -- -------------------- »»> STREAM NUMBER 3 ADDED TO STREAM NUMBER 1« «< Page 20 of 47 Y: \F60\ 401\ Calcs\ Y." y&olocy\ 03- 22- 03 \FloodRout \B- US- DTL.F:D Saved: 312712003 11:03 2LnS t ttxt �rtxxrtttrtt= txxrt= w PROCESS FROM NODE x= ttrx= 360.00 trtxxxrr=== , .txrxt�xxx�.t . F� x rrtt tttrttx =x i0 NODE 360.00 IS CODE =- - --- - - - - -- »STR AM NJN3ER 4 ADDED TO STREAM - NUMBER - 1<<<<< rrttxtxxttrtxxt: r= trrttttttttttt =xt =xrtttxtrrttttttr =trtrtr ttrtttt ttttxxttr: FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 11 ------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 H1YDROGRAPH -<< STREAM HYDROGRP-PH IN PI:JE -MINU E UNIT INPERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) --------------------------------------------- Q(Ci'S) 0. 575.0 1150 -0 1725.0 2300.0 -------------------------------------------------------------------------- 14.000 301 -2574 381.35 Q V 14.083 303.9293 387.95 Q V 14.167 306.6526 395 -42 Q V 14.250 309.4364 404.20 Q V 14.333 312.2882 414.08 Q V ' 14.417 315.2131 424.69 Q V ' 14.500 318.2105 435.23 Q V 14.583 321.2787 445.51 Q - V 14.667 324.4186 455.91 Q V. ' 14.750 327.6334 466 -79 Q V. 14.833 330.9273 478.27 Q - V. ' 14.917 334.3063 490.64 Q V- 15.000 337.7775 504.01 Q - _ V- 15.083 341.3495 518.67 Q- V 15.167 345.0322 534.72 Q. V ' 15.250 348.8376 552.54 Q. V ' 15.333 352.7794 572.35 Q. V 15.417 356.8875 596.50 Q V 15.500 361.2282 630.27 Q •V ' 15.583 365.8954 677.67 Q V 15.667 370.9710 736.99 Q •V ' 15.750 376.4702 798.47 Q V ' 15.833 382.2614 840.89 Q - V ' 15.917 388.1766 858.89 Q V - 16.000 394.2634 883.80 Q V ' 16.083 401.3697 1031.83 Q V 16.167 411.2698 1437.50 - - V Q ' 6.250 1 :6.333 424.9099 440.5476 1980.53 2270.61 V Q ' V - Q ' 456.3058 2288.09 V Q- .6.417 16.500 470 -0507 1995.75 V Q ' 16.583 480.5339 1522.17 - Q V ' 16.667 488.4566 1150.38 Q V ' 16.750 494.7206 909.53 - Q V. ' 16.833 499.9268 755.94 Q - V. ' 16.917 504.4417 655.56 •Q V. ' 17.000 508 -5070 590.27 Q V. " 17.083 512.2691 546.26 Q. V ' 17.167 515.7809 509.91 Q - V ' 17.250 519.0750 478.30 Q - V ' 17.333 522.1467 446 -02 Q V ' 17.417 525.0706 424 -56 Q - V 17.500 527.8666 405.97 Q - •V " 17.583 530.5540 390.21 Q - .V ' 17.667 533.1483 376.70 Q .V ' 17.750 535.6606 364.7B Q - .V ' 17.833 538.0994 354.11 Q - - 'V ' V 17.917 540.4715 344.43 Q 18.000 542.7825 335 -56 Q - .V - V 18.083 545.0415 328.00 Q " V 18.167 547.2714 323.78 Q - - ' V 18.250 549.5046 324.27 Q - ' V 18.333 551.7659 328.33 Q - - - " V 18.417 554.0616 333.35 Q - " V 18.500 556.3764 336.10 Q - ' V 18.583 558.6896 335.87 Q ' V 18.667 560.9875 333.67 - Q - ' V 18.750 563.2626 330.37 Q - - " V 18.833 565.5124 326.64 Q - ' V 18.917 567.7354 322.78 Q - - ' V 19.000 569.9322 318.97 Q - - " V 19.083 572.1035 315.28 Q ' V 19.167 574.2503 311.71 Q ' V 19.250 576.3734 308.27 Q - ' V 19 -333 578.4731 304.89 Q - " V 19.417 580.5505 301.64 Q V 19.500 582.6064 298.51 Q - " V 19.583 584.6415 295.50 Q - - ' V 19.667 586.6566 292.59 Q V 19.750 588.6523 289.79 Q V 19.833 590.6295 287.08 Q V ` 19.917 20.000 t 592.5886 594 -5303 284.47 281.53 Q Q - - V r= tx:= xttttttt. trt =rttrttrttrtxrxtrrx =rttrtr = +t rttt ttttxtrxttxxrt x,�r rrxxxrx= FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 5 -- ---------------------------------------------------------------- » » >STR.E_4M NUmB=R 2 CLEARED AND SET TO ZERO««< Page 21 of 67 Y : \F60\ 401 Ca2cs\ Fydxology\ 03- 21- 03 \F1oodRout \B- US- DTI,.FLD Saved: 3/27/2003 11 :03 Add vi PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 6 -»> STREAM NUMBER 3 CLEARED AND SET TO ZERO-«< FLOW PROCESS FROM NODE 360.00 TO NODE 360.00 IS CODE = 6 ---------------------------------------------------------------------------- »»>STREAM NUMBER 4 CLEARED AND SET TO ZERO ««< FLOW PROCESS FROM NODE 360.00 TO NODE 370.00 IS CODE = 5.2 ---------------------------------------------------------------------------- » »> MODEL CHANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD< "<< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRAPH BY 5- MINUTE INTERVALS(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce). ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(F7) = 12.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 1096.20 DOWNSTREAM ELEVATION(FT) = 1070.70 CHANNEL LENGTH(FT) = 1901.00 MANNING'S FACTOR = 0.013 CONSTANT LOSS RATE(CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2288.09 AVERAGE FLOWRATE IN EXCESS OF 50 °s MAXIMUM INFLOW = 1806.43 CHANNEL NORMAL VELOCITY FOR Q = 1806.43 CFS = 26.92 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.941 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 ( CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.000 381.35 380.00 380.00 14.083 387.95 386.49 386.49 14.167 395.42 393.77 393.77 14.250 404.20 402.26 402.26 14.333 414.08 411.89 411.89 14.417 424.69 422.34 422.34 14.500 435.23 432.89 432.89 14.583 445.51 443.23 443.23 14.667 455.91 453.61 453.61 14.750 466.79 464.38 464.38 14.833 478.27 475.72 475.72 14.917 490.64 487.90 487.90 15.000 504.01 501.05 501.05 15.083 518.67 515.42 515.42 15.167 534.72 531.17 531.17 15.250 552.54 548.59 548.59 15.333 572.35 567.96 567.96 15.417 596.50 591.15 591.15 15.500 630.27 622.79 622.79 15.583 677.67 667.17 667.17 15.667 736.99 723.85 723.85 15.750 798.47 784.85 784.85 15.833 840.89 631.50 831.50 15.917 858.89 854.90 854.90 16.000 883.80 878.28 878.28 16.083 1031.83 999.04 999.04 16.167 1437.50 1347.65 1347.65 16.250 1980.53 1860.26 1860.26 16.333 2270.61 2206.35 2206.35 16.417 2288.09 2264.22 2284.22 16.500 1995.75 2060.50 2060.50 16.583 1522.17 1627.06 1627.06 16.667 1150.38 1232.73 1232.73 16.750 909.53 962.88 962.88 16.833 755.94 789.96 789.96 16.917 655.56 677.80 677.80 17.000 590.27 604.73 604.73 17.083 546.26 556.01 556.01 17.167 17.250 509.91 478.30 517.96 485.30 517.96 485.30 10 17.333 446.02 453.17 453.17 17. 424.56 429.31 429.31 17.500 405.97 410.09 410.09 17.583 390.21 393.70 393.70 17.667 376.70 379.69 379.69 17.750 364.78 367.42 367.42 17.833 354.11 356.47 356.47 Page 22 of 67 Y: \F60\ 401\ Calcs)H ydrolay y\ 03- 21- 03 \F1oo3.Rout \B- DS- DTL.FLD Saved: 312712003 11:03 zM` 17.917 344 -43 346.58 346.58 18.000 335.56 337.52 337.52 18.063 328.00 329.68 329.68 18.167 323.78 324.71 324 -71 18 -250 324.27 324.16 324.16 18.333 328.33 327 -43 327.43 18.417 333 -35 332.24 332.24 - 18 -500 336.10 335.49 335.49 18.583 335.87 335.92 335.52 18.667 333.67 334.16 334.16 18.750 330.37 331.10 331.10 18.633 326 -64 327.46 327 -46 18.917 322.78 323.64 323.64 19 -000 318 -97 319.81 319.81 19.083 315.28 316.10 316.10 19.167 311.71 312.50 312.50 19.250 308.27 309 -03 309.03 19 -333 304.89 305.63 305 -63 19.417 301.64 302.36 302.36 19 -500 298.51 299.20 299.20 19.583 295.50 296.16 296 -16 19.667 292.59 293.24 293.24 19.750 289.79 290.41 290.41 19.833 287.08 2B7 -68 287.68 19.917 - 284.47 285 -05 285.05 20.000 281.93 282 -49 282.49 ------------------------------------ PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 680.002 AF OUTFLOW VOLUME = 680.002 AF LOSS VOLUME = 0.000 AF ------- ---- ---- ------- -- - - -- - -+ ----------------------------------- BEECH & FONTANA AVENUE AREA B1 - FROM NODE 360 TO 370 +--------------------------------------------- ---- -- --- ------- ----- --- - - - - -+ + t++ ttx+ xtx txx+ xxxx++ xttxx+++ x++ x+ x+++ t+ t + t+ xx +xx +x + +x + +xtxx + + + + + + + +txttxxt+ FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 1 --- --- -- - --- >>> >SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS)< « < (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 18.590 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.240 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAR FLOW ESTIMATES. VALLEY (DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0 -371 LOW LOSS FRACTION = 0.350 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAR 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAR 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAR 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAR 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 3 -HOUR FACTOR - 1.000 6-H0UR FACTOR = 1.000 24 -HOUR FACTOR = 1 -000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 34.722 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME (HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION - - - - - - -- INTERVAL "S" GRAPH UNIT OGRAPH NUMBER MEAN VALUES ORDINATES(CFS) --------------------------------------------- 2 -308 5.188 2 3 14.779 36.225 28 -039 52.713 62 4 66.233 -966 - 5 84.561 41.207 6 93.250 19.534 7 97.213 8.912 8 98 -477 2.840 9 99.128 1.464 10 99.651 1.177 Page 23 of 47 Y: \F60\ 401\ Ca2cs\ Eydr olooy\ 03- 22- 03 \F1oodRout \B- US- DTL.FLD Saved: 3/27/2003 11:03 ?M i1 99.913 0.588 12 100.000 0.155 C ----------------------------------------------------------------------- DOTAL SOIL -LOSS vOlitTME (ACRE -FEET) _ 4.3802 TOTAL STORM R - JNOFF VOLUME (ACRE -FEET) = 8.7827 - — ---------- - --------- ---------- ------------------------------- [•7 Im Page 24 of 47 Y: \F60\ 401\ Calcs\ HYd_ olocy\ 03- 21- 03 \FloodRout \B- US- DTZ.PLD Saved: 3/27/2003 11:03 A- 2 4 H 0 U R S T 0 R M R 0 F P H Y D R 0 G R H Fl-DiROGRAPH IN FIVE-MINUTE UNIT INTERVALS (CPS) (Note: Time indicated is at END of Each Unit Interuals) ---------------------------------------------------------------------------- TIME (PMS) VOLUME (AP') Q(CFS) 0. 10.0 20.0 30.0 40-0 -------- -------------------------------------------- ----------------------- 14-000 3.9101 4-98 Q V - 14.083 3.9450 5.06 Q V 14.167 3.9805 5.16 Q V 14.250 4-0168 5.26 Q V 14.333 4.0538 5.37 Q V 14.417 4.0916 5.49 Q V 14-500 4.1302 5.61 Q V 14.583 4-1697 5.73 Q V 14.667 4-2101 5-87 Q V. 14.750 4.2516 6.02 Q V. 14.833 4.2941 6-18 Q V. 14.917 4.3378 6.35 Q V. 15.000 4.3828 6.53 Q V. 15.083 4.4292 6.74 Q V 15.167 4.4772 6.97 Q V 15.250 4.5270 7.22 Q V 15.333 4.5787 7.51 Q V 15.417 4.6330 7.88 Q V 15.500 4.6914 8.49 Q •V 15.583 4-7558 9.35 Q. V 15.667 4.8273 10.38 Q V 15.750 4.9044 11.20 • V 15.833 4.9834 11.46 • V 15.917 5-0616 11.35 Q V 16.000 5.1424 11.73 Q V 16.083 5.2487 15.43 Q V 16.167 5.4244 25.51 VQ 16.250 5.6641 34.80 V Q 16.333 5.9202 37.20 V Q 16.417 6-1148 28.25 VQ 16.500 6.2491 19.50 Q. V 16.583 6.3475 14.30 Q V 16.667 6-4213 10.71 Q V. 16.750 6-4839 9.08 Q- V. \ � 6,833 6.5397 8.11 Q V. 6.917 6-5898 7.27 Q V 7.000 6.6357 6.66 Q V 7.083 6.6764 6.21 Q V 17.167 6.7190 5.88 Q V 17.250 6.7576 5.60 Q V 17.333 6-7945 5.36 Q V 17.417 6.8300 5.16 V 17.500 6.8642 4.97 Q V 17.583 6.8974 4.81 Q V 17.667 6.9295 4.66 Q V 17.750 6.9607 4.53 Q V 17.833 6.9910 4.41 Q V 17.917 7.0206 4.29 Q V 18.000 7.0495 4.19 Q V 18.083 7.0778 4.11 Q V 18.167 7.1061 4.11 Q V 18.250 7.1349 4-1B Q V 18.333 7.1645 4.30 Q V 18.417 7-1944 4.35 Q V 18.500 7.2244 4.34 Q V 18-583 7.2540 4-31 Q V 18.667 7.2834 4-26 Q V 18.750 7.3123 4.21 Q V 18.833 7.3409 4.16 Q V 18.917 7.3692 4.11 Q V 19.000 7.3972 4-06 Q V 19.083 7.4248 4.01 Q V 19.167 7.4521 3.96 Q V 19.250 7.4791 3.92 Q V 19.333 7.5059 3-88 Q V 19-417 7.5322 3.84 Q V 19.500 7.5584 3.80 Q V 19.583 7.5843 3.76 Q V 19.667 7.6100 3.73 Q V 19.750 7.6354 3-69 Q V 19.833 7.6606 3.66 Q V 19.917 7.6856 3.63 Q V 20.000 7.7103 3.59 Q V ----- -------------- ------------------------------------------------------- I BEECH & FONTANA AVENUE AREA B8 ------------------------------------------------------------ tc - ...... .......... - FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS = I ---------------------------------------------------------------------------- ­ -SUBAREA RUNOFF (UNIT-I ANALYSIS) (UNIT ADDED TO STPEILM E3) Page 25 of 47 Y:NF60\401\CaICS\Hydrolo.ay\03-21-03\FloodPout\B-US-DTL.TLD Sa ✓ed: 3/27/2003 11 :03 AM WATERS _.r.D AREA = 206.570 ACRES BASEFLOW = 0.000 CFS /SQUA_RE -MILE *USER ENTERED "LAG" TIME = 0.270 HOURS CAUTION: I�AG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD TH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY (DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOU ) = 0.336 LOW LOSS FRACTION = 0.319 * HYDROGRAPH MODEL1 SPECIFIED* SPECIFIED PEAK. 5- MINUTES RA.INFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINC^iES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINrALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL (INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.991 30- MINUTE FACTOR = 0.991 1 -HOUR FACTOR = 0.991 3 -HOUR FACTOR = 0.999 6 -HOUR FACTOR = 0.999 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.864 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION ____ ------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 44.3667 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 101.8403 -------------------------------- ---- ---------- --- ---- -- ------ Page 26 of 47 Y: \F60 \40i \Calcs\ Hydrology\ 03- 21- 03 \FloodPout \B- US- DTL.FLD INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ------------------------------------------------ 1.944 48.576 2 11.609 241.443 3 30.666 476.093 ! 4 5 55.910 77.091 630.642 529.137 6 88.842 293.578 ' 7 94.763 147.902 8 97.587 70.550 9 98.513 23.130 10 99.091 14.457 11 99.637 13.619 12 99.909 6.609 13 100.000 2.270 ____ ------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 44.3667 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 101.8403 -------------------------------- ---- ---------- --- ---- -- ------ Page 26 of 47 Y: \F60 \40i \Calcs\ Hydrology\ 03- 21- 03 \FloodPout \B- US- DTL.FLD Saved: 3/27/2003 11:03 AM C, 2 c- H 0 U R S T O R M R U N O F F H Y D R O G R A P H KI-DROGRAPH IN FIVE - MINUTE UNIT INTERVALS (CPS) (Note: Time indicated is at END of Each Unit Intervals) ---- - - - - -- --------------------- ---------------- --------------------- TIME(HRS) VOLUME (AT) Q(CFS) 0. 100.0 200 -0 300.0 400.0 ---------------------------------------------------------------------- 14.000 45.3686 57.62 Q - V 14.083 45 -7724 58.63 Q - V - 14.167 46.1841 59.78 Q V 14.250 46.6047 61.06 _ Q - V 14.333 47.0350 62.48 Q V - 14.417 47.4752 63.93 - Q - V 14.500 47 -9255 65.37 Q V - 14.583 48.3859 66.85 Q V. 14.667 48.8571 68.41 - Q - V. 14.750 49.3396 70.07 Q - V. - 14.833 49.8345 71.86 Q V- 14.917 50 -3427 73.79 Q V. 15.000 50.8654 75 -91 Q - V. 15.083 51.4041 78.21 Q V 15.167 51 -9604 80 -77 Q V 15.250 52.5362 83.61 Q V 15.333 53.1340 86.80 Q V 15.417 53 -7593 90 -79 Q- -V - 15.500' 54.4266 96.88 Q. V 15.583 55.1528 105.46 Q .V ' 15.667 55.9523 116.09 •Q •V 15 -750 56.8182 125.73 - Q V 15.833 57.7164 130.42 Q V 15.917 58.6197 131 -15 - Q - V 16.000 59.5476 134.74 Q - V - 16.083 60.6947 166.57 - Q V - 16.167 62 -4430 253.84 V Q 16.250 64.8353 347.36 - V - Q 16.333 67.5611 395.79 V Q. 16.417 69.9495 346.79 V Q 16.500 71.6865 252.22 Q V ' 16.583 72.9731 186.82 Q - V 16.667 73 -9594 143.20 Q V. 16.750 74.7374 112.98 •Q V. C 6.833 75 -4228 99.51 Q. V. 6.917 76.0462 90.81 Q. V. 7.000 76 -6134 82.07 Q V 77.1343 75.63 Q V - 17.167 77 -6215 70.75 Q V 17.250 78.0837 67.12 Q - - V 17.333 78 -5241 63.93 Q V 17.417 7B -9456 61.20 Q - .V 17.500 79.3510 58.87 Q - - 17.583 79.7425 56.84 Q .V 17.667 80.1214 55.03 Q .V ' 17.750 80.4893 53.41 Q -V 17.833 80.8469 51.93 Q - - 'V 17.917 81.1951 50.57 Q .V 18.000 81.5348 49.32 Q - V 18.083 81.8675 48.32 Q - V 18.167 82.1981 48.01 Q - - V 18.250 82.5323 4B -51 Q - V 18.333 82.8737 49.58 Q V 18.417 83.2208 50.40 Q - V 18.500 83.5688 50.53 Q - - V 18.583 83.9149 50 -24 Q V 18 -667 84.2575 49.76 Q - V 18.750 84.5961 49.16 Q - - V 18.833 84.9305 48.56 Q _ V 18.917 85.2611 47 -99 Q - V 19.000 85.5877 47.43 Q V 19.083 85.9106 46.88 Q V 19.167 86.2297 46.34 Q V 19.250 86.5454 45.83 Q V 19.333 86.8576 45 -34 Q - - V 19.417 87.1665 44.86 Q - - V 19.500 87.4724 44.40 Q - V 19.583 87.7751 43.96 Q - - V 19.667 88.0750 43.54 Q - V 19.750 88.3720 43.13 Q V 19.833 88.6663 42.73 Q V 19.917 88.9579 42.35 Q V 20.000 89.2470 41.97 Q V x*# tx# xxtktx######**** x## x* kx+#** k* xx#+*# x #tk # #kx #t * #kx #x #tx * +k #k # +k * *k# FLOW PROCESS FROM NODE 370.00 TO NODE 370 -00 IS CODE = 7 » »> STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< - FLOW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 7 » »> STREAM N - OTMER 3 ADDED TO STREAM NUMBER 1««< ?age 27 of 47 y: \F60\ 401\ Calc s\ Y. ydrolog y\ 03- 21- 03 \F1oo3Rout \B- US -DTT,. LD Saved: 3/27/2003 11:03 AM r+ x+ r+++ xx+ rxx+++ rxxxx++ xr.+++ rr++ �x++ rx+ r+++ xxr +rrrrr +r +xr +� +rx + + + +x + +xxxxx OW PROCESS FROM NODE 370.00 TO NODE 370.00 IS CODE = 11 ------------------------------- •>>dIEW STREAM NuTMER 0 ======================================================= 1 ± « «< STREAM "-�-i ROGP.APn IN FIv_-- MINu UNIT IN3'EP.VALS (CFS) (Note: Tine indicated is at END of Each nit Intervals) ---------------------------------------------------------------------------- TIME( VOLUME(AF) Q(CFS) 0. --- ---------- 675.0 1350.0 2025.0 2700.0 --- ---- ---- - - ---- - --------------- ----------------------------- 14.000 349 -9543 442.60 Q V 14.083 353 -0548 450 -19 - Q - V - 14.167 356 -2139 458 -71 Q V - - - 14.250 359.4411 468.58 Q V 14.333 362 -7451 479.75 Q V - 14 -417 366 -1319 491 -75 Q V - 14.500 369.6021 503.68 Q V - 14.583 373.1546 515.82 Q V - - 14 -667 376.7902 527.89 Q V- 14.750 380.5124 540.46 Q V. - 14.833 384.3261 553 -76 Q V. 14.917 388.2382 568.03 - Q V. - 15.000 392.2567 583 -49 Q - V. 15.083 396.3915 600 -37 Q V - - 15.167 400.6540 618.91 - Q. V 15.250 405.0577 639. Q. V - 15.333 409.6189 662.28 Q. V 15.417 414.3697 689.82 Q V - 15.500 419.3846 728.16 Q •V 15.583 424.7701 781.98 .Q - V - 15.667 430.6263 850.31 Q •V 15.750 436.9746 921 -78 Q V 15.833 443.6783 973.38 Q V 15.917 450.5475 997.40 - Q V - - 16.000. 457.6050 1024.75 - Q - V - - 16.083 465.7389 1181.04 - Q V - 16.167 476.9442 1627 -01 Q - - 16.250 492.3879 2242.42 V Q 16.333 510.5651 2639.34 V - Q- 16.417 528.8796 2659.26 V Q. 16.500 544 -9417 2332.21 - V - Q 16.583 557.5324 1828.17 QV 16.667 567 -0823 1386.65 Q V - - 16.750 574.5544 1084.94 Q V. 6.833 58.7361 897.59 Q V 6.917 5866.0795 775.87 .Q V. 7.000 590.8555 693.47 Q V• -7.083 595.2484 637.85 Q. V 17.167 599.3433 594.59 Q - V 17.250 603.1865 558.02 Q V 17.333 606.7847 522.46 Q - - V 17.417 610.1984 495.67 Q V - 17.500 613.4623 473.93 Q •V 17.583 616.5983 455.35 Q V 17.667 619.6244 439.38 Q - - 17.750 622.5538 425.36 Q • 17.833 625.3969 412.81 Q • - 17.917 628.1616 401.44 Q - •V 18.000 630.8546 391.03 Q •V 18.083 633.4861 382.10 Q - - V - 18.167 636.0814 376.82 Q - V ' 18.250 638.6768 376.86 Q V 18.333 641.3030 381.32 Q - V 18.417 643.9682 386.99 Q - - V - 18.500 646.6566 390.36 Q - - - V - 18.583 649.3458 390.48 Q - V 18.667 652.0192 388.17 Q - V 18.750 654.6670 384 -46 Q - V 18.833 657.2853 380 -18 Q - V - 18.917 659.8730 375.74 Q - V - 19.000 662.4302 371.30 Q - - V 19.083 664.9577 366.99 - Q V - 19.167 667.4564 362.81 Q V ' 19.250 669.9274 358.78 Q V ' 19.333 672.3712 354.85 - Q - - V ' 19.417 - 674.7889 351.05 Q - - V - 19 -500 677.1815 347.40 Q - - V - 19.583 679.5499 343.89 Q V - 19.667 681.8950 340.50 Q V 19.750 684.2175 337 -23 Q V ' 19.833 686.5182 334 -07 Q V 19.917 688.7990 331.02 Q V 20.000 691.0574 328.06 Q - - V ' xrrx++++ xzzx+ zz++ ezxx+ zx++ xx++ x+++ rx++ rxx+ xr+ + +rxxrzz + + +x + +x + + +zr + +zx + +x+ + ++ FLOW PROCESS FROM NODE 370.00 TO NODE 370 -00 IS CODE = 6 ---------------------------------------------------------------------------- » , NUMBER 2 CLEARED AND SET TO ZERO« « < ------------------------ - --- -- --- - -- ------------------------------- ____---- - - - - - -- i - :+: rrrx+ rrx rrsrzxxrxx+- rr++++ xx++ zxr+++ rrx+ z+ x +rzx + +rz+ + +x +rx++ : :zrx +rrr +r FLOW PROCESS FROM NODE 370.00 TO NODE 370 -00 IS CODE = 6 ---------------------------------------------------------------------------- » »> STREAM NUMBER 3 CLEARED AND SET TO ZERO««< Page 28 of 47 Y: \F60\ 401\ Calcs\ PYdro) oay\ 03- 21- 03 \Flooa? out \B- US- DTL.FLD Saved: 312712003 11:03 AM 0 -MODEL W PROCESS FROM NODE 370.00 TO NODS 380.00 IS CODE ------ ------------------ CHANNEL ROS ING OF SIREP.N. 11 BY T:F. CONVEX METHOD-<< THE MODIFIED C -ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE THE STREAM 1 INFLOW HYDROGRP_PH BY 5-MINUTE INTTBRVALS(Rei erence: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, J.S. Department of Commerce) . ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(PT) = 1070.70 DOWNSTREAM ELEVATION(FT) = 1058.00 CHANNEL LENGTH(FT) = 941.00 MANNING'S FACTOR = 0.013 CONSTANT LOSS RATE(CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 2659.26 AVERAGE FLOWRATE IN EXCESS OF 50% MAXIMUM INFLOW = 2102.15 CHANNEL NORMAL VELOCITY FOR Q = 2102.15 CPS = 27.55 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.942 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CPS) (CPS) (CPS) 14.000 442.60 441.84 441.84 14.083 450.19 449.38 449.38 14.167 458.71 457.79 457.79 14.250 468.5,8 467.53 467.53 14.333 479.75 478.55 478.55 14.417 491.75 490.47 490.47 14.500 503.88 502.58 502.58 14.583 515.82 514.54 514.54 14.667 527.89 526.60 526.60 14.750 540.46 539.11 539.11 ( 14.833 553.76 552.33 552.33 14.917 568.03 566.50 566.50 15.000 583.49 581.83 581.83 15.083 600.37 598.56 598.56 15.167 618.91 616.92 616.92 15.250 639.42 637.22 637.22 15.333 662.28 659.83 659.83 15.417 689.82 686.87 686.87 15.500 728.16 724.05 724.05 15.583 781.98 776.21 776.21 15.667 850.31 842.99 842.99 15.750 921.78 914.11 914.11 15.833 973.38 967.85 967.85 15.917 997.40 994.83 994.83 16.000 1024.75 1021.82 1021.82 16.083 1181.04 1164.29 1164.29 16.167 1627.01 1579.19 1579.19 16.250 2242.42 2176.43 2176.43 16.333 2639.34 2596.78 2596.78 16.417 2659.26 2657.12 2657.12 16.500 2332.21 2367.28 2367.28 16.583 1828.17 1882.22 1882.22 16.667 1386.65 1433.99 1433.99 16.750 1084.94 1117.29 1117.29 16.833 897.59 917.68 917.68 16.917 775.87 788.92 788.92 17.000 693.47 - 702.30 702.30 17.083 637.85 643.81 643.81 17.167 594.59 599.23 599.23 17.250 558.02 561.94 561.94 17.333 522.46 526.28 526.28 17.417 495.67 498.54 498.54 17.500 473.93 476.26 476.26 17.583 455.35 457.34 457.34 17.667 439.38 441.10 441.10 17.750 425.36 426.86 426.86 17.833 412.81 414.15 414.15 17.917 401.44 402.66 402.66 18.000 391.03 392.15 392.15 18.083 382.10 383.06 383.06 18.167 376.82 377.39 377.39 18.250 376.86 376.86 376.86 18.333 381.32 38.84 380.84 18.417 386.99 3866.38 386.36 18.500 390.36 390.00 390.00 18.583 390.48 390.46 390.46 -- 18.667 388.17 388.42 388.42 18.750 384.46 384.86 384.86 18.833 380.18 380.64 380.64 18.917 375.74 376.21 376.21 19.000 371.30 371.78 371.76 Page 29 of 47 Y: \F60\ 401\ Calcs\ Fydrology\ 03- 21- 03 \F1oodRout \B- US- DTL.FLD Saved: 3/27/2003 11:03 AM, 19.GB3 366.99 367.45 367.45 19.167 362.81 363.26 363.26 19.250 358.78 359.21 359.21 19.333 354.85 355.27 355.27 19.417 351.05 351.46 351.46 19.500 347.40 347.80 347.80 19.583 343.89 344.27 344.27 19.667 340.50 340.86 340.86 19.750 337.23 337.58 337.58 19.833 334.07 334.41 334.41 19.917 331.02 331.34 331.34 20.000 328.06 328.38 328.38 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 790.625 AF OUTFLOW VOLUME = 790.624 AF LOSS VOLUME = 0.000 AF ------------------------------------------- ----- -- -- -- - -- -------- --- --+ CAROB & FONTANA AVENUE AREA B1 - FROM NODE 370 TO 380 - -- -- ------ ---- - - ---+ + tt+ t+ t x++++ xtt+ t++ xtxx+ t+++++ txx++++ ttrx++ + +xt +r +trt + +x +tx + +r +ttxx + + + + +x FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = 1 , »>SUBAREA RUNOFF (UNIT - HYDROGRAPH ANALYSIS)< < < (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 31.150 ACRES BASEFLOW = - 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.190 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.371 LOW LOSS FRACTION = 0.350 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 Aomowl SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 / SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 t SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 43.860 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ------------------------------------------------------------------- 1 3.451 13.000 2 23.188 74.353 3 56.968 127.256 4 83.318 99.266 5 94.150 40.806 6 97 14.313 7 98.939 3.730 8 99.497 2.102 9 99.799 1.137 10 99.950 0.568 11 100.000 0.189 TOTAL SOIL -LOSS VOLOME(ACRE -FEET) = 7.3397 TOTAL STORM RUNOFF VOLIIME(ACRE -FEET) 14.7159 ----------------------------------------- 1 Page 30 of 47 Y: \F60\ 501 \Calcs\ Hydrology\ 03- 21- 03\F1oodRout \B- US- DTL.FLD Saved: 3/27/2003 11:03 A-K 2 4 - -1 0 U R S T 0 R M R U N 0 F F H Y D R 0 G R A P H .LVt-MINUTIE HyDROGRm?H IN F UNIT :1=Kl7-kLS(CFS) (Note: Time indicated is at END Of Each Unit intervals) ---------------------------------------------------------------------------- TIME (!IRS) VOLUME (AF) Q(CFS) 0. 20.0 40.0 60.0 80.0 ---------------------------------------------------------------------------- 14.000 6.5885 8.43 Q v 14.083 6.6476 8.58 Q v 14.167 6-7076 8.75 Q v 14.250 6.7694 8.93 Q v 14-333 6.8322 9.13 Q v 14.417 6-8964 9.32 Q v 14.500 6.9621 9.53 Q v 14.583 7.0292 9.75 Q V- 14.667 7.0980 9.99 Q V. 14.750 7.1686 10.24 Q V. 14-833 7.2410 10.52 Q V. 14.917 7.3156 10.82 Q V. 15-000 7.3924 11.16 Q v 15.083 7-4718 11.52 Q v 15.167 7.5540 11.93 Q v 15.250 7.6392 12.38 Q v 15.333 7.7281 12-90 Q v 15.417 7.8217 13.60 Q •v 15.500 7-9243 14-89 Q •v 15.583 8.0394 16.72 Q v 15.667 8.1666 18.46 Q. v 15.750 8.3016 19-60 Q- v 15.833 8.4354 19.43 Q- v 15.917 8.5632 16.56 Q. v 16.000 8.7019 20.14 Q v 16.063 8.9082 29.95 Q v 16.167 9.2864 54.92 V Q 16.250 9.7794 71-57 v Q 16.333 10.1825 58-53 V Q. 16.417 10.4326 36.32 Q v 16.500 10.6041 24.90 Q v 16.583 10.731L 18.44 Q- V. 16.667 10.8379 15.50 Q V. 16.750 10.9312 23.55 Q V. 16.833 11.0155 12.25 Q V. , &Vft- 6. 917 11-0933 3.1.29 Q v 11.1660 10.56 Q v '7.000 U 7.083 11.2349 10.00 Q v 17.167 11.3005 9.52 Q v 17.250 11.3632 9.10 Q v 17.333 11.4234 8.74 Q v 17-417 11.4814 8.42 Q v v 17.500 11.5375 8.24 Q v 17.583 11.5918 7.89 Q v 17.667 11.6445 7.66 Q v 17.750 11.6958 7.45 Q v 17.833 11.7458 7.26 Q v 17.917 11.7946 7.08 Q v 18.000 11.8422 6.91 Q v 18.083 11.8890 6.80 Q v 18.167 11.9364 6.88 Q v 18.250 11.9856 7.14 Q v 18.333 12.0360 7.32 Q v 18.417 12.0864 7.33 Q v 18.500 12.1365 7.26 Q v 18.583 12.1859 7.17 Q v 18.667 12.2346 7.08 Q v 18.750 12.2828 6.99 Q v 18.833 12.3304 6.91 Q v 18.917 12.3774 6.83 Q v 19.000 12.4239 6.75 Q v 19.083 12.4698 6.67 Q v 19.167 12.5152 6.59 Q v 19.250 12.5601 6.52 Q v 19.333 12.6046 6-46 Q v 19.417 12.6486 6.39 Q v 19.500 12.6922 6.33 Q v 19.583 12.7353 6.27 Q v 19.667 12.7781 6.21 Q v 19.750 12.8204; 6.15 Q v 19.833 12.8924 6.09 Q v 19-917 12.904D 6-04 Q v 20.000 12.9452 5.99 Q 7 FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE = ---------------------------------------------------------------------------- »» > STRZAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE ---------------------------------------------------------------------------- >>>>>V-TEW STREAM NUl I h Page 31 Of 47 Y.\P60\401\Calcs\Pyd--ology\03-22-03\PloodRcu-,\B-US-DTL.FLD Saved: 3/27/2003 11:03 AM STREAM - r, , ROG -H IN F. _�T;'- MINII^c UNIT IN�'3� %A1.S (C ?S) (Note: Time indicated is at END of Each Unit Inte a1s) 0 -- a(�S) VOLUME (AF) Q(C 0. 675.0 --- -- - -- 1350-0 2025.0 2700 -0 ------------------------- 000 --3 56 --------------------- 2160 450.27 _ Q V - " 3-4.083 359- 3700 457 -96 - Q - V ' 14 362.5831 466.54 - Q - V ' -167 ' 14- 250 365.8645 476 -46 Q - V " 14 -333 369.2232 487.68 _ Q - V " 14 372 -6653 499 -79 Q V -417 14.500 376.1922 512.11 _ Q V " 14.583 379.8029 524 -29 Q V 14.667 383.4984 536.59 Q V. 14.750 387.2819 549 -36 _ Q V. ' 14.833 391.1583 562.85 - Q - V. ' 14 395 -1344 577.33 Q V. ' -917 15.000 399.2183 592 -99 - Q - V. ' 15.083 403.4200 610.09 Q- V 15.167 407.7510 628.86 Q. V 15.250 412.2249 649.61 Q. V 15.333 416.8580 672.73 Q. V 15.417 421.6622 700.47 Q V " 15.500 426.7713 738.94 Q .V " 15.583 432 -2322 792.92 Q V 15.667 438.1650 861.45 - Q -V " 15.750 444 -5956 933.72 Q V 15.833 451.3950 987.27 Q V 15.917 458.3742 1013.39 - - Q V " 16.000 465.5503 1041.96 Q V 16.083 473.7750 1194.24 Q V " 16.167 485 -0292 1634.11 _ Q " V Q 16 -250 500.5114 2248.01 - V Q. 16.333 518.7986 2655 -31 - V Q- 16.417 537.3484 2693.44 - V Q 16.500 553.8235 2392.18 Q " 16.583 566.9135 1900.66 V 16 -667 576.8962 1449 -49 - - •Q V. 16.750 584.6844 1130 -85 Q V. 16.833 591.0888 929.92 Q V. 16 -917 596.5999 600.21 Q V- " 17.000 601.5094 712.86 Q V 17.083 606.0122 653 -81 Q- - " V 17.167 610.2047 608.75 Q. - " V 17.250 614.1376 571.05 Q - " V 17.333 617.8223 535.02 Q V 7.500 C 621.3138 624.6499 506.96 484.41 465.23 Q Q - Q V 7.417 " ' " V 7.583 627.8539 ' • 17.667 630.9445 448.76 Q " 17.750 633.9356 434.31 Q - ' 17.833 636.8379 421.41 Q - "V V " 17.917 639.6598 409.74 Q ' " 18.000 642.4081 399.06 Q - ' V 18.083 645.0931 389.86 Q - " V 18.167 647.7396 384.27 - Q - - V 18.250 650.3842 383.99 Q " V 18.333 653.0574 388.16 Q - V 18.417 655.7689 393.71 Q V 18.500 658.5049 397.26 Q V 18 -583 661.2434 397.64 Q - V 18.667 663 -9673 395.50 Q V 18.750 666.6660 391.86 Q V 18.833 669.3351 387.55 Q V 18.917 671.9731 383.04 Q V 19.000 674.5800 378.52 Q V 19.083 677.1566 374.12 - Q - - V ' 19.167 679.7037 369.85 Q - V - 19.250 682.2226 365.74 Q V -_ 19.333 684.7138 361.73 Q V 19.417 687.1783 357.85 Q - V 19.500 689.6172 354.12 Q V 19.583 692.0313 350.53 - Q - V 19.667 694.4216 347.07 Q V 19.750 696.7889 343.73 Q V _ 19.833 699.1340 340.50 Q - V 19.917 701.4576 337.38 Q - V 20.000 703.7604 334.37 Q FLOW PROCESS FROM NODE 380.00 TO NODE 380.00 IS CODE =--- 6--------- ----------------------- »,STREAM NUMBER 2 CLEARED AND SET TO ZERO<<< << ---- - - - - -- ----- - - - - -- FLOW PROCESS FROM NODE 380.00 TO NODE 390 -00 IS CODE =- 5_2 --- __ » >>>MODEL CFLANNEL ROUTING OF STREAM #1 BY THE CONVEX METHOD -«< THE MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROUTE TH STREAM 1 IN - FLOW HYDROGRAPH BY 5- MINUTE INTERV_AI,S(Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce) . Page 32 of 47 Y: \F60\ 401 \Cal \ rydrol-ogy \03 - 23-- 03 \F2oodPout \B- US- DTL -FLD Sa ✓ed: 3/27/2003 ii:03 M ASSUMED REGULAR CHANNEL IN_ORNATION: BASEWIDTH(PT) = 28.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) 1058.00 DOWNSTREAM ELEVATION(FT) 1045.50 CHANNEL LENGTH(FT) = 932.00 YIAINNING'S FACTOR = 0.013 CONSTANT LOSS RAic,(CFS) 0.00 CHANNEL ROOTING COEFFICIENT EST1 MAXIMUM INTFLOW(CFS) = 2693.44 AVERAGE FLOWRAME IN EXCESS OF SO! MAXIMUM INFLOW = 2139.03 CHANNEL NORMAL VELOCITY FOR Q = 2139.03 CPS = 24.60 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.935 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL R MODEL INFLOW TIME (STREAM 1) (HRS) (CPS) 14.000 450.27 14.083 457.96 14.167 466.54 14.250 476.46 14.333 487.68 14.417 499.79 14.500 512.11 14.583 524.29 14.667 536.59 14.750 549.36 14.833 562.85 14.917 577.33 15.000 592.99 15.083 610.09 15.167 628.86 15.250 649.61 15.333 672.73 15.417 700.47 15.500 738.94 15.583 792.92 15.667 861.45 15.750 933.72 15.633 987.27 15.917 1013.39 16.000 1041.96 16.083 1194.24 16.167 1634.11 16.250 2248.01 16.333 2655.31 16.417 2693.44 16.500 2392.18 16.583 1900.66 16.667 1449.49 16.750 1130.85 16.833 929.92 16.917 800.21 17.000 712.86 17.083 653.81 17.167 608.75 17.250 571.05 17.333 535.02 17.417 506.96 17.500 484.41 17.583 465.23 17.667 448.76 17.750 434.31 17.833 421.41 17.917 409.74 18.000 399.06 18.083 389.86 18:167 384.27 18.250 383.99 18.333 388.16 18.417 393.71 18.500 397.26 18.583 397.64 18.667 395.50 18.750 391.86 18.833 387.55 18.917 383.04 19.000 378.52 19.083 374.12 19.167 369.85 19.250 365.74 19.333 361.73 19.417 357.85 19.500 354.12 19.583 350.53 19.667 747.0 19.750 343.73 19.833 340.50 !9.917 337.38 20.000 334.37 DUTING RESULTS: OUTFLOW LESS ROUTED LOSS FLOW (STREAM 1) (CPS) (CFS) 449.42 449.42 457.05 457.05 465.53 465.53 475.29 475.29 486.35 486.35 498.36 498.36 510.65 510.65 522.85 522.85 535.13 535.13 547.85 547.85 561.26 561.26 575.62 575.62 591.14 591.14 608.07 608.07 626.64 626.64 647 -16 647.16 670.00 670.00 697.19 697.19 734.39 734.39 786.55 786.55 853.35. 853.35 925.18 925.16 980.95 980.95 1010.30 1010.30 1038.59 1038.59 1176.25 1176.25 1582.16 1582.16 2175.50 2175.50 2607.20 2607.20 2688.94 2688.94 2427.76 2427.76 1958.72 1958.72 1502.78 1502.78 1168.48 1168.48 953.65 953.65 815.53 815.53 723.18 723.18 660.79 660.79 614.08 614.08 575.50 575.50 539.27 - 539.27 510.28 510.28 487.07 487.07 467.49 467.49 450.70 450.70 436.02 436.02 422.93 422.93 411.11 411.11 400.32 400.32 390.95 390.95 384.93 384.93 384.03 384.03 387.66 367.66 393.05 393.05 396.84 396.84 397.59 397.59 395.76 395.76 392.29 392.29 388.06 388.06 383.57 383.57 379.06 379.06 374.64 374.64 370.36 370.36 366.22 366.22 362.20 362.20 358.31 358.31 354.56 354.56 350.96 350.96 347.48 347.48 344.12 344.12 340.88 340.86 337.75 337.75 334.72 334.72 PROCESS SUMMARY OF STORAGE: Page 33 of 47 Y: \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FioodRout \B- uS- DTL.FLD Saved: 3/27/2003 11:03 A? 12.rLOW VOLUME = 805.341 AF OUTFLOW VOL = 805.340 A A dMIAL LOSS VOLUME = 0.000 AF ----------- i,LEY & -------------------- HEMLOCK & ------ ------- ---- --- -- -- --- -- - -- -- - ----- FOA_P.NA AVENUE AREA B1 - -------- ---------------------- FROM NODE 380 TO 390 - - ------ ----- ----------------------------� FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS)<<c« (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 30.150 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.280 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.315 LOW LOSS FRACTION = 0.302 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 29.762 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ----------------------------------------------------------------- 1 1.853 6.756 2 10.766 32.499 3 28-672 65.291 4 52.675 87.520 5 74.416 79.274 6 87.158 46.462 7 93.709 23.886 8 97.065 12.236 9 98.337 4.639 10 98.895 2. -035 11 99.407 1.866 12 99.763 1.298 13 99.941 0.649 14 100.000 0.216 TOTAL SOIL -LOSS VOLUME (ACRE -FEET) = 6.1246 TOTAL STORM RUNOFF VOLUME (ACRE -FEET) = 15.2225 ------------------------------- --- --- --- --- --- --- -- --- -- - - -- -- ?age 35 of 47 Y : \F60\ 401\ Calcs\ EYdrol og y\ 03- 21- 03 \F1oodRout\B- uS- DTL_FLD Saved: 3/27/2003 21:03 A-V Page 35 of 47 z4 ooU R srnRm C�-=============== =============-========================================= (Note: Time indicated is at END of Each Unit intervals) 14.000 6.7797 8.60 Q V 14.063 6.8399 8.75 Q V 14.167 6.9012 8.91 Q V 14-250 6.9638 9.08 Q V 14-333 7.0276 9.27 Q V 14-417 7-0928 9.46 Q V 14.500 7.1594 9.67 Q V 14.583 7.2274 9.88 Q V 14.667 7-2971 10.11 Q V. 14.750 7.3684 10.36 Q V. 14-833 7.4416 10.62 Q V. 15.000 7.5941 11.23 Q V. 15.063 7.6738 11.57 Q V 15.167 7.7561 11-95 Q V 15.250 7.8413 12.37 Q V 15.333 7.9298 12.85 Q V 15.417 B-0223 13-44 Q V 15.500 B-1211 14.34 Q. V 15.583 8.2287 15.62 Q V 15-667 8-3473 17-22 Q V 15.750 8.4764 18.73 Q V 15.833 8.6110 19-SS Q V 15.917 8.7471 19.76 Q V 16.000 8.8871 20-33 Q V 16.083 9.0572 24.70 Q V 16.167 9.3091 36.58 Q V 16.250 9.6S32 49.96 V 16.333 10.04B3 57.37 V 16.417 10.4102 52.54 Q V 16.500 10.6797 39.12 V 16.583 20.8798 29.06 Q. V 16.667 11.0343 22.43 Q V. 16.750 11.1552 17.56 Q V. 16.833 11.2585 15.00 Q 7.000 11.4382 12.45 Q V 7.083 11.5171 11.45 Q V 17.250 11.6598 10.06 Q V 17.333 11.7259 9.59 Q V 17.417 11.7892 9.19 Q V 17-583 11.9088 8.54 Q V 17.667 11.9657 8.26 Q V 17-750 12.0209 8-02 Q V 17.833 12.0746 7-79 Q V 17.917 12.1269 7.59 Q V 18.000 12.1778 7-40 Q V 18.083 12.2277 7.24 Q V 18.167 12.2772 7.19 Q V 18.250 12,3271 7.25 Q V 18.333 12.3781 7.40 Q V 18.417 12.4299 7.53 Q V 18.500 12.4819 7-56 Q V 18.583 12.5337 7.52 Q V 18.667 12.5851 7.45 Q V 12.6358 7.37 Q 18.833 12.6859 7.2B Q V 18.917 12.7354 7.19 Q V 19.083 12.832B 7.03 Q V 19.167 12.8806 6.95 Q V 19.250 12.9279 6.87 Q V 19-333 12.9747 6.79 Q V 19.417 13.0210 6.72 Q V 19.500 13.0668 6.65 Q 15.583 13.1122 6.59 Q V 19.667 13.1571 6.52 Q V 19.750 13.2016 6.46 Q V 19.833 13.2457 6.40 Q V 19-917 13.2894 6.34 Q V 20.000 13-3327 6.29 Q ~------_____--_-_-_---------_--'-__--_-'~ VALLEY u HEMLOCK a romrvmA anzmmE | AREA B4 / | ___---__-------------_------_-_-~ ����=�a ruo� mnoo ,,o�on ro �oo� zm�ov za cnno ~ z _____ �--- ������������������������������_ ,,, SUBAREA RU NOFF AN l kLY Sza <<°= Page 35 of 47 Saved: 3/27/2003 11:03 AM WATERSHED AREA = '_98.390 ACRES BASEFLOW= 0.000 CFS /STLARE -MILE *USER ENTERED "LAG" TIME = 0.390 HOURS CAUTION: LAC- TIME IS LESS TFA.N 0.50 HOURS. THE 5- MINUTE PERIOD H MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAR FLOW ESTIMATES. VALLEY (DEVELOPED) S -GRA_ SELECTED MAXIMUM tiATERSHED LOSS RATE(INCH /HOUR) = 0.258 LOW LOSS FRACTION = 0.253 * HYDROGRAPH MODEL =1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAIN 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL (INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAR 24 -HODUR RAINFALL (INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.991 30- MINUTE FACTOR = 0.991 1 -HOUR FACTOR = 0.991 3 -HOUR FACTOR = 0.999 6 -HOUR FACTOR = 0.599 24 -HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.368 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION -- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) - - - -- ------------------------------------------------ 1 1.242 29.796 2 5.328 98.030 3 15.316 239.654 C ', 4 5 28.672 45.872 325.241 407.883 6 63.539 423.682 7 77.296 330.060 8 86.250 214.827 9 91.615 128.716 10 95.151 84.839 11 97.165 48.341 12 98.201 24.848 13 98.602 9.613 14 99.002 9.612 15 99.403 9.612 16 99.804 9.612 17 100.000 4.711 ------------------------------------------- TOTAL SOIL -LOSS VOLUME (ACRE -FEET) = 33.7361 TOTAL STORM RUNOFF VOLUME (ACRE -FEET) = 106.6790 ----------------------------------- --- ------- -- -- ------ -- -- ---- Im Page 36 of 47 Y: \F60\ 401\ Calcs\ Hydroloo y\ 03- 21- 03 \F1oodRoL7t \B- US- DTL.FLD Saved: 3/27/2003 11:03 ?.M_ Page 37 of 47 Y:\ F60\ 40i\ Ca1cs, Fydrolocy\03- 22- 03 \F1oodRout \B- US- DTL.FLD 2 4 - H O U R S T O R M C RUNOFF HY D O- G- R- A- P- E- --- ------- -R ----- - - - - -- --- --- ---- ---- - - -- -__ n'YOROGRAPH IN FIVE- M --mJTE UNIT IA^ERVALS(C£S) (Note: Time indicated is at END of Each Unit Intervals) -- ------------------------------------------------------------------ VOLUME ) TIME(IVMS) VOL Q(CFS) 0. 000 100 -0 200.0 3. ---- 400 ---- --------------------------------------------------------------- 14-000 47 -1689 59.27 Q V 14.083 47 -5839 60.26 _ Q - V 14 -167 48.0062 61.32 - Q V - 14.250 48.4366 62.50 - Q V 14.333 48.8759 63.77 Q - V ' 14 49 -3246 65.15 Q - V -417 14.500 49.7833 66.61 Q V ' 14.583 50.2524 68 -11 - Q - V " 14 50.7321 69.66 Q V- -667 14.750 51.2231 71.29 Q V. 14.833 51.7259 73.01 Q V. ' 14.917 52.2415 74 -86 _ Q - V. ' 15.000 52.7707 76.84 Q V- ' 15.083 53.3149 79.01 - Q - V. " 15 53.8753 81.37 Q V ' -167 15.250 54 -4538 84 -00 Q V ' 15.333 55.0522 86.89 - Q - V 15.417 55.6750 90.43 Q. V " 15.500 56.3290 94.96 Q. •V ' 15.583 57.0267 101 -30 Q ,V " 15.667 57 -7775 109.01 Q -V " 15.750 58 -5872 117.58 _ -Q -V ' 15.833 59.4522 125 -59 - Q V ' 15.917 60 -3552 131.12 - Q V ' 16.000 61.3006 137.27 - Q V ' 16.083 62.3731 155.73 Q V 16.167 63 -6823 190.10 - Q. V ' 16.250 65.3948 248.65 Q ' V Q ' 16.333 67.3730 287.23 V ' 16.417 69.5682 318.75 -Q V " 16.500 71.753B 317.35 -Q Q 16.583 73.6367 273.40 Q V ' 16.667 75 -1600 221 -18 V " 16.750 76.3674 178.22 Q - V ' 16.833 77.4136 148.99 - Q - " V 6.917 ( 7.000 78.2668 78.9959 123.89 105.86 4 Q V - V. t 7.083 79.6376 93.18 Q- V 17.167 80.2375 87 -11 Q - V " 17.250 80.8017 81.92 Q V 17.333 81.3345 77.36 Q ' V 17.417 81.8291 71.81 Q " V 17.500 82.2904 66.98 Q - ' - 17 -583 82.7321 64.13 Q ' V 17.667 83.1563 61.59 Q V 17.750 83.5654 59.41 Q " 17.833 83.9615 57.51 Q - ' " 17.917 84.3458 55.80 Q - - 'V " 18.000 84.7195 54.26 Q - 'V " 18.083 85.0842 52.96 Q - - -V V 18.167 85.4423 52 -00 Q - - " V 18.250 85.7979 51.63 Q - - " V 18.333 86.1536 51.65 _ - Q V 18.417 86.5120 52.04 - Q V 18.500 86.8739 52 -55 Q - ' V 18.583 87.2376 52.81 Q V 18.667 87.6008 52 -73 Q - - V 18.750 87.9616 52.39 Q - - " V 18.833 88.3193 51.95 _ - Q V 18.917 88.6734 51.41 Q - " V 19.000 89.0235 50.83 Q - " V - 19.083 89.3695 50.23 Q V 19.167 89.7115 49.66 Q " V - 19 -250 90.0497 49.11 Q V -_ 19.333 90.3843 48 -59 Q V 19 -417 90 -7154 48.07 Q - - 19 -500 91.0429 47 -56 Q V 19.583 91 -3670 47.06 Q - - " V 19.667 91 -6879 46.59 Q V 19.750 92.0055 46.13 Q V 19.833 92.3202 45.69 Q V 19.917 92.6319 45.26 Q V 20.000 92.9408 44.85 Q - z + zz++ z+ z+ zzzz+++ z++++ z+ zz+ z+ z+++ z+++ z +zz +z +z + +z + + + + +z + +z +zzzz + +z + +z + z+ x++++ FLOW PROCESS FROM NODE 390 -00 TO NODE 390 -00 IS CODE _ - -7 ------------ ------------------------------------------------------------- ,>>>>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1« «< £LOW PROCESS FROM NODE 390.00 -- -- TO NODE 390.00 1S CODE = 7 ------ --- -- - - -- ---- -- - --- ------------------ ------- --- » »> STREAM N'UM9ER 3 ADDED TO STREAM. NUMBER 1««< ----- - - - - -- Page 37 of 47 Y:\ F60\ 40i\ Ca1cs, Fydrolocy\03- 22- 03 \F1oodRout \B- US- DTL.FLD Saved: 3/27/2003 11:03 ih1 OW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 11 • ,V1EW STREAM N UK3ER 1 BYDROGRAP -q««< -- - - ---- STRE -4y, HYDROGRA °H IN FILE- MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIMEOaS) ----------------------------------------------------------- VOLUME (AF) Q(CrS) 0- 775.0 1550.0 2325.0 3100.0 ---------------------------------------------------------------- 1a.000 409.7983 517.29 Q V - - 14.083 413 -4213 526.06 Q - V 14.167 417.1111 535.76 Q - V 14.250 420.8774 546.87 _ Q - V 14.333 424.7300 559.39 _ Q - V 14.417 428.6761 572.98 - Q V 14.500 432.7183 586.93 Q - V 14.583 436.8563 600.85 Q V 14.667 441.0912 614.91 Q V. ' 14.750 445.4266 629 -50 Q V. - 14.833 449.8680 644.89 Q - V. 14.917 454.4230 661.39 Q V. ' 15.000 459.1008 679.21 Q V. ' 15.083 463.9124 698.65 Q. V 15.167 468.8708 719.96 Q- V 15.250 473 -9915 743.53 Q. V 15.333 479.2928 769.74 Q. V 15.417 484.8097 801.06 Q V ' 15.500 490.6203 843.69 _ Q •V - - 15.583 496.8426 903.48 Q V 15.667 503.5891 979.58 Q -V " 15.750 510.8996 1061 -49 Q V " 15.833 518.6550 1126.09 - Q V ' 15.917 526.6522 1161.18 Q - V " 16.000 534.8903 1196.18 Q V 16.083 544.2338 1356.68 - Q V " 16.167 556.6914 1808.84 Q ' V Q 16.250 573.7308 2474.11 V Q ' 16.333 594.0600 2951.80 - V 0- 16.417 615.1359 3060.23 - V Q ' 16.500 634.3111 2784.24 - - VQ. " 16.583 649.8840 2261.18 - V 16.667 661.9114 1746.39 Q ' V 16.750 671.3071 1364.26 - Q " V. 6.917 679.0045 685.5684 1117.65 953.08 - Q Q V. V' \1 6.833 7.000 691.3637 841.49 Q V 17.083 696.6351 765.41 Q. V 17.167 701.5377 711.86 Q. ' V 17.250 706.1347 667.48 Q - - ' V 17.333 710.4476 626.23 Q ' V 17.417 714.5197 591.27 - Q - " V 17.500 718.3964 562.89 Q - " 17.583 722.1166 540.16 Q - -V " " 17.667 725.7017 520.55 Q 'V 17.750 729.1689 503.44 Q - 'V ' 17 -833 732.5314 488.23 Q - 'V " 17.917 735.7993 474.50 Q - 'V ' 18.000 738.9810 461.98 Q - 'V ' V 18.063 742.0881 451.15 Q ' V " 18.167 745.1467 444.12 Q - V 18.250 748.1970 442.91 Q V 18.333 751.2735 446.71 Q - " V 18.417 754.3907 452.61 Q - V 18.500 757.5377 456.95 Q V " 18.583 760.6915 457 -93 Q - V 18.667 763.8315 455.93 Q V 18.750 766.9448 452.05 Q - V 18.833 770.0253 447.28 Q - V 18.917 773.0706 442.18 Q - " V 19.000 776 -0802 437.00 Q - " V 19.083 779.0547 431.89 Q - V 19.167 781.9952 426.96 Q - " V 19.250 784.9029 422.20 .. Q - " V 19.333 787.7788 417.58 Q - " V 19.417 790 -6238 413.10 Q " V 19.500 793.4391 408.77 Q - " V - 19.583 796.2256 404.60 Q - - V 19.667 798 -9845 400.59 Q - " V 19.750 801.7167 396.71 Q - V 19.833 804.4231 392.97 Q V 19.917 807 -1046 389.36 Q V 20.000 809.7620 385.86 Q - - - + * # ** *x * + * * #X # #X #x #+ xxxx#*+*++* X* r+* x*+*+ X#+ xx * *x + * + + + + + + *x # + + + + + + * + + # + + ++ FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 6 ------------ ---------------------------------- ------------ -- -- ---- - »>>>STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< i - -#+*+ x#+*+*++**+#+ x+ xi+ x+ x* X#** i*# x+ ix+* r+* i+* + + x + + #rr + + + +X + + + + + ix * + # : # +x ++ FLOW PROCESS FROM NODE 390.00 TO NODE 390.00 IS CODE = 6 » »> ST NUMBER 3 CLEARED AND SET TO ZERO--< Page 38 of 47 Y. \F60\ 401 Ca_ lcs\ HpdrOlogy\ 03- 21- 03 \F1oocLROUt \B- US- DTL. Saved: 3/27/2003 22 :03 >M *!*}#*} X*}#} i*!} X*:* i**}# Xi# i z i#}zz XZ}* } * * * *i * *i } * * *x }lzxi! } *}lzz4 #i }X ; W PROCESS FROM NODS 390.00 TO NODE 420.00 IS CODE = 5.2 __ === >_ MODEL CHANNEL ROOT_NG - OF STREAM - -1 9Y THE CONCT'X TROD« «<== _______ TH MODIFIED C- ROUTING COEFFICIENT IS ESTIMATED IN ORDER TO ROVln THE STREAM 1 INFLOW HYDROGRAPH BY 5 -MINTE INTERVALS (Reference: the National Engineering Handbook, Hydrology, Chapter 17, page 17 -52, August,1972, U.S. Department of Commerce)_ ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 28.00 CHANNEL Z = 0.00 UPSTREAM ELEVATION(FT) = 1045.50 DOWNSTREAM ELEVATION(FT) = 1036.70 CHANNEL LENGTH(FT) = 1079.00 MANNING'S FACTOR = 0.013 CONSTANT LOSS RATE(CFS) = 0.00 CHANNEL ROUTING COEFFICIENT ESTIMATED: MAXIMUM INFLOW(CFS) = 3060.23 AVERAGE FLOWRATE IN EXCESS OF 50k MAXIMUM INFLOW = 2440.97 CHANNEL NORMAL VELOCITY FOR Q = 2440.97 CPS = 21.93 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.928 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 , CONVEX METE MODEL TIME (HRS) 14.000 14.083 14.167 14.250 14.333 14.417 14.500 14.583 j 14.667 C 14.750 14.833 14.917 15.000 15.083 15.167 15.250 15.333 15.417 15.500 15.583 15.667 15.750 15.833 15.917 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 18.000 18.083 18.167 18.250 18.333 i 18.417 _. 18.500 18.563 18.667 18-750 18.833 18.917 19.000 [OD CHANNEL R( INFLOW (STREAM 1) (CPS) 517.29 526.06 535.76 546.87 559.39 572.98 586.93 600.85 614.91 629.50 644.89 661.39 679.21 698.65 719.96 743.53 769.74 801.06 843.69 903.48 979.58 1061.49 1126.09 1161.18 1196.16 1356.68 1808.84 2474.11 2951.80 3060.23 2784.24 2261.18 1746.39 1364.26 1117.65 953.08 841.49 765.41 711.86 667.48 626.23 591.27 562.89 540.16 520.55 503.44 488.23 474.50 461.98 451.15 444.12 442.91 446.71 452.61 456.95 457.93 455.93 452.05 447.28 442.18 437.00 IUTING RESULTS: OUTFLOW LESS ROUTED LOSS FLOW (STREAM 1) (CPS) (CPS) 516.04 516.04 524.72 524.72 534.28 534.28 545.18 545.18 557.49 557.49 570.91 570.91 564.80 584.80 598.73 598.73 612.77 612.77 627.28 627.28 642.55 642.55 658.88 658.88 676.50 676.50 695.69 695.69 716.72 716.72 739.94 739.94 765.75 765.75 796.30 796.30 837.21 837.21 894.38 894.38 968.00 968.00 1049.03 1049.03 1116.25 1116.25 1155.84 1155.84 1190.86 1190.86 1332.25 1332.25 1740.02 1740.02 2372.86 2372.86 2879,10 2879.10 3043.72 3043.72 2826.24 2826.24 2340.79 2340.79 1824.74 1824.74 1422.42 1422.42 1155.18 1155.18 978.12 978.12 858.47 858.47 776.99 776.99 720.01 720.01 674.24 674.24 632.51 632.51 596.59 596.59 567.21 567.21 543.62 543.62 523.54 523.54 506.05 506.05 490.55 490.55 476.59 476.59 463.89 463.89 452.79 452.79 445.19 445.19 443.09 443.09 446.13 446.13 451.71 451.71 456.29 456.29 457.78 457.78 456.24 456.24 452.64 452.64 448.01 448.01 442,95 442.95 437.78 437.78 Page 39 of 47 y: \F60\ 402\ Ca1cs\? tydroiogy\ 03- 21- 03 \F2oodRout \B-US- DTL.FLD Saved: 3/27/2003 11:03 AN 19.083 431.89 432.67 432.67 19.167 426.96 427.71 427.71 19.250 422_20 422.92 422.92 -9.333 417.58 4i8.28 418.28 19.417 413.10 413.78 413.78 19.500 408_77 409.43 409.43 19.583 404.60 405.24 405.24 19.667 400.59 401.20 401.20 19.750 396.71 397.30 397.30 19.833 392.97 393.54 393.54 19.917 389.36 389.91 389.91 20.000 385.86 386.39 - -- 386.39 -- -- PROCESS SUMMARY OF - - - - -- STORAGE 99.776 1.349 INFLOW VOLE = 927.242 AF g9 944 0.675 OUTFLOW VOLUME = 927.242 AF 100.000 0.225 LOSS VOLUME = 0.000 AF --- -FEET) = ---- --- - - - --+ WASHINGTON DRIVE & ------------- HEMLOCK AVENUE ---- -- ----- ----- AREA B1 - FROM NODE 430 TO 420 I - -- --------------------------------- '- ----- - - ---+ FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = - - - 1 - -- - - - - -- ------------------------------------ ------------- -- ---- - >>»>SUBAREA RUNOFF (UNIT- HYDROGRAPH ANALYSIS)<" " (UNIT- HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 33.230 ACRES BASEFLOW = 0.000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = 0.250 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = 0.074 LOW LOSS FRACTION = 0.093 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= 0.44 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 0.90 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.40 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.50 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.60 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.50 PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = 0.999 30- MINUTE FACTOR = 0.999 1 -HOUR FACTOR = 0.999 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 = 33.333 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME (HOURS) FOR BEGINNING OF RESULTS = 14.00 MODEL TIME(HOURS) FOR END OF RESULTS = 20.00 UNIT HYDROGRAPH DETERMINATION --- -INTERVAL "S" GRAPH UNIT HYDROGRAPH ORDINATES(CFS) NUMBER MEAN VALUES ----------------------------------------------- ---------- -------------------------------------------- i 2.170 8.721 2 13.591 45.899 3 35.416 67.708 4 62.732 109.775 5 82.211 78.283 6 gl 877 38.845 7 96.496 18.563 8 98.279 7.163 g 98.906 2.522 10 . 99441 2.147 11 99.776 1.349 12 g9 944 0.675 13 100.000 0.225 _ ___ ----------------------------'- --- -FEET) = --------------------------------- 2.0330 TOTAL SOIL -LOSS VOLUME(ACRE - -- --------------------------------- TOTAL STORM RUNOFF VOLUME (ACRE-FEET) -------------------------- _ 1323 Pace 40 of 47 Y: \F60\ 401\ Calcs\ Eydrology\ 03- 21- 03 \F1oodROUt \B- US- DTL.FLD Saved: 3/27/2003 11 :03 AM 2 4- H O U R S T O R M R II N O F F A Y D R O G R A P H '_-- DROGRAPH IN FIVE- MTNTFlE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) -------- ------------------------------------- TIME(rRS) VOLuME(Ar) Q(CFS) 0. 20.0 40.0 60.0 80 -0 ---- --- -- - -- -- - - - -- 14.000-- - - - -9- 7419- - - - -12 39 Q 14.083 9 -8288 12.61 Q V 14.167 9.9172 12 -84 - Q V ' 14.250 10.0074 13 -10 Q - V _ 14.333 10.0996 13.38 Q V 14.417 10.1936 13.66 Q - V 14.500 10.2898 13.96 Q V. 14.583 10.3881 14 -27 Q V- 14.667 10 -4887 14 -61 Q V. 14.750 10.5918 14.97 Q - V. 14.833 10.6976 15.36 Q V. 14.917 10.8063 15 -78 Q - V - •_ 15.000 10.9183 16.25 - Q V 15.083 11.0337 16.76 Q - V - 15.167 11.1530 17.32 Q V 15.250 11 -2766 17.95 Q V 15.333 11.4051 18.66 Q. V 15.417 11.5398 19.56 Q- •° _ 15.500 11.6848 21.05 Q '° 15.583 11.8446 23.20 •Q V •_ 15.667 12.0226 25.85 Q V 15.750 12.2159 28.06 Q V - Q V 15 -833 12.4151 28.93 - Q V , 15.917 12 -6130 28.74 - Q V - 16.000 12.8140 29.18 Q - V 16.083 13.0584 35.49 V Q 16.167 13 -4210 52.66 V Q 16.250 13 -8972 69.15 - V Q 16.333 14 -4156 75 -27 V Q 16.417 14 -8411 61.77 - Q V 16.500 15.1542 45.48 Q V 16.583 15.3951 34.97 - - Q V 16.667 15.5827 27.25 V 16.750 15.7367 22.65 - 'Q V. P.083 .833 15.8784 20.29 Q V- .917 16.0047 1. Q• V .000 16.1209 16 86 Q V 16.2291 15.72 Q V 17.167 16.3311 14.81 Q V 17.250 16.4282 14.09 Q - V 17.333 16.5209 13.47 Q V 17.417 16.6100 12.93 Q V 17.500 16.6959 12.47 Q v 17.583 16.7789 12.05 Q - v 17.667 16.8593 11.68 Q v 17.750 16.9374 11.34 Q v 17.833 17.0134 11.03 Q - - v 17.917 17.0875 10.75 Q v 18.000 17.1597 10.49 Q V - 18.083 17.2305 10.28 Q V 18.167 17.3011 10.25 Q - V 18.250 17.3729 10 -42 Q V 18.333 17.4465 10.69 Q V 18.417 17.5211 10 -84 - Q V . 18.500 17.5957 10.84 Q V 18.583 17.6698 10.76 - Q - V 18.667 17.7431 10.64 Q V 18.750 17.8154 10.50 Q V 18.833 17 -8869 10.38 Q V 18.917 17 -9575 10.25 Q V 19.000 18.0273 10.13 - Q - V - 19.083 18.0963 10.02 Q V 19.167 18:1645 9. Q p 19.250 18 -2319 9.79 Q V 19.333 18 -2987 9.69 Q 19.417 18.3647 9 -59 Q - V - 19.500 18.4301 9. Q - V 19.583 18.4948 9.40 Q - V 19.667 16.5589 9. Q V 19.750 18.6224 9. Q V 19.833 18.6853 9.14 Q V 19.917 18.1476 9.05 Q V 20.000 18.8094 8.97 Q FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 7 ----------------------- - ----------------------- » >>> STREAM NUMBER 2 ADDED TO STREAM NUMBER l<<<" zF FLOW PROCESS FROM NODE 420.00 TO NODE 420.00 IS CODE = 11 ----------- --- --- --- - ----- - -,> ,VIEW STREAM NU? 1 H ROGRA-PH««< Page 41 of 47 Y : \F60\ 401\ Calcs\ yydz' oloc y\ 03- 21- 03 \F1oodRovt \B- uS- D2Z -FLD Saved: 3/27/2003 11:03 AM STREPM i-�!DRO3ti' =?H iN FIN✓'- MZNSEiT INTERN ?LS (CPS) C (Note: Time indicated is at (FRS) VOLUME(AF) Q(CFS) 0_ -- - -- --- ---- END of Each Unit Internals) 800.0 1600_0 - - 2400_0 -_ - ---- -- - --- --- - ---- 14.000 ----- 9980 528.43 Q d V 14.083 422.6986 537.33 Q V 14.167 426.4667 547.12 Q V a 1_.250 4 303116 . SS8.28 Q y _ 14.333 434.2432 570.86 Q - V 14.417 438.2692 584.57 - Q _ v 14.500 442.3929 598.76 Q v 14.583 446.614'7 613.00 Q v 14.667 450.9355 627.38 Q - v 14.750 455.3566 642.25 Q - ' V. 14.833 459.8897 657.91 Q - V. 14.917 464.5362 674.66 4 - 15.000 469.3072 692.75 Q v 15.083 474.2138 712.45 Q - . 15.167 479.2692 734.04 - Q. v 15.250 484.4889 757.89 Q. v _ 15.333 489.8911 784.41 Q. v 15.417 495.5099 815.86 Q v 15.500 501.4208 858.26 Q v 15.583 507.7402 917.58 - :Q Q v _ 15.667 514.5849 993.85 Q v _ 15.750 522.0029 1077.09 Q v 15.833 529.8898 1145.18 Q v 15.917 538.0480 1184.58 - Q v • _ 16.000 546.4504 1220.03 Q v 16.083 555.8702 1367.74 _ Qv 16.167 568.2164 1192.68 v Q 16.250 585.0347 2442.00 v Q 16.333 605.3815 2954.36 - v Q 16.417 626.7692 3105.50 v Q 16.500 646.5469 2671.72 - v Q. . 16.583 662.9088 2375.75 - Q v . 16.667 675.6636 1851.99 Q _ v 16.750 685.6158 1445.07 Q v _ 16.833 693.7114 1175.47 V Q 16.917 700.5740 996.46 v , V. 17.000 706.6025 875.33 Q _ 17.083 712.0619 792.71 Q• v 17.167 717.1226 734.82 Q. v , 17.250 721.8632 688.33 Q v , Alftk _17.333 17.417 726.3120 730.5099 645.98 609.53 Q v , Q v ( 579.68 Q - l 17.500 17.583 734.5022 738.3292 555.68 v , Q v , 17.667 742.0153 535.22 Q V _ 17.750 745.5786 517.39 Q v _ 17.833 749.0330 501.58 Q v , 17.917 752.3893 487.35 Q v 18.000 755.6564 474.38 - Q V , 18.083 758.8456 463.08 Q v 18.167 761.9823 455.44 Q v , 18.250 765.1057 453 -51 Q v , 18.333 768.2518 456.82 Q v 18.417 771.4374 462.55 Q v _ 18.500 774.6545 467.13 Q v , 18.583 777.8813 468.53 Q v _ 18.667 781.0967 466.87 Q v _ 18.750 784.2864 463.14 Q - _ V - 18.833 787.4434 458.38 Q v 18.917 790.5646 453.21 Q V _ 19.000 793.6495 447.92 - Q _ v . 19.083 796.6983 442.69 Q V 19.167 799.7122 437.61 Q v . 19.250 802.6923 432.72 - Q - v , 19.333 805.6398 427.97 - Q V . 19.417 808.5555 423.37 Q v , 19.500 811.4407 418.92 Q . 19.583 814.2963 414.64 Q - v - 19.667 817.1235 410.51 Q - v , 19.750 819.9232 406.52 - Q - V , 19.833 822.6965 402.68 Q - _ V , 19.917 825 -4442 398.96 Q _ v 20.000 828.1671 395.37 Q xrx +x +x +xx +x + + + + + + + + + + +r +rxr +rxx +r + rx+ rr+ xrxx+ r+++ x++++++++ xr+ x+ r++ ++++++ xr+ 420.00 CODE =- FLOW PROCESS FROM NODE 420.00 TO NODE -IS- - - ----------------------------- >>> ,STREAM NUMBER 2 CLEARED AND SET TO ZERO<<<<< x++ x+++ xr+ xt + + + +r ++ + +x + + + + + + + + + +r +r + + + + + + +x r+++ r+++++ x+ x+ x +++++++++ r+ xr+ r+++ 420.00 TO NODE 470.00 IS CODE = 5.2 FLOW PROCESS FROM NODE >> » >MODEL CF.ANNEL ROUTING OF S ^ _REAM =.`1 BY THE CONVEX METHOD« «< C-ROUTING COEFFICIENT IS ESTIMATED IN ORDER _ ,HE MODIFIED TO ROUTE THE STREAM 1 INFLOW nYDP.OGRAPH BY 5- MINUTE Handbook, INTERV-ALS(Reference: the National Engineering Hydrology, Chanter 17, Page 17 -52, August,1972, U.S. Department of Commerce). Page 42 of 47 Y : \F60\ 401 \Calcs\ Hydrology\ 03- 21- 03 \FloodRout \B- US- DTL.F-LD Saved: 3/27/2003 11 :03 AM -4 BA S D D C= :PSZ.3L I1�- 0RNC -_ n AS= WIDTH(FT) = 28.00 'r_T,NZviL 2 = 0.00 UPSTR3nM ELE4ATION(FT) 1036.70 DOWNSTREAK ELEC�ATION(FT) = 1035.00 CHANNEL LENGTF_(FT) = 209.00 YLANN - . -CIS FACTOR = 0.013 CONSTANT LOSS RAT2(CFS) = 0.00 C;ANNEEL ROUTING COEFFICI ESTIMATED: MAXIMUM IN = 3105.50 AVERAGE FLOi4RATE IN EXCESS OF 50,r MAXIMUM INFLOW = 2484.86 CHANNEL NORMAL VELOCITY FOR Q = 2484.86 CFS = 22.07 FPS ESTIMATED CHANNEL ROUTING COEFFICIENT = 0.928 MODIFIED CHANNEL ROUTING COEFFICIENT FOR 5- MINUTE UNIT INTERVALS IS CSTAR = 1.000 CONVEX METHOD CHANNEL ROUTING RESUL OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 14.000 526.43 528.19 528.19 14.083 537.33 537.07 537.07 14.167 547.12 546.84 546.84 14.250 55B_28 557.95 557.95 14.333 570.86 570.49 570.49 14.417 584.57 584.17 584.17 14.500 598.76 598.35 598.35 14.583 613.00 612.58 612.58 14.667 627.38 626.96 626.96 14.750 642.25 641.81 641.81 14.833 657.91 657.45 657.45 14.917 674.66 674.17 674.17 15.000 692.75 692.22 692. 15.083 712.45 711.87 711.87 15.167 734.04 733.41 733.41 15.250 757.89 757.19 757.19 15.333 784.41 783.63 783.63 15.417 815.86 814.94 814.94 15.500 858.26 857.02 857.02 15.583 917.58 915.84 915.84 15.667 993.85 991.61 991.61 15.750 1077.09 1074.65 1074.65 15.833 1145.16 1143.19 1143.19 (c 15.917 1164.58 1183.42 1183.42 16.000 1220.03 1218.99 1218.99 16.063 1367.74 1363.41 1363.41 16.167 1792.6B 1780.22 1780.22 16.250 2442.00 2422.98 2422.98 16.333 2954.36 2939.35 2939.35 16.417 3105.50 3101.07 3101.07 16.500 2871.72 2878.57 2878.57 16.583 2375.75 2390.29 2390.29 16.667 1851.99 1867.34 1867.34 16.750 1445.07 1456.99 1456.99 16.833 1175.47 1183.37 1183.37 16.917 996.46 1001.71 1001.71 17.000 675.33 878.88 878.88 17.083 792.71 795.13 795.13 17.167 734.82 736.51 736.51 17.250 688.33 689.69 689.69 17.333 645.98 647.22 647.22 17.417 609.53 610.60 610.60 17.500 579.68 580.56 580.56 17.583 555.68 556.38 556.38 17.667 535.22 535.82 535.82 17.750 517.39 517.91 517.91 17.833 501.58 502.05 502.05 17.917 487.35 487.76 487.76 18.000 474.38 474.76 474.76 18.083 463.08 463.41 463.41 18.167 455.44 455.66 455.66 18.250 453.51 453.56 453.56 18.333 456.82 456.72 456.72 16.417 462.55 462.39 462.39 18.500 467.13 466.99 466.99 18.583 468.53 468.49 468.49 18.667 466.67 466.92 466.92 18.750 463.14 463.25 463.25 18.833 458.38 458.52 458.52 18.917 453.21 453.36 453.36 19.000 447.92 448.07 448.07 19.083 442.69 442.84 442.84 19.167 437.61 437.76 437.76 19.250 432.72 432.86 432.86 z 427.97 428.11 428.11 19.33 4 19.417 423.37 23.50 423.50 19.500 418.92 419.05 419.05 19.563 414.64 414.76 414.76 19.667 410.51 410.63 410.63 19.750 406.52 406.64 406.64 19.833 402.68 402.79 402.79 19 -917 398.96 399.07 399 -07 20.000 395.37 395.47 395.47 PROCESS SUMMARY OF STORAGE Y: \F60\ 401\ Calcs\ P- ydrolog y \03- 21- 03 \F100dRout \B- uS- DTL.c; D Pa ge 43 CP 47 Saved: 3/27/2003 11:03 . -M INFLOW VOL = 948.734 AF OUTFLOW VOL -- J_� = 948.734 AF - OSS VOL - UmE = 0.000 AF '- ----- --- --- ------ -- - --- - -- I -10 cFANN.EL & EE NUt MLOCA AVE SEE I -10 CE ANNEL FLOOD ROUTING CALCS ----- --- ---- - ---------- ---- - ---- ------ - -- -- -----+ FLOW PROCESS FROM NODE 470.00 TO NODE 470.00 IS CODE = 11 ---- --- ---- -- --- --- --- - - - ---- ------------------------------- >>>>>VIEW STREAM NUMBER 1 HYDROGRAPH< << STREAM HYDROGRAPH IN FIVE - MIN - JTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ------------- ----------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 800.0 1600.0 2400.0 3200.0 -------------------------------------------------------------- 0.083 0.0139 2.02 Q - - 0.167 0.0979 12.19 Q 0.250 0.3468 36.15 Q ' 0.333 0.9596 88.97 VQ - - 0.417 2.0312 155.60 VQ - - 0.500 3.4680 208.62 V Q - - 0.563. 5.1444 243.41 V Q - - - 0.667 6.9693 264.98 V Q 0.750 8.8808 277.56 V Q 0.833 10.8418 284.74 V Q - - 0.917 12.8314 288.88 V Q ' 1.000 14.8381 291.37 V Q - - 1.083 16.8584 293.35 V Q - 1.167 18.8900 294.99 V Q 1.250 20.9282 295.95 V Q - - 1.333 22.9707 296.56 V Q - 1.417 25.0173 297.17 .V Q 1.500 27.0681 297.78 .V Q - - 1.583 29.1232 298.41 .V Q - - 1.667 31.1828 299.05 .V Q - 1.750 33.2467 299.69 .V Q - - 1.833 35.3152 300.34 .V Q - 1.917 37.3881 300.99 -V Q - - 2.000 39.4656 301.65 .V Q - ; 2.083 41.5477 302.32 -V Q � X 2.167 43.6344 302.98 .V Q 2.250 45.7257 303.66 .V Q 2.333 47.8217 304.34 VQ ' 2.417 49.9224 305.02 VQ - - 2.500 52.0279 305.72 _ VQ 2.563 54.1382 306.41 VQ - - 2.667 56.2533 307.12 VQ 2.750 58.3733 307.82 VQ ' 2.833 60.4982 308.54 VQ 2.917 62.6280 309.25 VQ -_ 3.000 64.7629 309.98 - VQ 3.083 66.9028 310.71 VQ ' 3.167 69.0477 311.45 - VQ 3.250 71.1978 312.20 Q 3.333 73.3531 312.95 Q 3.417 75.5136 313.71 Q - 3.500 77.6794 314.47 Q 3.583 79.8505 315.24 - Q - 3.667 82.0270 316.02 Q 3.750 84.2088 316.81 Q 3.833 86.3962 317.60 Q ' 3.917 88.5891 318.40 Q 4.000 90.7875 319.21 - Q - 4.083 92.9916 320.03 - VQ - - 4.167 95.2013 320.85 - Q 4.250 97.4167 321.68 Q - - 4.333 99.6380 322.52 Q 4.417 101.8650 323.37 Q ' 4.500 104.0980 324.23 - Q 4.583 106.3369 325.09 - Q 4.667 108.5818 325.96 _ Q - - 4.750 110.6328 326.84 Q - 4.833 113.0899 327.73 Q ' 4.917 115.3531 328.63 Q 5.000 117.6227 329.53 - Q - - 5.083 119.8985 330.45 QV 5.167 122.1807 331.36 - QV - - 5.250 124.4693 332.31 QV 5.333 126.7645 333.25 - QV - 5.417 129.0662 334.21 - QV - - - 5.500 131.3745 335.17 QV 5.583 133.6896 336.15 QV 5.667 136.0115 337.13 QV _ 5.750 138.3402 338.13 QV - - 5.833 140.6758 339.1 QV _ 5.917 143.0185 340.15 - Q V 6.000 145.3682 341.18 _ Q V - - 6.083 147.7251 342.22 Q V - - - 6.167 150.0892 343.27 _ Q V - 6.250 152.4607 344.33 Q V - - 6.333 154.6395 345.41 Q V 6.417 157.2259 346.50 Q V ?age 44 of 47 v: \F60\ 401\ Calcs\ Sydr ologv\ 03- 21- 03 \F1oodRout \B- uS- DTL.=LD Saved: 3/27/2003 1i:03 PM 6.500 159- 6198 347.60 - Q V 563 162.0214 348.71 Q V 667 164.4307 349.84 Q V • 750 i66 -8479 350.98 Q V ' .833 !69 -2731 352.13 _ Q V 6 -917 171 -7062 353 -30 Q V ' 7 -000 174.1475 354.48 Q V 7.083 176.5970 355.67 Q V 7.167 179.OS49 356.88 _ Q V 7.250 181.5212 358.11 _ Q V 7.333 183.9960 359 -35 Q V 7.417 186.4795 360 -60 Q V 7.500 188.9718 361.88 Q V 7 -583 191 -4729 363.17 Q V 7.667 193.9831 364. Q V - 7 -750 196.5023 365.79 Q V ' 7.833 199.0308 367.14 Q V 7.917 201 -5686 368.50 _ Q V 8 -000 204.1160 369.87 Q V - 8.083 206.6729 371.27 Q V ' 8.167 209 -2396 372.68 Q V 8.250 211.8162 374.12 Q V ' 8.333 214.4028 375 -58 Q V. 8.417 216 -9996 377.05 _ Q V. ' 8.500 219 -6067 378.55 _ Q V. ' 6.583 222.2243 380.07 Q V. 8.667 224 -8524 381.61 Q V. 8.750 227.4914 383.18 Q V. 8.833 230 -1413 384.77 Q V. ' 8.917 232.8023 386.38 _ Q V. - - 9.000 235.4746 388.02 - Q V. 9.083 238.1584 389.68 Q 9.167 240.8538 391 -37 Q V 9.250 243.5610 393.09 Q 9.333 246 -2802 394.83 Q V - 9 -417 249.0117 396.60 Q V ' 9 -500 251.7555 398.41 Q V ' 9.563 254.5119 400.24 Q V 9.667 257.2813 402 -10 Q V - 9.750 260.0636 404.00 Q V 9.833 262.8592 405.93 Q -V 9 -917 265 -6684 407.89 Q -V - 10.000 268.4913, 409.88 Q -V - 10.083 271.3282 411.92 Q -V ' 10.167 274.1794 413.99 Q -V ' 0.250 277.0450 416.10 Q •V " 0.333 279.9255 418.24 Q •V t 0.417 282.8210 420.43 Q •V 0.500 285.7320 422.66 4 - V 10.583 288.6585 424.94 Q V ' 10.667 291.6011 427.26 - Q - V 10.750 294.5599 429.62 - Q - V ' 10.833 297.5354 432.04 _ Q V ' 10.917 300.5279 434.50 Q V - 11.000 303.5377 437.02 Q V 11.083 306.5652 439.59 Q V 11.167 309.6107 442.22 Q V ' 11.250 312.6748 444.90 Q V 11.333 315.7578 447.65 Q V - 11.417 318.8600 450.45 Q V 11.500 321.9821 453.33 Q V 11.583 325.1245 456 -27 Q V ' 11.667 328.2875 459 -28 Q V 11.750 331.4718 462 -36 Q - V ' 11.833 334.6777 465.50 Q V 11.917 337.9059 468.73 Q - V ' 12.000 341.1569 472.05 Q V - 12.083 344.4272 474.84 Q V ' 12.167 347.6989 475.06 Q - V 12.250 350.9400 470.60 Q - V 12.333 354 -1201 461.76 Q - V •_ 12.417 357.2276 451.20 Q V 12.500 360.2751 442.51 Q V ' 12 -583 363.2893 437.66 Q V ' 12.667 366.2956 436.51 Q - V 12.750 369.3122 438.01 Q - V - 12 -B33 372.3499 441.07 Q V •_ 12 -917 375.4150 445.06 Q V 13.000 378.5117 449.64 Q - V - - 13.083 - 381.6427 454.61 Q V 13 -167 384.8098 459.86 Q V 13 -250 388.0146 465.35 Q V 13.333 391.2592 471 -12 Q V 13.417 394 -5456 477.18 Q V _ 13.500 397.8757 483 -53 Q V 13.563 401 -2514 490.16 Q V 13.667 404.6748 497.08 Q - V ' 13.750 408.1461 504 -32 Q V ' 13.833 411 -6735 511 -89 Q - V ' 13.917 415.2537 519 -84 Q V 14.000 418.8913 528 -19 Q V 14.083 422.5901 537.07 Q V 14.167 426.3563 546.84 Q - V ' 14.250 430.1989 557.95 - Q V " 14.333 434.1279 570.49 Q V 14.417 438.1511 584 -17 _ Q - V ' 14.500 442.2720 S98 -35 Q - V 14.583 446.4909 6!2.58 Q V ' 2.4.667 450.8088 626.96 Q V. Page 45 of 47 Y: \F60\ 401 \Ca1CS \F.ydJ clog y\ 03- 21- 03\FloodRout \B- DS- DTL.FLD Saved: 3/27/2003 11:03 AM 14.750 455.2250 641 -81 _ Q - V. 4.833 459.7569 657 -45 - Q - V. 517 464 -4000 674.17 Q - V. '000 469 -1673 692 -22 Q V- - 083 474. 07 00 711.87 Q - V. -167 479 -1210 733.41 _ Q- V 15 -250 484.3359 757.19 Q- V - - 15.333 489 -7328 783 -63 Q. V 15.417 495.3453 814.94 Q V - 15 -500 501 -2476 857 -02 Q -V - 15.583 507 -5550 915.84 _ -Q -V 15 -667 514 -3843 '991.61 Q V 15.750 521.7855 1074.65 Q -V 15.833 529.6586 1143.19 Q V - 15.917 537.8089 1183.42 Q V 16.000 546.2042 1218.99 Q V ' 16.083 555.5941 1363 -41 Q V 16 -167 567.8546 1780.22 - - QV 16.250 584 -5417 2422.98 - V Q - 16.333 604.7852 2939.35 - - V - Q ' 16.417 626.1424 3101.07 - V - Q ' 16 -500 645.9672 2878.57 - V Q - 16.583 662.4293 2390.29 V Q. 16.667 675.2897 1867.34 - - Q V - 16.750 685.3241 1456.99 Q V ' 16.833 693.4741 1183 -37 - Q V. ' 16.917 700.3729 1001.71 - Q - V. - 17.000 706.4258 878.68 Q V. ' 17.083 711.9019 795.13 Q. - v 17.167 716.9743 736 -51 Q- - v ' 17.250 721.7242 689.69 Q v ' 17.333 726.1816 647.22 Q v 17.417 730.3868 610 -60 Q - - V ' 17.500 734.3851 SB0.56 Q v ' 17.583 738.2169 556 -38 Q - - •V ' 17.667 741.9071 535.62 Q -V ' 17.750 745.4740 517.91 Q -V ' 17.833 748.9316 502.05 Q -V ' 17.917 752.2909 487.76 Q - .V ' 18.000 755.5605 474.76 Q - -V ' 18.083 758.7521 463.41 Q - - -V 18.167 761 -8903 455.66 Q - - V 18.250 765.0140 453 -56 Q - V ' 18.333 768.1594 456 -72 Q - V ' 18.417 771.3439 462.39 Q V ' 8.500 774.5601 466.99 Q - V ' B 777.7866 468.49 Q V -583 `8.667 781.0023 466.92 Q - V 3.750 784.1927 463.25 Q V ' 18.833 787 -3506 458.52 Q - V ' 18.917 790.4729 453.36 Q - V ' 19.000 793.5588 448.07 Q - - V 19.083 796.6086 442.84 Q - V 19.167 799.6235 437.76' - Q - V 19.250 802.6047 432.86 Q - V 19.333 805.5531 428.11 Q v 19.417 808.4698 423.50 Q v 19.500 811.3558 419.05 Q - v 19.583 814.2123 414.76 Q V 19.667 817.0403 410.63 Q - - v 19.750 819.8409 406.64 Q V 19.833 822.6149 402.79 Q v 19.917 825.3633 399.07 - Q - - V 20.000 828.0870 395.47 - Q - v 20.083 830.7866 391.99 Q V 20.167 833.4630 388.61 - Q - V V 20.250 836.1169 385.34 Q 20.333 838.7489 382.17 Q - - V V 20.417 841.3597 379.09 Q - V 20.500 843.9499 376.10 Q V 20.583 846.5201 373 -19 Q - - - V 20.667 849.0708 370.36 _ Q - 20 -750 851.6026 367.61 Q - - v V 20.833 854.1159 364.94 Q - V 20.917 856.6113 362 -33 Q V 21.000 859.0891 359 -79 Q - - V 21.083 861.5499 357 -31 Q - V 21 -167 863.9941 354.89 Q - V 21.250 866.4220 352.53 Q - - V 21.333 868.8340 350 -23 Q - - V 21.417 871.2306 347 -98 Q - V 21.500 873.6120 345.78 Q - - V 21.583 875.97B6 343.63 Q V 21 -667 878.3308 341.53 Q V 21 -750 880.6688 339.48 Q V 21.833 882.9930 337.47 Q V 21.917 885.3036 335.50 Q V 22.000 887.6010 333.57 - Q - - V 22.083 889.8853 331.69 Q V 2.167 892.1569 329.84 Q - - V 894.4161 328.03 Q V 02 2.250 2 2.333 896.6630 326.25 Q V 2.417 898.8979 324.51 - Q - V 22.500 901.1210 322.80 Q V 22.583 903.3326 321.13 Q - V 22.667 905.5330 319.48 Q V 22.750 907 -7222 317.87 Q - - 22.833 909 -9005 316.28 - Q - - v V 22.917 512.0680 314.73 - Q - Y : \F60\ 401\ Calcs\H ydrologY` 03- 21- 03 \Sloodxo \ US -D:L. ° OJT Page 46 of 67 Saved: 3/27/2003 - 7 1:03 M 23.000 914.2250 313.20 - Q - V 23 -083 516.3717 311.70 Q - V - 167 518.5082 310.22 - Q - - v - .250 920.6346 308.76 _ Q - V - .333 922.7512- 307.33 Q - V - .417_ 924.8581 305.92 Q - - - V - 23 -500 926 -5555 304.54 Q - - - V- 23.583 929.0436 303 -18 Q - V. 23.667 931.1224 301 -85 Q - - - J- 23.750 933.1923 300.53 Q V. 23.633 935.2532 299.24 Q V. 23.917 937.3053 297.97 Q - - V. 24.000 939.3488 296.71 Q - V. FLOW PROCESS FROM NODE 470.00 TO NODE 470.00 IS CODE = 10.3 ---------------------------------------------------------------------------- >>>>>WRITE STREAM HYDROGRAPH TO A FILE <<<<< STREAM HYDROGRAPH # 1 STORED IN FILE (B- USI.TXT END OF FLOODSCx ROUTING ANALYSIS [O Page 47 of 47 Y: \F60 \402 \Calcs\ Hydrology\ 03- 22- 03 \FloodRout \B- US- DTL -rLD M Stream Hydrograph in Five - Minute Intervals (cfs) R•om node 2828.333 to node 2834.00 Upstream of San Sevaine and I -10 (Mulberry) Channel confluence From San Sevaine Channel Hydrology Flood Routing Analysis Ultimate Conditions Multiple Day with Storm Center (Table 6.7) Storm Center No.1 (8:55 am 511011995) Version 3.7A Release Date 6/01/94 (1986 Manual) Orio nal Path: Y IS20UM3 CalcsU995 Final San Sevaine Hydrolo&Chap61TN67 -I.dat Time (hrs) Q (cfs) No. of data pairs 5 -min interval no. (n) Q (cros) 0.083 31.37 1 (prgm default) 1 0.89 14.083 9927.50 2 169 281.12 14.167 10054.93 3 170 284.72 14.250 10256.34 4 171 290.43 14333 10561.03 5 172 299.06 14.417 10978.39 6 173 310.87 14.500 1148188 7 174 325.1.6 14.583 12022.07 8 175 340.43 14.667 12534.96 9 176 354.95 14.750 12975.21 10 177 367.42 14.833 13326.42 11 178 377.36 14.917 13594.82 12 179 384.96 15.000' 13794.15 13 180 390.61 15.083 13937.74 14. 181 394.67 15.167 1403 8.28 15 182 397.52 15.250 14106:80 16 183 399.46 15-3331 14151.02 1 i 184 400.71 15.417 14161.80 18 . 185 401.02 15.500 14108.03- 19 186 399.49 15.583 13937.75 20 187 394.67 15.667 13612.81 21 188 385.47 15.750 13123.63. 22 189 371.62 15.833 12515.01 23 190 354.39 15.917 11887.33 24 191 336.61 16.000 11375.92 25 192 3 22. 13 16.083 11179.83 26 193 316.58 16.167 11485.04 27 194 325.22 16.250 12391.38 28 195 350.88 16.333 13747.11 29 196 389.27 16.417 15244.24 30 197 431.67 16.500 16441.64 31 198 465.58 16.583 17017.42 32 199 481.88 16.667 16909.78 33 200 478.83 16.750 16359.98 34 201 463.26 16.833 15738.59 35 202 445.67 Y.T 6014011CaIcsffydroloVTromSanSevainelareamHydroo apnFrom2828To2834.xls Page 1 of 2 8/7/2002 2:42 PM 19 r. Time (his) Q (cfs) I No. of data pairs 5 -min interval no. (n) Q (cros) 16.917 15283.16 36 203 432.77 17.000 15020.65 37 204 425.34 17.083 14881.67 38 205 421.40 17.167 14799.73 39 206 419.08 17.250 14711.50 40 207 416.58 17.333 14571.81 41 208 412.63 17.417 14374.41 42 209 407.04 17.500 14155.17 43 210 400.83 17.583 13926.72 44 211 394.36 17.667 13700.94 45 212 387.97 17.750 13490.93 46 213 382.02 17.833 13295.85 47 214 376.50 17.917 13114.85 48 215 371.37 18.000 12945.03 49 216 366.56 18.083 12782.77 50 217 361.97 18.167 12620.37 51 218 357.37 18.250 12440.38 52 219 352.27 18.333 12239.86 -53 220 346.59 18.417 12013.98 54 221 340.20 18.500 11755.92 55 222 332.89 18.583 11474.85 56 - 223 324.93 18.667 11193.95 57 224 316.98 18.750 10929.05 58 225 309.48 18.833 10683.44 59 226 302.52 18.917 10454.36 60 227 296.03 19.000 10238.56 61 228 289.92 19.083 10034.55 62 229 284.15 19.167 9841.27 63 230 278.67 19.250 9658.67 64 231 273.50 19.333 9485.97 65 232 268.61 19.417 9322.05 66 233 263.97 19.500 9166.46 67 234 259.57 19.583 9019.07 68 235 255.39 19.667 8879.51 69 236 251.44 19.750 8747.16 70 237 247.69 19.833 8621.42 71 238 244.13 19.917 8501.66 72 239 240.74 20.000 8387.80 73 240 237.52 Page 2 of 2 Y.•ir6014011Cal, s,Oydrof VT omSanSevaine,Streamc ydrograpnrrorn2828To2834xZs 8/7/2002 2:42 PM Saved: 81612002 2:53 RLf !N=LOW VOLU!r? = 19085-860 = OUT FLOW VOLu?G 18085.850 A2 OSS VOLUN = _000 AF * tYt** k*# kiXZ k* k*#* t* i* izz#* k*#z##*z k** kYZ ZYSY #Y * *X *ik #k * *Y *zY #ikYik ,OW PR OCESS ?R OM NOD: 2828.00 TO NODE 2634.00 15 CODE = 11 »>>>V STREAM h 1 a YDROGRA.P 3 ««< STR.°.A_M _-�_DROGR_a?5 .N Five -M a�TL:n TERVALS (CTS) ------------ s--------------------------------- TIME (IMS) VOLM'S(AF) Q(C?S) 0. 4275.0 8550.0 12825.0 17i00.0 .083 .2160 .167 1.2667 .250 3.8801 .333 8.5394 ,417 15.5876 .500 25.3639 .S83 38.0754 .667 53.6273 _750 71.6481 _833 91.6640 .917 113.2380 1.000 136.0095 1.083 159.6919 1.167 184.0691 1.250 208.9677 1.333 234.3367 1.417 260.0297 1.SD0 286.0035 1.583 312.2085 1.667 338.6077 1.750 365.1803 1.833 391.9140 1.917 418.8026 2.000 445.8417 2.083 473.0280 2.167 500.3589 2.250 527.8285 2.333 555.4314 2.417 583.1659 2.500 611.0310 583 639.0245 {� .667 667.1439 1 2.750 695.3874 ..633 723.7544 -917 917 752 .2451 3.000 780.8599 3.083 809.5992 3.167 838.4655 3.250 867.4651 3.333 896.6086 3.417 925.9072 3.500 955.3688 3.583 984.9969 3.667 1014.7930 3.750 1044.7570 3.833 1074.8890 3.917 1105.1890 4.000 1135.6560 4.083 1166.2920 4.167 1197.0950 4.250 1228.10650 4.333 1259_.2030 4.417 1290.5090 4.500 1321.9820 4.583 1353.6230 4.667 1385.4310 4.750 1417.4070 4.833 1449.5510 4.917 1481.8630 5.000 1514.3420 5.083 1546.9900 5.167 1579.8060 5.250 1612.7910 5.333 1645.9480 5.417 1679.2780 5.500 1712.7840 5.583 1746.4690 5.667 1780.3320 5.750 1614.3740 5.833 1848.5950 5.917 1882.9960 6.000 1917.5760 6.083 1952.3370 6.167 1987.2780 6.250 2022.3990 AL .333 2057.7020 i_ 6. 203.1860 2128.8520 t -583 2164.7000 y... 6.667 2200.7300 6.750 2236.9450 6.833 2273.3420 6.9 2309 -9240 31.37 -Q 152.55 Q 379.47 Q 676.53 VQ 1023.41 V Q 1419.52 V Q 1845.71 V Q 2258.14 V Q 2616.62 V Q 2906.31 V Q 3132.55 V Q 3306.42 V Q 3438.69 V Q . 3539.57 V Q . 3618.18 V Q _ 3680.67 V - Q . 3730.62 V Q . 3771.40 V Q . 3804.96 V Q . 3833.17 V Q . 3858.33 V Q- 3881.74 V Q. 3904.21 V Q. 3926.08 V Q. 3947.46 .V Q. 3968.44 .V Q. 3988.58 _V Q. 4007.95 .V Q. 4027.05 .V Q. 4046.01 .V Q. 4064.66 .V Q. 4082.93 .V Q. 4100.95 .V Q. 4118.89 ..V Q. 4136.85 .V Q. 4154.86 .V Q- 4172.96 .V Q. 4191.39 .V Q. 4210.74 .V Q- 4231.64 .V Q. 4254.16 V Q. 4277.81 - V Q 4302.01 V Q 4326.38 V Q 4350.77 V Q 4375.16 V Q 4399.54 V Q 4423.90 V Q 4448.25 V Q 4472.59 _ V Q 4496.92 V Q 4521.25 V Q 4545.58 V Q 4569.91' . V Q 4594.24 V Q 4618.57 V Q 4642._92 V Q 4667.27 V Q 4691.65 _ V Q 4716.03 _ V .Q 4740.44 _ V -Q 4764.88 V .Q 4789.46 V _Q 4814.31 V .Q 4839.54 V .Q 4665.13 V .Q 4890.96 _ V .Q 4916.90 _ V .Q 4942_90 V .Q 4968.93 V Q 4994.99 _ V .Q 5021.09 V Q 5047.23 V •Q 5073.42 V .Q 5099.65 _ V _Q 5125.94 V Q S152.28 ._ V _ Q 5178.68 _ V Q 5205.14 V - Q 5231.67 _ V _ Q 5258.28 _ V Q 5284.95 V Q S311-72 _ V _ Q Pace 41 of 67 -:\ F60\ c01\ C_ Ics 3yC.; o�oC}' Y '= onSaa_Sa- . ^_e \= 3L67- i� a'.c�,D Saved: 81612002 2:59 PM 7.000 2340'_69_0 5338 -56 - V Q - - 7.083 23E3 -6440 5365.50 _ V Q - - !67 2420.7820 5392.53 V Q 250 2458.1080 5419.0'7 V - 333 •2495.6210 5446.90 V Q .- 417 2533.3230 5474.25 _ V Q - - i: - _500 2571.2130 5501.73 _ V _ Q - - 7.583 2509 -2950 5529 -52 V Q 7.667 2647.5740 5558.07 _ J - Q - - 7.750 26B6 -0580 5587.66 V - Q - - 7.833 2724.7560 5618.95 V Q - 7.917 2763 -6750 5550.98 V - Q - - 8.000 2802.8170 5683.52 V Q - - 8.083 2842.1860 5716.28 - V Q - 8.167 2881.7800 5749.16 V Q - 8 -250 2921.6020 5782.15 •. V Q - -. 8.333 2961 -6520 5815.24 -_ V Q - 8_417 3001_9310 5848.45 V Q - - 8.500 3042 -4390 5881.77 V - Q - - 8.583 3083 -1770 5915.23 V Q 8.667 3124.1470 5948.82 _ V Q 8.750 3165.3490 5982.56 V Q - 8 -833 3206.7850 6016.45 V Q 8.917 3248.4550 6050.51 V Q - 9 -000 3290.3610 6084.74 V Q 9.083 3332.5040 6119.16 V- - Q 9 -167 3374.8850 6153.78 - V Q 9.250 3417.5070 6188.60 V Q 9 -333 3460.3690 6223.65 V Q 9.417 3503 -4750 6258.92 V Q 9.500 3546.8250 6294.43 V - Q - 9 -583 3590.4210 6330.20 V - Q 9.667 3634.2660 6366.23 V Q 9.750 3678.3600 6402.54 V Q - 9.833 3722.7070 6439.13 V Q 9.917 3767.3080 6476.04 V Q 10.000 3612.1650 6513.26 V Q 10.083 3857.2810 6550.82 V - Q - 10.167 3902.6580 6588.73 V - Q - 10.250 3948.2980 6626.98 V Q - 10.333 3994.2030 6665.41 V Q - 10.417 4040.3710 6703.52 V = Q 10.500 4086 6740.72 V. Q 10.583 4133.4670 6776.90 V. Q - 10.667 4180.3850 6812.50 V. Q 10.750 4227.5480 6848.10 V_ Q _ 4274.9590 6884.04 V. 4 - r " .833 t .917 4322.6210 6920.50 V- Q ��, .000 4370.5380 6957.51 V. Q _083 4418.7130 6995 -14 V. Q .�ti; 4467.1530 7033.38 V. Q - 1 _.167 1.250 4515.8600 7072.27 V. Q - 11.333 4564.8390 7111.82 V Q 11.417 4614.0960 7152.07 V Q - 11.500 4663.6350 7193.04 V Q - 11.583 4713.4610 7234.77 V Q - 11.667 4763.5810 7277.27 V Q - ' 11.750 4813.9980• 7320.59 V Q - 11.833 4864.7190 7364.74 V Q - ' 11.917' 4915.7510 7409.79 V Q - 12.000 4967.0990 7455.75 V Q 12.083 5018.7850 7504.82 •V Q 12.167 5070.8720 7563.00 -v Q - 12.250 5123.4890 7640.02 - -V Q - 12.333 5176.8120 7742.50 V Q - 12.417 5231.0680 7877.99 - Q - - 12.500 5266 -4790 8045.63 -V Q 12.583 5343.1570 8229.69 V Q. 12.667 5401 -0470 8405.65 -V Q. - 12.750 5459.995D 8559.19 V Q - 12.833 5519.8410 8689.64 V Q - 12.917 5580 -4610 8801.96 _ V Q - 13.000 5641.7660 8901.48 - V Q 13.083 5703.6930 8991 -81 V -Q 13 -167 5766.1970 9075 -59 - V -0 - 13.250 5829.2470 9154.75 V •Q - 13.333 5892 -8200 9230.92 V -Q 13.417 5956 -9070 9305.41 - V -Q - 13.500 6021.5010 9379.04 - V -Q - 13 -583 6086.6010 9452.53 V Q 13.667 6152.2100 9526.43 V Q 13.750 6218.3350 9601.33 V Q 13.833 6284 -9850 9677.57 - - V - Q - 13.917 6352.1730 9755.67 V Q _ 14.000 6419.9130 9835.86 •_ V Q 14.083 6488•_2840 9927.50 _ V - Q 14.167 6557.5330 10054 -93 - - V Q - 14.250 6628.1690 10- 256 -34 V Q 14.333 6700.9030 10561.03 - - V _ Q 14 -417 6776.5120 10978.39 - V - Q - 500 6855:5950 11482.88 V Q 6938.3920 12022.07 V Q .583 4_667 7024.7210 12S34.96 V 4- " x .750 7114.0820 12975.21 - -- V - Q 833 7205.6620 13326 -42 _ V _ -4 • 14.9-7 7299.4900 13594 -82 _ V _ -Q 15.000 7394.4910 13794 -15 V Q 15.083 7490.4810 13937.74 V Q 15.167 7587.1640 14036.28 V - - Q y-\ 60 \401 \Ca7cSl ydro_lo_ay IDMSaM- Sever _ \T3-67 - =F.£ D Pace 42 of 67 Sa ✓ec: 81612002 2:59 PM . S- MINUTE FACTOR 15 -250 7684 -3180 14106 -80 _ _ V - - Q - 15 -333 7781.7770 14151.02 - V - Q 4!7 7879.3100 14161.80 V Q ! 00 7976.4730 14108.03 - V Q _S83 8072.4630 13937.75 - V Q - - .667 8166.21S0 13612.81 V - Q t -'� .750 8256.5980 13123.63 _ _ V Q - ' -5.833 8342.7890 125!5.01 v Q- 1S.917 8424 -6580 11 887.33 V Q 16.000 8503.0050 11375.92 - V - Q - 16.083 8580.0010 11179.83 V - Q 16.!67 8659.0990 11485.04 V- Q 16.250 8744.4360 12391 -38 V. Q - 16.333 8839.1150 13747.11 V. Q 16.417 8944.1040 152 -2 - - V. Q - 16.500 9057.3380 16441.64 V - Q - 16.583 9174.5380 17017.42 _. - V Q• !6.667 9290 -9970 16909 -78 V Q- 16.750 9403.6690 16359.98 V Q 16.833 9512.0620 15738.59 V Q 16.917 9617.3170 15283.16 _V - Q - 17 -000 9720.7660 15020.65 •V Q 17.083 9823.2570 14881.67 V Q 17.167 9925 -1840 14799.73 V Q 17.250 10026.5000 14711.50 - V Q 17.333 10126.8600 14571 -81 V Q 17.417 10225.8600 14374.41 - - V Q 17.500 10323.3400 14155.17 - V - Q 17.583 10419.2600 13926.72 V - Q 17.667 10513.6200 13700.94 - V Q 17.750 10606.5300 13490.93 - VQ 17.833 10698.1000 13295.85 - V •Q 17.917 10788.4200 13114.85 V Q 18.000 10877.5800 12945.03 - V Q 18.083 10965.6100 12782.77 V Q- 18.167 11052.5300 12620.37 V Q. 18.250 11138 -2100 12440.38 _ - V Q- 18.333 11222.5000 12239.86 V Q 18.417 11305.2400 12013.98 - V Q - 18.500 11386.2100 11755 -92 - - V Q - 18.583 11465.2400 11474.85 - - VQ 18.667 11542.3300 11193.95 VQ 18.750 11617.6000 10929.05 Q - 18.833 11691.1700 10683.44 - QV - 18.917 11763.1700 10454.36 - Q V 9.000 11833.6900 10238.56 Q V - .083 .167 o 11902.8000 11970.5700 10034.55 _- 9841.27 Q V Q V _9 .250 12037.0900 9658 -67 •'.333 12102.4200 9485.97 Q V 417 12166.6300 9322.05 - Q V - V .,9.500 12229.7500 9166.46 •Q - 19.583 12291.8700 9019.07 - •Q V - 19.667 12353.0200 8879.51 Q V - 19.750 12413 -2700 8747.16 Q V - 19.633 12472.6400 8621.42 Q V - 19.917 12531.1900 8501 -66 Q. V - 20.000. 12588.9600 8387.83 Q. V - ++++ rr xr+ rr+ r++ rrr+ xr+ rrrx+ x+ r+ r+ xxrrrxxrrxxxx +xxxxxxrx +x + rrx +xrx + + + + + + +xxrr FLOW PROCESS FROM NODE 2316 -00 TO NODE 2834.00 IS CODE 1 >>>>>UNIT- HYDROGRAPH ANALYSIS ««< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 5150.000 ACRES BASEFLOW - .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = ..600 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) _ .280 LOW LOSS FRACTION = -260 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= -53 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.08 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1 -40 SPECIFIED PEAR 3 -HOUR RAINFALL (INCH) = 2.51 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.73 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 8.32 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: Page 43 of 67 S- MINUTE FACTOR - .423 30 .MINUTE FACTOR = .462 1 -HOUR FACTOR = .487 3 -HOUR FACTOR = .836 6 -HOUR FACTOR = -927 24 -HOUR FACTOR = .956 { UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES -� UNIT T_NTERVAL PERCENTAGE OF LAC- -TIME = 13 -889 -" RUNOFF 31'DROGRAPH LISTING- LIMITS: MODEL TIME (HOURS) FOR 3ECINIv_NG OF RESULTS = 16.00 MODEL TIME (HOURS) FOR END OF RES0LTS = 18.00 °:\ F60\ 40_\ C=_ lcs\ HpCL ^^oiccy�?- roTSu:Setiai�e \ it -F� Page 43 of 67 � i F 6.0 Design Storm Centering and Multiple Day Event Modeling Table 6.7 Multiday Storm with Storm Centering Modeling Results at Juruna Basin Notes: 1. Assumed no overflow from basin spillway. It does NOT include additional runoff volume due to - flow -by weir excess spillover. The preliminary estimation of this additional runoff volume is in the range of 500 AF. 2. Jurupa Basin has 219.7 AF of dead storage and 1560.1 AF of effective storage at spillway crest. Peak Discharge (cfs) Storm Center Upstream of Jurupa Basin Downstream of Jurupa Basin Required Effective Basin Volume (AF) No. 1 20608 12087 1921 No.2 19418 11873 1010 No.3 14285 11398 370 No.4 19973 12010- 1342 No. 5 20372 12079 1538 No. 6' 10832 10832 370 No. 7 15595 11542 490 Notes: 1. Assumed no overflow from basin spillway. It does NOT include additional runoff volume due to - flow -by weir excess spillover. The preliminary estimation of this additional runoff volume is in the range of 500 AF. 2. Jurupa Basin has 219.7 AF of dead storage and 1560.1 AF of effective storage at spillway crest. fV __ , 2501 158 301 (-. � l ■ 1 : A M 0-,.. iASN� %' L = _= p is I - - r ,� 601 _ � -414111-U � � B SI I � 214 a 2601 ���/ Q t. 906 - -- �i / 5 3 0 II _ `gym _; . � / " l • ' irs-rm ����i = ND r �i D , VvIA- rn T T� E� �� P INIsi 14 '� 1 'iT D, ?,e 4 — 1201 = CY) N Li r m 0 V eit �waic'� o" I 'a =18 0' DL4f .1 I 'AK A@ lj O L_ = 718.2 --7L� I.11 - Farm r O 2718 ,l ' � 1711 718.3/2704.1 / ■ pm= l FP li[l_1J�- 1 ) 1 I T - n = / � . � 1� �270 � ..169 � 1� tU 202 -r[i --1-: .t 1 :u==i� „bp �r . ` tT p - 718.4 /None A 1 hn r „ _ 00 0_ _ D U .I1�V; ���� �` { ' ::P” ' 111 1= - Il l - _ - 271 C 0/2704: � - - - - .- , . ,aL 281 I 5 : • 1 73 ■ (2101 �_ �� = tl �-_.L1L,,; , . r / - -1 ii I 2809 C ___ �_r �! IL WM a 2809.1 2828 r -r-' -[ • .� . J _- - S ro Bt.., a DDIAD L 419E a- . -- 1 Ei w i i ' : 1] u�� I J T 1 1 _ _ Al '7 `` 2901 2834. L -u. -[ 'r SEVAINE I J ^, CH EL o I • N A 2407�� AEG ao �-- �, ..1 Z I , BAST !! L I � _ I F 4 29191 O D r�tmnwmmr��rti 11 �r•� r nip 1� p �, 1 I *Note: Area between nodes 2407 and 2406 directly flows into Jurupa Basin. '_ . I � co O Z w N O ] tJ -n o I tn0 _ .� 11 I m Ob (7 cn- wm_n�-o�y O -I ]l7 ac O m 5 5 z IA 'n n m p oDn Q' ,n (1) 0 -z-�