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HomeMy WebLinkAboutBaseline Avenue Storm Drain 1 1 1 BASELINE AVENUE 1 STORM DRAIN 1 Hydrology Review 1 L c 1 For City of Fontana ' By ' Bill Mann & Associates, Inc, 1 July, 1997 JOB BiII Mann & Associates —L- 454 N. Orange St. SHEET NO. OF Redlands, CA 92374 (909) 792 -4644 CALCULATED BY 19- h DATE 7 /z /,' /� FAX (909) 792 -4644 CHECKED BY DATE L /Q S e V1 °. S ` rG ` V1 SCALE rc.‘ GL e Areas ( in y rro5 rc1 L M ek-L o d 1 f o\ sea Atf'acA,\e Mc D Ar, A -1 BMA — 9' c 9 ///c- — °l Coo Ac Ares. A - f3M - 18 Ac 4//c-,r-d - So Ac /g r ec- A -3 131\14 - /44_ - re., A -Li --- 60 AL Allard - a A 4- A r ems, A - 5 A reo._ A - CO Cm4 - 30Co '3 0 Arco. 4- &M/1 - t bo Ac All ord - 1 Cep A c PRODUCT 204-1 (snob Sheets) 205-1 (Padded) Bill Mann & Associates JOB 454 N. Orange St. SHEET NO. OF Redlands, CA 92374 CALCULATED BY �` �G ✓ DATE / (909) 792 -4644 7�2 FAX (909) 792 -4644 CHECKED BY DATE SCALE Are a A B M 4 - 60 .9 4 /i,1- - 604 4 r ec ,9 _q 12 m A - 2.60 A L d z 60.4 c, /4 re A - / M - 60 4c r-) //el t d -- 6,9 Ac Area. - // Ange4 - 4 A I I Ard - PROOUCT 2941 (SO, Sheets) 29S1 (Padded) JOB Bill Mann & Associates 454 N. Orange St. SHEET NO. OF Redlands, CA 92374 CALCULATED BY G " DATE 7/z (909) 792 -4644 FAX (909) 792 -4644 1 CHECKED BY DATE j / t 5 e, , � e. Ave ` w' \--I y Art, tr;'�I� / SCALE j { t ^ AMC C1\1 I P ' AP ll.Sf' � P FruG�'toh / -}rec� � � A7'' FM C - a rc, a i 4 O, Z3 1-2-D L 32 0 !2, / 0 a/0 1Ze5 4 0,1IS 675 11 32 o,°+s 0,50 a,49 50 32 a,98 ,o,‘0 0 1 109 9 i4S ustrg FM o, y / rep .4 - �' . A 0, 2S 251 It 3'2. D,16 a,lo p, /a Re4 .... 4. c).699 1 I 1 31 o, 0.50 D, yti Sa, I 4 : O, DS So It 32 0,953 0,60 0,S1 lito 1 I Oa 1.0.2.4? 4J.; ust F7 , -t> , y0 _ Gv w A 0.21 2')Y 11 32. 0,9e Dip 0,i0 12 e4 /4 O, -'! flog i1 32 c D,So 0. ScliDol A 0,o5 bo E 32. 0.,98 0,6D 0,5°1 1 128 A..josita. PM 1 Bill Mann & Associates JOB 9 11 454 N. Orange S t . SHEET NO. OF y E Redlands, CA 23 G f (99) 792 -4644 F AX (909) 792 -4644 C C CHECKED BY BY DATE 7/2 /A "7 1 ) CHECKED BY DATE c,, i e \ -, e. Ave (t x, . r: /; .'' SCALE ii 4rea ... -z1. g Lavt\ o r 1 A'K' rec. 1 CIJ {=Q t�se "Typ F►-�c,+,o.., A 1 AP , 1-M C 4 c.,2-1 2S9 r 31 0,18 D,lo 0, /0 c3 4 D, -7 y 1009 a 31. DAB D-50 WI9 SG�tio I '9 t>, QS 1 0 a 32 D, 8 D,bD os`, a - 'c> 1.....:.... ho b 13s8 E . Akj'usfect FA? 7., y./ . • 14rec, 4 -5 . 60.0-7,..7 . o, Zo 289 II 32 0 DJ o D, /o Z eS . .. . : 4 .. c7, - ).5 1o1 IT 31. ,9,g p so 0, 1 19 C Scli,00l 4 p, DS no IT 32 0,913 0,b0 D. S°1 c . E T.io,1 1, D 0 ) • 4�; us +eA M 0, r2... . E 7-1,.., Co.P ... . ...... /4 . . D, IS 301 n" 32 V,qg a. /D O. /o 1 gcS . 4 d 1325 .0 92 offs t2,So Om SA, . 4 D,DS 9D E 32 0.93 p,bo 0,Si i PQrK A 0, 1 ZD li '1Y Af3$ P.13.5 P.13.5 D,75 1 17ici 1 . . .. 1 IDU ImiH 4 1.,Jt(1 FM a, y3 1 1 JOB 9 Bill Mann & Associates 454 N. Orange t . SHEET NO. 3 OF 1 1 Redlands, CA 923 S 74 C> /F„ / (909) 792.4644 CALCULATED BY DATE 7�z / / . 7 DATE FAX (909) 792 -4644 CHECKED BY CI, , e Ave l 1)v,+ t '! rUG ;t . lam SCALE . , l' I . • • • 1 . Area . • 4- ;7 . . E Las-A Vse ' e Frc -* o -, Area 11' 1.N I pQ I / � t ' 1-'m Cpw„rh 1 A Ot la 33°1 r. 32 , .10 ,1() . Ekes A O, 1455 11 31. , le , So , Y5 Svtibo I. 4 D, O S 9'D It 31, . c) 8 . bD X 59 'Pori . . /4 0,01 w it L`-1 .03 .95 • -iS T0 l 1 . Do 1°1u-1 . .. /9cjust'e2 FM 7 ID 3 fir �} /�F r e.o. 4 - . . . . 60■4/ Pt-) 4 C7, 2 O 30ta IT .1 ,18 Jo .10 Rcs :4. OIL-1 I455 E 31. ,93 ,50 ,lq9 . . Sv1 I. 4 d,pS ci. rr 31 •18 ,b0 ,S°► . pri' . .... . 4 p. 1 20 i tH ,88 .5.3 ,7S . E • . . .. . . ........ . . E . TDTa I : : I , O D 19 (oH o a''e a F M ..+: 0 la E A r-cc,.. 4. - : : GD,M.,,, .. 4 6).13 - 301q a 32 Iff e , do o , lb . ges 4 O, - ?S 1Glo IT 32 ,98 , •` I S Jioc, 1 A D. 0 9 o f' 32 ,C.. 6 ,i70 '61 . Po . 4 O, D I 30 IT 65 1b1 , 3s , 53 I Res . 4 a D) ZD Ir S(o • 7y .170 , yy . : ' . Go.../iv, A v, o I !..5 $(0 .7y ,//) . of .. . 1 TD. . . .. . 1 ►Do 2z2N , . . 4;‘).11 p y . 1 . . . .. ..... ........... . . . . : .. ... :. . II.. .. . . . . . .. . : ..:. H .. . . . . .. ... ...... .. . .. 1 .. 1 - Bill Mann & Associates JOB 9 _ `\ • 454 N. Orange St. SHEET NO L i OF '' I Redlands, CA 92374 CALCULATED BY G /FN f DATE 7 �Z �ll i I (909) 792 -4644 FAX (909) 792.46444 1 CHECKED BY DATE � °-5e \," e Ave (�)Y+� 1- roc 12/ :.'+ ) SCALE 1 / ..A -ta . - u^'Jl^5 use or l e Fr o•, / rec. CIS �Q ^ 1 fir p 1 , fy?' CJ.+l'" 1 4 0 '11°1 E 32 D,9S 0,c. 0,10 Rc.5 A O?'' I l oo D' 32 () D,So 049 Sa I A D, oq cl t Ll 32 act O,66 0,59 r PcrK A 0,02- 31 1 -1L1 o,aa 0,5 0,75 Ides a . D.J 1 20 . U S6 oi`I D,bo D,(4H 1 1 I00 4.13 as FM: — .:1)t yz 4rec, 4 - Li COM �!. O, /9 q/Y S 32 D,98 n 10 D, /o leS ,Cl 0,73 1381 f - 3t 0 D,So D ,1-1 9 a S 0.D`/ 1OB 11 32 o,8 0,60 v.s9 PG r k ... . 13 /, O/ i-1 11 65 4= 0,35 0.0 C R es . ... p 0,DI 30 It So 1),74i Db0 D,y 1 , o ;._560 /fi r-. 4 1 1 1 . 1 1 . . . . . . 1 _ 111 Bill Mann & Associates JOB 454 N. Orange St. SHEET NO. I OF -5 /q Redlands, CA 92374 CALCULATED BY G rc V1} DATE / / Z ` 1 /1 - 1 (909) 792 -4644 ,�2 FAX (909) 792 -4644 CHECKED BY DATE I,.JG Se \ 1 h c /7U e s +Or 0 VC' , t SCALE ROA 1 1 1 e IoA C am / 1 l �JS e ArPC, ALl 15MA / 4 � Ic,rc�..1_.__ _ %- / - W./ / - 141 R e5 4-2...... Z. 2 1 ,3 Res 4 -3 5,5 . 6, Res /9' 3,9 . 3,3 Re$ 4- Sbr5D 53 0 9 e S A -(o S,`1 5,0 . Res A - .. .9, ot- s, o Res CDm 4 -.3 ... 5,79 10, 0 . 3,Y9,4c R es 2, 3A4 ..' 4-9 22, 01 20, 0 S, 2.2. Ac Res lb,BS,4c (Dm'', I -lo ... 5Y, 7(v 6 19 ,0 10,69404s q co,..., 4-II I-1.5,11 b, 0 1 .1244, Ac Rcs 3, ZS At c,,mn, A 2S,S`/ Z3,0 Res 4-l3 `/0.11 1 10, D R eS Tc a I 31°1.12 32.o,0 - 2 I (, `I 1 1 2 D Go„,,., 8 -3 ... VI ,1(0 . 8 6,...‘,,.., . I /, 76) PeS Z_Li 36,12. 35, 0 7 1 ZGpkrn• 21,52 12es 6-.5 75, 7(t, OD , 0 19 60(0 56,1( Res : - 1 151.52 160,0 tJp eI Arec..s w ere c-G !culc,� es, os,L., i'ke .a MeV. wio.p r p u , , : e . ■ +tie 4 1 IAr Repor 1. •rrrrr Bill Mann & Associates JOB 1 ,� 454 N. Orange St. SHEET NO /"-- OF 5 q Redla9) 92 -4644 nd7s, CA 92374 CALCULATED BY G fc + DATE 7/Z ` 1/ 1 i (90 �,2� 11 FAX (909) 792 -4644 CHECKED BY DATE i' I Se 1, he Prue .5+0,-..--, 0{fc SCALE I Ro\i 1o -1 a 1 NI e }Lo c� . rte_........_._....___._ 0 _s f .6- 1 ... . - 1 , 5 to Corirh . G • 2 11.5 12. 60.4-7 .......G -.3.... ... ..:. 1°x.1$... ... vg . S G om m 11 . ....G....`(....... ........ 3. .. 38 it 2. Go n,S f?!s .6.73; .... 85,0 $ O so S GA-, Do 1 35 Cps./•+ ..G.- (o....... • 05..0 So 36 cow. 1 .19 . 12 es . :_C. 7...... ..... 17, Bch Res . :..G.:& - 124 S0 Res ' L .. ..... . B3,5 80 11 Cot, -, - 12. Res ...Lat. qo p-l. .. X15 10 6, /Res 3, / Gan7.ri .... "..- ..Z........:.. . . 1 , 5 20 R es .... .- 3......:.... .. 50,0. 53 114 G. Res . 3.,`l Cos-04, .. .D 1...:... . 1 o, 0 - II ,6q, 75 eS 5,25 Go 1"1 - Tol - a 1. 149,0 f & 0 E'2 11,2 12 12es E..-3..... 1°I 9 2`I Res c - � i • SO, 3 $ Res 5 -.11,0 Bo ><es . :.......:.......... . ..E. -.c.... 7GI.0 80 69 12es 10 P 1 94 . 2- tl6, z ( -i0 ,aoouw 2044 (SP* SAMq 105.1 the M1 1 Bill Mann & Associates JOB CI 1— l°l 454 N. OraCA nge 2 S t . SHEET NO. OF -5. Redlands, 93 CALCULATED BY �3 (G�� DATE 7 /t L i / (909) 792.4644 , F AX (909) 792 -4644 CHECKED BY DATE / 1 Da 5 e 1 1 h c Aye e .5 +Ors 0 WO h SCALE a Ro,� 1o� , a e��o� C� ('Pc. L bM A 1 , 4 c .. _( 41 n _d _ ) ._.__...._ ...._ s e F- 1 — 1,9 6 Co ,v, $1 - 2........_....,..... 1 12 5, 8 Co►� -0- 2,4 ReS S, )S t.oro� 1.11S5 Res To I 92, G lO C -- I ... 5,5 & Res 1 3, 5 12 ReS 2`i R (s: .............. &2.0 . 5$ Z , 5 Par/< Sri ,8 R 6 - -5 I , JO.0 I o o 2 0 ArK 6/ 5 Res 16.S C.n Ti I Zotx, O 2 00 H -.1.: 6. 6 Co.$,.s, 12 12 Low H -3 1'I zy !oCo�ni - 7 Pore FI -H toH � 9 s, S,.,,n, W31?ei ? 5 r ; 1 � - 5 6C2 18 21. �.�,47 i' , ' tees 6 rah a TD 1 0°1 A c 1 391 Ac 1 • Bill Mann & Associates JOB 4'1 ' l 454 N. Onga S t. SHEET No. OF 5 Redlands, CA ra 923 (909) 792 -4644 CALCULATED BY I 6' rc J' 71 DATE 7/25/1 FAX (909) 792 4644 CHECKED BY DATE SCALE :Noce. 23 To 1 1 I n eh� - N = �6 /7re = 1 i ' e.Ic, ups .frec- 13°15 1 :8„,,)hs +'r ec,►r 1 355 I USa .e.:... Res . Ne 6 —:(viZ l et = 2.4o50 AreG = l bO Ac, 1 ... ..:. elev . upJ+-rcc,-, 1356 8o o h* r ea vt-, 133'1 II I ... .... 0 G j.e .. R 1 1 1 No 62-- (03 ei- = 7-(0 SO' A re IMOAc GleV ups reo,t.i., . 1331 do.,)H.s}rec.r•-. 13 23 UsaS e. R es . Node . 63 - C, `I 1e'k4I -. ..7-650 ,4rec,- -120 A c c leo ups +rea L., 1323 Usa e 1 es 801. � ►� s''recou % 1 2.91 JOB Bill Mann & Associates 9'1 - 454 N. Orange St. SHEET NO. 5 OF 5 Redlands, CA 92374 & r a 7 (909) 792 -4644 CALCULATED BY V DATE 2 FAX (909) 792 -4644 CHECKED BY DATE SCALE 1��0 e 3Q- 2,3 . El s 4-reG 144 8 1 . ...... po k,)n s 4re v:; 131 . N9. 35 l . G I e L)psf reaw, N 35 C� c�► rec. ,. 1 3 55 ek = 3`150 UpsVreu.1.. L3�5 >! 323 /40 ..e S3- L 1 el, = 50 ' u P .sk Irec,1A 135[0 dowers +recA 1711 cos • l et-, j - 1.1. ;,.00 o EIe,/ I Vp5�'reo, ►�. 1 d 0 GJ N s f reL w, \2435 PRODUCT 261.1 (Sole Sheets) 205.1 (Padded) 1 + Bill Mann & Associates JOB 91 C 454 N. Orange St. SHEET NO. G OF Redlands CA 92374 CALCULATED BY r �'� DATE 7 / 2 ! /� (909) 7 92 -4644 FAX (909) 792 -4644 CHECKED BY DATE � -le \+L,e AU 3+ rte- � v - GA\' ^ SCALE On/i / - / /Ji YGLJh (31 1 A't\0 (,f I'S ) 4 .. ' c < < 4- / Thr v 4i - 1 1 Arm. 4c zAc. Q1t.0 1 C‘2.s i cfi'D /Ac ! Q ' /4c. i 1 /.- 'H8 9 1831 13 1 1 1 I , 38 A -2 . . - 18, X 092 1cl -1 '1311 1,80 '1, 2(0 4 -3 b. -z 1 Zci8 2 z13- 1591 1 1 - 15 1 , 22 4 -'1 loo 135s z2y5 ib2B 1,105 I,20 4 -5 80 143E 2332 16101 ( (pZ \ ,1 10 A -l� 3 o 11H+i Vlo2 1`,c 1 1 ► S 5 1 , o8 A - 1(2c 110 1 1-9Z3 1°13(0 I, `-l8 1, 0 2. A -s 60 1(01-i z - )g■ I - 1(0 1 )91 1,01 A Zb0 2224 3o3LI 2,0-15 I I 3(0 10, 4 -10 60 2289 3o5( , 1 ` 1,35 0..S 4 -11 A7(0 z56O - 110 - 1 ;,l (03 \ 121 Aui 1 ,s(s) Audi 1102- I , n / U A.4 1 : , ::1 . ..1 .r.".6/•• I .. i i 2 /r...i...e . /14 .S ia" ,..... • . . 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OF 1 Redlands, CA 92374 G- h `� /2 L1 / A —� (909) 792 -4644 CALCULATED BY � � DATE FAX (909) 792 -4644 CHECKED BY DATE a ase . ,t () yr v SCALE 1t7 rw‘ 11,1 e ■ 1 r 41 D �J G� � v t� 4 s care c, N 1 1 o �/! �. �� 5 �:' `/ ,� i! j .J r • 1 Ha/1 Furey 30 v c ~s Rc;-r c, I 1`1e in D 8 t1 A — 3 0 8 Cis (u '� D6, • •.•c\1 4, i w C 1111.1t w - _ $ ∎ a, .iii' _. /N, "7 dl /J b'b1N ►� P _ -- Avr.. ss44'4e '. rn.lrs 1 . . - .+._. t I■t■ 1 1.1 1■t ■IAJ.1 J •. I al pap 1 1 iu 0 t4 Etr V D -,,,,..c.) 5n I. ,i-tr:61,c1A; . vi—i-.., Fi T 1 . 4s; :c •a ' Pl akikalN1 a. • , '. 't - o • f . _, tie © U - t = k �i7 � �7� �' . 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W 2' 1 ii 1 2 , i i CC • S' .4 i ii ...Co,: F L O O D R O U T I N G A N A L Y S I S USING ORANGE /SAN BERNARDINO COUNTY UNIT - HYDROGRAPH (1986 MANUAL) (c) Copyright 1989 -93 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 7/20/93 License ID 1209 Analysis prepared by: BILL MANN & ASSOCIATES, INC 1802 COMMERCENTER WEST SUITE A SAN BERNARDINO, CALIF 92408 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** BASELINE AVE STORM DRAIN * 25 -YR PROPOSED CONDITION * * DOES NOT INCLUDE AREA WEST OF SAN SEVAINE CHANNEL ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 3 MA Aha\y5 I5 FILE NAME: BASELN.DAT TIME /DATE OF STUDY: 16:13 7/24/1997 Go �O ` " `∎o ae A rec. uJes " SG h S e ,Ju‘ne Lku.vone 1 Q = 2210 cos ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 948.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .360 HOURS CAUTION: LAG TIME IS LESS THAN .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) = .410 LOW LOSS FRACTION = .910 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .957 30- MINUTE FACTOR = .957 1 -HOUR FACTOR = .957 3 -HOUR FACTOR = .994 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES r ii UNIT INTERVAL PERCENTAGE OF LAG -TIME = 23.148 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 P UNIT HYDROGRAPH DETERMINATION 1 INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.364 156.362 2 6.297 565.579 3 17.969 1338.229 4 33.297 1757.328 til 5 53.096 2269.925 ii 6 70.631 2010.322 7 82.621 1374.619 8 89.880 832.220 r 9 94.282 504.678 ii 10 96.815 290.436 11 98.135 151.366 IP ^ 12 98.585 51.589 iir 13 99.019 49.746 14 99.453 49.746 r 15 99.887 49.746 iiso 16 100.000 12.983 iW TOTAL STORM RAINFALL(INCHES) = 7.21 P" TOTAL SOIL - LOSS(INCHES) = 5.83 ii TOTAL EFFECTIVE RAINFALL(INCHES) = 1.37 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 460.7739 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 108.4091 r 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) E TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 12.083 18.4405 25.96 Q V 12.167 18.6204 26.11 Q V 12.250 18.8008 26.20 Q V . 12.333 18.9816 26.26 Q V . 12.417 19.1626 26.27 Q V Carr 12.500 19.3439 26.32 Q V 12.583 19.5259 26.44 Q V . . . r 12.667 19.7092 26.61 Q V i 12.750 19.8939 26.82 Q V 12.833 20.0802 27.05 Q V . . „ 12.917 20.2683 27.32 Q V . . w 13.000 20.4583 27.59 Q V 13.083 20.6503 27.88 Q V 13.167 20.8444 28.18 Q V . . 13.250 21.0406 28.49 Q V 13.333 21.2391 28.82 Q V 13.417 21.4399 29.16 Q V . pim 13.500 21.6432 29.51 Q V . . . iii 13.583 21.8490 29.88 Q V . . 13.667 22.0574 30.26 Q V . . 13.750 22.2686 30.67 Q V . . • 13.833 22.4827 31.08 Q V . . 13.917 22.6998 31.53 Q V . . . 14.000 22.9201 31.99 Q V . . !s" 14.083 23.1438 32.48 Q V . . i 14.167 23.3713 33.02 Q V . . 14.250 23.6030 33.65 Q V . . . r 14.333 23.8394 34.32 Q V . . . 14.417 24.0809 35.07 .Q V . rr 14.500 24.3281 35.89 .Q V . 14.583 24.5834 37.07 .Q V. . 1 14.667 24.8527 39.10 .Q V. 14.750 25.1463 42.63 .Q V. 14.833 25.4763 47.92 .Q V. . I 14.917 25.8584 55.47 .Q V. . 15.000 26.3035 64.63 .Q V. . 15.083 26.8240 75.58 . Q V. 15.167 27.4285 87.77 . Q V . . I 15.250 28.1294 101.77 . Q V 15.333 28.9360 117.12 . Q V . 15.417 29.8465 132.20 . Q .V II 15.500 30.8281 142.53 . Q .V II 15.583 31.8177 143.69 . Q .V 15.667 32.7913 141.38 . Q . V I 15.750 33.7339 136.86 . Q . V 15.833 34.7236 143.70 . Q . V . 15.917 35.9325 175.54 . Q . V . 16.000 37.5827 239.61 . Q . V , 16.083 40.2716 390.43 . .Q V 16.167 44.6841 640.69 . . V Q • 16.250 51.4663 984.77 . . V • Q • 16.333 59.5668 1176.20 . . .V Q • 16.417 68.6007 1311.72 . . V Q 16.500 76.4844 1144.71 . . V • Q 16.583 82.2866 842.48 . . . 0 V . 16.667 86.2823 580.17 . . Q • .V 16.750 89.1177 411.70 . .Q • V . r 16.833 91.1484 294.86 . Q • V . 16.917 92.5947 210.01 . Q V 17.000 93.6021 146.27 . Q . V 17.083 94.4278 119.89 . Q . . V . 17.167 95.1097 99.01 . Q . . V 17.250 95.6676 81.02 . Q . V 17.333 96.0545 56.17 .Q . V 17.417 96.3557 43.73 .Q V 17.500 96.6235 38.88 .Q V 17.583 96.8726 36.17 .Q . V 17.667 97.1070 34.04 Q V 17.750 97.3300 32.37 Q . V • 17.833 97.5440 31.08 Q V 17.917 97.7508 30.02 Q . V 18.000 97.9514 29.13 Q . . V . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** iki FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD « «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, C AND MOVES THE STREAM 1 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1395.00 DOWNSTREAM ELEVATION = 1388.00 P ,,, CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 iiii CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 15.60] AVERAGED PEAK 15- MINUTE [ 15.24] AVERAGED PEAK 30- MINUTE [ 14.44] AVERAGED PEAK 1 -HOUR [ 12 AVERAGED PEAK 3 -HOUR [ 9.59] AVERAGED PEAK 6 -HOUR [ 7.79] AVERAGED PEAK 24 -HOUR [ 5.14] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 16.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 16.000) = .023 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 12.083 26.0 25.9 25.9 12.167 26.1 26.1 26.1 12.250 26.2 26.2 26.2 12.333 26.3 26.2 26.2 12.417 26.3 26.3 26.3 r 12.500 26.3 26.3 26.3 iii 12.583 26.4 26.4 26.4 12.667 26.6 26.6 26.6 12.750 26.8 26.8 26.8 12.833 27.1 27.0 27.0 12.917 27.3 27.2 27.2 13.000 27.6 27.5 27.5 13.083 27.9 27.8 27.8 13.167 28.2 28.1 28.1 13.250 28.5 28.4 28.4 r 13.333 28.8 28.7 28.7 iii 13.417 29.2 29.1 29.1 13.500 29.5 29.4 29.4 13.583 29.9 29.8 29.8 13.667 30.3 30.2 30.2 13.750 30.7 30.6 30.6 13.833 31.1 31.0 31.0 13.917 31.5 31.4 31.4 14.000 32.0 31.9 31.9 14.083 32.5 32.3 32.3 14.167 33.0 32.9 32.9 14.250 33.7 33.5 33.5 14.333 34.3 34.1 34.1 r 14.417 35.1 34.9 34.9 iii 14.500 35.9 35.7 35.7 14.583 37.1 36.7 36.7 14.667 39.1 38.5 38.5 14.750 42.6 41.7 41.7 14.833 47.9 46.5 46.5 14.917 55.5 53.4 53.4 15.000 64.6 62.1 62.1 ihie 15.083 75.6 72.6 72.6 15.167 87.8 84.4 84.4 I „ 15.250 101.8 97.9 97.9 15.333 117.1 112.9 112.9 iiii 15.417 132.2 128.1 128.1 15.500 142.5 139.7 139.7 15.583 143.7 143.4 143.4 15.667 141.4 142.0 142.0 15.750 136.9 138.1 138.1 15.833 143.7 141.8 141.8 15.917 175.5 166.8 166.8 16.000 239.6 222.0 222.0 16.083 390.4 349.0 349.0 16.167 640.7 571.9 571.9 16.250 984.8 890.2 890.2 16.333 1176.2 1123.6 1123.6 16.417 1311.7 1274.5 1274.5 16.500 1144.7 1190.6 1190.6 16.583 842.5 925.6 925.6 16.667 580.2 652.3 652.3 16.750 411.7 458.0 458.0 16.833 294.9 327.0 327.0 16.917 210.0 233.3 233.3 17.000 146.3 163.8 163.8 17.083 119.9 127.1 127.1 17.167 99.0 104.8 104.8 17.250 81.0 86.0 86.0 17.333 56.2 63.0 63.0 17.417 43.7 47.2 47.2 17.500 38.9 40.2 40.2 iii 17.583 36.2 36.9 36.9 17.667 34.0 34.6 34.6 17.750 32.4 32.8 32.8 17.833 31.1 31.4 31.4 17.917 30.0 30.3 30.3 18.000 29.1 29.4 29.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 108.409 AF ?^ OUTFLOW VOLUME = 108.409 AF lr. LOSS VOLUME = .000 AF r it ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 3.00 IS CODE = 1 E l , » » >UNIT- HYDROGRAPH ANALYSIS« «< "' (UNIT - HYDROGRAPH ADDED TO STREAM #2) r WATERSHED AREA = 1026.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .380 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) PR iiii MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .410 LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* r SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 lig SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .954 30- MINUTE FACTOR = .954 1 -HOUR FACTOR = .954 3 -HOUR FACTOR = .993 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.930 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION i l r INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.280 158.801 2 5.622 538.753 i , 3 16.129 1303.734 4 30.247 1751.773 iii 5 48.260 2235.191 6 66.004 2201.640 7 7 79.190 1636.156 ii 8 87.542 1036.364 9 92.554 621.840 •* 10 95.746 396.038 11 97.576 227.082 12 98.322 92.647 r 13 98.734 51.023 14 99.145 51.011 iii. 15 99.556 51.011 16 99.967 51.011 P"' 17 100.000 4.112 L iiii TOTAL STORM RAINFALL(INCHES) = 7.21 TOTAL SOIL - LOSS(INCHES) = 5.78 P' TOTAL EFFECTIVE RAINFALL(INCHES) = 1.42 it TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 494.3434 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 121.6690 rig is 3 1 1 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 12.083 22.1209 31.16 Q V 12.167 22.3368 31.35 Q V 12.250 22.5536 31.48 Q V . 12.333 22.7711 31.57 Q V . . 12.417 22.9889 31.63 Q V 12.500 23.2072 31.69 Q V 12.583 23.4263 31.82 Q V • . . 12.667 23.6469 32.02 Q V . . . 12.750 23.8691 32.27 Q V . . . 12.833 24.0932 32.54 Q V . . . 12.917 24.3194 32.85 Q V . 13.000 24.5479 33.18 Q V . 13.083 24.7788 33.52 Q V . 13.167 25.0121 33.88 Q V . ✓ 13.250 25.2480 34.25 Q V . • 13.333 25.4865 34.63 Q V . 13.417 25.7278 35.04 .Q V . . pi 13.500 25.9720 35.46 .Q V . . i 13.583 26.2192 35.90 .Q V . . 13.667 26.4696 36.35 .Q V . . 13.750 26.7232 36.83 .Q V . . . r 13.833 26.9803 37.33 .Q V . . ii 13.917 27.2410 37.85 .Q V . . 14.000 27.5055 38.40 .Q V. 14.083 27.7740 38.99 .Q V. 14.167 28.0470 39.63 .Q V. 14.250 28.3249 40.36 .Q V. 14.333 28.6084 41.16 .Q V. . 14.417 28.8979 42.03 .Q V. . 14.500 29.1937 42.96 .Q V. . 14.583 29.4975 44.11 .Q V. . ▪ 14.667 29.8132 45.84 .Q V. . 14.750 30.1498 48.88 .Q V. 14.833 30.5184 53.51 .Q V . I 14.917 30.9346 60.43 .Q V . 15.000 31.4124 69.37 .Q V . . 15.083 31.9661 80.40 . Q V 15.167 32.6066 93.00 . Q V I 15.250 33.3470 107.50 . Q V 15.333 34.1984 123.63 . Q .V . 15.417 35.1589 139.46 . Q .V II 15.500 36.2000 151.18 . Q .V ▪ 15.583 37.2587 153.72 . Q . V 15.667 38.3090 152.51 . Q . V I 15.750 39.3385 149.48 . Q . V 15.833 40.4022 154.45 . Q . V 15.917 41.6644 183.27 . Q . V 16.000 43.3554 245.53 . Q . V 16.083 46.0801 395.63 . .Q V 16.167 50.4763 638.33 . . V Q • I 16.250 57.2548 984.25 . . V . Q • 16.333 65.4824 1194.65 . . .V • Q • 16.417 74.7202 1341.33 . . . V . Q • 16.500 83.3812 1257.57 . . . V Q 16.583 90.1227 978.87 . . . Q V. . 16.667 94.8845 691.41 . . Q. .V 16.750 98.2352 486.53 . • Q • V 16.833 100.7106 359.42 Q V 16.917 102.4993 259.73 Q V 17.000 103.7375 179.78 . Q . . . V 17.083 104.6813 137.03 . Q . . V . 17.167 105.4716 114.75 . Q . V 17.250 106.1380 96.77 . Q V 17.333 106.6959 81.01 . Q . . V 17.417 107.0803 55.81 .Q V 17.500 107.4093 47.77 .Q V 17.583 107.7117 43.91 .Q . . V • p� 17.667 107.9986 41.66 .Q V 17.750 108.2711 39.56 .Q V 17.833 108.5322 37.91 .Q . . V 17.917 108.7839 36.55 .Q . . . V 18.000 109.0278 35.42 .Q . . . V *.......... * * * * * *......... ....* * * * * * * * * * *..................... FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5.1 c ir » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD « «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, PIN AND MOVES THE STREAM 2 RUNOFF HYDROGRAPH FORWARD IN TIME. it ASSUMED REGULAR CHANNEL INFORMATION: r BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1388.00 DOWNSTREAM ELEVATION = 1380.00 CHANNEL LENGTH(FT) = 1360.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN- FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 16.28] AVERAGED PEAK 15- MINUTE [ 16.01] AVERAGED PEAK 30- MINUTE [ 15.26] AVERAGED PEAK 1 -HOUR [ 13.55] AVERAGED PEAK 3 -HOUR [ 10.21] AVERAGED PEAK 6 -HOUR [ 8.33] AVERAGED PEAK 24 -HOUR [ 5.64] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 17.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1360.00)/( 17.000) = .022 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) (HRS) (CFS) (CFS) (CFS) 12.083 31.2 31.1 31.1 12.167 31.4 31.3 31.3 12.250 31.5 31.4 31.4 12.333 31.6 31.5 31.5 12.417 31.6 31.6 31.6 12.500 31.7 31.7 31.7 12.583 31.8 31.8 31.8 12.667 32.0 32.0 32.0 12.750 32.3 32.2 32.2 12.833 32.5 32.5 32.5 12.917 32.8 32.8 32.8 13.000 33.2 33.1 33.1 13.083 33.5 33.4 33.4 13.167 33.9 33.8 33.8 13.250 34.2 34.1 34.1 13.333 34.6 34.5 34.5 13.417 35.0 34.9 34.9 13.500 35.5 35.3 35.3 13.583 35.9 35.8 35.8 13.667 36.4 36.2 36.2 13.750 36.8 36.7 36.7 13.833 37.3 37.2 37.2 13.917 37.9 37.7 37.7 14.000 38.4 38.3 38.3 14.083 39.0 38.8 38.8 14.167 39.6 39.5 39.5 14.250 40.4 40.2 40.2 14.333 41.2 40.9 40.9 14.417 42.0 41.8 41.8 14.500 43.0 42.7 42.7 14.583 44.1 43.8 43.8 14.667 45.8 45.4 45.4 14.750 48.9 48.1 48.1 14.833 53.5 52.3 52.3 14.917 60.4 58.6 58.6 15.000 69.4 67.0 67.0 15.083 80.4 77.5 77.5 15.167 93.0 89.6 89.6 15.250 107.5 103.6 103.6 15.333 123.6 119.3 119.3 15.417 139.5 135.2 135.2 15.500 151.2 148.1 148.1 15.583 153.7 153.0 153.0 15.667 152.5 152.8 152.8 15.750 149.5 150.3 150.3 15.833 154.4 153.1 153.1 15.917 183.3 175.6 175.6 16.000 245.5 228.9 228.9 16.083 395.6 355.6 355.6 16.167 638.3 573.6 573.6 16.250 984.2 892.0 892.0 16.333 1194.7 1138.5 1138.5 16.417 1341.3 1302.2 1302.2 16.500 1257.6 1279.9 1279.9 16.583 978.9 1053.2 1053.2 16.667 691.4 768.1 768.1 16.750 486.5 541.2 541.2 16.833 359.4 393.3 393.3 16.917 259.7 286.3 286.3 17.000 179.8 201.1 201.1 17.083 137.0 148.4 148.4 17.167 114.8 120.7 120.7 17.250 96.8 101.6 101.6 17.333 81.0 85.2 85.2 17.417 55.8 62.5 62.5 17.500 47.8 49.9 49.9 17.583 43.9 44.9 44.9 17.667 41.7 42.3 42.3 am 17.750 39.6 40.1 40.1 iiii 17.833 37.9 38.3 38.3 17.917 36.5 36.9 36.9 E R; 18.000 35.4 35.7 35.7 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 121.669 AF OUTFLOW VOLUME = 121.669 AF LOSS VOLUME = .000 AF }******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 4.00 IS CODE = 1 E: » » >UNIT- HYDROGRAPH ANALYSIS« «< im (UNIT - HYDROGRAPH ADDED TO STREAM #3) Irr WATERSHED AREA = 1298.000 ACRES in BASEFLOW = .000 CFS /SQUARE -MILE L *USER ENTERED "LAG" TIME = .400 HOURS CAUTION: LAG TIME IS LESS THAN .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) = .410 LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .943 30- MINUTE FACTOR = .943 1 -HOUR FACTOR = .943 3 -HOUR FACTOR = .991 6 -HOUR FACTOR = .996 24 -HOUR FACTOR = .997 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.833 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) r it o 1 1.206 189.373 2 5.061 605.115 3 14.561 1491.322 4 27.535 2036.570 5 43.905 2569.723 6 61.571 2773.167 r 7 75.501 2186.669 Li 8 84.899 1475.313 9 90.663 904.772 10 94.470 597.508 11 96.724 353.882 12 98.037 206.151 13 98.477 68.984 14 98.867 61.310 15 99.258 61.338 16 99.648 61.310 I"'" 17 100.000 55.182 L TOTAL STORM RAINFALL(INCHES) = 7.20 TOTAL SOIL - LOSS(INCHES) = 5.78 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.42 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 625.4080 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 153.1331 C 1 1 1 2 4- H O U R STORM R U N O F F H Y D R O G R A P H `r HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 'TIME(HRS) VOLUME(AF) Q(CFS) 0. 400.0 800.0 1200.0 1600.0 12.083 27.8886 39.31 Q V . . . 12.167 28.1611 39.56 Q V 12.250 28.4348 39.74 Q V 12.333 28.7095 39.89 Q V . . . 12.417 28.9850 40.00 Q V 12.500 29.2611 40.10 .Q V 12.583 29.5384 40.26 .Q V 12.667 29.8173 40.50 .Q V . . 12.750 30.0983 40.80 .Q V 12.833 30.3817 41.14 .Q V 12.917 30.6676 41.52 .Q V • . 13.000 30.9564 41.92 .Q V • 13.083 31.2481 42.36 .Q V 13.167 31.5429 42.80 .Q V r 13.250 31.8408 43.27 .Q V . Iiii 13.333 32.1421 43.75 .Q V 13.417 32.4469 44.25 .Q V 13.500 32.7553 44.78 .Q V 13.583 33.0675 45.33 .Q V • 13.667 33.3836 45.90 .Q V 13.750 33.7038 46.49 .Q V • . 13.833 34.0283 47.12 .Q V • . 13.917 34.3573 47.77 .Q V . . . 14.000 34.6910 48.45 .Q V. . 14.083 35.0298 49.19 .Q V. . . 14.167 35.3742 50.01 .Q V. 14.250 35.7253 50.98 .Q V. 14.333 36.0838 52.05 .Q V. 14.417 36.4504 53.23 .Q V. 14.500 36.8262 54.57 .Q V. . 14.583 37.2140 56.31 .Q V. I 14.667 37.6203 58.99 .Q V. 14.750 38.0566 63.35 .Q V. . 14.833 38.5367 69.72 .Q V I 14.917 39.0792 78.77 .Q V 15.000 39.7002 90.17 . Q V 15.083 40.4154 103.86 . Q V 15.167 41.2379 119.42 . Q V 1 15.250 42.1825 137.16 • Q .V ' 15.333 43.2633 156.93 . Q .V ' 15.417 44.4762 176.11 . Q .V 15.500 45.7908 190.89 . Q .V 15.583 47.1298 194.42 . Q • V 15.667 48.4601 193.16 . Q • V ' I 15.750 49.7677 189.86 . Q • V . 15.833 51.0907 192.11 . Q V 15.917 52.6143 221.21 . Q V 16.000 54.6124 290.13 . Q V . . 16.083 57.7988 462.66 . .Q V . 16.167 62.8700 736.34 . . V Q . . I 16.250 70.7126 1138.75 V . Q 16.333 80.3486 1399.15 V Q 16.417 91.2413 1581.61 . . . V . Q. 16.500 102.0904 1575.30 V . Q. 16.583 110.9202 1282.08 V . Q 16.667 117.4068 941.86 . . Q V . 16.750 122.0086 668.18 . . Q . .V . 1 16.833 125.4619 501.42 . . Q . V 16.917 127.9908 367.19 Q. V 17.000 129.8502 269.99 . Q . . . V . I 17.083 131.1422 187.59 . Q . . . V . 17.167 132.2073 154.65 . Q . . . V . 17.250 133.1112 131.25 . Q . . . V . 17.333 133.8825 111.99 . Q . . . V . 17.417 134.5232 93.03 . Q . . . V . 17.500 134.9713 65.06 .Q . . . V . 17.583 135.3707 57.99 .Q . . . V . 17.667 135.7423 53.96 .Q . . . V . II 17.750 136.0968 51.48 .Q . . . V . 17.833 136.4342 48.99 .Q . . . V . 17.917 136.7584 47.06 .Q . . . V . le 18.000 137.0714 45.46 .Q . . . V . r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5.1 il » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, C AND MOVES THE STREAM 3 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1380.00 DOWNSTREAM ELEVATION = 1370.00 CHANNEL LENGTH(FT) = 1280.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN- FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: 1 AVERAGED PEAK 5- MINUTE [ 18.86] AVERAGED PEAK 15- MINUTE [ 18.65] I AVERAGED PEAK 30- MINUTE [ 17.93] AVERAGED PEAK 1 -HOUR [ 16.00] AVERAGED PEAK 3 -HOUR [ 12.15] AVERAGED PEAK 6 -HOUR [ 9.89] AVERAGED PEAK 24 -HOUR [ 6.64] USER- SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 19.000 HYDROGRAPH TRANSLATION TIME 1 = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1280.00)/( 19.000) = .019 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: ® OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 3) FLOW (STREAM 3) 1 (HRS) (CFS) (CFS) (CFS) 12.083 39.3 39.2 39.2 12.167 39.6 39.5 39.5 12.250 39.7 39.7 39.7 12.333 39.9 39.9 39.9 12.417 40.0 40.0 40.0 12.500 40.1 40.1 40.1 12.583 40.3 40.2 40.2 12.667 40.5 40.4 40.4 12.750 40.8 40.7 40.7 12.833 41.1 41.1 41.1 12.917 41.5 41.4 41.4 13.000 41.9 41.8 41.8 13.083 42.4 42.3 42.3 13.167 42.8 42.7 42.7 13.250 43.3 43.2 43.2 13.333 43.7 43.6 43.6 13.417 44.3 44.1 44.1 13.500 44.8 44.7 44.7 13.583 45.3 45.2 45.2 13.667 45.9 45.8 45.8 13.750 46.5 46.4 46.4 13.833 47.1 47.0 47.0 13.917 47.8 47.6 47.6 14.000 48.5 48.3 48.3 14.083 49.2 49.0 49.0 14.167 50.0 49.8 49.8 14.250 51.0 50.8 50.8 14.333 52.0 51.8 51.8 14.417 53.2 53.0 53.0 14.500 54.6 54.3 54.3 14.583 56.3 55.9 55.9 14.667 59.0 58.4 58.4 14.750 63.3 62.4 62.4 14.833 69.7 68.3 68.3 14.917 78.8 76.7 76.7 15.000 90.2 87.6 87.6 15.083 103.9 100.8 100.8 15.167 119.4 115.9 115.9 15.250 137.2 133.2 133.2 15.333 156.9 152.5 152.5 15.417 176.1 171.8 171.8 15.500 190.9 187.6 187.6 15.583 194.4 193.6 193.6 15.667 193.2 193.4 193.4 15.750 189.9 190.6 190.6 15.833 192.1 191.6 191.6 15.917 221.2 214.7 214.7 16.000 290.1 274.7 274.7 16.083 462.7 423.9 423.9 16.167 736.3 674.9 674.9 16.250 1138.7 1048.4 1048.4 16.333 1399.1 1340.7 1340.7 16.417 1581.6 1540.6 1540.6 16.500 1575.3 1576.7 1576.7 16.583 1282.1 1347.9 1347.9 16.667 941.9 1018.3 1018.3 16.750 668.2 729.6 729.6 16.833 501.4 538.9 538.9 16.917 367.2 397.3 397.3 17.000 270.0 291.8 291.8 17.083 187.6 206.1 206.1 I 17.167 154.7 162.0 162.0 17.250 131.2 136.5 136.5 17.333 112.0 116.3 116.3 17.417 93.0 97.3 97.3 17.500 65.1 71.3 71.3 17.583 58.0 59.6 59.6 17.667 54.0 54.9 54.9 !° 17.750 51.5 52.0 52.0 17.833 49.0 49.6 49.6 17.917 47.1 47.5 47.5 18.000 45.5 45.8 45.8 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 153.133 AF OUTFLOW VOLUME = 153.133 AF LOSS VOLUME = .000 AF E c***** ************************************************************* ********* FLOW PROCESS FROM NODE 1.00 TO NODE 5.00 IS CODE = 1 r , > »UNIT- HYDROGRAPH ANALYSIS« «< r (UNIT- HYDROGRAPH ADDED TO STREAM #4) iro WATERSHED AREA = 1358.000 ACRES PR BASEFLOW = .000 CFS /SQUARE -MILE L *USER ENTERED "LAG" TIME = .420 HOURS CAUTION: LAG TIME IS LESS THAN .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) = .410 r LOW LOSS FRACTION = .900 iiii * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK' 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .939 30- MINUTE FACTOR = .939 1 -HOUR FACTOR = .939 3 -HOUR FACTOR = .991 6 -HOUR FACTOR = .995 24 -HOUR FACTOR = .997 1 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.841 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1: 1 1.142 187.558 2 4.603 568.349 3 13.183 1409.168 4 25.146 1964.777 5 39.975 2435.332 6 57.298 2845.113 in 7 71.750 2373.456 Ili 8 81.974 1679.057 9 88.708 1106.012 10 92.953 697.084 11 95.758 460.750 12 97.450 277.905 *„ 13 98.244 130.377 iirt 14 98.616 61.086 15 98.988 61.110 16 99.357 60.656 17 99.727 60.656 18 100.000 44.865 i: TOTAL STORM RAINFALL(INCHES) = 7.20 TOTAL SOIL - LOSS(INCHES) = 5.78 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.42 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 654.4551 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 160.0744 r 6 1 1 1 1 1 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H IF HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) E TIME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 12.083 29.1297 41.06 Q V . 12.167 29.4143 41.32 Q V . 12.250 29.7001 41.51 Q V . 12.333 29.9870 41.65 Q V . 12.417 30.2747 41.76 Q V 12.500 30.5628 41.84 Q V 12.583 30.8520 41.98 Q V . . - 12.667 31.1426 42.20 Q V L 12.750 31.4352 42.49 Q V 12.833 31.7302 42.83 .Q V . 12.917 32.0278 43.21 .Q V . . 13.000 32.3282 43.62 .Q V . 13.083 32.6316 44.06 .Q V . 13.167 32.9383 44.52 .Q V . . . r 13.250 33.2482 45.01 .Q V . 13.333 33.5616 45.51 .Q V . 13.417 33.8786 46.03 .Q V . 13.500 34.1993 46.57 .Q V . 13.583 34.5239 47.14 .Q V . 13.667 34.8526 47.73 .Q V . 13.750 35.1856 48.35 .Q V . 13.833 35.5230 48.99 .Q V . 13.917 35.8650 49.67 .Q V . 14.000 36.2120 50.37 .Q V. . . 14.083 36.5642 51.14 .Q V. 14.167 36.9224 52.01 .Q V. 14.250 37.2876 53.03 .Q V. 14.333 37.6608 54.18 .Q V. 14.417 38.0429 55.49 .Q V. 14.500 38.4360 57.07 .Q V. . 14.583 38.8436 59.19 .Q V. I 14.667 39.2726 62.28 .Q V. 14.750 39.7344 67.05 .Q V. 14.833 40.2426 73.79 .Q V I 14.917 40.8147 83.07 .Q V 15.000 41.4669 94.70 . Q V 15.083 42.2145 108.56 . Q V - 15.167 43.0713 124.41 . Q V I 15.250 44.0520 142.40 . Q .V 15.333 45.1712 162.51 . Q .V 15.417 46.4245 181.97 . Q .V 15.500 47.7855 197.62 . Q .V I 15.583 49.1800 202.48 . Q . V 15.667 50.5728 202.24 . Q . V - I 15.750 51.9554 200.75 . Q • V 15.833 53.3406 201.12 . Q . V 15.917 54.8977 226.09 . Q . V . 16.000 56.8958 290.13 . Q . V 16.083 60.0306 455.17 . Q V . 16.167 64.9485 714.07 . . Q • I 16.250 72.5322 1101.16 . V . Q 16.333 81.9664 1369.84 V • Q 16.417 92.6578 1552.40 . . . V Q • 16.500 103.8692 1627.89 . . . V . Q . 16.583 113.3915 1382.64 . . . V . Q 16.667 120.6272 1050.62 . . . Q V . 16.750 125.9248 769.21 . . Q . •V • ✓ 16.833 129.8263 566.51 . • Q . • V • • 16.917 132.7900 430.32 . Q . . V • 17.000 134.9832 318.46 . Q . . V • 17.083 136.5490 227.36 Q V 17.167 137.7272 171.07 Q V 17.250 138.7240 144.72 . Q . . . V . 17.333 139.5799 124.28 . Q . . . V • 17.417 140.3160 106.89 . Q . . . V . 17.500 140.9182 87.44 . Q . . . V . 17.583 141.3609 64.27 .Q . . . V . 17.667 141.7618 58.22 .Q V 17.750 142.1387 54.73 .Q V 17.833 142.4993 52.36 .Q . . . V . � 17.917 142.8438 50.02 .Q . . . V . , 18.000 143.1754 48.15 .Q . . . V . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD ««< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 4 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1370.00 DOWNSTREAM ELEVATION = 1360.00 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 18.81] AVERAGED PEAK 15- MINUTE [ 18.46] AVERAGED PEAK 30- MINUTE [ 17.83] AVERAGED PEAK 1 -HOUR [ 16.03] AVERAGED PEAK 3 -HOUR [ 12.14] AVERAGED PEAK 6 -HOUR [ 9.90] AVERAGED PEAK 24 -HOUR [ 6.66] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 19.000 HYDROGRAPH TRANSLATION TIME (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 19.000) = .019 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 4) FLOW (STREAM 4) (HRS) (CFS) (CFS) (CFS) 12.083 41.1 41.0 41.0 12.167 41.3 41.3 41.3 12.250 41.5 41.5 41.5 12.333 41.7 41.6 41.6 12.417 41.8 41.7 41.7 12.500 41.8 41.8 41.8 12.583 42.0 41.9 41.9 12.667 42.2 42.1 42.1 12.750 42.5 42.4 42.4 12.833 42.8 42.8 42.8 12.917 43.2 43.1 43.1 13.000 43.6 43.5 43.5 13.083 44.1 44.0 44.0 13.167 44.5 44.4 44.4 13.250 45.0 44.9 44.9 13.333 45.5 45.4 45.4 13.417 46.0 45.9 45.9 13.500 46.6 46.4 46.4 13.583 47.1 47.0 47.0 13.667 47.7 47.6 47.6 13.750 48.3 48.2 48.2 13.833 49.0 48.8 48.8 13.917 49.7 49.5 49.5 14.000 50.4 50.2 50.2 14.083 51.1 51.0 51.0 14.167 52.0 51.8 51.8 14.250 53.0 52.8 52.8 14.333 54.2 53.9 53.9 14.417 55.5 55.2 55.2 14.500 57.1 56.7 56.7 14.583 59.2 58.7 58.7 14.667 62.3 61.6 61.6 14.750 67.1 65.9 65.9 14.833 73.8 72.2 72.2 14.917 83.1 80.9 80.9 15.000 94.7 92.0 92.0 15.083 108.6 105.4 105.4 15.167 124.4 120.7 120.7 15.250 142.4 138.2 138.2 15.333 162.5 157.9 157.9 15.417 182.0 177.5 177.5 15.500 197.6 194.0 194.0 15.583 202.5 201.4 201.4 15.667 202.2 202.3 202.3 15.750 200.8 201.1 201.1 15.833 201.1 201.0 201.0 15.917 226.1 220.3 220.3 16.000 290.1 275.3 275.3 16.083 455.2 417.0 417.0 16.167 714.1 654.1 654.1 16.250 1101.2 1011.5 1011.5 16.333 1369.8 1307.6 1307.6 16.417 1552.4 1510.1 1510.1 16.500 1627.9 1610.4 1610.4 16.583 1382.6 1439.4 1439.4 16.667 1050.6 1127.5 1127.5 16.750 769.2 834.4 834.4 16.833 566.5 613.4 613.4 16.917 430.3 461.9 461.9 17.000 318.5 344.4 344.4 17.083 227.4 248.5 248.5 17.167 171.1 184.1 184.1 17.250 144.7 150.8 150.8 17.333 124.3 129.0 129.0 17.417 106.9 110.9 110.9 17.500 87.4 91.9 91.9 17.583 64.3 69.6 69.6 17.667 58.2 59.6 59.6 17.750 54.7 55.5 55.5 17.833 52.4 52.9 52.9 17.917 50.0 50.6 50.6 IE = 18.000 48.1 48.6 48.6 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 160.074 AF r OUTFLOW VOLUME = 160.074 AF LOSS VOLUME _ .000 AF FLOW PROCESS FROM NODE 1.00 TO NODE 6.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1438.000 ACRES E BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .440 HOURS CAUTION: • LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) 6 MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. 6 VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .936 30- MINUTE FACTOR = .936 1 -HOUR FACTOR = .936 3 -HOUR FACTOR = .990 6 -HOUR FACTOR = .995 24 -HOUR FACTOR = .997 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.939 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) [Li 1 1.086 188.779 2 4.220 545.061 3 11.939 1342.492 4 23.114 1943.438 5 36.513 2330.175 6 53.185 2899.332 r 8 67.819 2544.993 I, 79.013 1946.676 9 86.533 1307.786 I. 10 91.273 824.340 iiii 11 94.618 581.680 12 96.649 353.377 13 97.939 224.186 14 98.388 78.131 15 98.743 61.739 16 99.098 61.774 r" 17 99.453 61.739 ii 18 99.808 61.739 19 100.000 33.375 r TOTAL STORM RAINFALL(INCHES) = 7.20 iiir TOTAL SOIL - LOSS(INCHES) = 5.81 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.39 P Li TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 696.1572 i „ TOTAL STORM RUNOFF VOLUME (ACRE -FEET) = 166.3582 L : . 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H E r HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 12.083 30.7700 43.39 .Q V . . 12.167 31.0708 43.68 .Q V . . 12.250 31.3732 43.90 .Q V . . 12.333 31.6768 44.08 .Q V . . . 12.417 31.9814 44.23 .Q V 12.500 32.2868 44.34 .Q V 12.583 32.5933 44.50 .Q V . . . 12.667 32.9013 44.72 .Q V . . . 12.750 33.2113 45.02 .Q V . . . 12.833 33.5238 45.37 .Q V . . . 12.917 33.8390 45.77 .Q V . 13.000 34.1572 46.19 .Q V . 13.083 34.4784 46.65 .Q V . . . 13.167 34.8030 47.13 .Q V . . . """ 13.250 35.1311 47.64 .Q V . . . r 13.333 35.4629 48.16 .Q V . . . 13.417 35.7983 48.71 .Q V . . . 13.500 36.1377 49.28 .Q V . . . 13.583 36.4811 49.87 .Q V . . . 13.667 36.8289 50.49 .Q V . . . 13.750 37.1810 51.14 .Q V . . . 13.833 37.5379 51.81 .Q V. . . 13.917 37.8996 52.52 .Q V. . . 14.000 38.2663 53.26 .Q V. . . 14.083 38.6387 54.06 .Q V. . . 14.167 39.0172 54.96 .Q V. . . 14.250 39.4030 56.02 .Q V. . . 14.333 39.7970 57.21 .Q V. . . 14.417 40.1999 58.51 .Q V. . . 14.500 40.6128 59.95 .Q V. . . 14.583 41.0368 61.57 .Q V. . . 1 14.667 41.4750 63.61 .Q V. . . 14.750 41.9352 66.83 .Q V . . 14.833 42.4285 71.63 .Q V . . 14.917 42.9705 78.69 .Q V . . 15.000 43.5801 88.52 . Q V . . 15.083 44.2765 101.12 . Q V . . 15.167 45.0781 116.39 . Q V . . 15.250 46.0019 134.13 . Q .V . . 15.333 47.0654 154.42 . Q .V . . 15.417 48.2653 174.22 . Q .V . . 15.500 49.5807 191.00 . Q .V . . I 15.583 50.9432 197.83 . Q . V . . 15.667 52.3126 198.84 . Q . V . . I 15.750 53.6882 199.74 Q . V 15.833 55.0654 199.97 Q V 15.917 56.5946 222.04 . Q . V . . 16.000 58.5336 281.55 . Q . V . . 16.083 61.5757 441.71 . .Q V 16.167 66.3329 690.75 . . VQ - I 16.250 73.6694 1065.26 . . V Q 16.333 82.9802 1351.92 . . V. -Q 16.417 93.4826 1524.96 . . • V Q 16.500 104.9662 1667.42 . . . V Q. 16.583 115.1080 1472.58 . . V Q 16.667 123.1789 1171.89 . . Q V. 16.750 129.1286 863.90 . . Q .V r 16.833 133.4790 631.68 . . Q . . V 16.917 136.8374 487.63 . •4 . • V 17.000 139.3123 359.35 . Q • . V 17.083 141.1583 268.05 . Q V L 17.167 142.4270 184.22 . Q V "' 17.250 143.4667 150.96 . Q . . V 17.333 144.3664 130.64 . Q . V r 17.417 145.1608 115.34 . Q . . V 17.500 145.8561 100.97 . Q . . V 17.583 146.4139 80.98 .Q . V 17.667 146.8503 63.36 .Q . V 17.750 147.2544 58.69 .Q . V 17.833 147.6401 55.99 .Q . V 17.917 148.0109 53.85 .Q . V 18.000 148.3670 51.70 .Q . V n ************************** ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, In AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. iiii ASSUMED REGULAR CHANNEL INFORMATION: r BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 it UPSTREAM ELEVATION = 1360.00 DOWNSTREAM ELEVATION = 1348.00 p ,., CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 lir CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 19.94] AVERAGED PEAK 15- MINUTE [ 19.49] AVERAGED PEAK 30- MINUTE [ 18.79] AVERAGED PEAK 1 -HOUR [ 16.83] AVERAGED PEAK 3 -HOUR [ 12.63] AVERAGED PEAK 6 -HOUR [ 10.26] AVERAGED PEAK 24 -HOUR [ 6.85] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 20.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 20.000) = .018 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 43.4 43.3 43.3 12.167 43.7 43.6 43.6 12.250 43.9 43.9 43.9 12.333 44.1 44.0 44.0 12.417 44.2 44.2 44.2 12.500 44.3 44.3 44.3 12.583 44.5 44.5 44.5 12.667 44.7 44.7 44.7 12.750 45.0 45.0 45.0 12.833 45.4 45.3 45.3 12.917 45.8 45.7 45.7 13.000 46.2 46.1 46.1 13.083 46.6 46.5 46.5 13.167 47.1 47.0 47.0 13.250 47.6 47.5 47.5 13.333 48.2 48.0 48.0 13.417 48.7 48.6 48.6 13.500 49.3 49.2 49.2 13.583 49.9 49.7 49.7 13.667 50.5 50.4 50.4 13.750 51.1 51.0 51.0 13.833 51.8 51.7 51.7 Pi iiii 13.917 52.5 52.4 52.4 14.000 53.3 53.1 53.1 14.083 54.1 53.9 53.9 Pi 14.167 55.0 54.8 54.8 iti 14.250 56.0 55.8 55.8 14.333 57.2 56.9 56.9 14.417 58.5 58.2 58.2 14.500 59.9 59.6 59.6 14.583 61.6 61.2 61.2 14.667 63.6 63.2 63.2 L 14.750 66.8 66.1 66.1 14.833 71.6 70.6 70.6 14.917 78.7 77.1 77.1 r" 15.000 88.5 86.4 86.4 ill 15.083 101.1 98.3 98.3 15.167 116.4 113.0 113.0 F , 15.250 134.1 130.2 130.2 15.333 154.4 150.0 150.0 15.417 174.2 169.9 169.9 15.500 191.0 187.3 187.3 15.583 197.8 196.3 196.3 15.667 198.8 198.6 198.6 15.750 199.7 199.5 199.5 15.833 200.0 199.9 199.9 15.917 222.0 217.2 217.2 16.000 281.6 268.5 268.5 16.083 441.7 406.5 406.5 16.167 690.7 636.0 636.0 16.250 1065.3 982.9 982.9 16.333 1351.9 1288.9 1288.9 16.417 1525.0 1486.9 1486.9 16.500 1667.4 1636.1 1636.1 16.583 1472.6 1515.4 1515.4 16.667 1171.9 1238.0 1238.0 16.750 863.9 931.7 931.7 16.833 631.7 682.8 682.8 16.917 487.6 519.3 519.3 AT 17.000 359.4 387.6 387.6 17.083 268.0 288.1 288.1 17.167 184.2 202.7 202.7 17.250 151.0 158.3 158.3 17.333 130.6 135.1 135.1 17.417 115.3 118.7 118.7 17.500 101.0 104.1 104.1 17.583 81.0 85.4 85.4 17.667 63.4 67.2 67.2 r 17.750 58.7 59.7 59.7 ii 17.833 56.0 56.6 56.6 17.917 53.8 54.3 54.3 C o- 18.000 51.7 52.2 52.2 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 166.358 AF r OUTFLOW VOLUME = 166.358 AF LOSS VOLUME = .000 AF 0. i m :******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 7.00 IS CODE = 6 r » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO« «< F i i ii t*************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 7.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< F. (UNIT- HYDROGRAPH ADDED TO STREAM #5) it WATERSHED AREA = 1744.000 ACRES I" BASEFLOW = .000 CFS /SQUARE -MILE Nur *USER ENTERED "LAG" TIME = .460 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. ,,, THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) i MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .430 LOW LOSS FRACTION = .910 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 A *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .921 30- MINUTE FACTOR = .921 1 -HOUR FACTOR = .921 3 -HOUR FACTOR = .988 6 -HOUR FACTOR = .994 24 -HOUR FACTOR = .996 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.116 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 Ei-- UNIT HYDROGRAPH DETERMINATION r 1.. INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.036 218.470 2 3.896 603.251 r 3 10.818 1459.901 imo 4 21.353 2222.041 5 33.573 2577.420 6 49.220 3300.215 7 63.999 3117.115 r 8 75.817 2492.545 9 84.093 1745.595 r 10 89.565 1154.006 L 11 93.271 781.737 12 95.768 526.692 13 97.329 329.128 14 98.179 179.356 irri 15 98.519 71.675 16 98.859 71.628 fa' 17 99.198 71.651 IN 18 99.538 71.628 19 99.878 71.628 A. 20 100.000 25.816 iii Po Ili TOTAL STORM RAINFALL(INCHES) = 7.19 TOTAL SOIL - LOSS(INCHES) = 5.89 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.30 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 855.6484 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 189.3636 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 IF HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 475.0 950.0 1425.0 1900.0 12.083 33.4699 47.23 Q V . 12.167 33.7974 47.55 .Q V . 12.250 34.1267 47.81 .Q V . 12.333 34.4574 48.03 .Q V . 12.417 34.7896 48.22 .Q V . 12.500 35.1228 48.38 .Q V . 12.583 35.4572 48.56 .Q V . 12.667 35.7934 48.81 .Q V 12.750 36.1317 49.12 .Q V 12.833 36.4726 49.50 .Q V . . 12.917 36.8164 49.92 .Q V . . 13.000 37.1633 50.38 .Q V . . 13.083 37.5136 50.86 .Q V . . 13.167 37.8675 51.39 .Q V . . 13.250 38.2252 51.93 .Q V . 13.333 38.5867 52.50 .Q V . . 13.417 38.9523 53.09 .Q V . . 13.500 39.3222 53.70 .Q V . 13.583 39.6964 54.33 .Q V . 13.667 40.0752 55.00 .Q V . . 13.750 40.4588 55.70 .Q V . . 13.833 40.8474 56.43 .Q V . 13.917 41.2413 57.19 .Q V . 14.000 41.6407 57.99 .Q V . . r 14.083 42.0461 58.86 .Q V . 14.167 42.4583 59.86 .Q V . 14.250 42.8789 61.06 .Q V. . 14.333 43.3091 62.47 .Q V. . 14.417 43.7498 63.99 .Q V. . 14.500 44.2024 65.72 .Q V. . 14.583 44.6687 67.71 .Q V. . 14.667 45.1523 70.22 .Q V. 14.750 45.6623 74.04 .Q V. . 14.833 46.2115 79.74 .Q V. . 14.917 46.8168 87.90 .Q V. . 15.000 47.5006 99.29 . Q V . 15.083 48.2846 113.83 . Q V . 15.167 49.1904 131.53 . Q V . I 15.250 50.2375 152.04 . Q V . 15.333 51.4468 175.58 . Q V 15.417 52.8137 198.48 . Q .V . 15.500 54.3169 218.26 . Q .V . 15.583 55.8818 227.22 . Q .V . 15.667 57.4496 227.65 . Q . V . I 15.750 59.0230 228.45 . Q . V . . 15.833 60.5875 227.17 . Q . V . . 15.917 62.2800 245.75 . Q . V . . • 16.000 64.3869 305.92 . Q . V . . 16.083 67.6890 479.47 . Q V . 16.167 72.8447 748.61 . . Q . I 16.250 80.8059 1155.96 . . V . Q . 16.333 91.1615 1503.64 . . V. .4 . 16.417 102.7819 1687.29 . . .V . Q . 16.500 115.8050 1890.94 . . . V . Q. 16.583 127.8902 1754.78 . . . V . Q . 16.667 137.8308 1443.38 . . . VQ . 16.750 145.3304 1088.94 . . . Q V . 16.833 150.9034 809.20 . . Q . .V . 16.917 155.1404 615.20 . . Q . . V . 17.000 158.3701 468.97 . Q. . . V . 17.083 160.7677 348.13 . Q • . . V . 17.167 162.5036 252.04 . Q . . . V . 17.250 163.7623 182.78 . Q . . . V . 17.333 164.8388 156.30 . Q . . . V 17.417 165.7855 137.46 . Q . . . V . 17.500 166.6248 121.87 . Q . . . V . 17.583 167.3614 106.95 . Q . . . V . 17.667 167.9268 82.09 .Q . . . V . 17.750 168.3885 67.04 .Q . . . V . 17.833 168.8199 62.64 .Q . . . V . 17.917 169.2340 60.12 .Q . . . V . 18.000 169.6319 57.77 .Q . . . V . roc*************************************************************************** L FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5.1 A. » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< l THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: r BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 it UPSTREAM ELEVATION = 1348.00 DOWNSTREAM ELEVATION = 1336.00 C CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 20.71] AVERAGED PEAK 15- MINUTE [ 20.32] AVERAGED PEAK 30- MINUTE [ 19.58] AVERAGED PEAK 1 -HOUR [ 17.66] AVERAGED PEAK 3 -HOUR [ 13.31] AVERAGED PEAK 6 -HOUR [ 10.85] AVERAGED PEAK 24 -HOUR [ 7.30] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 21.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 21.000) = .017 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 47.2 47.2 47.2 12.167 47.6 47.5 47.5 12.250 47.8 47.8 47.8 12.333 48.0 48.0 48.0 12.417 48.2 48.2 48.2 12.500 48.4 48.3 48.3 12.583 48.6 48.5 48.5 12.667 48.8 48.8 48.8 12.750 49.1 49.1 49.1 12.833 49.5 49.4 49.4 12.917 49.9 49.8 49.8 13.000 50.4 50.3 50.3 13.083 50.9 50.8 50.8 13.167 51.4 51.3 51.3 13.250 51.9 51.8 51.8 13.333 52.5 52.4 52.4 13.417 53.1 53.0 53.0 13.500 53.7 53.6 53.6 I+ 13.583 54.3 54.2 54.2 13.667 55.0 54.9 54.9 13.750 55.7 55.6 55.6 13.833 56.4 56.3 56.3 r 13.917 57.2 57.0 57.0 14.000 58.0 57.8 57.8 14.083 58.9 58.7 58.7 14.167 59.9 59.7 59.7 14.250 61.1 60.8 60.8 14.333 62.5 62.2 62.2 14.417 64.0 63.7 63.7 14.500 65.7 65.4 65.4 14.583 67.7 67.3 67.3 14.667 70.2 69.7 69.7 14.750 74.0 73.2 73.2 14.833 79.7 78.5 78.5 14.917 87.9 86.2 86.2 15.000 99.3 96.9 96.9 15.083 113.8 110.8 110.8 15.167 131.5 127.8 127.8 7 15.250 152.0 147.7 147.7 15.333 175.6 170.6 170.6 15.417 198.5 193.7 193.7 15.500 218.3 214.1 214.1 1 15.583 227.2 225.3 225.3 15.667 227.7 227.6 227.6 15.750 228.5 228.3 228.3 15.833 227.2 227.4 227.4 15.917 245.8 241.9 241.9 16.000 305.9 293.3 293.3 16.083 479.5 443.1 443.1 1 16.167 748.6 692.2 692.2 16.250 1156.0 1070.6 1070.6 16.333 1503.6 1430.8 1430.8 16.417 1687.3 1648.8 1648.8 16.500 1890.9 1848.3 1848.3 16.583 1754.8 1783.3 1783.3 16.667 1443.4 1508.6 1508.6 16.750 1088.9 1163.2 1163.2 16.833 809.2 867.8 867.8 16.917 615.2 655.8 655.8 I: 17.000 469.0 499.6 499.6 17.083 348.1 373.4 373.4 17.167 252.0 272.2 272.2 17.250 182.8 197.3 197.3 17.333 156.3 161.8 161.8 17.417 137.5 141.4 141.4 <-. 17.500 121.9 125.1 125.1 17.583 107.0 110.1 110.1 17.667 82.1 87.3 87.3 • 17.750 67.0 70.2 70.2 it 17.833 62.6 63.6 63.6 17.917 60.1 60.7 60.7 r 18.000 57.8 58.3 58.3 iY11 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 189.364 AF OUTFLOW VOLUME = 189.364 AF LOSS VOLUME = .000 AF Eli ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 6 » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO« «< L r***** *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 1 P iw » >UNIT- HYDROGRAPH ANALYSIS« «< r. (UNIT- HYDROGRAPH ADDED TO STREAM #5) km WATERSHED AREA = 1904.000 ACRES r BASEFLOW = .000 CFS /SQUARE -MILE fr *USER ENTERED "LAG" TIME = .480 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. Pm THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) Lig MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. V ALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .430 LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR R.AINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .914 30- MINUTE FACTOR = .914 1 -HOUR FACTOR = .914 3 -HOUR FACTOR = .987 6 -HOUR FACTOR = .994 24 -HOUR FACTOR = .996 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 17.361 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 : UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) irr 1 .992 228.438 2 3.623 605.883 P"" 3 9.840 1431.486 h 4 19.718 2274.626 5 31.144 2631.003 6 45.405 3283.817 Pi 1, 7 60.267 3422.154 Iv 8 72.549 2828.194 9 81.467 2053.442 10 87.743 1445.048 11 91.764 925.909 12 94.735 684.263 13 96.587 426.445 14 97.839 288.295 15 98.314 109.202 16 98.639 74.969 F 17 98.965 74.981 i 18 99.290 74.943 19 99.616 74.943 " 20 99.941 74.943 lie 21 100.000 13.518 r i iii TOTAL STORM RAINFALL(INCHES) = 7.19 TOTAL SOIL - LOSS(INCHES) = 5.84 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.35 IF TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 926.1663 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 214.7139 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H IF HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) C TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 12.083 40.5009 57.19 .Q V . . 12.167 40.8975 57.58 .Q V . . 12.250 41.2964 57.92 .Q V . . 12.333 41.6973 58.21 .Q V . . 12.417 42.1000 58.47 .Q V 12.500 42.5043 58.71 .Q V 12.583 42.9103 58.94 .Q V . . 12.667 43.3183 59.25 .Q V . . 12.750 43.7289 59.62 .Q V . . 12.833 44.1426 60.07 .Q V . . 12.917 44.5598 60.57 .Q V . . 13.000 44.9807 61.12 .Q V . . . 13.083 45.4057 61.70 .Q V . . . 13.167 45.8349 62.32 .Q V . . . r 13.250 46.2686 62.97 .Q V . Iii 13.333 46.7070 63.66 .Q V . 13.417 47.1503 64.36 .Q V . . . 13.500 47.5986 65.10 .Q V . . 13.583 48.0522 65.86 .Q V . 13.667 48.5114 66.66 .Q V. . . 13.750 48.9762 67.50 .Q V. . . 13.833 49.4471 68.37 .Q V. . . 13.917 49.9243 69.28 .Q V. . . 14.000 50.4080 70.24 .Q V. . . r 14.083 50.8990 71.29 .Q V. . . 14.167 51.3983 72.50 .Q V. . . 14.250 51.9076 73.94 .Q V. . . 14.333 52.4286 75.66 .Q V. . . 14.417 52.9625 77.51 .Q V. . . 14.500 53.5106 79.60 .Q V. . . 14.583 54.0753 81.99 .Q V . . I 14.667 54.6594 84.80 .Q V . . 14.750 55.2706 88.75 .Q V . . 14.833 55.9214 94.49 .Q V . . I 14.917 56.6277 102.56 . Q V . . 15.000 57.4111 113.76 . Q V . . 15.083 58.2952 128.37 . Q V . . 15.167 59.3034 146.40 . Q .V . . 15.250 60.4578 167.62 . Q .V . 15.333 61.7809 192.12 . Q .V . 15.417 63.2696 216.15 . Q .V . . ▪ 15.500 64.9042 237.35 . Q . V . . ▪ 15.583 66.6160 248.55 . Q . V . . 15.667 68.3369 249.87 . Q . V . I 15.750 70.0676 251.30 . Q . V . . 15.833 71.8027 251.94 . Q . V . . . 15.917 73.6436 267.29 . Q V . . 16.000 75.8714 323.48 . Q V . . r 16.083 79.2856 495.74 . Q. V . 16.167 84.5191 759.90 . . Q . I 16.250 92.5253 1162.50 V . Q 16.333 103.1157 1537.73 V. Q 16.417 115.0455 1732.19 . . .V . Q . 16.500 128.3866 1937.13 . . . V . Q . I 16.583 141.5473 1910.93 . . . V . Q • 16.667 152.6925 1618.28 . . . V . Q . 16.750 161.3259 1253.58 . . . Q V . II 16.833 167.9179 957.15 . . Q. .V . II 16.917 172.8400 714.68 . . Q . . V . 17.000 176.7375 565.92 . .Q . . V . 17.083 179.6477 422.57 . Q . . . V . 17.167 181.8723 323.01 . Q . . V . 17.250 183.4213 224.92 . Q . . . V . 17.333 184.6859 183.63 . Q . . . V . 17.417 185.7987 161.58 . Q . . . V . 17.500 186.8025 145.75 . Q . . . V . - 17.583 187.7030 130.75 . Q . . . V . 17.667 188.5059 116.58 . Q . . . V . 17.750 189.1135 88.22 .Q . . . V 17.833 189.6468 77.43 .Q . . . V . 17.917 190.1526 73.45 .Q . . . V . 18.000 190.6420 71.06 .Q . . . V . E *************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD « «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. 6 ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1336.00 DOWNSTREAM ELEVATION = 1327.00 !Pp CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 iiro CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 18.59] AVERAGED PEAK 15- MINUTE [ 18.39] AVERAGED PEAK 30- MINUTE [ 17.74] AVERAGED PEAK 1 -HOUR [ 16.09] AVERAGED PEAK 3 -HOUR [ 12.16] AVERAGED PEAK 6 -HOUR [ 9.91] AVERAGED PEAK 24 -HOUR 1 6.74] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 19.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 19.000) = .019 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 57.2 57.1 57.1 12.167 57.6 57.5 57.5 12.250 57.9 57.8 57.8 12.333 58.2 58.1 58.1 12.417 58.5 58.4 58.4 12.500 58.7 58.7 58.7 12.583 58.9 58.9 58.9 12.667 59.2 59.2 59.2 12.750 59.6 59.5 59.5 12.833 60.1 60.0 60.0 12.917 60.6 60.5 60.5 13.000 61.1 61.0 61.0 I: 13.083 61.7 61.6 61.6 13.167 62.3 62.2 62.2 13.250 63.0 62.8 62.8 13.333 63.7 63.5 63.5 13.417 64.4 64.2 64.2 13.500 65.1 64.9 64.9 13.583 65.9 65.7 65.7 13.667 66.7 66.5 66.5 13.750 67.5 67.3 67.3 13.833 68.4 68.2 68.2 r i ! 13.917 69.3 69.1 69.1 ki+ 14.000 70.2 70.0 70.0 14.083 71.3 71.1 71.1 F' 14.167 72.5 72.2 72.2 it 14.250 73.9 73.6 73.6 14.333 75.7 75.3 75.3 14.417 77.5 77.1 77.1 14.500 79.6 79.1 79.1 14.583 82.0 81.4 81.4 14.667 84.8 84.2 84.2 14.750 88.8 87.8 87.8 p' L 14.833 94.5 93.2 93.2 14.917 102.6 100.7 100.7 15.000 113.8 111.2 111.2 15.083 128.4 125.0 125.0 15.167 146.4 142.2 142.2 15.250 167.6 162.7 162.7 15.333 192.1 186.4 186.4 15.417 216.1 210.6 210.6 15.500 237.4 232.4 232.4 15.583 248.5 246.0 246.0 15.667 249.9 249.6 249.6 15.750 251.3 251.0 251.0 15.833 251.9 251.8 251.8 15.917 267.3 263.7 263.7 16.000 323.5 310.5 310.5 16.083 495.7 455.9 455.9 16.167 759.9 698.7 698.7 16.250 1162.5 1069.3 1069.3 16.333 1537.7 1450.8 1450.8 16.417 1732.2 1687.2 1687.2 16.500 1937.1 1889.7 1889.7 16.583 1910.9 1917.0 1917.0 16.667 1618.3 1686.1 1686.1 16.750 1253.6 1338.0 1338.0 16.833 957.2 1025.8 1025.8 16.917 714.7 770.8 770.8 17.000 565.9 600.4 600.4 17.083 422.6 455.8 455.8 17.167 323.0 346.1 346.1 17.250 224.9 247.6 247.6 17.333 183.6 193.2 193.2 17.417 161.6 166.7 166.7 I 17.500 145.8 149.4 149.4 al 17.583 130.8 134.2 134.2 17.667 116.6 119.9 119.9 OM 17.750 88.2 94.8 94.8 it 17.833 77.4 79.9 79.9 17.917 73.4 74.4 74.4 18.000 71.1 71.6 71.6 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 214.714 AF �' OUTFLOW VOLUME = 214.714 AF 5., LOSS VOLUME = .000 AF r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 6 C: » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO ««< F ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 1 E: » » >UNIT- HYDROGRAPH ANALYSIS« «< om (UNIT - HYDROGRAPH ADDED TO STREAM #5) • WATERSHED AREA = 1964.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE r *USER ENTERED "LAG" TIME = .500 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED Pi MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 LOW LOSS FRACTION = .900 6 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 il SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .912 30- MINUTE FACTOR = .912 1 1 -HOUR FACTOR = .912 3 -HOUR FACTOR = .987 6 -HOUR FACTOR = .993 24 -HOUR FACTOR = .996 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.667 MI RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 IL UNIT HYDROGRAPH DETERMINATION Li INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) L 1 .952 226.211 2 3.388 578.484 r 3 9.011 1335.531 it 4 18.172 2176.064 5 28.932 2555.674 r ,, 6 41.965 3095.574 ire 7 56.667 3491.998 8 69.152 2965.634 9 78.870 2308.219 "6 10 85.692 1620.328 11 90.226 1076.855 12 93.529 784.502 13 95.777 534.026 14 97.216 341.710 15 98.120 214.784 "„ 16 98.437 75.391 17 98.750 74.220 i• 18 99.062 74.207 19 99.375 74.207 i"" 20 99.687 74.207 irr 21 100.000 74.207 22 100.000 .091 s^ ii t TOTAL STORM RAINFALL(INCHES) = 7.19 ii TOTAL SOIL - LOSS(INCHES) = 5.81 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.38 TOTAL SOIL LOSS VOLUME(ACRE-FEET) = 951.6177 il TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 225.2128 1 is 16 = 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H II HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) E TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 12.083 41.7087 58.90 .Q V 12.167 42.1171 59.30 .Q V 12.250 42.5279 59.64 .Q V 12.333 42.9406 59.92 .Q V . 12.417 43.3551 60.19 .Q V 12.500 43.7712 60.42 .Q V 12.583 44.1887 60.63 .Q V . 12.667 44.6082 60.90 .Q V . - 12.750 45.0300 61.25 .Q V 12.833 45.4548 61.68 .Q V . 12.917 45.8830 62.18 .Q V • 13.000 46.3150 62.72 .Q V . 13.083 46.7509 63.31 .Q V . 13.167 47.1912 63.93 .Q V r 13.250 47.6361 64.59 .Q V 6 13.333 48.0857 65.28 .Q V . . 13.417 48.5403 66.01 .Q V . 13.500 49.0001 66.76 .Q V . 13.583 49.4652 67.54 .Q V . 13.667 49.9360 68.35 .Q V 13.750 50.4126 69.21 .Q V . 13.833 50.8954 70.10 .Q V. 13.917 51.3846 71.03 .Q V. 14.000 51.8805 72.00 .Q V. 14.083 52.3838 73.09 .Q V. 14.167 52.8956 74.31 .Q V. 14.250 53.4176 75.79 .Q V. E 14.333 53.9516 77.54 .Q V. 14.417 54.4995 79.55 .Q V. 14.500 55.0641 81.99 .Q V. 14.583 55.6516 85.30 .Q V. 14.667 56.2693 89.70 .Q V. 14.750 56.9290 95.78 .Q V . 14.833 57.6451 103.98 . Q V 14.917 58.4360 114.85 . Q V . 15.000 59.3222 128.67 . Q V . 15.083 60.3244 145.52 . Q V 15.167 61.4616 165.11 . Q V . . 15.250 62.7535 187.59 . Q .V 15.333 64.2193 212.83 . Q .V 15.417 65.8543 237.40 . Q .V . . ▪ 15.500 67.6381 259.01 . Q . V . . ▪ 15.583 69.5076 271.46 . Q • V 15.667 71.3914 273.53 . Q • V I 15.750 73.2909 275.80 . Q V 15.833 75.2081 278.39 . Q V 15.917 77.2163 291.59 . Q V 16.000 79.5813 343.39 . Q V 1 16.083 83.0754 507.34 . Q V . . - 16.167 88.2805 755.78 . . Q I 16.250 96.1005 1135.47 . . V • Q 16.333 106.4995 1509.93 . . V • Q 16.417 118.3256 1717.15 . . .V Q 16.500 131.4743 1909.19 . . V Q • I! 16.583 145.0919 1977.28 . . V 4 . 16.667 156.9444 1720.98 . . V Q 16.750 166.5493 1394.63 . . Q V. P' 16.833 173.9159 1069.64 . . .Q V . L., 16.917 179.5337 815.70 . Q • .V 17.000 183.9964 647.99 . • Q • V 17.083 187.4588 502.74 . Q V 17.167 190.0942 382.65 . Q V 17.250 192.0954 290.58 . Q V 17.333 193.5430 210.20 . Q . V 17.417 194.7921 181.36 Q . . V 17.500 195.8993 160.78 Q . . V 17.583 196.8981 145.02 . Q . . V 17.667 197.7930 129.94 . Q . . V 17.750 198.5906 115.82 . Q . . V 17.833 199.1720 84.41 .Q . . V 17.917 199.7091 78.00 .Q . V 18.000 200.2210 74.33 .Q . V n ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, r AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. imri ASSUMED REGULAR CHANNEL INFORMATION: r BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 Li UPSTREAM ELEVATION = 1327.00 DOWNSTREAM ELEVATION = 1312.00 li„ CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 5 CONSTANT LOSS RATE(CFS) _ .00 iiii MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 22.30] AVERAGED PEAK 15- MINUTE [ 21.91] AVERAGED PEAK 30- MINUTE [ 21.28] AVERAGED PEAK 1 -HOUR [ 19.30] AVERAGED PEAK 3 -HOUR [ 14.68] AVERAGED PEAK 6 -HOUR [ 11.89] AVERAGED PEAK 24 -HOUR [ 7.98] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 23.000 HYDROGRAPH TRANSLATION TIME (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) _ ( 1320.00)/( 23.000) = .016 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 58.9 58.8 58.8 12.167 59.3 59.2 59.2 12.250 59.6 59.6 59.6 12.333 59.9 59.9 59.9 12.417 60.2 60.1 60.1 I 12.500 60.4 60.4 60.4 12.583 60.6 60.6 60.6 12.667 60.9 60.8 60.8 12.750 61.3 61.2 61.2 12.833 61.7 61.6 61.6 12.917 62.2 62.1 62.1 r 13.000 62.7 62.6 62.6 13.083 63.3 63.2 63.2 13.167 63.9 63.8 63.8 13.250 64.6 64.5 64.5 r 13.333 65.3 65.2 65.2 r 13.417 66.0 65.9 65.9 13.500 66.8 66.6 66.6 13.583 67.5 67.4 67.4 13.667 68.4 68.2 68.2 13.750 69.2 69.0 69.0 13.833 70.1 69.9 69.9 13.917 71.0 70.9 70.9 14.000 72.0 71.8 71.8 14.083 73.1 72.9 72.9 14.167 74.3 74.1 74.1 L 14.250 75.8 75.5 75.5 14.333 77.5 77.2 77.2 14.417 79.5 79.2 79.2 14.500 82.0 81.5 81.5 14.583 85.3 84.7 84.7 14.667 89.7 88.9 88.9 14.750 95.8 94.6 94.6 14.833 104.0 102.4 102.4 14.917 114.9 112.8 112.8 15.000 128.7 126.0 126.0 15.083 145.5 142.3 142.3 15.167 165.1 161.4 161.4 15.250 187.6 183.3 183.3 15.333 212.8 208.0 208.0 15.417 237.4 232.7 232.7 15.500 259.0 254.9 254.9 15.583 271.5 269.1 269.1 15.667 273.5 273.1 273.1 15.750 275.8 275.4 275.4 15.833 278.4 277.9 277.9 15.917 291.6 289.1 289.1 16.000 343.4 333.5 333.5 16.083 507.3 476.0 476.0 16.167 755.8 708.3 708.3 16.250 1135.5 1062.8 1062.8 16.333 1509.9 1438.3 1438.3 16.417 1717.1 1677.5 1677.5 16.500 1909.2 1872.5 1872.5 16.583 1977.3 1964.3 1964.3 16.667 1721.0 1770.0 1770.0 16.750 1394.6 1457.1 1457.1 16.833 1069.6 1131.8 1131.8 16.917 815.7 864.3 864.3 L 17.000 648.0 680.1 680.1 17.083 502.7 530.5 530.5 17.167 382.6 405.6 405.6 17.250 290.6 308.2 308.2 17.333 210.2 225.6 225.6 17.417 181.4 186.9 186.9 T 17.500 160.8 164.7 164.7 ii 17.583 145.0 148.0 148.0 17.667 129.9 132.8 132.8 1I" 17.750 115.8 118.5 118.5 iii 17.833 84.4 90.4 90.4 17.917 78.0 79.2 79.2 18.000 74.3 75.0 75.0 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 225.213 AF r OUTFLOW VOLUME = 225.213 AF lig LOSS VOLUME = .000 AF OP ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** lir FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 6 Ei » » »STREAM NUMBER 5 CLEARED AND SET TO ZERO« « < r ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 Fir L » »»UNIT - HYDROGRAPH ANALYSIS« «< own (UNIT - HYDROGRAPH ADDED TO STREAM #5) iir WATERSHED AREA = 2224.000 ACRES r BASEFLOW = .000 CFS /SQUARE -MILE lir *USER ENTERED "LAG" TIME = .520 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .430 iii LOW LOSS FRACTION = .890 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 1 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .900 30- MINUTE FACTOR = .900 1 -HOUR FACTOR = .900 3 -HOUR FACTOR = .985 6 -HOUR FACTOR = .993 24 -HOUR FACTOR = .995 1 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.026 C RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 iL UNIT HYDROGRAPH DETERMINATION Er INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .916 246.305 2 3.184 609.973 3 8.268 1367.609 4 16.813 2298.343 5 26.912 2716.088 ',,, 6 38.885 3220.514 ii 7 53.241 3861.140 8 65.820 3383.219 9 76.059 2754.115 r 10 83.440 1985.084 11 88.649 1401.104 12 92.169 946.641 "' 13 94.830 715.869 ,,, 14 96.535 458.479 15 97.740 324.097 sin 16 98.251 137.528 17 98.552 80.836 18 98.852 80.803 19 99.153 80.869 r 20 99.453 80.803 L 21 99.754 80.803 22 100.000 66.277 r 6 r TOTAL STORM RAINFALL(INCHES) = 7.18 is TOTAL SOIL - LOSS(INCHES) = 5.78 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.40 II TOTAL SOIL -LOSS VOLUME (ACRE -FEET) 1071.8520 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 259.4297 1: 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) E TIME(HRS) VOLUME(AF) Q(CFS) 0. 550.0 1100.0 1650.0 2200.0 12.083 51.7312 73.14 .Q V . 12.167 52.2384 73.65 .Q V . 12.250 52.7488 74.11 .Q V . 12.333 53.2620 74.52 .Q V . - 12.417 53.7779 74.91 .Q V . . . 12.500 54.2963 75.27 .Q V . 12.583 54.8170 75.61 .Q V . 12.667 55.3404 76.00 .Q V . i 12.750 55.8671 76.46 .Q V . 12.833 56.3974 77.01 .Q V . 12.917 56.9321 77.63 .Q V . 13.000 57.4714 78.31 .Q V . . 13.083 58.0157 79.03 .Q V . . 13.167 58.5653 79.80 .Q V. r 13.250 59.1205 80.61 .Q V. 13.333 59.6815 81.47 .Q V. 13.417 60.2488 82.36 .Q V. 13.500 60.8224 83.29 .Q V. 13.583 61.4026 84.25 .Q V. 13.667 61.9898 85.25 .Q V. 13.750 62.5842 86.30 .Q V. 13.833 63.1861 87.39 .Q V. 13.917 63.7959 88.54 .Q V. 14.000 64.4139 89.74 .Q V. . 14.083 65.0412 91.08 .Q V 14.167 65.6789 92.60 .0 V - 14.250 66.3294 94.44 .Q V 14.333 66.9951 96.66 .Q V 14.417 67.6776 99.10 .Q V 14.500 68.3786 101.79 .Q V 14.583 69.1020 105.04 .Q V . . I 14.667 69.8509 108.74 .Q V . 14.750 70.6333 113.61 . Q V . 14.833 71.4613 120.23 . Q .V I 14.917 72.3509 129.17 . Q .V 15.000 73.3225 141.08 . Q .V . 15.083 74.4024 156.80 . Q .V . 15.167 75.6145 176.00 . Q .V I 15.250 76.9852 199.02 Q .V 15.333 78.5374 225.37 Q . V 15.417 80.2702 251.61 . Q . V I 15.500 82.1658 275.23 . Q . V II 15.583 84.1674 290.64 . Q . V 15.667 86.1960 294.54 . Q . V I 15.750 88.2470 297.80 . Q . V 15.833 90.3247 301.69 . Q . V 15.917 92.4817 313.19 . Q . V 16.000 94.9760 362.18 . Q . V 16.083 98.6116 527.90 . Q. V 16.167 103.9702 778.06 . . Q V 16.250 111.9676 1161.23 . . V .Q • 16.333 122.7616 1567.28 . . V . Q • • 16.417 135.1310 1796.03 . . V • Q • 16.500 148.8797 1996.32 . . . V . Q • 16.583 163.6800 2149.00 . . . V Q. 16.667 176.8882 1917.84 . . V . Q . 16.750 187.9129 1600.79 . . . VQ. • r 16.833 196.4848 1244.64 . Q V I. 16.917 203.1641 969.84 Q .V 17.000 208.3263 749.55 . Q • V • 17.083 212.4916 604.79 . Q • V _ 17.167 215.6657 460.89 . Q . V 17.250 218.1507 360.82 . Q V 17.333 219.9388 259.63 . Q . . V C 17.417 221.3936 211.24 . Q . . V • 17.500 222.6942 188.84 . Q . . V • 17.583 223.8836 172.70 . Q . V 17.667 224.9732 158.21 . Q V 17.750 225.9677 144.41 . Q . . V • 17.833 226.8443 127.27 . Q . . . V 17.917 227.5275 99.21 .Q . . . V . C 18.000 228.1705 93.37 .Q . . . V ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< t THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1312.00 DOWNSTREAM ELEVATION = 1302.00 CHANNEL LENGTH(FT) = 1800.00 MANNING'S FACTOR = .015 1 CONSTANT LOSS RATE(CFS) = .00 kr MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 17.85] AVERAGED PEAK 15- MINUTE [ 17.54] AVERAGED PEAK 30- MINUTE [ 17.04] AVERAGED PEAK 1 -HOUR [ 15.60] AVERAGED PEAK 3 -HOUR [ 11.97] AVERAGED PEAK 6 -HOUR [ 9.81] AVERAGED PEAK 24 -HOUR [ 6.73] U SER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 18.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1800.00)/( 18.000) = .028 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) I: (HRS) (CFS) (CFS) (CFS) 12.083 73.1 73.0 73.0 12.167 73.6 73.5 73.5 12.250 74.1 74.0 74.0 12.333 74.5 74.4 74.4 12.417 74.9 74.8 74.8 12.500 75.3 75.1 75.1 12.583 75.6 75.5 75.5 12.667 76.0 75.9 75.9 12.750 76.5 76.3 76.3 12.833 77.0 76.8 76.8 12.917 77.6 77.4 77.4 IP " 13.000 78.3 78.1 78.1 L 13.083 79.0 78.8 78.8 13.167 79.8 79.5 79.5 13.250 80.6 80.3 80.3 r 13.333 81.5 81.2 81.2 frt 13.417 82.4 82.1 82.1 13.500 83.3 83.0 83.0 13.583 84.3 83.9 83.9 13.667 85.3 84.9 84.9 13.750 86.3 86.0 86.0 13.833 87.4 87.0 87.0 iii 13.917 88.5 88.2 88.2 14.000 89.7 89.3 89.3 14.083 91.1 90.6 90.6 t r 14.167 92.6 92.1 92.1 14.250 94.4 93.8 93.8 14.333 96.7 95.9 95.9 CI 14.417 99.1 98.3 98.3 14.500 101.8 100.9 100.9 14.583 105.0 104.0 104.0 14.667 108.7 107.5 107.5 14.750 113.6 112.0 112.0 14.833 120.2 118.0 118.0 14.917 129.2 126.2 126.2 15.000 141.1 137.1 137.1 15.083 156.8 151.6 151.6 15.167 176.0 169.6 169.6 15.250 199.0 191.3 191.3 15.333 225.4 216.6 216.6 15.417 251.6 242.9 242.9 15.500 275.2 267.4 267.4 15.583 290.6 285.5 285.5 15.667 294.5 293.2 293.2 15.750 297.8 296.7 296.7 15.833 301.7 300.4 300.4 15.917 313.2 309.4 309.4 16.000 362.2 345.8 345.8 16.083 527.9 472.7 472.7 16.167 778.1 694.7 694.7 16.250 1161.2 1033.5 1033.5 16.333 1567.3 1431.9 1431.9 16.417 1796.0 1719.8 1719.8 16.500 1996.3 1929.6 1929.6 16.583 2149.0 2098.1 2098.1 16.667 1917.8 1994.9 1994.9 16.750 1600.8 1706.5 1706.5 16.833 1244.6 1363.4 1363.4 16.917 969.8 1061.4 1061.4 Ili 17.000 749.6 823.0 823.0 17.083 604.8 653.0 653.0 17.167 460.9 508.9 508.9 17.250 360.8 394.2 394.2 17.333 259.6 293.4 293.4 17.417 211.2 227.4 227.4 17.500 188.8 196.3 196.3 17.583 172.7 178.1 178.1 17.667 158.2 163.0 163.0 17.750 144.4 149.0 149.0 17.833 127.3 133.0 133.0 17.917 99.2 108.6 108.6 18.000 93.4 95.3 95.3 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 259.430 AF C OUTFLOW VOLUME = 259.430 AF LOSS VOLUME = .000 AF E r **** **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 6 E ti6 » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO« «< r i i i t*************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< ?" (UNIT - HYDROGRAPH ADDED TO STREAM #5) 6 WATERSHED AREA = 2284.000 ACRES pm BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .540 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED i ,,, MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 LOW LOSS FRACTION = .900 ills * HYDROGRAPH MODEL #1 SPECIFIED* !j SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 ii SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .897 30- MINUTE FACTOR = .897 i -HOUR FACTOR = .897 3 -HOUR FACTOR = .985 6 -HOUR FACTOR = .992 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 15.432 i hi RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 IL UNIT HYDROGRAPH DETERMINATION 1: INTERVAL "S" GRAPH UNIT HYDROGRAPH E r NUMBER MEAN VALUES ORDINATES(CFS) 1 .882 243.581 2 3.007 587.015 r 3 7.602 1269.349 lir 4 15.616 2213.463 5 25.130 2627.929 " 6 36.155 3045.369 7 49.891 3794.347 8 62.531 3491.348 P ,,, 9 73.168 2938.273 10 81.065 2181.339 it 11 86.917 1616.385 12 90.768 1063.582 P" 13 93.741 821.376 ir 14 95.784 564.313 15 97.119 368.627 .• 16 98.055 , 258.523 17 98.368 86.526 imi 18 98.657 79.951 19 98.947 79.883 20 99.236 79.951 l+ 21 99.525 79.883 22 99.815 79.883 *` 23 100.000 51.229 wi I mr WO TOTAL STORM RAINFALL(INCHES) = 7.18 TOTAL SOIL - LOSS(INCHES) = 5.81 1 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.37 di TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1106.6430 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 260.5579 0 6 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) C TIME(HRS) VOLUME(AF) Q(CFS) 0. 550.0 1100.0 1650.0 2200.0 12.083 48.2180 68.18 .Q V 12.167 48.6908 68.65 .Q V 12.250 49.1665 69.08 .Q V 12.333 49.6447 69.44 .Q V . • 12.417 50.1253 69.78 .Q V . 12.500 50.6082 70.11 .Q V . 12.583 51.0930 70.39 .Q V 12.667 51.5800 70.72 .Q V . 12.750 52.0698 71.12 .Q V . 12.833 52.5628 71.59 .Q V 12.917 53.0596 72.13 .Q V . 13.000 53.5606 72.74 .Q V . ii�irr�r 13.083 54.0661 73.40 .Q V 13.167 54.5765 74.10 .Q V • . r 13.250 55.0919 74.85 .Q V 13.333 55.6128 75.63 .Q V 13.417 56.1393 76.45 .Q V . pm 13.500 56.6717 77.31 .Q V . . L. 13.583 57.2103 78.20 .Q V • 13.667 57.7553 79.13 .Q V 13.750 58.3069 80.10 .Q V • r 13.833 58.8655 81.10 .Q V. 13.917 59.4313 82.16 .Q V. 14.000 60.0048 83.27 .Q V. 14.083 60.5869 84.51 .Q V. 14.167 61.1786 85.92 .Q V. 14.250 61.7821 87.62 .Q V. F ,,, 14.333 62.4000 89.72 .Q V. 14.417 63.0355 92.27 .0 V. 1 "i 14.500 63.6932 95.51 .Q V. 14.583 64.3831 100.17 .Q V. 14.667 65.1163 106.45 .Q V. . 14.750 65.9057 114.63 . Q V 14.833 66.7675 125.13 . Q V I 14.917 67.7224 138.65 . Q V • 15.000 68.7895 154.95 . Q V 15.083 69.9901 174.32 . Q V . 15.167 71.3421 196.31 . Q V I 15.250 72.8662 221.31 . Q .V 15.333 74.5812 249.02 Q .V 15.417 76.4817 275.95 . Q .V II 15.500 78.5464 299.80 . Q • V . 15.583 80.7216 315.84 . Q • V 15.667 82.9201 319.21 . Q . V I 15.750 85.1372 321.93 . Q V . 15.833 87.3891 326.97 . Q . V . 15.917 89.7094 336.91 . Q . V . . 16.000 92.3353 381.28 . Q V . 1: 16.083 96.0483 539.12 . Q. V 16.167 101.3861 775.05 . . QV . 1 16.250 109.1787 1131.48 . V Q 16.333 119.7816 1539.55 . V . Q 16.417 131.9686 1769.55 . V • Q • 16.500 145.4557 1958.33 . . V . Q • 16.583 160.3504 2162.71 . V Q. 16.667 174.1241 1999.95 . . V . Q • 16.750 185.9503 1717.16 . . V .Q • 16.833 195.3640 1366.86 . Q V. 16.917 202.8893 1092.67 . 4. .V • 17.000 208.6846 841.48 . 4 . • V 17.083 213.4351 689.77 . . Q . • V . 17.167 217.1630 541.29 . Q. . V • 17.250 220.0494 419.11 . Q . . . V . 17.333 222.3138 328.79 . Q . . V . r 17.417 223.9486 237.37 Q . . V 17.500 225.3590 204.79 Q . . V 17.583 226.6157 182.48 . Q . V . 17.667 227.7570 165.72 . Q . . V 17.750 228.7908 150.10 . Q . . V 17.833 229.7273 135.98 . Q . . V • 17.917 230.5213 115.29 . Q . . V • 18.000 231.1551 92.02 .Q . V . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Iii FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 iiiiv UPSTREAM ELEVATION = 1302.00 DOWNSTREAM ELEVATION = 1287.00 ., CHANNEL LENGTH(FT) = 3400.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 16.46] AVERAGED PEAK 15- MINUTE [ 16.21] AVERAGED PEAK 30- MINUTE [ 15.75] AVERAGED PEAK 1 -HOUR [ 14.52] AVERAGED PEAK 3 -HOUR [ 11.31] AVERAGED PEAK 6 -HOUR [ 9.24] AVERAGED PEAK 24 -HOUR [ 6.36] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 17.000 HYDROGRAPH TRANSLATION TIME 1 = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 3400.00)/( 17.000) = .056 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 68.2 67.9 67.9 12.167 68.6 68.3 68.3 12.250 69.1 68.8 68.8 12.333 69.4 69.2 69.2 12.417 69.8 69.6 69.6 r 12.500 70.1 69.9 69.9 12.583 70.4 70.2 70.2 12.667 70.7 70.5 70.5 0 " 12.750 71.1 70.9 70.9 like 12.833 71.6 71.3 71.3 12.917 72.1 71.8 71.8 13.000 72.7 72.3 72.3 13.083 73.4 73.0 73.0 13.167 74.1 73.6 73.6 13.250 74.8 74.3 74.3 r 13.333 75.6 75.1 75.1 Li 13.417 76.5 75.9 75.9 13.500 77.3 76.7 76.7 13.583 78.2 77.6 77.6 13.667 79.1 78.5 78.5 13.750 80.1 79.5 79.5 13.833 81.1 80.4 80.4 r 13.917 82.2 81.5 81.5 14.000 83.3 82.5 82.5 14.083 84.5 83.7 83.7 14.167 85.9 85.0 85.0 14.250 87.6 86.5 86.5 14.333 89.7 88.3 88.3 • 14.417 92.3 90.6 90.6 L 14.500 95.5 93.4 93.4 14.583 100.2 97.1 97.1 14.667 106.4 102.3 102.3 on 14.750 114.6 109.2 109.2 it 14.833 125.1 118.1 118.1 14.917 138.6 129.6 129.6 F" 15.000 155.0 144.1 144.1 15.083 174.3 161.4 161.4 15.167 196.3 181.7 181.7 15.250 221.3 204.6 204.6 lim 15.333 249.0 230.5 230.5 15.417 275.9 258.0 258.0 15.500 299.8 283.9 283.9 15.583 315.8 305.1 305.1 15.667 319.2 317.0 317.0 15.750 321.9 320.1 320.1 15.833 327.0 323.6 323.6 15.917 336.9 330.3 330.3 16.000 381.3 351.7 351.7 16.083 539.1 433.9 433.9 16.167 775.1 617.8 617.8 16.250 1131.5 893.9 893.9 16.333 1539.5 1267.5 1267.5 16.417 1769.5 1616.2 1616.2 16.500 1958.3 1832.5 1832.5 16.583 2162.7 2026.5 2026.5 16.667 2000.0 2108.5 2108.5 16.750 1717.2 1905.7 1905.7 16.833 1366.9 1600.4 1600.4 16.917 1092.7 1275.5 1275.5 E i 17.000 841.5 1008.9 1008.9 17.083 689.8 790.9 790.9 17.167 541.3 640.3 640.3 17.250 419.1 500.6 500.6 17.333 328.8 389.0 389.0 17.417 237.4 298.3 298.3 17.500 204.8 226.5 226.5 17.583 182.5 197.4 197.4 17.667 165.7 176.9 176.9 17.750 150.1 160.5 160.5 17.833 136.0 145.4 145.4 17.917 115.3 129.1 129.1 18.000 92.0 107.5 107.5 C PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 260.558 AF OUTFLOW VOLUME = 260.558 AF LOSS VOLUME = .000 AF s******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 6 » » »STREAM NUMBER 5 CLEARED AND SET TO ZERO « «< i; ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 1 > » »UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 2560.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .600 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED pm MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 LOW LOSS FRACTION = .890 h' * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .885 30- MINUTE FACTOR = .885 1 -HOUR FACTOR = .885 3 -HOUR FACTOR = .983 6 -HOUR FACTOR = .991 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 13.889 r iii RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 IL UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .794 245.714 2 2.608 561.630 3 6.000 1050.249 4 12.565 2032.652 5 20.750 2534.058 r 6 29.829 2810.795 7 40.636 3345.672 8 53.278 3914.022 9 64.301 3412.905 r 10 73.664 2898.586 i 11 80.738 2190.122 12 86.199 1690.943 pm 13 89.926 1153.744 14 92.803 890.776 15 94.970 670.837 16 96.451 458.450 17 97.540 337.156 18 98.151 189.258 19 98.411 80.631 20 98.672 80.631 21 98.932 80.586 22 99.193 80.631 23 99.453 80.586 24 99.713 80.586 25 99.974 80.586 26 100.000 8.194 TOTAL STORM RAINFALL(INCHES) = 7.18 TOTAL SOIL - LOSS(INCHES) = 5.77 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.42 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1230.1010 II TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 302.3083 M i IN 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 575.0 1150.0 1725.0 2300.0 12.083 59.0607 83.64 .Q V . . . 12.167 59.6406 84.21 .Q V . 12.250 60.2244 84.76 .Q V . . . 12.333 60.8115 85.25 .Q V . . . 12.417 61.4017 85.70 .Q V . 12.500 61.9951 86.16 .Q V . . . 12.583 62.5913 86.58 .Q V . . . L 12.667 63.1904 86.98 .Q V . . . 12.750 63.7926 87.45 .Q V . . . 12.833 64.3986 87.99 .Q V . . . 12.917 65.0089 88.61 .Q V . . . _ 13.000 65.6239 89.31 .Q V . 13.083 66.2442 90.07 .Q V . . . 13.167 66.8702 90.90 .Q V . . . r 13.250 67.5022 91.76 .Q V . . . 13.333 68.1406 92.69 .Q V. . . 13.417 68.7856 93.66 .Q V. . . 13.500 69.4376 94.68 .Q V. 13.583 70.0970 95.74 .Q V. . 13.667 70.7641 96.86 .Q V. . 13.750 71.4391 98.01 .Q V. . 13.833 72.1225 99.23 .Q V. 13.917 72.8145 100.48 .Q V. . 14.000 73.5156 101.80 .Q V. . 14.083 74.2269 103.27 .Q V. . 14.167 74.9498 104.97 .Q V. . 14.250 75.6861 106.92 .Q V . , 14.333 76.4397 109.42 .Q V . , `: 14.417 77.2142 112.45 .Q V . . 14.500 78.0141 116.15 . Q V . 14.583 78.8482 121.11 . Q V . , 14.667 79.7295 127.97 . Q V . II 14.750 80.6698 136.53 . Q V . . 14.833 81.6840 147.26 . Q V . . I 14.917 82.7896 160.54 Q V 15.000 84.0084 176.96 Q .V . . 15.083 85.3594 196.17 . Q .V . 15.167 86.8650 218.61 . Q .V . 1 15.250 88.5443 243.85 . Q .V . 15.333 90.4209 272.47 . Q .V . 15.417 92.4860 299.86 . 0 . V . I 15.500 94.7271 325.41 Q V 15.583 97.1092 345.88 . Q . V . . 15.667 99.5474 354.02 . Q . V . . I 15.750 102.0174 358.65 . Q . V . 15.833 104.5508 367.85 . Q . V . 15.917 107.1942 383.82 . Q . V . . 16.000 110.0785 418.81 . Q . V . . 16.083 113.9216 558.01 . Q. V ' 16.167 119.1515 759.38 . . Q V I 16.250 126.3407 1043.88 . . V Q . 16.333 136.3629 1455.22 V . Q 16.417 148.1215 1707.36 . . V. Q. . 16.500 161.0385 1875.54 . . .V . Q . 16.583 175.3167 2073.18 V . Q 16.667 190.5418 2210.69 . . V Q . 16.750 204.2126 1985.00 . . V . Q r 16.833 216.0305 1715.95 . . VQ. . 16.917 225.6315 1394.07 . . . Q V. . 17.000 233.5429 1148.74 . . Q. V . 17.083 239.7814 905.84 . . Q .V . 17.167 244.9542 751.09 . • Q . V . 17.250 249.1829 614.00 . Q . V . 17.333 252.5397 487.40 . Q . . V . 17.417 255.2318 390.89 Q . V 17.500 257.2988 300.14 . Q . V . 17.583 258.9167 234.91 . Q . V . 17.667 260.3638 210.12 Q . . V 17.750 261.6920 192.85 Q . . V 17.833 262.9205 178.38 . Q . V . 17.917 264.0607 165.55 Q . . V IL 18.000 265.1196 153.75 Q . . V END OF FLOOD ROUTING ANALYSIS p iiii 1 1 ,_. ir * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * R * * * * * * * * * * * F L O O D R O U T I N G A N A L Y S I S USING ORANGE /SAN BERNARDINO COUNTY UNIT - HYDROGRAPH (1986 MANUAL) (c) Copyright 1989 -93 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 7/20/93 License ID 1209 Analysis prepared by: BILL MANN & ASSOCIATES, INC 1802 COMMERCENTER WEST SUITE A SAN BERNARDINO, CALIF 92408 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** BASELINE AVE STORM DRAIN * * 100 -YR PROPOSED CONDITION * * C************************************************************************** (Flb� ak NO l Z FILE NAME: BASELN.DAT Allgrc1 — 3 5 ? TIME /DATE OF STUDY: 15:11 7/18/1997 ' 4 c _ - * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Li FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 948.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .340 HOURS CAUTION: LAG TIME IS LESS THAN .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) = .410 LOW LOSS FRACTION = .910 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .957 30- MINUTE FACTOR = .957 1 -HOUR FACTOR = .957 3 -HOUR FACTOR = .994 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 24.510 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.460 167.425 2 7.103 646.938 3 20.046 1483.933 4 37.114 1956.798 5 58.199 2417.296 6 75.072 1934.555 7 85.892 1240.492 8 92.044 705.291 9 95.730 422.600 10 97.707 226.616 11 98.419 81.681 12 98.879 52.688 13 99.333 52.122 ,., 14 99.733 45.865 15 99.933 22.932 16 100.000 7.644 E: TOTAL STORM RAINFALL(INCHES) = 9.28 TOTAL SOIL - LOSS(INCHES) = 7.17 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.11 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 566.7833 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 166.3618 II 1 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 475.0 950.0 1425.0 1900.0 12.083 24.2614 33.67 Q V . . 1 12.167 24.4937 33.72 Q V . . 12.250 24.7245 33.51 Q V 12.333 24.9528 33.16 Q V . . 12.417 25.1778 32.67 Q V . . 12.500 25.4005 32.34 Q V . . . 12.583 25.6226 32.25 Q V . . . 12.667 25.8453 32.34 Q V . . . 12.750 26.0693 32.53 Q V . . . 12.833 26.2952 32.80 Q V . . . 12.917 26.5233 33.13 Q V . . . 13.000 26.7538 33.47 Q V . . . 13.083 26.9869 33.83 Q V . . . 13.167 27.2224 34.21 Q V . . . r 13.250 27.4608 34.61 Q V . . . 13.333 27.7020 35.03 Q V . . 13.417 27.9463 35.47 Q V . . 13.500 28.1937 35.92 Q V . 13.583 28.4445 36.41 Q V 13.667 28.6992 36.98 Q V . . 13.750 28.9601 37.89 Q V . . 13.833 29.2326 39.56 Q V . 13.917 29.5245 42.39 Q V . . 14.000 29.8451 46.55 Q V . . 14.083 30.2080 52.69 .Q V . 14.167 30.6294 61.19 .Q V . 14.250 31.1339 73.25 .Q V . . 14.333 31.7349 87.26 .Q V . . 14.417 32.4475 103.47 Q V 14.500 33.2638 118.53 . Q V . . 14.583 34.1742 132.19 . Q V . . II 14.667 35.1702 144.62 . Q V . . 14.750 36.2524 157.13 . Q V . . 14.833 37.4206 169.63 . Q V . . I 14.917 38.6800 182.87 Q V. . 15.000 40.0355 196.81 . Q V. . 15.083 41.4976 212.31 . Q V. . 15.167 43.0741 228.90 . Q V . I 15.250 44.7785 247.49 Q V 15.333 46.6219 267.66 Q .V 15.417 48.5999 287.19 . Q .V . 15.500 50.6595 299.06 Q V I 15.583 52.7097 297.69 . Q . V . 15.667 54.7123 290.78 . Q . V . 15.750 56.6556 282.16 . Q . V I 15.833 58.6736 293.01 . Q . V . 15.917 60.9976 337.45 . Q . V . 16.000 63.9260 425.21 . Q . V . 1 16.083 68.2706 630.84 . . Q V . 16.167 75.0635 986.32 . . V Q . 16.250 85.0807 1454.50 . . V Q . 16.333 96.8291 1705.86 . . . V 16.417 109.4457 1831.93 . . . V Q . 16.500 119.8507 1510.81 . . . V .Q . ® 16.583 127.3961 1095.59 . . . Q V . 16.667 132.6952 769.43 . . Q . .V . 16.750 136.6926 580.43 . • Q . . V . 16.833 139.7498 443.90 Q. V 1 Q. 16.917 142.0888 339.61 Q V 17.000 144.0786 288.92 . Q . . . V . 17.083 145.8316 254.54 . Q . . . V . ® 17.167 147.3373 218.62 . Q . . . V . 17.250 148.5463 175.55 . Q . . . V . 17.333 149.4980 138.18 . Q . . . V . 17.417 150.2344 106.93 . Q V f 17.500 150.8140 84.15 .Q V 17.583 151.2753 66.99 .Q . . . V . 17.667 151.6532 54.87 .Q V 17.750 151.9756 46.82 Q V 17.833 152.2636 41.81 Q . . . V . 17.917 152.5305 38.75 Q . . . V . 18.000 152.7830 36.67 Q . . . V . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< ir THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 1 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1395.00 DOWNSTREAM ELEVATION = 1388.00 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 1 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE 1 17.07] AVERAGED PEAK 15- MINUTE [ 16.71] I AVERAGED PEAK 30- MINUTE [ 15.99] AVERAGED PEAK 1 -HOUR [ 14.33] AVERAGED PEAK 3 -HOUR [ 11.35] AVERAGED PEAK 6 -HOUR [ 9.21] I AVERAGED PEAK 24 -HOUR I 6.07] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 16.000 HYDROGRAPH TRANSLATION TIME I = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 16.000) = .023 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 12.083 33.7 33.6 33.6 12.167 33.7 33.7 33.7 12.250 33.5 33.6 33.6 12.333 33.2 33.3 33.3 12.417 32.7 32.8 32.8 12.500 32.3 32.4 32.4 12.583 32.2 32.3 32.3 12.667 32.3 32.3 32.3 12.750 32.5 32.5 32.5 12.833 32.8 32.7 32.7 12.917 33.1 33.0 33.0 13.000 33.5 33.4 33.4 13.083 33.8 33.7 33.7 13.167 34.2 34.1 34.1 13.250 34.6 34.5 34.5 13.333 35.0 34.9 34.9 13.417 35.5 35.3 35.3 13.500 35.9 35.8 35.8 13.583 36.4 36.3 36.3 13.667 37.0 36.8 36.8 13.750 37.9 37.6 37.6 13.833 39.6 39.1 39.1 13.917 42.4 41.6 41.6 14.000 46.6 45.4 45.4 14.083 52.7 51.0 51.0 14.167 61.2 58.9 58.9 14.250 73.2 69.9 69.9 14.333 87.3 83.4 83.4 14.417 103.5 99.0 99.0 14.500 118.5 114.4 114.4 14.583 132.2 128.4 128.4 14.667 144.6 141.2 141.2 14.750 157.1 153.7 153.7 14.833 169.6 166.2 166.2 14.917 182.9 179.2 179.2 15.000 196.8 193.0 193.0 15.083 212.3 208.0 208.0 15.167 228.9 224.3 224.3 15.250 247.5 242.4 242.4 15.333 267.7 262.1 262.1 15.417 287.2 281.8 281.8 15.500 299.1 295.8 295.8 15.583 297.7 298.1 298.1 15.667 290.8 292.7 292.7 15.750 282.2 284.5 284.5 15.833 293.0 290.0 290.0 15.917 337.4 325.2 325.2 16.000 425.2 401.1 401.1 16.083 630.8 574.3 574.3 16.167 986.3 888.6 888.6 16.250 1454.5 1325.8 1325.8 16.333 1705.9 1636.7 1636.7 16.417 1831.9 1797.3 1797.3 16.500 1510.8 1599.1 1599.1 16.583 1095.6 1209.8 1209.8 16.667 769.4 859.1 859.1 16.750 580.4 632.4 632.4 16.833 443.9 481.4 481.4 16.917 339.6 368.3 368.3 17.000 288.9 302.9 302.9 17.083 254.5 264.0 264.0 17.167 218.6 228.5 228.5 17.250 175.6 187.4 187.4 17.333 138.2 148.5 148.5 17.417 106.9 115.5 115.5 17.500 84.2 90.4 90.4 17.583 67.0 71.7 71.7 17.667 54.9 58.2 58.2 17.750 46.8 49.0 49.0 17.833 41.8 43.2 43.2 17.917 38.8 39.6 39.6 18.000 36.7 37.2 37.2 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 166.362 AF OUTFLOW VOLUME = 166.362 AF LOSS VOLUME = .000 AF E Ir. FLOW PROCESS FROM NODE 1.00 TO NODE 3.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< '" (UNIT- HYDROGRAPH ADDED TO STREAM #2) iv WATERSHED AREA = 1026.000 ACRES Pm BASEFLOW = .000 CFS /SQUARE -MILE L *USER ENTERED "LAG" TIME = .360 HOURS' CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) r MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. iii VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .410 pm LOW LOSS FRACTION = .900 kw * HYDROGRAPH MODEL #1 SPECIFIED* " SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 i' SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 II SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 Il SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 : ' *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .954 30- MINUTE FACTOR = .954 1 -HOUR FACTOR = .954 3 -HOUR FACTOR = .993 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 23.148 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) E: 1 1.364 169.228 2 6.297 612.114 3 17.969 1448.337 iii 4 33.297 1901.919 5 53.096 2456.691 6 70.631 2175.728 10' 7 82.621 1487.721 imi 8 89.880 900.694 9 94.282 546.202 10 96.815 314.333 11 98.135 163.820 12 98.585 55.834 13 99.019 53.839 14 99.453 53.839 r 15 99.887 53.839 16 100.000 14.051 7 V !P. L TOTAL STORM RAINFALL(INCHES) = 9.28 TOTAL SOIL - LOSS(INCHES) = 7.11 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.17 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 608.2587 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 185.2057 C 1 1 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) e TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 12.083 29.1048 40.43 Q V . - 12.167 29.3838 40.52 Q V 12.250 29.6616 40.33 Q V 12.333 29.9370 39.99 Q V r 12.417 30.2089 39.48 Q V 12.500 30.4779 39.07 Q V 12.583 30.7459 38.92 Q V . 12.667 31.0144 38.98 Q V 12.750 31.2842 39.18 Q V 12.833 31.5561 39.47 Q V . 12.917 31.8304 39.84 Q V . 13.000 32.1076 40.25 Q V . 6 13.083 32.3878 40.68 Q V . 13.167 32.6711 41.13 Q V . r" 13.250 32.9576 41.60 Q V . Li 13.333 33.2474 42.09 Q V . 13.417 33.5410 42.62 Q V . 13.500 33.8382 43.16 Q V 13.583 34.1394 43.73 Q V . 13.667 34.4447 44.33 Q V . 13.750 34.7555 45.12 Q V . r 13.833 35.0749 46.38 Q V ire 13.917 35.4098 48.63 Q V 14.000 35.7682 52.04 .Q V . . . 14.083 36.1653 57.65 .Q V . 14.167 36.6189 65.87 .Q V . 14.250 37.1557 77.94 .Q V . 14.333 37.7902 92.13 .Q V . 14.417 38.5406 108.97 . Q V . 14.500 39.4042 125.38 . Q V . 14.583 40.3716 140.47 . Q V . 14.667 41.4333 154.16 . Q V . II 14.750 42.5886 167.75 . Q V. 14.833 43.8368 181.24 . Q V. 14.917 45.1834 195.53 . Q V. . 15.000 46.6318 210.31 . Q V . 15.083 48.1932 226.71 . Q V 15.167 49.8754 244.26 . Q V 15.250 51.6935 263.99 . Q .V 15.333 53.6582 285.26 . Q .V • 15.417 55.7652 305.94 . Q . V I 15.500 57.9670 319.71 . Q • V 15.583 60.1729 320.30 . Q . V 15.667 62.3475 315.75 . Q . V 15.750 64.4660 307.61 . Q V . I 15.833 66.6339 314.78 . Q . V 15.917 69.0846 355.83 . Q . V 16.000 72.1215 440.96 . Q . V 1 16.083 76.5660 645.35 . . Q V 16.167 83.3683 987.69 . VQ• 16.250 93.4329 1461.37 . V Q. 16.333 105.3155 1725.36 . . V Q • 16.417 118.5015 1914.60 . . V . Q • 16.500 130.1170 1686.58 . V • Q • 16.583 138.8830 1272.81 . . Q V. . 16.667 145.1803 914.37 . 4 . .V 16.750 149.8996 685.24 . . Q . V 16.833 153.5263 526.60 4 . v 16.917 156.3581 411.18 4 . . v 17.000 158.5871 323.64 . 4 • . v 17.083 160.5519 285.29 . Q . V 17.167 162.2754 250.26 Q . V 17.250 163.7448 213.35 Q V 17.333 164.8625 162.30 . Q . V . 7 17.417 165.7233 124.99 . Q . V 6,,, 17.500 166.4070 99.28 .Q . V 17.583 166.9602 80.31 .Q . V . I. 17.667 167.4183 66.52 .Q V . 17.750 167.8118 57.13 .Q . V 17.833 168.1636 51.09 .Q . V 17.917 168.4886 47.19 Q . V r 18.000 168.7963 44.67 Q . V ill ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5.1 I „ » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, "" AND MOVES THE STREAM 2 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: P* BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 iii UPSTREAM ELEVATION = 1388.00 DOWNSTREAM ELEVATION = 1380.00 CHANNEL LENGTH(FT) = 1360.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 ai MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 17.97] AVERAGED PEAK 15- MINUTE [ 17.59] AVERAGED PEAK 30- MINUTE [ 16.81] AVERAGED PEAK 1 -HOUR [ 15.15] AVERAGED PEAK 3 -HOUR { 12.04] AVERAGED PEAK 6 -HOUR [ 9.84] AVERAGED PEAK 24 -HOUR [ 6.53] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 17:000 HYDROGRAPH TRANSLATION TIME (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1360.00)/( 17.000) = .022 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) (HRS) (CFS) (CFS) (CFS) 12.083 40.4 40.4 40.4 12.167 40.5 40.5 40.5 12.250 40.3 40.4 40.4 12.333 40.0 40.1 40.1 12.417 39.5 39.6 39.6 12.500 39.1 39.2 39.2 12.583 38.9 39.0 39.0 12.667 39.0 39.0 39.0 12.750 39.2 39.1 39.1 12.833 39.5 39.4 39.4 12.917 39.8 39.7 39.7 13.000 40.2 40.1 40.1 13.083 40.7 40.6 40.6 13.167 41.1 41.0 41.0 13.250 41.6 41.5 41.5 13.333 42.1 42.0 42.0 13.417 42.6 42.5 42.5 13.500 43.2 43.0 43.0 13.583 43.7 43.6 43.6 13.667 44.3 44.2 44.2 13.750 45.1 44.9 44.9 13.833 46.4 46.0 46.0 13.917 48.6 48.0 48.0 14.000 52.0 51.1 51.1 14.083 57.6 56.2 56.2 P' 14.167 65.9 63.7 63.7 iii 14.250 77.9 74.7 74.7 14.333 92.1 88.3 88.3 PP" 14.417 109.0 104.5 104.5 i 14.500 125.4 121.0 121.0 i ' 14.583 140.5 136.4 136.4 14.667 154.2 150.5 150.5 14.750 167.7 164.1 164.1 14.833 181.2 177.6 177.6 14.917 195.5 191.7 191.7 r+ 15.000 210.3 206.4 206.4 15.083 226.7 222.3 222.3 15.167 244.3 239.6 239.6 15.250 264.0 258.7 258.7 15.333 285.3 279.6 279.6 15.417 305.9 300.4 300.4 15.500 319.7 316.0 316.0 15.583 320.3 320.1 320.1 15.667 315.7 317.0 317.0 15.750 307.6 309.8 309.8 15.833 314.8 312.9 312.9 15.917 355.8 344.9 344.9 16.000 441.0 418.3 418.3 16.083 645.4 590.8 590.8 16.167 987.7 896.4 896.4 16.250 1461.4 1335.1 1335.1 16.333 1725.4 1655.0 1655.0 16.417 1914.6 1864.1 1864.1 16.500 1686.6 1747.4 1747.4 16.583 1272.8 1383.2 1383.2 16.667 914.4 1010.0 1010.0 16.750 685.2 746.3 746.3 16.833 526.6 568.9 568.9 16.917 411.2 442.0 442.0 17.000 323.6 347.0 347.0 17.083 285.3 295.5 295.5 17.167 250.3 259.6 259.6 17.250 213.3 223.2 223.2 17.333 162.3 175.9 175.9 17.417 125.0 134.9 134.9 17.500 99.3 106.1 106.1 17.583 80.3 85.4 85.4 17.667 66.5 70.2 70.2 17.750 57.1 59.6 59.6 17.833 51.1 52.7 52.7 17.917 47.2 48.2 48.2 18.000 44.7 45.3 45.3 r PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 185.206 AF r OUTFLOW VOLUME = 185.206 AF 6, LOSS VOLUME = .000 AF Pm r********** ********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 4.00 IS CODE = 1 C l ic » » >UNIT- HYDROGRAPH ANALYSIS« «< E (UNIT - HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 1298.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .380 HOURS' CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. L VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .410 LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .943 30- MINUTE FACTOR = .943 1 -HOUR FACTOR = .943 3 -HOUR FACTOR = .991 6 -HOUR FACTOR = .996 24 -HOUR FACTOR = .997 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.930 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II UNIT HYDROGRAPH DETERMINATION ii INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) :: 1 1.280 200.901 2 5.622 681.580 r „ 3 16.129 1649.363 iiir 4 30.247 2216.181 5 48.260 2827.756 6 66.004 2785.311 7 79.190 2069.912 8 87.542 1311.111 9 92.554 786.694 r 10 95.746 501.031 iiii 11 97.576 287.284 12 98.322 117.208 13 98.734 64.549 14 99.145 64.535 15 99.556 64.535 16 99.967 64.535 17 100.000 5.203 :: TOTAL STORM RAINFALL(INCHES) = 9.27 TOTAL SOIL - LOSS(INCHES) = 7.11 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.16 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 769.1181 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 233.6942 r z iii 1 1 1 1 3 1 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) P - TIME(HRS) VOLUME(AF) Q(CFS) 0. 575.0 1150.0 1725.0 2300.0 12.083 36.6947 51.00 Q V . . 12.167 37.0470 51.15 Q V . . 12.250 37.3982 50.99 Q V . . • 12.333 37.7470 50.65 Q V . . . 1 12.417 38.0921 50.11 Q V . . . . 12.500 38.4337 49.60 Q V . . . 12.583 38.7736 49.36 Q V . . . 12.667 39.1137 49.38 Q V . . . 12.750 39.4554 49.60 Q V . . . 12.833 39.7993 49.94 Q V . . . 12.917 40.1462 50.37 Q V . . 13.000 40.4965 50.87 Q V . . 13.083 40.8506 51.41 Q V . . . 13.167 41.2086 51.97 Q V . . • r 13.250 41.5706 52.56 Q V . . ii 13.333 41.9367 53.17 Q V . . . 13.417 42.3074 53.82 Q V . . 13.500 42.6827 54.50 Q V 13.583 43.0630 55.21 Q V . . . 13.667 43.4484 55.97 Q V . . . 13.750 43.8407 56.96 Q V . . 13.833 44.2437 58.51 .Q V . . . 13.917 44.6653 61.22 .Q V . . . 14.000 45.1150 65.30 .Q V . . 14.083 45.6111 72.03 .Q V . . 14.167 46.1769 82.15 .Q V . . . 14.250 46.8474 97.36 .Q V . . . 14.333 47.6438 115.63 . Q V . . . 14.417 48.5889 137.23 . Q V . . . 14.500 49.6865 159.37 . Q V . . 14.583 50.9250 179.82 . Q V . . 14.667 52.2895 198.13 . Q V . . . 14.750 53.7744 215.61 . Q V. . . 14.833 55.3784 232.90 . Q V. . . 14.917 57.1059 250.83 . Q V. . • 15.000 58.9605 269.28 . Q V . . 15.083 60.9533 289.35 . Q V . • 15.167 63.0949 310.97 . Q V . . I 15.250 65.4023 335.03 . Q .V . . 15.333 67.8904 361.28 . Q .V . . 15.417 70.5509 386.30 . Q . V . ll 15.500 73.3329 403.95 . Q . V . . I 15.583 76.1254 405.48 . Q . V . . 15.667 78.8813 400.15 . Q . V . I 15.750 81.5726 390.78 . Q . V . 15.833 84.2839 393.68 . Q . V . 15.917 87.2767 434.55 . Q . V . 16.000 90.9207 529.11 . Q. V . 16.083 96.1837 764.19 . Q V 16.167 104.0906 1148.08 . . V Q. 16.250 115.7938 1699.32 . V. Q. 16.333 129.8099 2035.14 . • V Q 16.417 145.4569 2271.94 . . V Q 16.500 160.2052 2141.46 . V Q • 16.583 171.9184 1700.74 . . Q 16.667 180.5062 1246.96 . .Q 16.750 186.8818 925.73 . Q • .V 16.833 191.8974 728.27 . Q . V 16.917 195.8425 572.83 Q. V 17.000 198.9187 446.66 . Q V 17.083 201.5100 376.26 . Q . V . 17.167 203.8040 333.08 Q V 17.250 205.7944 289.02 Q V 17.333 207.4643 242.46 . Q V r 17.417 208.6779 176.22 . Q V 17.500 209.6265 137.74 . Q V 17.583 210.3863 110.32 .Q . V r 17.667 211.0140 91.14 .Q . V t 17.750 211.5464 77.30 .Q V 17.833 212.0147 68.01 .Q . V 17.917 212.4414 61.95 .Q . V r 18.000 212.8410 58.04 .Q . V i`r ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD « «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, "" AND MOVES THE STREAM 3 RUNOFF HYDROGRAPH FORWARD IN TIME. lrr ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1380.00 DOWNSTREAM ELEVATION = 1370.00 CHANNEL LENGTH(FT) = 1280.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) _ .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 20.84] AVERAGED PEAK 15- MINUTE [ 20.55] AVERAGED PEAK 30- MINUTE [ 19.75] AVERAGED PEAK 1 -HOUR [ 17.91] AVERAGED PEAK 3 -HOUR [ 14.33] AVERAGED PEAK 6 -HOUR [ 11.72] AVERAGED PEAK 24 -HOUR [ 7.83] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 19.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) _ ( 1280.00)/( 19.000) _ .019 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 3) FLOW (STREAM 3) ii (HRS) (CFS) (CFS) (CFS) 12.083 51.0 50.9 50.9 12.167 51.2 51.1 51.1 12.250 51.0 51.0 51.0 12.333 50.6 50.7 50.7 12.417 50.1 50.2 50.2 12.500 49.6 49.7 49.7 12.583 49.4 49.4 49.4 12.667 49.4 49.4 49.4 12.750 49.6 49.6 49.6 12.833 49.9 49.9 49.9 12.917 50.4 50.3 50.3 13.000 50.9 50.8 50.8 _<: 13.083 51.4 51.3 51.3 13.167 52.0 51.8 51.8 13.250 52.6 52.4 52.4 t'" 13.333 53.2 53.0 ilii 13.417 53.8 53.7 53.7 13.500 54.5 54.3 54.3 A 13.583 55.2 55.1 55.1 L 13.667 56.0 55.8 55.8 13.750 57.0 56.7 56.7 13.833 58.5 58.2 58.2 om 13.917 61.2 60.6 60.6 V 14.000 65.3 64.4 64.4 14.083 72.0 70.5 70.5 14.167 82.1 79.9 79.9 14.250 97.4 93.9 93.9 14.333 115.6 111.5 111.5 ow 14.417 137.2 132.4 132.4 14.500 159.4 154.4 154.4 h' 14.583 179.8 175.2 175.2 14.667 198.1 194.0 194.0 Pm 14.750 215.6 211.7 211.7 lir 14.833 232.9 229.0 229.0 14.917 250.8 246.8 246.8 me 15.000 269.3 265.1 265.1 15.083 289.4 284.8 284.8 15.167 311.0 306.1 306.1 f " 15.250 335.0 329.6 329.6 is 15.333 361.3 355.4 355.4 15.417 386.3 380.7 380.7 15.500 403.9 400.0 400.0 ii 15.583 405.5 405.1 405.1 15.667 400.2 401.3 401.3 15.750 390.8 392.9 392.9 15.833 393.7 393.0 393.0 15.917 434.6 425.4 425.4 16.000 529.1 507.9 507.9 16.083 764.2 711.4 711.4 16.167 1148.1 1061.9 1061.9 16.250 1699.3 1575.5 1575.5 16.333 2035.1 1959.7 1959.7 16.417 2271.9 2218.8 2218.8 16.500 2141.5 2170.8 2170.8 16.583 1700.7 1799.7 1799.7 16.667 1247.0 1348.9 1348.9 16.750 925.7 997.9 997.9 16.833 728.3 772.6 772.6 16.917 572.8 607.7 607.7 17.000 446.7 475.0 475.0 17.083 376.3 392.1 392.1 17.167 333.1 342.8 342.8 17.250 289.0 298.9 298.9 17.333 242.5 252.9 252.9 17.417 176.2 191.1 191.1 :: 17.500 137.7 146.4 146.4 17.583 110.3 116.5 116.5 17.667 91.1 95.5 95.5 17.750 77.3 80.4 80.4 17.833 68.0 70.1 70.1 17.917 61.9 63.3 63.3 18.000 58.0 58.9 58.9 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 233.694 AF OUTFLOW VOLUME = 233.694 AF LOSS VOLUME = .000 AF k************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 5.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< !R"' (UNIT - HYDROGRAPH ADDED TO STREAM #4) it WATERSHED AREA = 1358.000 ACRES r - BASEFLOW = .000 CFS /SQUARE -MILE ibi *USER ENTERED "LAG" TIME = .400 HOURS' CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) p """ MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. lip VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .410 LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* Poi SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .939 30- MINUTE FACTOR = .939 1 -HOUR FACTOR = .939 1 3 -HOUR FACTOR = .991 6 -HOUR FACTOR = .995 24 -HOUR FACTOR = .997 1 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.833 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION Po lig INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) rk 1 1.206 198.127 2 5.061 633.086 3 14.561 1560.258 4 27.535 2130.710 iii. 5 43.905 2688.508 6 61.571 2901.357 v 7 75.501 2287.747 8 84.899 1543.510 9 90.663 946.595 r 10 94.470 625.128 E 11 96.724 370.240 �' 12 98.037 215.680 13 98.477 72.173 Pm 14 98.867 64.144 i. 15 99.258 64.174 16 99.648 64.144 !" 17 100.000 57.733 it i"'' TOTAL STORM RAINFALL(INCHES) = 9.27 TOTAL SOIL - LOSS(INCHES) = 7.11 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.16 rol TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 804.7599 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 244.4070 Po ihr 1 3 1 1 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) C TIME(HRS) VOLUME(AF) Q(CFS) 0. 575.0 1150.0 1725.0 2300.0 12.083 38.3276 53.28 Q V 12.167 38.6958 53.45 Q V . . 12.250 39.0630 53.32 Q V . . 12.333 39.4279 52.99 Q V . . 12.417 39.7894 52.49 Q V . . 12.500 40.1470 51.92 Q V . . . 12.583 40.5023 51.59 Q V . . . 12.667 40.8572 51.54 Q V 12.750 41.2133 51.71 Q V . . . 12.833 41.5716 52.02 Q V . . . 12.917 41.9327 52.43 Q V 13.000 42.2971 52.92 Q V . . . 13.083 42.6655 53.48 Q V . . . 13.167 43.0378 54.06 Q V . . . r 13.250 43.4143 54.67 Q V L 13.333 43.7951 55.30 Q V 13.417 44.1805 55.96 Q V . . . 13.500 44.5707 56.66 Q V 13.583 44.9660 57.40 Q V . . 13.667 45.3666 58.16 .Q V . . 13.750 45.7737 59.11 .Q V . . 13.833 46.1903 60.49 .Q V . . 13.917 46.6237 62.92 .Q V . . 14.000 47.0825 66.62 .Q V . . rum 14.083 47.5848 72.94 .Q V . . r 14.167 48.1553 82.83 .Q V . . 14.250 48.8316 98.19 .Q V . . r " 14.333 49.6379 117.08 . Q V • . 14.417 50.5977 139.37 . Q V . III 14.500 51.7230 163.39 . Q V . . 14.583 53.0028 185.84 . Q V . . 1 14.667 54.4219 206.04 . Q V . . 14.750 55.9701 224.81 . Q V. . 14.833 57.6455 243.26 . Q V. . 14.917 59.4497 261.97 Q V. 15.000 61.3873 281.35 . Q V . 15.083 63.4662 301.86 . Q V . . 15.167 65.6978 324.02 . Q V . . 1 15.250 68.0979 348.50 Q .V . 15.333 70.6828 375.33 . Q .V . 15.417 73.4442 400.95 . Q . V . . 15.500 76.3368 420.01 . Q . V . . ill 15.583 79.2521 423.29 . Q . V . 15.667 82.1420 419.63 . Q . V . 15.750 84.9831 412.53 . Q . V . 15.833 87.8213 412.09 . Q . V . . 15.917 90.8985 446.82 . Q . V . 16.000 94.5785 534.32 . Q. V . . 3 1 16.083 99.8110 759.76 . . Q V . 16.167 107.5255 1120.15 . . V Q. . 16.250 118.9175 1654.11 . . V Q . . 16.333 132.6915 1999.98 . . .V . Q . 16.417 148.1504 2244.64 . . . V . Q. 16.500 163.5730 2239.35 . . . V . Q . 16.583 176.3312 1852.50 . . . V . Q . 16.667 185.9996 1403.85 . . • Q V . 16.750 193.1893 1043.94 . . Q . .V . 16.833 198.8797 826.24 . • Q . . V . 16.917 203.3602 650.57 . .Q . . V . 17.000 206.9603 522.74 . Q. . . V . 17.083 209.7934 411.37 . Q . . . V . 17.167 212.2809 361.18 . Q • . . V . 17.250 214.4585 316.18 . Q . . . V . 17.333 216.3223 270.62 . Q . . . V . r 17.417 217.8393 220.28 . Q . . . V . hi 17.500 218.9160 156.33 . Q . . . V . 17.583 219.7700 124.01 . Q . . . V . 17.667 220.4667 101.16 .Q V 17.750 221.0579 85.84 .Q V 17.833 221.5715 74.58 .Q . . . V . 17.917 222.0340 67.15 .Q . . . V . 18.000 222.4619 62.13 .Q . . . V . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ii FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< E. THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 4 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: Fig BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 it UPSTREAM ELEVATION = 1370.00 DOWNSTREAM ELEVATION = 1360.00 1 . CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 iii CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: 1 AVERAGED PEAK 5- MINUTE [ 20.55] AVERAGED PEAK 15- MINUTE [ 20.37] AVERAGED PEAK 30- MINUTE [ 19.67] AVERAGED PEAK 1 -HOUR [ 17.89] AVERAGED PEAK 3 -HOUR [ 14.35] AVERAGED PEAK 6 -HOUR [ 11.78] AVERAGED PEAK 24 -HOUR [ 7.81] USER- SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 19.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 19.000) = .019 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 4) FLOW (STREAM 4) (HRS) (CFS) (CFS) (CFS) 12.083 53.3 53.2 53.2 12.167 53.5 53.4 53.4 12.250 53.3 53.3 53.3 12.333 53.0 53.1 53.1 12.417 52.5 52.6 52.6 12.500 51.9 52.1 52.1 12.583 51.6 51.7 51.7 12.667 51.5 51.5 51.5 12.750 51.7 51.7 51.7 12.833 52.0 51.9 51.9 12.917 52.4 52.3 52.3 P , 13.000 52.9 52.8 52.8 13.083 53.5 53.3 53.3 la 13.167 54.1 53.9 53.9 13.250 54.7 54.5 54.5 f 13.333 55.3 55.2 55.2 i 13.417 56.0 55.8 55.8 13.500 56.7 56.5 56.5 r 13.583 57.4 57.2 57.2 Is 13.667 58.2 58.0 58.0 13.750 59.1 58.9 58.9 13.833 60.5 60.2 60.2 r 13.917 62.9 62.4 62.4 ibi 14.000 66.6 65.8 65.8 14.083 72.9 71.5 71.5 r 14.167 82.8 80.5 80.5 iiii 14.250 98.2 94.6 94.6 14.333 117.1 112.7 112.7 Po 14.417 139.4 134.2 134.2 iw 14.500 163.4 157.8 157.8 14.583 185.8 180.6 180.6 14.667 206.0 201.4 201.4 a" 14.750 224.8 220.5 220.5 1. 14.833 243.3 239.0 239.0 14.917 262.0 257.6 257.6 r 15.000 281.3 276.9 276.9 15.083 301.9 297.1 297.1 ito 15.167 324.0 318.9 318.9 15.250 348.5 342.8 342.8 15.333 375.3 369.1 369.1 15.417 400.9 395.0 395.0 15.500 420.0 415.6 415.6 15.583 423.3 422.5 422.5 15.667 419.6 420.5 420.5 15.750 412.5 414.2 414.2 15.833 412.1 412.2 412.2 15.917 446.8 438.8 438.8 16.000 534.3 514.1 514.1 16.083 759.8 707.6 707.6 16.167 1120.2 1036.7 1036.7 16.250 1654.1 1530.5 1530.5 16.333 2000.0 1919.9 1919.9 1 16.417 2244.6 2188.0 2188.0 16.500 2239.4 2240.6 2240.6 16.583 1852.5 1942.1 1942.1 16.667 1403.8 1507.7 1507.7 16.750 1043.9 1127.3 1127.3 16.833 826.2 876.7 876.7 16.917 650.6 691.3 691.3 17.000 522.7 552.3 552.3 17.083 411.4 437.2 437.2 1 17.167 361.2 372.8 372.8 17.250 316.2 326.6 326.6 17.333 270.6 281.2 281.2 17.417 220.3 231.9 231.9 r 17.500 156.3 171.1 171.1 17.583 124.0 131.5 131.5 17.667 101.2 106.4 106.4 17.750 85.8 89.4 89.4 17.833 74.6 77.2 77.2 17.917 67.1 68.9 68.9 18.000 62.1 63.3 63.3 D PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 244.407 AF OUTFLOW VOLUME = 244.407 AF LOSS VOLUME = .000 AF L . *************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 6.00 IS CODE = 1 C I E » ANALYSIS« «< " (UNIT- HYDROGRAPH ADDED TO STREAM #5) M WATERSHED AREA = 1438.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .420 HOURS' CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) r MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. iii VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* r SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 i SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .936 30- MINUTE FACTOR = .936 1 -HOUR FACTOR = .936 3 -HOUR FACTOR = .990 6 -HOUR FACTOR = .995 24 -HOUR FACTOR = .997 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.841 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II UNIT HYDROGRAPH DETERMINATION r II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) E: 1 1.142 198.607 2 4.603 601.830 3 13.183 1492.182 iii 4 25.146 2080.523 5 39.975 2578.798 6 57.298 3012.719 !"' 7 71.750 2513.276 L 8 81.974 1777.970 9 88.708 1171.168 10 92.953 738.149 Ls 11 95.758 487.893 12 97.450 294.277 P „ 13 98.244 138.058 14 98.616 64.685 ii+ 15 98.988 64.710 16 99.357 64.230 IP' 17 99.727 64.230 Li 18 100.000 47.508 r i rio TOTAL STORM RAINFALL(INCHES) = 9.27 Po TOTAL SOIL - LOSS(INCHES) = 7.15 L TOTAL EFFECTIVE RAINFALL(INCHES) = 2.12 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 856.6514 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 254.3232 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H IF HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) `TIME(HRS) VOLUME(AF) Q(CFS) 0. 600.0 1200.0 1800.0 2400.0 12.083 40.4869 56.32 Q V 12.167 40.8763 56.53 Q V 12.250 41.2651 56.45 Q V . . . 12.333 41.6520 56.18 Q V . . . 12.417 42.0360 55.76 Q V . . . 12.500 42.4162 55.20 Q V . . . 12.583 42.7938 54.83 Q V . . . 12.667 43.1708 54.74 Q V 12.750 43.5487 54.87 Q V 12.833 43.9286 55.17 Q V . . . 12.917 44.3113 55.57 Q V . . . 13.000 44.6974 56.06 Q V 13.083 45.0874 56.63 Q V 13.167 45.4816 57.24 Q V . . 13.250 45.8802 57.88 Q V 13.333 46.2834 58.54 Q V 13.417 46.6912 59.23 Q V . . F, 13.500 47.1041 59.95 Q V . . I 13.583 47.5223 60.72 .Q V . . 13.667 47.9460 61.52 .Q V . . 13.750 48.3755 62.36 .Q V . . 13.833 48.8116 63.31 .Q V 13.917 49.2565 64.61 .Q V 14.000 49.7157 66.67 .Q V . . r 14.083 50.2041 70.91 .Q V . . L 14.167 50.7439 78.38 .Q V . . 14.250 51.3749 91.62 .Q V . . . 14.333 52.1270 109.22 .Q V . . 14.417 53.0261 130.54 . Q V . . 14.500 54.0933 154.97 . Q V . . . 14.583 55.3228 178.52 . Q V . . . 14.667 56.7007 200.08 . Q V . . . 14.750 58.2178 220.28 . Q V. . . 14.833 59.8693 239.79 . Q V. . . 14.917 61.6571 259.59 . Q V. . . 15.000 63.5850 279.94 . Q V . . 15.083 65.6606 301.37 . Q V . . 15.167 67.8941 324.31 . Q V . I 15.250 70.3017 349.58 . Q .V . . 15.333 72.9003 377.31 . Q .V . . 15.417 75.6813 403.80 . Q .V . . II 15.500 78.6061 424.69 . Q . V . . II 15.583 81.5692 430.24 . Q . V . . 15.667 84.5202 428.49 . Q . V . . I 15.750 87.4436 424.47 . Q . V . . 15.833 90.3514 422.22 . Q . V . . 15.917 93.4666 452.33 . Q . V . . 16.000 97.1495 534.75 . Q . v . . • 16.083 102.3378 753.33 . . Q V . 16.167 109.9032 1098.50 . . VQ . . I 16.250 121.0502 1618.54 . . V. Q . 16.333 134.6854 1979.84 . . .V . Q . 16.417 150.0240 2227.16 . . . V . Q . 16.500 166.0851 2332.07 . . . V . Q . 16.583 179.8887 2004.28 . . . V . Q . 16.667 190.6342 1560.25 . . . Q V. 16.750 198.7929 1184.65 . . Q. .V c 16.833 205.0943 914.96 . . Q . • V 16.917 210.1512 734.26 . . Q . V . 17.000 214.1800 584.98 . Q. . . V . 17.083 217.3548 460.99 . Q V . 17.167 219.9681 379.45 . Q . . . V . 17.250 222.2509 331.46 . Q . . . V . 17.333 224.2178 285.59 . Q . . . V . 17.417 225.8640 239.03 . Q . . . V . • 17.500 227.1532 187.18 . Q . . . V . 17.583 228.0715 133.35 . Q . . . V . 17.667 228.8157 108.05 .Q V 17.750 229.4460 91.52 .Q V 17.833 230.0013 80.63 .Q . . . V . 17.917 230.5005 72.48 .Q . . . V . 18.000 230.9614 66.93 .Q . . . V . ******************.....** * * * *.... * * * * * * * * * * * * * * * * * *..... .... * * * * * * * ** Li FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5.1 » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: ✓ BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 L UPSTREAM ELEVATION = 1360.00 DOWNSTREAM ELEVATION = 1348.00 ,,,, CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 r CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 22.03] AVERAGED PEAK 15- MINUTE [ 21.62] AVERAGED PEAK 30- MINUTE [ 20.89] AVERAGED PEAK 1 -HOUR [ 18.92] AVERAGED PEAK 3 -HOUR [ 14.99] AVERAGED PEAK 6 -HOUR [ 12.25] AVERAGED PEAK 24 -HOUR [ 8.10] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 20.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 20.000) = .018 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) R ii (HRS) (CFS) (CFS) (CFS) 12.083 56.3 56.2 56.2 12.167 56.5 56.5 56.5 12.250 56.5 56.5 56.5 12.333 56.2 56.2 56.2 12.417 55.8 55.9 55.9 12.500 55.2 55.3 55.3 12.583 54.8 54.9 54.9 12.667 54.7 54.8 54.8 r 12.750 54.9 54.8 54.8 iir 12.833 55.2 55.1 55.1 12.917 55.6 55.5 55.5 13.000 56.1 56.0 56.0 13.083 56.6 56.5 56.5 13.167 57.2 57.1 57.1 13.250 57.9 57.7 57.7 i 13.333 58.5 58.4 58.4 ii 13.417 59.2 59.1 59.1 13.500 59.9 59.8 59.8 13.583 60.7 60.6 60.6 13.667 61.5 61.3 61.3 13.750 62.4 62.2 62.2 13.833 63.3 63.1 63.1 13.917 64.6 64.3 64.3 14.000 66.7 66.2 66.2 14.083 70.9 70.0 70.0 14.167 78.4 76.7 76.7 14.250 91.6 88.7 88.7 14.333 109.2 105.3 105.3 14.417 130.5 125.8 125.8 14.500 155.0 149.6 149.6 14.583 178.5 173.3 173.3 14.667 200.1 195.3 195.3 14.750 220.3 215.8 215.8 14.833 239.8 235.5 235.5 14.917 259.6 255.2 255.2 15.000 279.9 275.5 275.5 L 15.083 301.4 296.7 296.7 15.167 324.3 319.3 319.3 15.250 349.6 344.0 344.0 15.333 377.3 371.2 371.2 15.417 403.8 398.0 398.0 15.500 424.7 420.1 420.1 15.583 430.2 429.0 429.0 15.667 428.5 428.9 428.9 15.750 424.5 425.4 425.4 15.833 422.2 422.7 422.7 15.917 452.3 445.7 445.7 16.000 534.8 516.6 516.6 16.083 753.3 705.2 705.2 E 16.167 1098.5 1022.6 1022.6 16.250 1618.5 1504.1 1504.1 16.333 1979.8 1900.4 1900.4 16.417 2227.2 2172.8 2172.8 16.500 2332.1 2309.0 2309.0 16.583 2004.3 2076.4 2076.4 16.667 1560.2 1657.9 1657.9 16.750 1184.6 1267.3 1267.3 16.833 915.0 974.3 974.3 16.917 734.3 774.0 774.0 17.000 585.0 617.8 617.8 17.083 461.0 488.3 488.3 17.167 379.4 397.4 397.4 17.250 331.5 342.0 342.0 17.333 285.6 295.7 295.7 17.417 239.0 249.3 249.3 17.500 187.2 198.6 198.6 17.583 133.3 145.2 145.2 17.667 108.1 113.6 113.6 17.750 91.5 95.2 95.2 17.833 80.6 83.0 83.0 17.917 72.5 74.3 74.3 18.000 66.9 68.1 68.1 IF PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 254.323 AF OUTFLOW VOLUME = 254.323 AF LOSS VOLUME = .000 AF ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 7.00 IS CODE = 6 L » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO« «< • ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 7.00 IS CODE = 1 E r . » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1744.000 ACRES r" BASEFLOW = .000 CFS /SQUARE -MILE Li *USER ENTERED "LAG" TIME = .440 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) C MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .430 LOW LOSS FRACTION = .910 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .921 30- MINUTE FACTOR = .921 1 -HOUR FACTOR = .921 3 -HOUR FACTOR = .988 6 -HOUR FACTOR = .994 24 -HOUR FACTOR = .996 1 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.939 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 I UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.086 228.951 2 4.220 661.048 P" 3 11.939 1628.168 iir 4 23.114 2356.992 5 36.513 2826.026 6 53.185 3516.297 r- 7 67.819 3086.555 hig 8 79.013 2360.920 9 86.533 1586.077 10 91.273 999.756 iti 11 94.618 705.459 12 96.649 428.574 13 97.939 271.892 14 98.388 94.757 15 98.743 74.877 16 99.098 74.919 17 99.453 74.877 18 99.808 74.877 19 100.000 40.477 PI i ll TOTAL STORM RAINFALL(INCHES) = 9.26 TOTAL SOIL - LOSS(INCHES) = 7.24 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.02 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1052.6060 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 293.4369 1 1 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H 1[ HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) C i - TIME(HRS) VOLUME(AF) Q(CFS) 0. 700.0 1400.0 2100.0 2800.0 12.083 44.0408 61.31 Q V • 12.167 44.4647 61.56 Q V 12.250 44.8886 61.54 Q V 12.333 45.3108 61.31 Q V • " 12.417 45.7306 60.96 Q V • i h r 12.500 46.1467 60.41 Q V • 12.583 46.5601 60.02 Q V • um 12.667 46.9723 59.86 Q V - 12.750 47.3853 59.96 Q V 12.833 47.8003 60.25 Q V 12.917 48.2180 60.66 Q V • 13.000 48.6393 61.17 Q V 13.083 49.0645 61.75 Q V 13.167 49.4943 62.41 Q V r 13.250 49.9289 63.09 Q V • 13.333 50.3683 63.81 Q V • 13.417 50.8129 64.56 Q V r 13.500 51.2629 65.33 Q V 13.583 51.7185 66.15 Q V 13.667 52.1800 67.02 Q V . 13.750 52.6478 67.92 Q V • 13.833 53.1221 68.87 Q V 13.917 53.6045 70.03 .Q V 14.000 54.0981 71.68 .Q V • rii 14.083 54.6192 75.66 .Q V 6r 14.167 55.1933 83.36 .Q V . 14.250 55.8678 97.94 .Q V . ow 14.333 56.6850 118.65 .Q V 14.417 57.6765 143.97 . Q V . 14.500 58.8803 174.79 . Q V . . . 14.583 60.2926 205.07 . Q V • - 1 14.667 61.8989 233.23 . Q V • • 14.750 63.6821 258.92 . Q V • - 14.833 65.6322 283.16 . Q V • • 14.917 67.7496 307.44 . Q V. • 15.000 70.0361 332.01 . Q V. • 15.083 72.4994 357.67 . Q V. • 15.167 75.1483 384.62 . Q V • 15.250 77.9997 414.02 . Q V • 15.333 81.0741 446.40 . Q .V • 15.417 84.3586 476.90 . Q .V - I 15.500 87.8118 501.40 . Q .V • 15.583 91.3122 508.26 . Q • V 15.667 94.7879 504.67 . Q • V • 15.750 98.2308 499.91 . Q V . 1 15.833 101.6206 492.21 . Q V . • 15.917 105.1887 518.08 . Q V - 16.000 109.3315 601.54 . Q • V • :: 16.083 115.1138 839.59 . .Q V . 16.167 123.4720 1213.61 . VQ I 16.250 135.7391 1781.19 . V • Q ' 16.333 151.0030 2216.32 . V .Q . 16.417 168.0874 2480.65 . • V Q ' 16.500 186.6974 2702.17 . . V Q • i 16.583 203.2970 2410.27 . V Q 16.667 216.7900 1959.19 . Q V. . 16.750 227.1036 1497.52 . .4 V . r 16.833 235.0403 1152.42 . 4 • • V ' 16.917 241.5174 940.47 . Q . V 17.000 246.6803 749.66 . 4 . v 17.083 250.8826 610.17 . Q • V 17.167 254.1537 474.96 4 • . v 17.250 256.9627 407.87 Q V 17.333 259.3881 352.17 . Q . V r 17.417 261.4470 298.95 . Q V 17.500 263.1222 243.24 . Q V 17.583 264.3796 182.58 . Q V 17.667 265.2907 132.30 .Q V 17.750 266.0415 109.02 .Q . V 17.833 266.6920 94.44 .Q V 17.917 267.2715 84.14 .Q . . V 18.000 267.7986 76.54 .Q . . V ' ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5.1 p,„ » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. L ASSUMED REGULAR CHANNEL INFORMATION: Ee" BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 Li UPSTREAM ELEVATION = 1348.00 DOWNSTREAM ELEVATION = 1336.00 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 L CONSTANT LOSS RATE(CFS) = .00 L MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: IP AVERAGED PEAK 5- MINUTE [ 22.96] AVERAGED PEAK 15- MINUTE [ 22.56] AVERAGED PEAK 30- MINUTE [ 21.84] AVERAGED PEAK 1 -HOUR [ 19.94] AVERAGED PEAK 3 -HOUR [ 15.91] AVERAGED PEAK 6 -HOUR [ 12.92] 3 AVERAGED PEAK 24 -HOUR [ 8.60] U SER- SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 21.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 21.000) = .017 HRS Ill TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) ri (HRS) (CFS) (CFS) (CFS) 12.083 61.3 61.2 61.2 12.167 61.6 61.5 61.5 12.250 61.5 61.5 61.5 12.333 61.3 61.4 61.4 12.417 61.0 61.0 61.0 12.500 60.4 60.5 60.5 12.583 60.0 60.1 60.1 12.667 59.9 59.9 59.9 12.750 60.0 59.9 59.9 12.833 60.3 60.2 60.2 12.917 60.7 60.6 60.6 P , 13.000 61.2 61.1 61.1 Li 13.083 61.7 61.6 61.6 13.167 62.4 62.3 62.3 13.250 63.1 63.0 63.0 p" 13.333 63.8 63.7 63.7 L 13.417 64.6 64.4 64.4 13.500 65.3 65.2 65.2 p• 13.583 66.2 66.0 66.0 L 13.667 67.0 66.8 66.8 13.750 67.9 67.7 67.7 13.833 68.9 68.7 68.7 13.917 70.0 69.8 69.8 14.000 71.7 71.3 71.3 14.083 75.7 74.8 74.8 "" 14.167 83.4 81.7 81.7 6 14.250 97.9 94.9 94.9 14.333 118.6 114.3 114.3 P, 14.417 144.0 138.7 138.7 14.500 174.8 168.3 168.3 W' 14.583 205.1 198.7 198.7 14.667 233.2 227.3 227.3 r 14.750 258.9 253.5 253.5 it 14.833 283.2 278.1 278.1 14.917 307.4 302.4 302.4 Pm 15.000 332.0 326.9 326.9 15.083 357.7 352.3 352.3 15.167 384.6 379.0 379.0 0111 15.250 414.0 407.9 407.9 15.333 446.4 439.6 439.6 iii 15.417 476.9 470.5 470.5 15.500 501.4 496.3 496.3 15.583 508.3 506.8 506.8 15.667 504.7 505.4 505.4 15.750 499.9 500.9 500.9 15.833 492.2 493.8 493.8 15.917 518.1 512.7 512.7 16.000 601.5 584.1 584.1 16.083 839.6 789.7 789.7 16.167 1213.6 1135.2 1135.2 16.250 1781.2 1662.3 1662.3 16.333 2216.3 2125.1 2125.1 1 16.417 2480.6 2425.3 2425.3 16.500 2702.2 2655.8 2655.8 16.583 2410.3 2471.4 2471.4 16.667 1959.2 2053.7 2053.7 j 16.750 1497.5 1594.3 1594.3 16.833 1152.4 1224.7 1224.7 16.917 940.5 984.9 984.9 17.000 749.7 789.6 789.6 17.083 610.2 639.4 639.4 17.167 475.0 503.3 503.3 17.250 407.9 421.9 421.9 17.333 352.2 363.8 363.8 17.417 299.0 310.1 310.1 ii 17.500 17.583 243.2 254.9 195.3 254.9 ;1 182.6 195.3 17.667 132.3 142.8 142.8 ro 17.750 109.0 113.9 113.9 17.833 94.4 97.5 97.5 17.917 84.1 86.3 86.3 Cir 18.000 = 76.5 PROCESS SUMMARY OF STORAGE: 78.1 78.1 INFLOW VOLUME = 293.437 AF : OUTFLOW VOLUME = 293.437 AF LOSS VOLUME = .000 AF [ f e ************************************** ************************************* FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 6 C 6 >»»STREAM NUMBER 5 CLEARED AND SET TO ZER0««< FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 1 [ >»»UNIT-HYDROGRAPH ANALYSIS««< r (UNIT-HYDROGRAPH ADDED TO STREAM #5) lim WATERSHED AREA = 1904.000 ACRES BASEFLOW = .000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = .460 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5-MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) r MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. 6 VALLEY(DEVELOPED) S-GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = .430 • LOW LOSS FRACTION = .900 *HYDROGRAPH MODEL #1 SPECIFIED* • SPECIFIED PEAK 5-MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30-MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3-HOUR RAINFALL(INCH) = 2.75 • • SPECIFIED PEAK 6-HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 9.30 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5-MINUTE FACTOR = .914 30-MINUTE FACTOR = .914 1 1-HOUR FACTOR = .914 3-HOUR FACTOR = .987 6-HOUR FACTOR = .994 24-HOUR FACTOR = .996 II ip 1 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.116 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 C e UNIT HYDROGRAPH DETERMINATION frn Lig INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) i,. 1 1.036 238.513 2 3.896 658.595 ,". 3 10.818 1593.837 4 21.353 2425.898 k" 5 33.573 2813.880 6 49.220 3602.987 oim 7 63.999 3403.089 fir. 8 75.817 2721.219 9 84.093 1905.742 !^ 10 89.565 1259.878 L 11 93.271 853.456 12 95.768 575.013 ,." 13 97.329 359.324 14 98.179 195.811 I. 15 98.519 78.251 16 98.859 78.200 "m 17 99.198 78.224 L 18 99.538 78.200 19 99.878 78.200 20 100.000 28.184 kir lim lr TOTAL STORM RAINFALL(INCHES) = 9.26 TOTAL SOIL - LOSS(INCHES) = 7.18 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.08 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1139.3980 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 330.1291 3 a 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) E TIME(HRS) VOLUME(AF) Q(CFS) 0. 725.0 1450.0 2175.0 2900.0 12.083 53.2940 74.24 .Q V . 12.167 53.8076 74.57 .Q V 12.250 54.3215 74.61 .Q V . 12.333 54.8339 74.40 .Q V rii 12.417 55.3441 74.08 .Q V hri 12.500 55.8505 73.53 .Q V 12.583 56.3536 73.06 .Q V . p^ 12.667 56.8553 72.84 .Q V . I iii 12.750 57.3574 72.90 .Q V 12.833 57.8616 73.21 .Q V i', 12.917 58.3690 73.67 .Q V 13.000 58.8804 74.25 .Q V ig 13.083 59.3964 74.93 .Q V . 13.167 59.9177 75.69 .Q V "' 13.250 60.4447 76.52 .Q V 6 13.333 60.9776 77.38 .Q V 13.417 61.5168 78.28 .Q V . 13.500 62.0623 79.21 .Q V 13.583 62.6145 80.18 .Q V 13.667 63.1739 81.22 .Q V 13.750 63.7407 82.30 .Q V 13.833 64.3153 83.44 .Q V 13.917 64.8988 84.72 .Q V 14.000 65.4936 86.36 .Q V 14.083 66.1142 90.12 .Q V 14.167 66.7853 97.44 .Q V 14.250 67.5541 111.63 .Q V - pi . 14.333 68.4671 132.57 .Q V • 14.417 69.5556 158.05 . Q V - 14.500 70.8659 190.25 . Q V • . 14.583 72.4046 223.42 . Q V • . 14.667 74.1600 254.88 . Q V . 14.750 76.1131 283.59 . Q V. • . 14.833 78.2522 310.61 . Q V. il 14.917 80.5737 337.07 . Q V. . 15.000 83.0805 364.00 . Q V . 15.083 85.7779 391.65 . Q V . 15.167 88.6762 420.84 . Q V . 15.250 91.7885 451.91 . Q .V . 15.333 95.1373 486.24 . Q .V . 15.417 98.7071 518.34 . Q .V . 15.500 102.4598 544.89 . Q • V . 15.583 106.2770 554.26 . Q • V . 15.667 110.0698 550.72 . Q V . 15.750 113.8414 547.64 . Q V 15.833 117.5577 539.60 . Q V . 15.917 121.4143 559.97 . Q V 16.000 125.8108 638.37 . Q • V . II 16.083 131.8338 874.55 . . Q V 16.167 140.3923 1242.70 . . Q 16.250 152.8147 1803.73 . V • Q 16.333 168.5405 2283.39 . V .Q 16.417 186.0177 2537.68 . . • V Q 16.500 205.4623 2823.35 . . V Q • E 16.583 223.6380 2639.11 . . . V Q • 16.667 238.8830 2213.58 . . V Q 16.750 250.7892 1728.79 . . • Q V 16.833 260.0726 1347.94 Q • .V 16.917 267.5448 1084.96 Q • V 17.000 273.6478 886.16 . • Q V 17.083 278.5921 717.91 . Q. V � 17.167 282.5684 577.36 4 V 17.250 285.7692 464.76 Q V 17.333 288.5439 402.89 . Q . V r 17.417 290.9300 346.46 . Q V 17.500 292.9250 289.68 . Q . V 17.583 294.5494 235.87 . Q . V 17.667 295.7534 174.81 . Q . V 17.750 296.6831 134.99 .Q . V 17.833 297.4828 116.11 .Q . V 17.917 298.1988 103.97 .Q . V P"" L 18.000 298.8523 94.89 .Q V r ................................................................... tii FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, r AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. fir ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1336.00 DOWNSTREAM ELEVATION = 1327.00 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: 1 AVERAGED PEAK 5- MINUTE [ 20.77] AVERAGED PEAK 15- MINUTE [ 20.44] AVERAGED PEAK 30- MINUTE [ 19.80] AVERAGED PEAK 1 -HOUR [ 18.12] AVERAGED PEAK 3 -HOUR [ 14.50] AVERAGED PEAK 6 -HOUR [ 11.84] AVERAGED PEAK 24 -HOUR [ 7.94] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 19.000 HYDROGRAPH TRANSLATION TIME (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 19.000) = .019 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) 1 a... �. ,_ (HRS) (CFS) (CFS) (CFS) 12.083 74.2 74.1 74.1 12.167 74.6 74.5 74.5 12.250 74.6 74.6 74.6 12.333 74.4 74.5 74.5 12.417 74.1 74.2 74.2 9 12.500 73.5 73.7 73.7 12.583 73.1 73.2 73.2 12.667 72.8 72.9 72.9 0 12.750 72.9 72.9 72.9 iii 12.833 73.2 73.1 73.1 12.917 73.7 73.6 73.6 P , 13.000 74.3 74.1 74.1 13.083 74.9 74.8 74.8 13.167 75.7 75.5 75.5 13.250 76.5 76.3 76.3 " 13.333 77.4 77.2 77.2 lir 13.417 78.3 78.1 78.1 13.500 79.2 79.0 79.0 Pm 13.583 80.2 80.0 80.0 L 13.667 81.2 81.0 81.0 13.750 82.3 82.0 82.0 13.833 83.4 83.2 83.2 13.917 84.7 84.4 84.4 14.000 86.4 86.0 86.0 14.083 90.1 89.2 89.2 14.167 97.4 95.7 95.7 iii 14.250 111.6 108.3 108.3 14.333 132.6 127.7 127.7 Pm 14.417 158.0 152.1 152.1 • 6 14.500 190.3 182.8 182.8 14.583 223.4 215.7 215.7 14.667 254.9 247.6 247.6 14.750 283.6 276.9 276.9 14.833 310.6 304.3 304.3 14.917 337.1 330.9 330.9 r 15.000 364.0 357.8 357.8 L 15.083 391.7 385.2 385.2 15.167 420.8 414.1 414.1 " 15.250 451.9 444.7 444.7 15.333 486.2 478.3 478.3 15.417 518.3 510.9 510.9 15.500 544.9 538.7 538.7 % I 15.583 554.3 552.1 552.1 il 15.667 550.7 551.5 551.5 15.750 547.6 548.4 548.4 15.833 539.6 541.5 541.5 15.917 560.0 555.3 555.3 16.000 638.4 620.2 620.2 16.083 874.5 819.9 819.9 16.167 1242.7 1157.4 1157.4 16.250 1803.7 1673.8 1673.8 16.333 2283.4 2172.3 2172.3 16.417 2537.7 2478.8 2478.8 16.500 2823.4 2757.2 2757.2 16.583 2639.1 2681.8 2681.8 16.667 2213.6 2312.1 2312.1 16.750 1728.8 1841.1 1841.1 16.833 1347.9 1436.1 1436.1 16.917 1085.0 1145.9 1145.9 17.000 886.2 932.2 932.2 17.083 717.9 756.9 756.9 17.167 577.4 609.9 609.9 17.250 464.8 490.8 490.8 17.333 402.9 417.2 417.2 17.417 346.5 359.5 359.5 17.500 289.7 302.8 302.8 17.583 235.9 248.3 248.3 17.667 174.8 189.0 189.0 F. 17.750 135.0 144.2 144.2 kir 17.833 116.1 120.5 120.5 17.917 104.0 106.8 106.8 18.000 94.9 97.0 97.0 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 330.129 AF r OUTFLOW VOLUME = 330.129 AF LOSS VOLUME = .000 AF E t******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 6 » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO « «< [;* ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 1 » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1964.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .480 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. w ,,, THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) iii. MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. V ALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 1 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .912 30- MINUTE FACTOR = .912 1 -HOUR FACTOR = .912 3 -HOUR FACTOR = .987 6 -HOUR FACTOR = .993 24 -HOUR FACTOR = .996 1 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 17.361 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 rir UNIT HYDROGRAPH DETERMINATION I" INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) pm i„ 1 .992 235.636 2 ' 3.623 624.975 pm 3 9.840 1476.595 limp 4 19.718 2346.305 5 31.144 2713.913 6 45.405 3387.299 Cm 7 60.267 3529.995 it 8 72.549 2917.318 9 81.467 2118.151 A' 10 87.743 1490.586 w 11 91.764 955.087 12 94.735 705.826 � . 13 96.587 439.883 E 14 97.839 297.380 i" 15 98.314 112.643 16 98.639 77.331 "'" 17 98.965 77.344 lrr 18 99.290 77.304 19 99.616 77.304 !` 20 99.941 77.304 21 100.000 13.944 iiii TOTAL STORM RAINFALL(INCHES) = 9.26 TOTAL SOIL - LOSS(INCHES) = 7.15 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.12 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1169.8550 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 345.9770 IN 2 4 - HOUR STORM II R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) rft- TIME(HRS) VOLUME(AF) Q(CFS) 0. 700.0 1400.0 2100.0 2800.0 Pe 12.083 54.8832 76.46 .Q V . . f 12.167 55.4122 76.81 .Q V . . III 12.250 55.9417 76.89 .Q V . . 12.333 56.4699 76.69 .Q V . . Rr 12.417 56.9960 76.38 .Q V 6 12.500 57.5185 75.87 .Q V 12.583 58.0373 75.33 .Q V . . 12.667 58.5541 75.03 .Q V 12.750 59.0707 75.02 .Q V 12.833 59.5890 75.25 .Q V . . 12.917 60.1102 75.68 .Q V . . 13.000 60.6352 76.23 .Q V 13.083 61.1648 76.89 .Q V 13.167 61.6995 77.64 .Q V . . . 13.250 62.2399 78.47 .Q V l 13.333 62.7864 79.36 .Q V 13.417 63.3392 80.27 .Q V . . . 13.500 63.8987 81.23 .Q V . . . 13.583 64.4649 82.22 .Q V . . 13.667 65.0383 83.26 .Q V . . . 13.750 65.6192 84.36 .Q V . . . r 13.833 66.2088 85.60 .Q V . . . hi 13.917 66.8094 87.22 .Q V . . . 14.000 67.4266 89.61 .Q V . . . tig 14.083 68.0793 94.77 .Q V . . . i 14.167 68.7944 103.84 .Q V . . 14.250 69.6198 119.84 .Q V . . . s,,,, 14.333 70.6062 143.23 . Q V . . 14.417 71.7837 170.97 . Q V . . ho 14.500 73.1922 204.51 . Q V . . . 14.583 74.8487 240.53 . Q V . . . 14.667 76.7404 274.67 . Q V . . . III 14.750 78.8463 305.77 . Q V. . . 14.833 81.1531 334.96 . Q V. . . 14.917 83.6510 362.69 . Q V. . . 15.000 86.3430 390.88 . Q V. . . 15.083 89.2316 419.43 . Q V . . 15.167 92.3277 449.55 . Q V . . 15.250 95.6416 481.17 . Q .V . . 15.333 99.1939 515.80 . Q .V . . 15.417 102.9696 548.23 . Q .V . . • 15.500 106.9346 575.72 . Q . V . . ▪ 15.583 110.9832 587.86 . Q . V . . 15.667 115.0201 586.15 . Q . V . . 15.750 119.0489 584.98 . Q . V . . 15.833 123.0512 581.13 . Q . V . . 15.917 127.1615 596.83 . Q . V . . 16.000 131.7590 667.56 . Q. V . . 16.083 137.9007 891.77 . . Q V . - 16.167 146.4137 1236.09 . . VQ . 16.250 158.5592 1763.53 . . V . Q . 16.333 174.0940 2255.65 . . V • Q . 16.417 191.3898 2511.36 . . . V . Q . 16.500 210.5613 2783.69 . . . V . Q. 1 16.583 229.5235 2753.32 . . . V . Q- 16.667 245.8638 2372.60 . . . V . Q . 16.750 258.9321 1897.52 . . . Q V. . 16.833 269.3481 1512.41 . . .Q .V . 16.917 277.5950 1197.45 . . Q . V . 17.000 284.5119 1004.34 . • Q . . V . 17.083 290.1187 814.10 . .Q . . V . 17.167 294.7705 675.45 . Q. . . V . 17.250 298.4180 529.61 . Q . . . V . 17.333 301.5149 449.66 . Q . . V . r 17.417 304.1954 389.22 Q V 17.500 306.4796 331.67 Q V 17.583 308.3732 274.94 . Q . . . V . 17.667 309.9207 224.70 . Q V 17.750 311.0455 163.32 . Q V 17.833 311.9544 131.98 .Q . . . V . 17.917 312.7481 115.24 .Q . . . V . FR L 18.000 313.4644 104.01 .Q . . . V . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 5.1 c o. » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, 0. AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: iii BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 I UPSTREAM ELEVATION = 1327.00 DOWNSTREAM ELEVATION = 1312.00 r CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 r CONSTANT LOSS RATE(CFS) = .00 MEAN- FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: 1 AVERAGED PEAK 5- MINUTE [ 24.82] AVERAGED PEAK 15- MINUTE [ 24.52] AVERAGED PEAK 30- MINUTE [ 23.79] AVERAGED PEAK 1 -HOUR [ 21.83] AVERAGED PEAK 3 -HOUR ( 17.49] AVERAGED PEAK 6 -HOUR ( 14.23] AVERAGED PEAK 24 -HOUR [ 9.43] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 23.000 HYDROGRAPH TRANSLATION TIME (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 23.000) = .016 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) -4 Aissi, (HRS) (CFS) (CFS) (CFS) 12.083 76.5 76.4 76.4 12.167 76.8 76.7 76.7 12.250 76.9 76.9 76.9 12.333 76.7 76.7 76.7 12.417 76.4 76.4 76.4 r 12.500 75.9 76.0 76.0 12.583 75.3 75.4 75.4 12.667 75.0 75.1 75.1 r 12.750 75.0 75.0 75.0 12.833 75.2 75.2 75.2 12.917 75.7 75.6 75.6 r 13.000 76.2 76.1 76.1 13.083 76.9 76.8 76.8 km 13.167 77.6 77.5 77.5 13.250 78.5 78.3 78.3 r 13.333 79.4 79.2 79.2 lip 13.417 80.3 80.1 80.1 13.500 81.2 81.0 81.0 Pm 13.583 82.2 82.0 82.0 L. 13.667 83.3 83.1 83.1 13.750 84.4 84.1 84.1 13.833 85.6 85.4 85.4 l Li 13.917 87.2 86.9 86.9 �r 14.000 89.6 89.2 89.2 14.083 94.8 93.8 93.8 "' 14.167 103.8 102.1 102.1 L. 14.250 119.8 116.8 116.8 14.333 143.2 138.8 138.8 PM 14.417 171.0 165.7 165.7 14.500 204.5 198.1 198.1 We 14.583 240.5 233.6 233.6 14.667 274.7 268.1 268.1 I" 14.750 305.8 299.8 299.8 Li 14.833 335.0 329.4 329.4 14.917 362.7 357.4 357.4 F" 15.000 390.9 385.5 385.5 L. 15.083 419.4 414.0 414.0 15.167 449.6 443.8 443.8 15.250 481.2 475.1 475.1 15.333 515.8 509.2 509.2 15.417 548.2 542.0 542.0 15.500 575.7 570.5 570.5 15.583 587.9 585.5 585.5 15.667 586.2 586.5 586.5 15.750 585.0 585.2 585.2 15.833 581.1 581.9 581.9 15.917 596.8 593.8 593.8 16.000 667.6 654.0 654.0 16.083 891.8 848.9 848.9 16.167 1236.1 1170.2 1170.2 16.250 1763.5 1662.6 1662.6 16.333 2255.7 2161.5 2161.5 16.417 2511.4 2462.4 2462.4 16.500 2783.7 2731.6 2731.6 16.583 2753.3 2759.1 2759.1 16.667 2372.6 2445.4 2445.4 16.750 1897.5 1988.4 1988.4 16.833 1512.4 1586.1 1586.1 16.917 1197.4 1257.7 1257.7 17.000 1004.3 1041.3 1041.3 17.083 814.1 850.5 850.5 1 17.167 675.4 702.0 702.0 17.250 529.6 557.5 557.5 17.333 449.7 465.0 465.0 17.417 389.2 400.8 400.8 17.500 331.7 342.7 342.7 17.583 274.9 285.8 285.8 17.667 224.7 234.3 234.3 17.750 163.3 175.1 175.1 ii 17.833 132.0 138.0 138.0 17.917 115.2 118.4 118.4 18.000 104.0 106.2 106.2 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 345.977 AF r OUTFLOW VOLUME = 345.977 AF iii LOSS VOLUME = .000 AF ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 6 1: » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO« «< C *************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 r i » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 2224.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .500 HOURS " VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .430 LOW LOSS FRACTION = .890 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .900 30- MINUTE FACTOR = .900 1 1 -HOUR FACTOR = .900 3 -HOUR FACTOR = .985 6 -HOUR FACTOR = .993 1 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.667 1 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 : UNIT HYDROGRAPH DETERMINATION c INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .952 256.157 2 3.388 655.065 r 3 9.011 1512.333 L 4 18.172 2464.137 5 28.932 2894.001 r . 6 41.965 3505.375 L 7 56.667 3954.278 8 69.152 3358.233 9 78.870 2613.788 10 85.692 1834.832 Li 11 90.226 1219.412 12 93.529 888.357 !'" 13 95.777 604.722 iii 14 97.216 386.947 15 98.120 243.218 r. 16 98.437 85.371 17 98.750 84.045 " 18 99.062 84.031 19 99.375 84.031 20 99.687 84.031 21 100.000 84.031 22 100.000 .103 r Li r TOTAL STORM RAINFALL(INCHES) = 9.25 6 TOTAL SOIL - LOSS(INCHES) = 7.11 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.14 ii TOTAL SOIL LOSS VOLUME(ACRB FEET) = 1318.3450 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 396.4318 Il• i , ____ 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 IF HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) [ VOLUME(AF) Q(CFS) 0. 775.0 1550.0 2325.0 3100.0 12.083 68.0759 94.96 .Q V . . 12.167 68.7332 95.43 .Q V . . 12.250 69.3917 95.62 .Q V . . 12.333 70.0493 95.49 .Q V . . 4 "' 12.417 70.7052 95.24 .Q V . . s y r 12.500 71.3580 94.79 .Q V . . 12.583 72.0069 94.22 .Q V . . 12.667 72.6535 93.88 .Q V . . 12.750 73.2998 93.84 .Q V . . 12.833 73.9478 94.10 .Q V . . 12.917 74.5994 94.61 .Q V . . . 13.000 75.2555 95.27 .Q V . . . 13.083 75.9171 96.06 .Q V . . . 13.167 76.5848 96.96 .Q V . . . r 13.250 77.2595 97.96 .Q V 13.333 77.9416 99.04 .Q V 13.417 78.6315 100.18 .Q V . . . 13.500 79.3295 101.35 .0 V . 1 13.583 80.0360 102.58 .Q V . . "' 13.667 80.7513 103.86 .Q V . . • 13.750 • 81.4758 105.20 .Q V . . r 13.833 82.2100 106.62 .Q V . . {b 13.917 82.9547 108.12 .Q V . . 14.000 83.7111 109.82 .Q V . . im 14.083 84.4936 113.62 .Q V . . L 14.167 85.3258 120.83 .Q V . . 14.250 86.2556 135.01 .Q V . . 14.333 87.3373 157.07 . Q V . 14.417 88.6063 184.26 . Q V . . . 14.500 90.1085 218.11 . Q V. . . 14.583 91.8825 257.59 . Q V. . . 14.667 93.9199 295.82 . Q V. . 14.750 96.2050 331.80 . Q V. . 14.833 98.7184 364.95 . Q V. . I 14.917 101.4490 396.48 . Q V . . 15.000 104.3969 428.03 . Q V . 15.083 107.5665 460.23 . Q V . . 15.167 110.9652 493.50 . Q .V . . 15.250 114.6075 528.86 . Q .V . . 15.333 118.5083 566.39 . Q .V . . 15.417 122.6513 601.57 . Q . V . . II 15.500 126.9985 631.21 . Q . V . . II 15.583 131.4440 645.49 . Q . V . . 15.667 135.8738 643.21 . Q . V . . 15.750 140.2893 641.12 . Q . V . . 15.833 144.6782 637.27 . Q . V . . 15.917 149.1354 647.19 . Q . V . . 16.000 154.0504 713.65 . Q. V . . 1 16.083 160.5338 941.40 . . Q V . 16.167 169.4206 1290.36 . . QV . 16.250 182.0110 1828.13 . . V . Q . 16.333 198.2638 2359.91 . . V Q 16.417 216.5458 2654.55 . . .V • Q 16.500 236.7328 2931.14 . . V Q 16.583 257.6259 3033.68 . V Q. 16.667 276.0437 2674.27 . V . Q 16.750 291.3061 2216.10 . QV. 16.833 303.4302 1760.41 . • Q V 16.917 313.1167 1406.48 . Q . .V 17.000 321.2035 1174.21 . Q . . V 17.083 327.8817 969.68 . • Q . . V 17.167 333.3588 795.27 . Q . V 17.250 337.8449 651.38 . Q . . V 17.333 341.3904 514.80 . Q . . V 17.417 344.4645 446.36 . Q . V Si 17.500 347.1068 383.66 . Q . V 17.583 349.3428 324.67 . Q . . V 17.667 351.2117 271.37 Q . V 17.750 352.7718 226.52 . Q . V 17.833 353.9012 163.99 . Q . . . V 17.917 354.8858 142.96 .Q V 18.000 355.7752 129.15 .Q V ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< mo THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. iir ASSUMED REGULAR CHANNEL INFORMATION: r" BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 ji. UPSTREAM ELEVATION = 1312.00 DOWNSTREAM ELEVATION = 1302.00 CHANNEL LENGTH(FT) = 1800.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 it MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 19.70] AVERAGED PEAK 15- MINUTE [ 19.40] AVERAGED PEAK 30- MINUTE [ 18.94] AVERAGED PEAK 1 -HOUR [ 17.53] AVERAGED PEAK 3 -HOUR [ 14.21] AVERAGED PEAK 6 -HOUR [ 11.68] AVERAGED PEAK 24 -HOUR [ 7.92] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 18.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1800.00)/( 18.000) = .028 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: MODEL INFLOW ROUTED OUTFLOW LESS LOSS TIME (STREAM 5) FLOW (STREAM 5) A (HRS) (CFS) (CFS) (CFS) 12.083 95.0 94.8 94.8 12.167 95.4 95.3 95.3 12.250 95.6 95.6 95.6 12.333 95.5 95.5 95.5 12.417 95.2 95.3 95.3 r 12.500 94.8 94.9 94.9 6 12.583 94.2 94.4 94.4 12.667 93.9 94.0 94.0 r 12.750 93.8 93.9 93.9 imil 12.833 94.1 94.0 94.0 12.917 94.6 94.4 94.4 P „ 13.000 95.3 95.0 95.0 L 13.083 96.1 95.8 95.8 13.167 97.0 96.7 96.7 13.250 98.0 97.6 97.6 "" 13.333 99.0 98.7 98.7 r 13.417 100.2 99.8 99.8 13.500 101.4 101.0 101.0 oPi 13.583 102.6 102.2 102.2 13.667 103.9 103.4 103.4 13.750 105.2 104.7 104.7 13.833 106.6 106.1 106.1 13.917 108.1 107.6 107.6 14.000 109.8 109.3 109.3 14.083 113.6 112.4 112.4 m 14.167 120.8 118.4 118.4 it 14.250 135.0 130.3 130.3 14.333 157.1 149.7 149.7 P. 14.417 184.3 175.2 175.2 14.500 218.1 206.8 206.8 L 14.583 257.6 244.4 244.4 14.667 295.8 283.1 283.1 r 14.750 331.8 319.8 319.8 L. 14.833 365.0 353.9 353.9 14.917 396.5 386.0 386.0 m 15.000 428.0 417.5 417.5 Imo 15.083 460.2 449.5 449.5 15.167 493.5 482.4 482.4 ,,,,, 15.250 528.9 517.1 517.1 15.333 566.4 553.9 553.9 15.417 601.6 589.8 589.8 15.500 631.2 621.3 621.3 15.583 645.5 640.7 640.7 15.667 643.2 644.0 644.0 15.750 641.1 641.8 641.8 15.833 637.3 638.6 638.6 15.917 647.2 643.9 643.9 16.000 713.7 691.5 691.5 16.083 941.4 865.5 865.5 16.167 1290.4 1174.0 1174.0 16.250 1828.1 1648.9 1648.9 16.333 2359.9 2182.6 2182.6 16.417 2654.6 2556.3 2556.3 16.500 2931.1 2838.9 2838.9 16.583 3033.7 2999.5 2999.5 16.667 2674.3 2794.1 2794.1 16.750 2216.1 2368.8 2368.8 16.833 1760.4 1912.3 1912.3 16.917 1406.5 1524.5 1524.5 III 17.000 1174.2 1251.6 1251.6 17.083 969.7 1037.9 1037.9 17.167 795.3 853.4 853.4 17.250 651.4 699.3 699.3 17.333 514.8 560.3 560.3 17.417 446.4 469.2 469.2 17.500 383.7 404.6 404.6 17.583 324.7 344.3 344.3 17.667 271.4 289.1 289.1 17.750 226.5 241.5 241.5 17.833 164.0 184.8 184.8 17.917 143.0 150.0 150.0 II 18.000 129.1 133.8 133.8 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 396.432 AF r OUTFLOW VOLUME = 396.432 AF iii LOSS VOLUME = .000 AF ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 6 » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO « «< A i ii *************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 1 » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 2284.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE ! *USER ENTERED "LAG" TIME = .520 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 *USER SPECIFIED PRECIPITATION DEPTH-AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .897 30- MINUTE FACTOR = .897 1 -HOUR FACTOR = .897 3 -HOUR FACTOR = .985 6 -HOUR FACTOR = .992 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.026 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 MIL UNIT HYDROGRAPH DETERMINATION ir INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ii 1 .916 252.950 2 3.184 626.429 " 3 8.268 1404.505 ill 4 16.813 2360.349 5 26.912 2789.364 Fa 6 38.885 3307.399 iiii 7 53.241 3965.308 8 65.820 3474.493 9 76.059 2828.417 : ; 10 83.440 2038.639 im 11 88.649 1438.904 12 92.169 972.180 " 13 94.830 735.182 „ 14 96.535 470.848 15 97.740 332.841 P. 16 98.251 141.238 im 17 98.552 83.017 18 98.852 82.983 19 99.153 83.051 1 20 99.453 82.983 ii. 21 99.754 82.983 22 100.000 68.065 it r TOTAL STORM RAINFALL(INCHES) = 9.25 iii TOTAL SOIL - LOSS(INCHES) = 7.14 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.11 ii TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1359.7860 II TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 401.2549 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) D ,'d TIME(HRS) VOLUME(AF) Q(CFS) 0. 775.0 1550.0 2325.0 3100.0 12.083 63.4523 88.53 .Q V . . 12.167 64.0650 88.96 .Q V . . 12.250 64.6791 89.17 .Q V II 12.333 65.2925 89.06 .Q V 12.417 65.9044 88.85 .Q V . . "' 12.500 66.5138 88.48 .Q V . . k 12.583 67.1193 87.93 .Q V . . 12.667 67.7223 87.55 .Q V . . ,., 12.750 68.3245 87.43 .Q V . . 1r 12.833 68.9277 87.59 .Q V . . 12.917 69.5337 87.99 .Q V . . 13.000 70.1436 88.56 .Q V . . 13.083 70.7582 89.25 .Q V iii 13.167 71.3784 90.05 .Q V 13.250 72.0047 90.94 .Q V . . . 13.333 72.6378 91.93 .Q V 13.417 73.2782 92.98 .Q V 13.500 73.9260 94.06 .Q V . . . 13.583 74.5817 95.20 .Q V . . . r 13.667 75.2455 96.38 .Q V . . . II 13.750 75.9178 97.62 .Q V . . . 13.833 76.5996 99.00 .Q V . . . 13.917 77.2940 100.83 .Q V 14.000 78.0062 103.41 .Q V . . . 14.083 78.7576 109.10 .Q V . . . m 14.167 79.5771 118.99 .Q V . . . 14.250 80.5143 136.08 .Q V . "I 14.333 81.6299 161.98 . Q V . . . 14.417 82.9616 193.37 . Q V . . . r 14.500 84.5481 230.36 . Q V 14.583 86.4338 273.80 . Q V . . . 14.667 88.6082 315.71 . Q V . . . 14.750 91.0551 355.29 . Q V. . . 14.833 93.7500 391.30 . Q V. . . 14.917 96.6800 425.44 . Q V. . . 15.000 99.8363 458.28 . Q V. . . 15.083 103.2246 491.98 . Q V . . 15.167 106.8477 526.08 . Q V . . 15.250 110.7210 562.39 . Q .V . . 15.333 114.8559 600.39 . Q .V . . 15.417 119.2347 635.80 . Q .V . . 15.500 123.8213 665.97 . Q . V . . 15.583 128.5230 682.69 . Q . V . . I 15.667 133.2206 682.09 . Q . V . . 15.750 137.9147 681.58 . Q . V . . 15.833 142.6072 681.35 . Q . V . . I 15.917 147.3498 688.63 . Q . V . . 16.000 152.5027 748.21 . Q. V . . 16.083 159.1337 962.81 . . Q V • • 16.167 168.0081 1288.56 . . Q 16.250 180.3252 1788.45 . . V . Q I 16.333 196.2978 2319.22 . . V. Q. 16.417 214.3285 2618.06 . . .V . Q 16.500 234.1797 2882.39 . . . V . Q 16.583 255.4384 3086.76 . . . V Q. 16.667 274.6482 2789.27 . . . V . Q 16.750 291.0422 2380.41 . . . VQ • 16.833 304.2650 1919.95 Q V 16.917 315.0483 1565.74 Q •V 17.000 323.8724 1281.26 . . Q . V • 17.083 331.3903 1091.60 . • Q . V • 17.167 337.5653 896.61 •Q V 17.250 342.7325 750.29 Q. V 17.333 346.8085 591.83 . Q • . V r 17.417 350.2220 495.63 Q V iii 17.500 353.1658 427.44 Q V 17.583 355.6647 362.84 . Q . . V 17.667 357.7616 304.47 . Q . . V 17.750 359.5088 253.70 . Q . V 17.833 360.9346 207.03 . Q . . V 17.917 361.9873 152.85 .Q . V • 18.000 362.9056 133.34 .Q . . V ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.1 rm » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, "'" AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. raii ASSUMED REGULAR CHANNEL INFORMATION: Pi BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1302.00 iir DOWNSTREAM ELEVATION = 1280.00 CHANNEL LENGTH(FT) = 4900.00 MANNING'S FACTOR = .015 PP CONSTANT LOSS RATE(CFS) = .00 Ili MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 18.31] AVERAGED PEAK 15- MINUTE [ 18.03] AVERAGED PEAK 30- MINUTE [ 17.61] AVERAGED PEAK 1 -HOUR [ 16.40] AVERAGED PEAK 3 -HOUR [ 13.45] AVERAGED PEAK 6 -HOUR [ 11.07] AVERAGED PEAK 24 -HOUR [ 7.47] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 17.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 4900.00)/( 17.000) = .080 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 88.5 88.0 88.0 12.167 89.0 88.5 88.5 12.250 89.2 89.0 89.0 12.333 89.1 89.2 89.2 12.417 88.9 89.1 89.1 12.500 88.5 88.8 88.8 12.583 87.9 88.5 88.5 12.667 87.6 87.9 87.9 12.750 87.4 87.5 87.5 12.833 87.6 87.4 87.4 12.917 88.0 87.6 87.6 I, 13.000 88.6 88.0 88.0 ill 13.083 89.2 88.6 88.6 13.167 90.1 89.3 89.3 13.250 90.9 90.1 90.1 13.333 91.9 91.0 91.0 13.417 93.0 92.0 92.0 13.500 94.1 93.0 93.0 13.583 95.2 94.1 94.1 13.667 96.4 95.2 95.2 13.750 97.6 96.4 96.4 13.833 99.0 97.7 97.7 f is 13.917 100.8 99.1 99.1 14.000 103.4 100.9 100.9 14.083 109.1 103.6 103.6 14.167 119.0 109.5 109.5 it 14.250 136.1 119.7 119.7 14.333 162.0 137.1 137.1 14.417 193.4 163.2 163.2 ii 14.500 230.4 194.8 194.8 14.583 273.8 232.1 232.1 14.667 315.7 275.4 275.4 14.750 355.3 317.3 317.3 14.833 391.3 356.7 356.7 14.917 425.4 392.6 392.6 !^ 15.000 458.3 426.7 426.7 L, 15.083 492.0 459.6 459.6 15.167 526.1 493.3 493.3 15.250 562.4 527.5 527.5 15.333 600.4 563.9 563.9 15.417 635.8 601.8 601.8 15.500 666.0 637.0 637.0 15.583 682.7 666.6 666.6 15.667 682.1 682.7 682.7 15.750 681.6 682.1 682.1 15.833 681.4 681.6 681.6 15.917 688.6 681.6 681.6 16.000 748.2 691.0 691.0 16.083 962.8 756.6 756.6 16.167 1288.6 975.6 975.6 16.250 1788.4 1308.2 1308.2 16.333 2319.2 1809.3 1809.3 16.417 2618.1 2330.9 2330.9 16.500 2882.4 2628.4 2628.4 16.583 3086.8 2890.4 2890.4 16.667 2789.3 3075.1 3075.1 16.750 2380.4 2773.2 2773.2 16.833 1919.9 2362.4 2362.4 16.917 1565.7 1906.1 1906.1 17.000 1281.3 1554.6 1554.6 17.083 1091.6 1273.8 1273.8 17.167 896.6 1084.0 1084.0 17.250 750.3 890.9 890.9 17.333 591.8 744.1 744.1 17.417 495.6 588.1 588.1 r 17.500 427.4 493.0 493.0 6 17.583 362.8 424.9 424.9 17.667 304.5 360.6 360.6 r 17.750 253.7 302.5 302.5 Ihie 17.833 207.0 251.9 251.9 17.917 152.9 204.9 204.9 18.000 133.3 152.1 152.1 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 401.255 AF OUTFLOW VOLUME = 401.255 AF LOSS VOLUME = .000 AF f*'******'*************'********'************** * * * *'***** **** * **** * **** * * * ** * * * *'* FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 6 C i » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO« «< ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 1 [ » >UNIT- HYDROGRAPH ANALYSIS « «< r (UNIT- HYDROGRAPH ADDED TO STREAM #5) hi WATERSHED AREA = 2560.000 ACRES * BASEFLOW = .000 CFS /SQUARE -MILE hi *USER ENTERED "LAG" TIME = .600 HOURS ' VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 LOW LOSS FRACTION = .890 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .885 30- MINUTE FACTOR = .885 1 -HOUR FACTOR = .885 3 -HOUR FACTOR = .983 6 -HOUR FACTOR = .991 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 13.889 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 I L UNIT HYDROGRAPH DETERMINATION A iii INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) r Is 1 .794 245.714 2 2.608 561.630 r" 3 6.000 1050.249 Iii 4 12.565 2032.652 5 20.750 2534.058 6 29.829 2810.795 7 40.636 3345.672 8 53.278 3914.022 9 64.301 3412.905 r 10 73.664 2898.586 iii 11 80.738 2190.122 12 86.199 1690.943 in 13 89.926 1153.744 L 14 92.803 890.776 15 94.970 670.837 r ,. 16 96.451 458.450 17 97.540 337.156 i" 18 98.151 189.258 19 98.411 80.631 "' 20 98.672 80.631 L 21 98.932 80.586 22 99.193 80.631 I" 23 99.453 80.586 24 99.713 80.586 lid 25 99.974 80.586 26 100.000 8.194 fli TOTAL STORM RAINFALL(INCHES) = 9.25 TOTAL SOIL - LOSS(INCHES) = 7.09 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.17 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1511.5870 II TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 462.2536 3 1 1 3 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 INTERVALS(CFS) ?TIME(HRS) VOLUME(AF) Q(CFS) 0. 800.0 1600.0 2400.0 3200.0 12.083 77.5360 108.43 .Q V . . 12.167 78.2868 109.01 .Q V 12.250 79.0404 109.43 .Q V . . 12.333 79.7947 109.52 .Q V . . r 12.417 80.5485 109.45 .Q V 12.500 81.3014 109.32 .Q V . . 12.583 82.0521 109.01 .Q V . . 12.667 82.7997 108.54 .Q V . 12.750 83.5453 108.28 .Q V 12.833 84.2908 108.24 .Q V . . 12.917 85.0379 108.48 .Q V . . 13.000 85.7882 108.94 .Q V 13.083 86.5432 109.63 .Q V 13.167 87.3040 110.46 .Q V . . 13.250 88.0712 111.40 .Q V 13.333 88.8459 112.48 .Q V . . 13.417 89.6284 113.63 .Q V . pm 13.500 90.4197 114.89 .Q V . . L 13.583 91.2202 116.24 .Q V . . 13.667 92.0305 117.65 .Q V . . 13.750 92.8507 119.11 .Q V . . 13.833 93.6816 120.65 .Q V . • 13.917 94.5249 122.44 .Q V . • 14.000 95.3836 124.69 .Q V . • • 14.083 96.2756 129.51 .Q V . 14.167 97.2267 138.11 .Q V . . 14.250 98.2728 151.89 .Q V . . 14.333 99.4762 174.73 . Q V . . 14.417 100.8780 203.54 . Q V . 14.500 102.5117 237.22 . Q V . 14.583 104.4207 277.19 . Q V. 14.667 106.6510 323.83 . Q V. . 14.750 109.1916 368.90 . Q V. . 14.833 112.0333 412.62 . Q V. . I 14.917 115.1537 453.08 Q V. 15.000 118.5449 492.41 . Q V . 15.083 122.1946 529.93 . Q V . 15.167 126.1091 568.39 . Q V . . I 15.250 130.2952 607.81 . Q .V . 15.333 134.7666 649.25 . Q .V . 15.417 139.4960 686.71 . Q . V . I 15.500 144.4526 719.70 . Q . V . 15.583 149.5786 744.29 . Q. V . 15.667 154.7485 750.67 . Q. V . 15.750 159.9350 753.08 . Q. V . . I 15.833 165.1839 762.14 . Q. V . 15.917 170.5451 778.44 . Q. V . 16.000 176.1735 817.24 . Q V . 3 16.083 183.0106 992.75 . . Q V . . - 16.167 191.6065 1248.12 . QV . . I 16.250 202.6979 1610.47 . . V Q . 16.333 217.4043 2135.37 . . V . Q . 16.417 234.3275 2457.24 . . V Q . 16.500 252.7326 2672.43 . . .V • Q 1 16.583 272.8926 2927.23 . . . V Q . 16.667 294.2909 3107.03 . . . V Q . 16.750 313.7272 2822.15 . . . V . Q 16.833 330.8293 2483.23 . . . V .Q 16.917 345.1291 2076.32 . . Q V. . 17.000 357.2978 1766.89 . . • Q V . 17.083 367.3344 1457.32 . . Q . .V . 17.167 375.9920 1257.09 . . Q . V . 17.250 383.3859 1073.59 . • Q . . V 17.333 389.5429 894.00 . .Q . . V . ii 17.417 394.6866 746.87 . Q. . . V 17.500 398.8409 603.20 . Q . . . V . 17.583 402.1916 486.51 . Q . . V . 17.667 405.0588 416.32 . Q . . V . 17.750 407.5307 358.91 . Q . . . V . 17.833 409.6662 310.08 . Q . . V . 17.917 411.5266 270.13 . Q . . . V . 18.000 413.1585 236.96 . Q . . . V . END OF FLOOD ROUTING ANALYSIS 0 ib PR lio e ig :: PM ii ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE rn (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -93 Advanced Engineering Software (aes) Ver. 2.1B Release Date:11 /17/93 License ID 1209 Analysis prepared by: lig BILL MANN & ASSOCIATES, INC 1802 COMMERCENTER WEST SUITE A SAN BERNARDINO, CALIF 92408 1: ************************** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** BASELINE AVE. STORM DRAIN * * 100 -YR RATIONAL * INCLUDES AREA BETWEEN I -215 - CITRUS - WALNUT - BASELINE ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** QSe A'o coy l c' lak FILE NAME: BASEl.DAT -q-or .)Se h l)%.11; - lyclyd �rcp� h w TIME /DATE OF STUDY: 16: 0 7/23/1997 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER - DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5000 L. *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED* *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL INTE -/ OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) ROIR / SIDE/ WAY (FT) (FT) (FT) (FT) (n) __ ___ 1 20.0 12.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .67 FEET as (Maximum Allowable Street Flow- Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2.1 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 Ttl 11 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 ELEVATION DIFFERENCE(FEET) = 24.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.999 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.755 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL I "5 -7 DWELLINGS /ACRE" A 7.40 .98 .50 32 13.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 21.76 TOTAL AREA(ACRES) = 7.40 PEAK FLOW RATE(CFS) = 21.76 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » »>( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1498.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 r SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 hi STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.70 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .47 HALFSTREET FLOOD WIDTH(FEET) = 15.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.79 PRODUCT OF DEPTH &VELOCITY = 2.24 STREET FLOW TRAVEL TIME(MIN.) = 1.04 TC(MIN.) = 14.04 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.585 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) SCS RESIDENTIAL I "5 -7 DWELLINGS /ACRE" A 2.10 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.85 I EFFECTIVE AREA(ACRES) = 9.50 AREA - AVERAGED Fp(INCH/HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) = 26.49 1 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 15.92 FLOW VELOCITY(FEET /SEC.) = 4.86 DEPTH *VELOCITY = 2.32 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< C I - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.04 RAINFALL INTENSITY(INCH/HR) = 3.59 AREA - AVERAGED Fp(INCH/HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 9.50 TOTAL STREAM AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.49 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 r DOWNSTREAM ELEVATION(FEET) = 1506.00 6. ELEVATION DIFFERENCE(FEET) = 24.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)) ** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.999 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.755 r SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 5.50 .98 .50 32 13.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 16.18 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 16.18 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » > (STREET TABLE SECTION # 1 USED) « «< I UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1498.00 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.45 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .48 HALFSTREET FLOOD WIDTH(FEET) = 16.02 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.89 PRODUCT OF DEPTH &VELOCITY = 1.86 STREET FLOW TRAVEL TIME(MIN.) = 2.05 TC(MIN.) = 15.05 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.439 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 3.96 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 r SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.96 SUBAREA RUNOFF(CFS) = 10.52 - EFFECTIVE AREA(ACRES) = 9.46 AREA - AVERAGED Fp(INCH/HR) = .49 fir* AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 9.46 PEAK FLOW RATE(CFS) = 25.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 17.14 FLOW VELOCITY(FEET /SEC.) = 4.02 DEPTH *VELOCITY = 2.01 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.05 RAINFALL INTENSITY(INCH /HR) = 3.44 AREA - AVERAGED Fp(INCH/HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 9.46 TOTAL STREAM AREA(ACRES) = 9.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.13 ** CONFLUENCE DATA ** II STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 26.49 14.04 3.585 .97( .49) .50 9.50 2 25.13 15.05 3.439 .98( .49) .50 9.46 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 3 1 51.1 14.04 3.585 .975( .488) .50 18.3 2 50.4 15.05 3.439 .975( .488) .50 19.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 3 PEAK FLOW RATE(CFS) = 51.09 Tc(MIN.) = 14.042 EFFECTIVE AREA(ACRES) = 18.32 AREA - AVERAGED Fp(INCH/HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 18.96 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1498.00 DOWNSTREAM NODE ELEVATION(FEET) = 1437.00 FLOW LENGTH(FEET) = 4700.00 MANNING'S N = .013 fl DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.14 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 51.09 TRAVEL TIME(MIN.) = 7.03 TC(MIN.) = 21.08 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 8.1 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 21.08 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.810 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN Ili RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 56.50 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 56.50 SUBAREA RUNOFF(CFS) = 123.06 EFFECTIVE AREA(ACRES) = 74.82 AREA - AVERAGED Fp(INCH/HR) = .41 AREA- AVERAGED Fp(INCH/HR) = .98 AREA- AVERAGED Ap = .42 TOTAL AREA(ACRES) = 75.46 PEAK FLOW RATE(CFS) = 161.36 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS «<« INITIAL SUBAREA FLOW- LENGTH(FEET) = 800.00 I UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 ELEVATION DIFFERENCE(FEET) = 24.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.932 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.167 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 3 LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 5.40 .98 .40 32 10.93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA RUNOFF(CFS) = 18.35 TOTAL AREA(ACRES) = 5.40 PEAR FLOW RATE(CFS) = 18.35 E lk*************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) = 8.0 ire STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 r SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.74 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 19.86 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.87 PRODUCT OF DEPTH &VELOCITY = 1.59 STREET FLOW TRAVEL TIME(MIN.) = 4.93 TC(MIN.) = 15.87 r 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.332 SUBAREA LOSS RATE DATA(AMC II): "" DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 4.02 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 4.02 SUBAREA RUNOFF(CFS) = 10.64 EFFECTIVE AREA(ACRES) = 9.42 AREA - AVERAGED Fp(INCH/HR) = .39 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .40 TOTAL AREA(ACRES) = 9.42 PEAK FLOW RATE(CFS) = 24.94 1 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 14.58 in FLOW VELOCITY(FEET /SEC.) = 2.92 DEPTH *VELOCITY = 1.64 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < IF TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.87 1 RAINFALL INTENSITY(INCH /HR) = 3.33 AREA- AVERAGED Fm(INCH/HR) = .39 I AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .40 EFFECTIVE STREAM AREA(ACRES) = 9.42 TOTAL STREAM AREA(ACRES) = 9.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.94 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 2.1 ▪ » >RATIONAL METHODINITIAL SUBAREA ANALYSIS « «< 1r INITIAL SUBAREA FLOW-LENGTH(FEET) LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 I DOWNSTREAM ELEVATION(FEET) = 1520.00 • ELEVATION DIFFERENCE(FEET) = 10.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.889 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.461 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) ▪ RESIDENTIAL ▪ "8 -10 DWELLINGS /ACRE" A 5.79 .98 .40 32 14.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA RUNOFF(CFS) = 16.01 TOTAL AREA(ACRES) = 5.79 PEAK FLOW RATE(CFS) = 16.01 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 1 USED) « «< I UPSTREAM ELEVATION(FEET) = 1520.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 STREET LENGTH(FEET) = 690.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 ' OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 ' STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.63 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: I STREET FLOW DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 19.11 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.68 PRODUCT OF DEPTH &VELOCITY = 3.07 I STREET FLOW TRAVEL TIME(MIN.) = 2.02 TC(MIN.) = 16.91 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.207 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 22.07 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 22.07 SUBAREA RUNOFF(CFS) = 55.94 EFFECTIVE AREA(ACRES) = 27.86 AREA - AVERAGED Fm(INCH/HR) = .39 AREA - AVERAGED Fp(INCH/HR) = .97 AREA- AVERAGED Ap = .40 TOTAL AREA(ACRES) = 27.86 PEAK FLOW RATE(CFS) = 70.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .61 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 6.76 DEPTH *VELOCITY = 4.12 r ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.91 RAINFALL INTENSITY(INCH /HR) = 3.21 AREA - AVERAGED Fm(INCH/HR) = .39 AREA- AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .40 EFFECTIVE STREAM AREA(ACRES) = 27.86 TOTAL STREAM AREA(ACRES) = 27.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 70.62 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 24.94 15.87 3.332 .98( .39) .40 9.42 2 70.62 16.91 3.207 .97( .39) .40 27.86 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 94.1 15.87 3.332 .975( .390) .40 35.6 2 94.5 16.91 3.207 .975( .390) .40 37.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 94.50 Tc(MIN.) = 16.914 EFFECTIVE AREA(ACRES) = 37.28 AREA - AVERAGED Fp(INCH/HR) = .39 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .40 TOTAL AREA(ACRES) = 37.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3.1 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1500.00 DOWNSTREAM NODE ELEVATION(FEET) = 1464.00 FLOW LENGTH(FEET) = 1740.00 MANNING'S N = .013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.56 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 94.50 TRAVEL TIME(MIN.) = 1.86 TC(MIN.) = 18.78 k******************************************** ** * *** * * * ** * **** * ** * * ** ** * *** ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8.1 °" » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< L MAINLINE Tc(MIN) = 18.78 rx+ 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.012 iar SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 94.76 .98 .40 32 ✓ SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 • SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 94.76 SUBAREA RUNOFF(CFS) = 223.58 EFFECTIVE AREA(ACRES) = 132.04 AREA - AVERAGED Fp(INCH/HR) = .39 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .40 TOTAL AREA(ACRES) = 132.04 PEAK FLOW RATE(CFS) = 311.54 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae 7 NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 319.8 17.73 3.117 .975( .390) .40 130.3 2 311.5 18.78 3.012 .975( .390) .40 132.0 01111 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 319.83 Tc(MIN.) = 17.73 ▪ AREA - AVERAGED Fm(INCH/HR) = .39 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .40 EFFECTIVE AREA(ACRES) = 130.31 If ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < IL » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 1r UPSTREAM NODE ELEVATION(FEET) = 1464.00 DOWNSTREAM NODE ELEVATION(FEET) = 1437.00 FLOW LENGTH(FEET) = 1340.00 MANNING'S N = .013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.73 I ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 319.83 TRAVEL TIME(MIN.) = 1.08 TC(MIN.) = 18.81 3 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< IF MAINLINE TC(MIN) = 18.81 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.009 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 45.91 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 r SUBAREA AREA(ACRES) = 45.91 SUBAREA RUNOFF(CFS) = 120.29 EFFECTIVE AREA(ACRES) = 176.22 AREA - AVERAGED Fm(INCH/HR) = .31 AREA - AVERAGED Fp(INCH/HR) = .98 AREA- AVERAGED Ap = .32 r TOTAL AREA(ACRES) = 177.95 PEAK FLOW RATE(CFS) = 427.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< E: TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.81 RAINFALL INTENSITY(INCH/HR) = 3.01 AREA - AVERAGED Fm(INCH/HR) = .31 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .32 EFFECTIVE STREAM AREA(ACRES) = 176.22 TOTAL STREAM AREA(ACRES) = 177.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 427.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< II USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 21.08 RAINFALL INTENSITY(INCH /HR) = 2.81 I EFFECTIVE AREA(ACRES) = 74.82 TOTAL AREA(ACRES) = 75.46 PEAK FLOW RATE(CFS) = 161.36 AREA - AVERAGED Fm(INCH /HR) = .41 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .42 I NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< ___ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.08 RAINFALL INTENSITY(INCH /HR) = 2.81 AREA - AVERAGED Fp(INCH/HR) = .41 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .42 EFFECTIVE STREAM AREA(ACRES) = 74.82 TOTAL STREAM AREA(ACRES) = 75.46 rol PEAK FLOW RATE(CFS) AT CONFLUENCE = 161.36 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 427.41 18.81 3.009 .98( .31) .32 176.22 1 415.68 19.88 2.910 .98( .31) .32 177.95 2 161.36 21.08 2.810 .98( .41) .42 74.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 583.3 18.81 3.009 .977( .341) .35 243.0 2 574.2 19.88 2.910 .977( .342) .35 248.5 !*" 3 561.0 21.08 2.810 .977( .343) .35 252.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 583.32 Tc(MIN.) = 18.808 EFFECTIVE AREA(ACRES) = 242.98 AREA - AVERAGED Fp(INCH/HR) = .34 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .35 TOTAL AREA(ACRES) = 253.41 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * !u' FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< F ,,, » COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1437.00 DOWNSTREAM NODE ELEVATION(FEET) = 1427.50 FLOW LENGTH(FEET) = 1040.00 MANNING'S N = .013 DEPTH OF FLOW IN 84.0 INCH PIPE IS 67.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.63 ESTIMATED PIPE DIAMETER(INCH) = 84.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 583.32 TRAVEL TIME(MIN.) = .98 TC(MIN.) = 19.79 *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « « < MAINLINE Tc(MIN) = 19.79 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.918 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 25.54 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 25.54 SUBAREA RUNOFF(CFS) = 58.11 EFFECTIVE AREA(ACRES) = 268.52 AREA - AVERAGED Fm(INCH/HR) = .35 !.+ AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .35 TOTAL AREA(ACRES) = 278.95 PEAK FLOW RATE(CFS) = 621.74 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< _ - -_ UPSTREAM NODE ELEVATION(FEET) = 1427.50 DOWNSTREAM NODE ELEVATION(FEET) = 1421.00 FLOW LENGTH(FEET) = 1280.00 MANNING'S N = .013 DEPTH OF FLOW IN 96.0 INCH PIPE IS 77.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.37 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 r PIPE - FLOW(CFS) = 621.74 TRAVEL TIME(MIN.) = 1.48 TC(MIN.) = 21.28 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE TC(MIN) = 21.28 r * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.794 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 40.00 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 83.04 I EFFECTIVE AREA(ACRES) = 308.52 AREA - AVERAGED Fm(INCH /HR) = .36 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .37 TOTAL AREA(ACRES) = 318.95 PEAK FLOW RATE(CFS) = 674.82 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< 1 UPSTREAM NODE ELEVATION(FEET) = 1421.00 DOWNSTREAM NODE ELEVATION(FEET) = 1414.50 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLO W IN 102.0 INCH PIPE IS 77.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.66 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 674.82 TRAVEL TIME(MIN.) = 1.50 TC(MIN.) = 22.78 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 1 »> »DE S IGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.78 r RAINFALL INTENSITY(INCH /HR) = 2.68 AREA - AVERAGED Fm(INCH/HR) = .36 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .37 EFFECTIVE STREAM AREA(ACRES) = 308.52 TOTAL STREAM AREA(ACRES) = 318.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 674.82 irr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** "" FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< t: INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1532.00 DOWNSTREAM ELEVATION(FEET) = 1511.00 ELEVATION DIFFERENCE(FEET) = 21.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.274 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.708 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc ✓ LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL ▪ "3 -4 DWELLINGS /ACRE" A 7.81 .98 .60 32 13.27 ▪ SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 21.95 TOTAL AREA(ACRES) = 7.81 PEAK FLOW RATE(CFS) = 21.95 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 1 USED) «« < UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 I STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 36.40 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 19.48 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.57 PRODUCT OF DEPTH &VELOCITY = 2.50 STREET FLOW TRAVEL TIME(MIN.) = 2.19 TC(MIN.) = 15.46 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.384 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL ' "3 -4 DWELLINGS /ACRE" A 11.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 28.97 EFFECTIVE AREA(ACRES) = 19.31 AREA - AVERAGED Fp(INCH/HR) = .58 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 19.31 PEAK FLOW RATE(CFS) = 48.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.08 DEPTH *VELOCITY = 2.99 T * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 6.2 » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1500.00 DOWNSTREAM ELEVATION(FEET) = 1486.00 STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 75.00 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .68 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.73 PRODUCT OF DEPTH &VELOCITY = 3.87 STREET FLOW TRAVEL TIME(MIN.) = 2.62 TC(MIN.) = 18.08 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.080 4 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 19.76 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 I SUBAREA AREA(ACRES) = 19.76 SUBAREA RUNOFF(CFS) = 53.05 EFFECTIVE AREA(ACRES) = 39.07 AREA - AVERAGED Fm(INCH/HR) = .34 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .35 TOTAL AREA(ACRES) = 39.07 PEAK FLOW RATE(CFS) = 96.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .73 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 6.27 DEPTH *VELOCITY = 4.57 re******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 3.1 » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1486.00 DOWNSTREAM NODE ELEVATION(FEET) = 1468.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 r DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.11 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 96.42 TRAVEL TIME(MIN.) = 1.30 TC(MIN.) = 19.38 r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< =_= MAINLINE Tc(MIN) = 19.38 100 YEAR RAINFALL INTENS ITY(INCH /HR) = 2.955 SUBAREA LOSS RATE DATA(AMC II). DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 36.72 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 I SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 36.72 SUBAREA RUNOFF(CFS) = 94.43 EFFECTIVE AREA(ACRES) = 75.79 AREA - AVERAGED Fm(INCH /HR) = .22 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .23 TOTAL AREA(ACRES) = 75.79 PEAK FLOW RATE(CFS) = 186.43 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 3.1 II » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1468.00 DOWNSTREAM NODE ELEVATION(FEET) = 1414.50 FLOW LENGTH(FEET) = 2640.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.02 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 186.43 TRAVEL TIME(MIN.) = 2.44 TC(MIN.) = 21.82 FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< MAINLINE Tc(MIN) = 21.82 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.752 - SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 75.76 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 75.76 SUBAREA RUNOFF(CFS) = 147.74 EFFECTIVE AREA(ACRES) = 151.55 AREA - AVERAGED Fm(INCH/HR) = .40 AREA - AVERAGED Fp(INCH/HR) = .98 AREA- AVERAGED Ap = .41 TOTAL AREA(ACRES) = 151.55 PEAK FLOW RATE(CFS) = 320.33 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.82 RAINFALL INTENSITY(INCH /HR) = 2.75 AREA- AVERAGED Fm(INCH /HR) = .40 AREA - AVERAGED Fp(INCH/HR) = .98 I AREA- AVERAGED Ap = .41 EFFECTIVE STREAM AREA(ACRES) = 151.55 TOTAL STREAM AREA(ACRES) = 151.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 320.33 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 674.82 22.78 2.682 .98( .36) .37 308.52 1 663.70 23.86 2.609 .98( .36) .37 314.06 1 648.47 25.06 2.533 .98( .37) .37 318.31 2 320.33 21.82 2.752 .98( .40) .41 151.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 985.6 22.78 2.682 .976( .377) .39 460.1 2 964.5 23.86 2.609 .976( .377) .39 465.6 3 938.9 25.06 2.533 .976( .377) .39 469.9 4 986.3 21.82 2.752 .976( .377) .39 447.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 986.34 Tc(MIN.) = 21.824 II EFFECTIVE AREA(ACRES) = 447.16 AREA - AVERAGED Fp(INCH/HR) = .38 II AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .39 TOTAL AREA(ACRES) = 470.50 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< E: UPSTREAM NODE ELEVATION(FEET) = 1414.50 DOWNSTREAM NODE ELEVATION(FEET) = 1408.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 114.0 INCH PIPE IS 93.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.86 r ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 986.34 TRAVEL TIME(MIN.) = 1.39 TC(MIN.) = 23.21 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< !^ MAINLINE Tc(MIN) = 23.21 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.652 SUBAREA LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL I "3 -4 DWELLINGS /ACRE" A 77.60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 I SUBAREA AREA(ACRES) = 77.60 SUBAREA RUNOFF(CFS) = 144.36 EFFECTIVE AREA(ACRES) = 524.76 AREA - AVERAGED Fm(INCH/HR) = .41 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .42 TOTAL AREA(ACRES) = 548.10 PEAK FLOW RATE(CFS) = 1059.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1408.00 DOWNSTREAM NODE ELEVATION(FEET) = 1401.50 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 I DEPTH OF FLOW IN 120.0 INCH PIPE IS 92.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.37 ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 1059.83 TRAVEL TIME(MIN.) = 1.34 TC(MIN.) = 24.55 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ir MAINLINE Tc(MIN) = 24.55 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.564 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE RESIDENTIAL GROUP (ACRES) (INCH /HR) (DECIMAL) CN "3 -4 DWELLINGS /ACRE" A 77.60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 77.60 SUBAREA RUNOFF(CFS) = 138.21 EFFECTIVE AREA(ACRES) = 602.36 AREA - AVERAGED Fp(INCH/HR) = .43 ✓ AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .44 • TOTAL AREA(ACRES) = 625.70 PEAK FLOW RATE(CFS) = 1156.45 1 ,0 *************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1401.50 DOWNSTREAM NODE ELEVATION(FEET) = 1395.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 126.0 INCH PIPE IS 93.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.83 ESTIMATED PIPE DIAMETER(INCH) = 126.00 NUMBER OF PIPES = 1 ▪ PIPE - FLOW(CFS) = 1156.45 ▪ TRAVEL TIME(MIN.) = 1.31 TC(MIN.) = 25.86 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 8.1 IL » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< MAINLINE Tc(MIN) = 25.86 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.485 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) S MAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 83.50 .98 .60 32 3 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 83.50 SUBAREA RUNOFF(CFS) = 142.81 EFFECTIVE AREA(ACRES) = 685.86 AREA - AVERAGED Fp(INCH/HR) = .45 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .46 TOTAL AREA(ACRES) = 709.20 PEAK FLOW RATE(CFS) = 1256.67 PO Ij ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < c r TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.86 r RAINFALL INTENSITY(INCH /HR) = 2.49 ill AREA- AVERAGED Fp(INCH/HR) = .45 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .46 EFFECTIVE STREAM AREA(ACRES) = 685.86 TOTAL STREAM AREA(ACRES) = 709.20 In PEAK FLOW RATE(CFS) AT CONFLUENCE = 1256.67 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 2.1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < `=r INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1509.00 ELEVATION DIFFERENCE(FEET) = 21.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 P* SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.794 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.450 SUBAREA Tc AND LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 7.80 .98 .10 32 9.79 I SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 30.56 TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 30.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1509.00 DOWNSTREAM ELEVATION(FEET) = 1498.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 50.64 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.16 PRODUCT OF DEPTH &VELOCITY = 3.06 STREET FLOW TRAVEL TIME(MIN.) = 1.94 TC(MIN.) = 11.73 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.993 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 11.50 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 40.32 EFFECTIVE AREA(ACRES) = 19.30 AREA - AVERAGED Fp(INCH/HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 19.30 PEAK FLOW RATE(CFS) = 67.67 1: END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.77 DEPTH *VELOCITY = 3.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » » > USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1498.00 DOWNSTREAM NODE ELEVATION(FEET) = 1484.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.1 INCHES I PIPE -FLOW VELOCITY(FEET /SEC.) = 12.84 II ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 67.67 TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 12.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< II MAINLINE Tc(MIN) = 12.90 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.772 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 3 COMMERCIAL A 19.80 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 I SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .10 SUBAREA AREA(ACRES) = 19.80 SUBAREA RUNOFF(CFS) = 65.48 EFFECTIVE AREA(ACRES) = 39.10 AREA - AVERAGED Fp(INCH/HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 39.10 PEAK FLOW RATE(CFS) = 129.31 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< L. » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1484.00 DOWNSTREAM NODE ELEVATION(FEET) = 1461.50 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.54 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 129.31 TRAVEL TIME(MIN.) = 1.11 TC(MIN.) = 14.01 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Ili FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE TC(MIN) = 14.01 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.590 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS 1: LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 36.70 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98_ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 al SUBAREA AREA(ACRES) = 36.70 SUBAREA RUNOFF(CFS) = 99.26 EFFECTIVE AREA(ACRES) = 75.80 AREA - AVERAGED Fp(INCH/HR) = .33 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .34 TOTAL AREA(ACRES) = 75.80 PEAK FLOW RATE(CFS) = 222.17 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW') « «< _ UPSTREAM NODE ELEVATION(FEET) = 1461.50 I DOWNSTREAM NODE ELEVATION(FEET) = 1455.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.01 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 11 11 PIPE- FLOW(CFS) = 222.17 TRAVEL TIME(MIN.) = 2.00 TC(MIN.) = 16.01 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< MAINLINE TC(MIN) = 16.01 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.314 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 85.00 .98 .10 32 r SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 85.00 SUBAREA RUNOFF(CFS) = 246.08 EFFECTIVE AREA(ACRES) = 160.80 AREA - AVERAGED Fp(INCH/HR) = .21 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .21 TOTAL AREA(ACRES) = 160.80 PEAK FLOW RATE(CFS) = 449.43 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 3.1 1: » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1455.00 DOWNSTREAM NODE ELEVATION(FEET) = 1448.50 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 87.0 INCH PIPE IS 66.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.21 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 449.43 TRAVEL TIME(MIN.) = 1.67 TC(MIN.) = 17.67 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE TC(MIN) = 17.67 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.123 SUBAREA LOSS RATE DATA (AMC II): I DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap LAND USE GROUP (ACRES) (INCH/HR) S /HR) (DECIMAL) CN SCHOOL A 85.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 85.00 SUBAREA RUNOFF(CFS) = 194.17 II EFFECTIVE AREA(ACRES) = 245.80 AREA - AVERAGED Fm(INCH/HR) = .34 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .35 TOTAL AREA(ACRES) = 245.80 PEAK FLOW RATE(CFS) = 615.94 OR FLOW PROCESS FROM NODE 30.00 TO NODE 23.00 IS CODE = 3.1 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< t _____ UPSTREAM NODE ELEVATION(FEET) = 1448.50 DOWNSTREAM NODE ELEVATION(FEET) = 1395.00 FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 24.24 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 615.94 TRAVEL TIME(MIN.) = 1.82 TC(MIN.) = 19.50 E * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 23.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.50 RAINFALL INTENSITY(INCH /HR) = 2.94 AREA - AVERAGED Fm(INCH /HR) = .34 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .35 EFFECTIVE STREAM AREA(ACRES) = 245.80 TOTAL STREAM AREA(ACRES) = 245.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 615.94 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 1247.70 26.82 2.432 .98( .45) .46 698.77 1 1220.62 27.93 2.373 .98( .45) .46 704.31 1 1190.01 29.14 2.313 .98( .45) .46 708.56 1 1256.67 25.86 2.485 .98( .45) .46 685.86 kr' 2 615.94 19.50 2.945 .97( .34) .35 245.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 3 1 1764.1 25.86 2.485 .975( .420) .43 931.7 2 1742.4 26.82 2.432 .975( .420) .43 944.6 3 1701.5 27.93 2.373 .975( .419) .43 950.1 4 1656.8 29.14 2.313 .975( .419) .43 954.4 5 1776.9 19.50 2.945 .975( .414) .42 762.8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 1 PEAK FLOW RATE(CFS) = 1776.95 Tc(MIN.) = 19.495 EFFECTIVE AREA(ACRES) = 762.81 AREA - AVERAGED Fm(INCH/HR) = .41 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .42 . TOTAL AREA(ACRES) = 955.00 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 61.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1395.00 DOWNSTREAM NODE ELEVATION(FEET) = 1355.00 FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 DEPTH OF FLOW IN 120.0 INCH PIPE IS 88.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 28.52 ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 1 r PIPE - FLOW(CFS) = 1776.95 hi TRAVEL TIME(MIN.) = 1.55 TC(MIN.) = 21.04 t******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 61.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< MAINLINE TC(MIN) = 21.04 r 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.813 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) S MAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 160.00 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 160.00 SUBAREA RUNOFF(CFS) = 334.82 EFFECTIVE AREA(ACRES) = 922.81 AREA - AVERAGED Fp(INCH/HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .44 TOTAL AREA(ACRES) = 1115.00 PEAK FLOW RATE(CFS) = 1981.65 r F******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 61.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.04 RAINFALL INTENSITY(INCH /HR) = 2.81 I AREA - AVERAGED Fm(INCH/HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .44 EFFECTIVE STREAM AREA(ACRES) = 922.81 TOTAL STREAM AREA(ACRES) = 1115.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1981.65 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 2.1 » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< 1r INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1488.00 ELEVATION DIFFERENCE(FEET) = 23.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 ✓ SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.307 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.881 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 9.50 .98 .50 32 12.31 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 E: SUBAREA RUNOFF(CFS) = 29.01 TOTAL AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) = 29.01 r*************•******************************* * * * ** * ***** ** **** ***** * * * *** * ** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< • » STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1488.00 DOWNSTREAM ELEVATION(FEET) = 1463.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 53.08 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.33 I PRODUCT OF DEPTH &VELOCITY = 3.18 STREET FLOW TRAVEL TIME(MIN.) = 4.07 TC(MIN.) = 16.38 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.269 I SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ▪ RESIDENTIAL ▪ "5 -7 DWELLINGS /ACRE" A 19.50 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 I SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 19.50 SUBAREA RUNOFF(CFS) = 48.82 EFFECTIVE AREA(ACRES) = 29.00 AREA - AVERAGED Fp(INCH/HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .50 611 1 TOTAL AREA(ACRES) = 29.00 PEAK FLOW RATE(CFS) = 72.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .65 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 6.04 DEPTH *VELOCITY = 3.92 Pi j * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< L ir UPSTREAM NODE ELEVATION(FEET) = 1463.00 DOWNSTREAM NODE ELEVATION(FEET) = 1459.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.50 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 72.61 TRAVEL TIME(MIN.) = 1.57 TC(MIN.) = 17.94 r i i i * ** ********************************************************************** *** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 8.1 L ` » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc (MIN) = 17.94 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.095 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL Itio "5 -7 DWELLINGS /ACRE" A 50.00 .98 .50 32 L. SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 50.00 SUBAREA RUNOFF(CFS) = 117.33 EFFECTIVE AREA(ACRES) = 79.00 AREA - AVERAGED Fp(INCH/HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 79.00 PEAK FLOW RATE(CFS) = 185.38 * * * ** **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< I UPSTREAM NODE ELEVATION(FEET) = 1459.00 DOWNSTREAM NODE ELEVATION(FEET) = 1435.00 FLOW LENGTH(FEET) = 1800.00 MANNING'S N = .013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.27 I ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 185.38 TRAVEL TIME(MIN.) = 1.97 TC(MIN.) = 19.91 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 19.91 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.908 r SUBAREA LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS R ., LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 70.00 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 70.00 SUBAREA RUNOFF(CFS) = 152.48 EFFECTIVE AREA(ACRES) = 149.00 AREA - AVERAGED Fp(INCH/HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 149.00 PEAK FLOW RATE(CFS) = 324.56 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 61.00 IS CODE = 3.1 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1435.00 DOWNSTREAM NODE ELEVATION(FEET) = 1355.00 FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.86 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 324.56 TRAVEL TIME(MIN.) = 1.85 TC(MIN.) = E*************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 61.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« « < I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.76 RAINFALL INTENSITY(INCH /HR) = 2.76 I AREA - AVERAGED Fp(INCH/HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 II EFFECTIVE STREAM AREA(ACRES) = 149.00 I TOTAL STREAM AREA(ACRES) = 149.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 324.56 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 1935.41 27.41 2.400 .98( .43) .44 1091.66 ire 1 1910.43 28.37 2.351 .98( .43) .44 1104.57 1 1864.73 29.52 2.296 .98( .43) .44 1110.11 1 1816.90 30.73 2.241 .98( .43) .44 1114.36 1 1981.65 21.04 2.813 .98( .43) .44 922.81 2 324.56 21.76 2.757 .98( .49) .50 149.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 2303.3 21.04 2.813 .975( .435) .45 1066.9 2 2209.0 27.41 2.400 .975( .437) .45 1240.7 3 2177.0 28.37 2.351 .975( .436) .45 1253.6 4 2123.3 29.52 2.296 .975( .436) .45 1259.1 5 2067.7 30.73 2.241 .975( .436) .45 1263.4 - 6 2301.0 21.76 2.757 .975( .435) .45 1090.8 6. COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2303.26 Tc(MIN.) = 21.043 EFFECTIVE AREA(ACRES) = 1066.91 AREA - AVERAGED Fm(INCH /HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .45 TOTAL AREA(ACRES) = 1264.00 t******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** bur FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1355.00 DOWNSTREAM NODE ELEVATION(FEET) = 1337.00 FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 DEPTH OF FLOW IN 114.0 INCH PIPE IS 92.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.63 ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 2 PIPE - FLOW(CFS) = 2303.26 • TRAVEL TIME(MIN.) = 2.37 TC(MIN.) = 23.41 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 23.41 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.638 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL I "5 -7 DWELLINGS /ACRE" A 160.00 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 160.00 SUBAREA RUNOFF(CFS) = 309.69 1 EFFECTIVE AREA(ACRES) = 1226.91 AREA - AVERAGED Fm(INCH/HR) = .44 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .45 TOTAL AREA(ACRES) = 1424.00 PEAK FLOW RATE(CFS) = 2425.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IL FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < ir TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.41 RAINFALL INTENSITY(INCH /HR) = 2.64 AREA - AVERAGED Fp(INCH/HR) = .44 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .45 el EFFECTIVE STREAM AREA(ACRES) = 1226.91 TOTAL STREAM AREA(ACRES) = 1424.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2425.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1490.00 1,.I DOWNSTREAM ELEVATION(FEET) = 1470.00 t . ELEVATION DIFFERENCE(FEET) = 20.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.404 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.687 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 7.30 .98 .60 32 13.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 20.38 I TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 20.38 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » » >( STREET TABLE SECTION # 1 USED) « «< I UPSTREAM ELEVATION(FEET) = 1470.00 DOWNSTREAM ELEVATION(FEET) = 1460.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 1 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.28 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 19.39 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.34 PRODUCT OF DEPTH &VELOCITY = 2.37 STREET FLOW TRAVEL TIME(MIN.) = 2.30 TC(MIN.) = 15.71 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.352 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 11.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 11.20 SUBAREA RUNOFF(CFS) = 27.89 EFFECTIVE AREA(ACRES) = 18.50 AREA - AVERAGED Fm(INCH /HR) = .59 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 18.50 PEAK FLOW RATE(CFS) = 46.07 END OF SUBAREA STREET FLOW HYDRAULICS: r DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 4.81 DEPTH *VELOCITY = 2.83 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » > USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1460.00 DOWNSTREAM NODE ELEVATION(FEET) = 1442.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.84 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 I PIPE- FLOW(CFS) = 46.07 III TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 16.88 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 8.1 II » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 16.88 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.211 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 19.40 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 19.40 SUBAREA RUNOFF(CFS) = 54.36 EFFECTIVE AREA(ACRES) = 37.90 AREA - AVERAGED Fm(INCH/HR) = .34 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .34 TOTAL AREA(ACRES) = 37.90 PEAK FLOW RATE(CFS) = 98.08 .. ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 3.1 » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< s UPSTREAM NODE ELEVATION(FEET) = 1442.00 DOWNSTREAM NODE ELEVATION(FEET) = 1423.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.48 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 98.08 TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 18.14 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 8.1 Sri » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 18.14 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.074 SUBAREA LOSS RATE DATA(AMC II): E DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 50.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 50.30 SUBAREA RUNOFF(CFS) = 112.69 EFFECTIVE AREA(ACRES) = 88.20 AREA - AVERAGED Fm(INCH /HR) = .48 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .49 TOTAL AREA(ACRES) = 88.20 PEAK FLOW RATE(CFS) = 206.12 * * ** ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< II _ UPSTREAM NODE ELEVATION(FEET) = 1423.00 DOWNSTREAM NODE ELEVATION(FEET) = 1408.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.01 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 206.12 TRAVEL TIME(MIN.) = 1.47 TC(MIN.) = 19.61 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW P ROCESS FROM N 40.00 TO NODE 41 IS CODE = 8 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 1 MAINLINE Tc(MIN) = 19.61 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.934 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 79.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 r SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 • SUBAREA AREA(ACRES) = 79.00 SUBAREA RUNOFF(CFS) = 167.04 EFFECTIVE AREA(ACRES) = 167.20 AREA - AVERAGED Fp(INCH/HR) = .53 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .54 TOTAL AREA(ACRES) = 167.20 PEAK FLOW RATE(CFS) = 362.04 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 62.00 IS CODE = 3.1 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1408.00 DOWNSTREAM NODE ELEVATION(FEET) = 1337.00 FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.31 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 362.04 TRAVEL TIME(MIN.) = 1.89 TC(MIN.) = 21.50 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** km FLOW PROCESS FROM NODE 41.00 TO NODE 62.00 IS CODE = 1 ▪ » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ▪ » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.50 RAINFALL INTENSITY(INCH/HR) = 2.78 I AREA - AVERAGED Fp(INCH/HR) = .53 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .54 I EFFECTIVE STREAM AREA(ACRES) = 167.20 TOTAL STREAM AREA(ACRES) = 167.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 362.04 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 2425.36 23.41 2.638 .98( .44) .45 1226.91 i1 I; 1 2320.21 29.79 2.283 .98( .44) .45 1400.66 1 2287.75 30.75 2.240 .98( .44) .45 1413.57 1 2252.96 31.55 2.206 .98( .44) .45 1419.11 1 2196.37 32.77 2.156 .98( .44) .45 1423.36 1 2419.10 24.13 2.591 .98( .44) .45 1250.80 2 362.04 21.50 2.776 .98( .53) .54 167.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) A p Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 2765.1 23.41 2.638 .975( .452) .46 1394.1 2 2751.3 24.13 2.591 .975( .452) .46 1418.0 3 2602.9 29.79 2.283 .975( .452) .46 1567.9 4 2563.5 30.75 2.240 .975( .451) .46 1580.8 5 2523.1 31.55 2.206 .975( .451) .46 1586.3 6 2458.6 32.77 2.156 .975( .451) .46 1590.6 7 2729.7 21.50 2.776 .975( .453) .46 1294.0 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: C . PEAK FLOW RATE(CFS) = 2765.14 Tc(MIN.) = 23.414 EFFECTIVE AREA(ACRES) = 1394.11 AREA - AVERAGED Ftu(INCH /HR) = .45 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .46 0 TOTAL AREA(ACRES) = 1591.20 it ri ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1337.00 DOWNSTREAM NODE ELEVATION(FEET) = 1323.00 FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 DEPTH OF FLOW IN 132.0 INCH PIPE IS 99.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.02 ESTIMATED PIPE DIAMETER(INCH) = 132.00 NUMBER OF PIPES = 2 PIPE - FLOW(CFS) = 2765.14 TRAVEL TIME(MIN.) = 2.45 TC(MIN.) = 25.86 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 1 MAINLINE Tc(MIN) = 25.86 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.485 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN II RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 140.00 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 PI SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 140.00 SUBAREA RUNOFF(CFS) = 264.00 EFFECTIVE AREA(ACRES) = 1534.11 AREA - AVERAGED Fp(INCH/HR) = .45 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .46 TOTAL AREA(ACRES) = 1731.20 PEAK FLOW RATE(CFS) = 2814.93 ; FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 25.86 RAINFALL INTENSITY(INCH /HR) = 2.49 AREA - AVERAGED Fp(INCH/HR) = .45 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .46 EFFECTIVE STREAM AREA(ACRES) = 1534.11 TOTAL STREAM AREA(ACRES) = 1731.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2814.93 i i**************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 67.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < INITIAL SUBAREA FLOW - LENGTH(FEET) = 700.00 UPSTREAM ELEVATION(FEET) = 1463.00 DOWNSTREAM ELEVATION(FEET) = 1445.00 ELEVATION DIFFERENCE(FEET) = 18.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.687 r 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.223 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 5.50 .98 .40 32 10.69 ▪ SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 ▪ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA RUNOFF(CFS) = 18.98 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 18.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 67.00 TO NODE 42.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< II » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1445.00 DOWNSTREAM ELEVATION(FEET) = 1323.00 STREET LENGTH(FEET) = 2200.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 114.67 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .64 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 9.95 PRODUCT OF DEPTH &VELOCITY = 6.34 STREET FLOW TRAVEL TIME(MIN.) = 3.69 TC(MIN.) = 14.37 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.535 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 73.50 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 C SUBAREA AREA(ACRES) = 73.50 SUBAREA RUNOFF(CFS) = 208.07 EFFECTIVE AREA(ACRES) = 79.00 AREA - AVERAGED Fp(INCH/HR) = .39 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .40 TOTAL AREA(ACRES) = 79.00 PEAK FLOW RATE(CFS) = 223.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .78 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 12.59 DEPTH *VELOCITY = 9.79 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 47.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » > USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1395.00 DOWNSTREAM NODE ELEVATION(FEET) = 1383.00 Om FLOW LENGTH(FEET) = 1500.00 MANNING'S N = .013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 48.4 INCHES II PIPE -FLOW VELOCITY(FEET /SEC.) = 13.18 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 223.64 TRAVEL TIME(MIN.) = 1.90 TC(MIN.) = 16.27 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 47.00 IS CODE = 8.1 0 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 16.27 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.282 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 6' LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 92.90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 92.90 SUBAREA RUNOFF(CFS) = 233.65 EFFECTIVE AREA(ACRES) = 171.90 AREA - AVERAGED Fp(INCH/HR) = .44 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .45 TOTAL AREA(ACRES) = 171.90 PEAK FLOW RATE(CFS) = 439.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 47.00 TO NODE 63.00 IS CODE = 3.1 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1383.00 DOWNSTREAM NODE ELEVATION(FEET) = 1297.00 FLOW LENGTH(FEET) = 1900.00 MANNING'S N = .013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 30.20 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 439.28 TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 17.32 * ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F" FLOW PROCESS FROM NODE 47.00 TO NODE 63.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< E l i - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: !P"' TIME OF CONCENTRATION(MIN.) = 17.32 L RAINFALL INTENSITY(INCH /HR) = 3.16 AREA - AVERAGED Fm(INCH/HR) = .44 in AREA - AVERAGED Fp(INCH/HR) = .98 AREA- AVERAGED Ap = .45 EFFECTIVE STREAM AREA(ACRES) = 171.90 TOTAL STREAM AREA(ACRES) = 171.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 439.28 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 2814.93 25.86 2.485 .98( .45) .46 1534.11 1 2801.85 26.58 2.445 .98( .45) .46 1558.00 1 2656.25 32.30 2.175 .98( .45) .46 1707.86 1 2618.52 33.26 2.137 .98( .45) .46 1720.77 1 2579.78 34.07 2.107 .98( .45) .46 1726.31 1 2517.55 35.29 2.062 .98( .45) .46 1730.56 1 2781.63 23.96 2.602 .98( .45) .46 1434.00 2 439.28 17.32 3.161 .98( .44) .45 171.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PI ** PEAK FLOW RATE TABLE ** ire Tc Intensit (Fm) Ap Ae $ NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 3130.5 23.96 2.602 .975( .446) .46 1605.9 2 3145.0 25.86 2.485 .975( .446) .46 1706.0 3 3125.3 26.58 2.445 .975( .446) .46 1729.9 4 2936.2 32.30 2.175 .975( .446) .46 1879.8 it 5 2892.3 33.26 2.137 .975( .446) .46 1892.7 6 2848.6 34.07 2.107 .975( .446) .46 1898.2 r 7 2779.3 35.29 2.062 .975( .446) .46 1902.5 8 2971.9 17.32 3.161 .975( .446) .46 1208.5 obi COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: C PEAK FLOW RATE(CFS) = 3144.96 Tc(MIN.) = 25.864 11ww EFFECTIVE AREA(ACRES) = 1706.01 AREA - AVERAGED Fm(INCH/HR) = .45 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .46 TOTAL AREA(ACRES) = 1903.10 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< i » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1323.00 DOWNSTREAM NODE ELEVATION(FEET) = 1297.00 FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 DEPTH OF FLOW IN 120.0 INCH PIPE IS 96.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.17 ESTIMATED PIPE DIAMETER(INCH) = 120.00 NUMBER OF PIPES = 2 PIPE - FLOW(CFS) = 3144.96 TRAVEL TIME(MIN.) = 1.91 TC(MIN.) = 27.77 rk*** ***************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** l ima FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 8.1 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< Li MAINLINE Tc(MIN) = 27.77 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.381 II SUBAREA LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 120.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 1 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 120.00 SUBAREA RUNOFF(CFS) = 194.01 EFFECTIVE AREA(ACRES) = 1826.01 AREA - AVERAGED Fm(INCH /HR) = .46 I AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .47 TOTAL AREA(ACRES) = 2023.10 PEAK FLOW RATE(CFS) = 3165.58 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 1 tug' » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< I TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 27.77 RAINFALL INTENSITY(INCH /HR) = 2.38 AREA - AVERAGED Fp(INCH/HR) = .46 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .47 EFFECTIVE STREAM AREA(ACRES) = 1826.01 TOTAL STREAM AREA(ACRES) = 2023.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3165.58 E *************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 '- UPSTREAM ELEVATION(FEET) = 1431.00 DOWNSTREAM ELEVATION(FEET) = 1409.00 la ELEVATION DIFFERENCE(FEET) = 22.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.151 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.729 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 5.50 .98 .60 32 13.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 15.56 P" TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 15.56 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< II » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1409.00 DOWNSTREAM ELEVATION(FEET) = 1400.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 I INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.32 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 19.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.13 PRODUCT OF DEPTH &VELOCITY = 2.25 STREET FLOW TRAVEL TIME(MIN.) = 2.42 TC(MIN.) = 15.57 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.370 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL r "3 -4 DWELLINGS /ACRE" A 13.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 13.50 SUBAREA RUNOFF(CFS) = 33.83 3 EFFECTIVE AREA(ACRES) = 19.00 AREA - AVERAGED Fp(INCH/HR) = .59 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 19.00 PEAK FLOW RATE(CFS) = 47.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 4.73 DEPTH *VELOCITY = 2.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1400.00 DOWNSTREAM NODE ELEVATION(FEET) = 1385.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.7 INCHES _f PIPE -FLOW VELOCITY(FEET /SEC.) = 11.93 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 47.62 in TRAVEL TIME(MIN.) = 1.26 TC(MIN.) = 16.83 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< II MAINLINE Tc(MIN) = 16.83 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.216 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 19.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 I SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 19.00 SUBAREA RUNOFF(CFS) = 44.99 EFFECTIVE AREA(ACRES) = 38.00 AREA - AVERAGED Fp(INCH/HR) = .59 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 38.00 PEAK FLOW RATE(CFS) = 89.99 PR il k*************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1385.00 DOWNSTREAM NODE ELEVATION(FEET) = 1367.00 FLOW LENGTH(FEET) = 1500.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.50 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 C PIPE- FLOW(CFS) = 89.99 TRAVEL TIME(MIN.) = 2.00 TC(MIN.) = 18.83 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 8.1 E: » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 18.83 E 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.007 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 62.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 62.00 SUBAREA RUNOFF(CFS) = 135.13 r EFFECTIVE AREA(ACRES) = 100.00 AREA - AVERAGED Fp(INCH/HR) = .58 AREA- AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 100.00 PEAK FLOW RATE(CFS) = 217.95 Fe 111 rim FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 III CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.83 I RAINFALL INTENSITY(INCH /HR) = 3.01 AREA - AVERAGED Fp(INCH/HR) = .58 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .60 II EFFECTIVE STREAM AREA(ACRES) = 100.00 TOTAL STREAM AREA(ACRES) = 100.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 217.95 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 3.1 II » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« < » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ____ UPSTREAM NODE ELEVATION(FEET) = 1367.00 DOWNSTREAM NODE ELEVATION(FEET) = 1356.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.3 INCHES I PIPE -FLOW VELOCITY(FEET /SEC.) = 13.42 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 217.95 TRAVEL TIME(MIN.) = 1.64 TC(MIN.) = 20.47 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< II MAINLINE TC(MIN) = 20.47 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.860 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN I RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 100.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 E I SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 100.00 SUBAREA RUNOFF(CFS) = 204.73 EFFECTIVE AREA(ACRES) = 200.00 AREA - AVERAGED Fp(INCH/HR) = .58 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 200.00 PEAK FLOW RATE(CFS) = 409.46 11*************************************************************************** II FLOW PROCESS FROM NODE 53.00 TO NODE 64.00 IS CODE = 3.1 1 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < UPSTREAM NODE ELEVATION(FEET) = 1356.00 I DOWNSTREAM NODE ELEVATION(FEET) = 1297.00 FLOW LENGTH(FEET) = 1950.00 MANNING'S N = .013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 45.7 INCHES II PIPE -FLOW VELOCITY(FEET /SEC.) = 25.54 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 409.46 TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 21.74 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 64.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< = = TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 21.74 RAINFALL INTENSITY(INCH/HR) = 2.76 AREA - AVERAGED Fm(INCH/HR) = .58 AREA- AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 200.00 TOTAL STREAM AREA(ACRES) = 200.00 PEAK FLOW PATE(CFS) AT CONFLUENCE = 409.46 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 3001.21 19.23 2.969 .98( .46) .47 1328.54 1 3152.09 25.86 2.485 .98( .46) .47 1725.90 1 3165.58 27.77 2.381 .98( .46) .47 1826.01 1 3146.76 28.49 2.345 .98( .46) .47 1849.90 1 2963.01 34.22 2.101 .98( .45) .47 1999.76 1 2920.20 35.18 2.066 .98( .45) .47 2012.67 1 2877.58 35.99 2.038 .98( .45) .47 2018.21 1 2807.20 37.26 1.996 .98( .45) .47 2022.46 2 409.46 21.74 2.758 .97( .58) .60 200.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 3398.5 19.23 2.969 .975( .474) .49 1505.5 2 3510.1 25.86 2.485 .975( .469) .48 1925.9 3 3504.1 27.77 2.381 .975( .468) .48 2026.0 4 3478.4 28.49 2.345 .975( .468) .48 2049.9 5 3248.7 34.22 2.101 .975( .467) .48 2199.8 6 3199.3 35.18 2.066 .975( .466) .48 2212.7 7 3151.4 35.99 2.038 .975( .466) .48 2218.2 8 3073.1 37.26 1.996 .975( .466) .48 2222.5 9 3467.8 21.74 2.758 .975( .473) .48 1678.9 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3510.13 Tc(MIN.) = 25.863 EFFECTIVE AREA(ACRES) = 1925.90 AREA - AVERAGED Fm(INCH/HR) = .47 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .48 TOTAL AREA(ACRES) = 2223.10 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 64.00 TO NODE 65.00 IS CODE = 3.1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1297.00 DOWNSTREAM NODE ELEVATION(FEET) = 1285.44 FLOW LENGTH(FEET) = 2000.00 MANNING'S N = .013 DEPTH OF FLOW IN 138.0 INCH PIPE IS 111.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 19.52 ESTIMATED PIPE DIAMETER(INCH) = 138.00 NUMBER OF PIPES = 2 PIPE - FLOW(CFS) = 3510.13 TRAVEL TIME(MIN.) = 1.71 TC(MIN.) = 27.57 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 2.1 i ll iii » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1405.00 II DOWNSTREAM ELEVATION(FEET) = 1386.00 ELEVATION DIFFERENCE(FEET) = 19.00 r il i kill TC = K *((LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.992 r 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.397 iii SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc r LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) 6 COMMERCIAL A 6.00 .98 .10 32 9.99 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 ro SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 Li SUBAREA RUNOFF(CFS) = 23.22 TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 23.22 lie r w r********* *********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 6.2 F i iii » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< >»» (STREET TABLE SECTION # 1 USED) « «< t UPSTREAM ELEVATION(FEET) = 1386.00 DOWNSTREAM ELEVATION(FEET) = 1374.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 r iir DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 is OUTSIDE STREET CROSSFALL(DECIMAL) = .020 Iiii SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 ow r * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.82 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.98 PRODUCT OF DEPTH &VELOCITY = 2.83 STREET FLOW TRAVEL TIME(MIN.) = 2.01 TC(MIN.) = 12.00 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.940 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp p LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 12.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = I SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 41.50 EFFECTIVE AREA(ACRES) = 18.00 AREA - AVERAGED Fp(INCH/HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = 1 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 62.25 I END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .62 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.74 DEPTH *VELOCITY = 3.56 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 3.1 II » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< II UPSTREAM NODE ELEVATION(FEET) = 1374.00 DOWNSTREAM NODE ELEVATION(FEET) = 1360.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.33 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 iot PIPE - FLOW(CFS) = 62.25 TRAVEL TIME(MIN.) = 1.22 TC(MIN.) = 13.22 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 8.1 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE TC(MIN) = 13.22 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.718 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 17.00 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 17.00 SUBAREA RUNOFF(CFS) = 50.92 ,,-. EFFECTIVE AREA(ACRES) = 35.00 AREA - AVERAGED Fm(INCH /HR) = .24 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .25 TOTAL AREA(ACRES) = 35.00 PEAK FLOW RATE(CFS) = 109.58 * * * * ** *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< II _ UPSTREAM NODE ELEVATION(FEET) = 1360.00 DOWNSTREAM NODE ELEVATION(FEET) = 1346.00 FLOW LENGTH(FEET) = 1400.00 MANNING'S N = .013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.12 I ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 109.58 TRAVEL TIME(MIN.) = 1.92 TC(MIN.) = 15.14 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 8.1 » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< It MAINLINE TC(MIN) = 15.14 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.427 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN C RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 64.00 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 r SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 64.00 SUBAREA RUNOFF(CFS) = 169.31 EFFECTIVE AREA(ACRES) = 99.00 AREA - AVERAGED Fp(INCH/HR) = .40 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .41 TOTAL AREA(ACRES) = 99.00 PEAK FLOW RATE(CFS) = C*************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 3.1 » » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »» »USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< p, UPSTREAM NODE ELEVATION(FEET) = 1346.00 L DOWNSTREAM NODE ELEVATION(FEET) = 1339.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 53.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.03 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 269.71 L. TRAVEL TIME(MIN.) = 1.83 TC(MIN.) = 16.97 C *************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 8.1 II » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE TC(MIN) = 16.97 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.200 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 66.00 .98 .50 32 I SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 66.00 SUBAREA RUNOFF(CFS) = 161.13 I EFFECTIVE AREA(ACRES) = 165.00 AREA - AVERAGED Fp(INCH/HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .45 TOTAL AREA(ACRES) = 165.00 PEAK FLOW RATE(CFS) = 410.65 • I FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< II UPSTREAM NODE ELEVATION(FEET) = 1339.00 DOWNSTREAM NODE ELEVATION(FEET) = 1320.00 FLOW LENGTH(FEET) = 2100.00 MANNING'S N = .013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 57.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.22 ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 410.65 TRAVEL TIME(MIN.) = 2.16 TC(MIN.) = 19.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE TC(MIN) = 19.13 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.978 SUBAREA LOSS RATE DATA(AMC II): hi DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 102.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 102.00 SUBAREA RUNOFF(CFS) = 264.47 EFFECTIVE AREA(ACRES) = 267.00 AREA - AVERAGED Fp(INCH/HR) = .31 AREA- AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .31 TOTAL AREA(ACRES) = 267.00 PEAK FLOW RATE(CFS) = 642.18 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 267.00 TC(MIN.) = 19.13 EFFECTIVE AREA(ACRES) = 267.00 AREA - AVERAGED Fp(INCH/HR)= .31 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .31 PEAK FLOW RATE(CFS) = 642.18 END OF RATIONAL METHOD ANALYSIS 1 • il�i 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING ORANGE /SAN BERNARDINO COUNTY UNIT - HYDROGRAPH (1986 MANUAL) (c) Copyright 1989 -93 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 7/20/93 License ID 1209 Analysis prepared by: BILL MANN & ASSOCIATES, INC 1802 COMMERCENTER WEST w. SUITE A Li SAN BERNARDINO, CALIF 92408 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** BASELINE AVE STORM DRAIN 100 -YR PROPOSED CONDITION * DOES NOT INCLUDE AREA WEST OF SAN SEVAINE CHANNEL ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 51-e\ a Arc\vsis FILE NAME: BASELN.DAT Does ,, -- ‘fr■GLA.e Areu \•/es pm TIME /DATE OF STUDY: 12: 3 7/24/1997 Sa.-, Sevc,,ie GL►G -, Q.Q0 = 3 05 I cQs ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** j FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 948.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .340 HOURS CAUTION: LAG TIME IS LESS THAN .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) = .410 LOW LOSS FRACTION = .910 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 1 *USER SPECIFIED PRECIPITATION DEPTH AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .957 30- MINUTE FACTOR = .957 1 -HOUR FACTOR = .957 3 -HOUR FACTOR = .994 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG-TIME = 24.510 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ri Foo UNIT HYDROGRAPH DETERMINATION 16 PP INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER . MEAN VALUES ORDINATES(CFS) 1 1.460 167.425 Po 2 7.103 646.938 L. 3 20.046 1483.933 4 37.114 1956.798 11" 5 58.199 2417.296 6 75.072 1934.555 7 85.892 1240.492 8 92.044 705.291 [ 97.707 9 10 95.730 422.600 226.616 11 98.419 81.681 12 13 98.879 52.688 99.333 52.122 14 99.733 45.865 15 16 99.933 22.932 100.000 7.644 ri. TOTAL STORM RAINFALL(INCHES) = 9.28 TOTAL SOIL-LOSS(INCHES) = 7.17 ir• TOTAL EFFECTIVE RAINFALL(INCHES) = 2.11 r TOTAL SOIL-LOSS VOLUME (ACRE -FEET) = 566.7833 ill TOTAL STORM RUNOFF VOLUME (ACRE-FEET) = 166.3618 1 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H II s HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) 1[TIME(HRS) VOLUME(AF) Q(CFS) 0. 475.0 950.0 1425.0 1900.0 12.083 24.2614 33.67 Q V . 12.167 24.4937 33.72 Q V . 12.250 24.7245 33.51 Q V . 12.333 24.9528 33.16 Q V . 12.417 25.1778 32.67 Q V . 12.500 25.4005 32.34 Q V . 12.583 25.6226 32.25 Q V . 12.667 25.8453 32.34 Q V . 12.750 26.0693 32.53 Q V . 12.833 26.2952 32.80 Q V . 12.917 26.5233 33.13 Q V . 13.000 26.7538 33.47 Q V . 13.083 26.9869 33.83 Q V . 13.167 27.2224 34.21 Q V . r 13.250 27.4608 34.61 Q V . 13.333 27.7020 35.03 Q V . 13.417 27.9463 35.47 Q V . . 13.500 28.1937 35.92 Q V . . - 13.583 28.4445 36.41 Q V . . 13.667 28.6992 36.98 Q V . • 13.750 28.9601 37.89 Q V . . 13.833 29.2326 39.56 Q V 13.917 29.5245 42.39 Q V 14.000 29.8451 46.55 Q V . . . 14.083 30.2080 52.69 .Q V 14.167 30.6294 61.19 .Q V 14.250 31.1339 73.25 .Q V . 14.333 31.7349 87.26 .Q V . 14.417 32.4475 103.47 . Q V . 14.500 33.2638 118.53 . Q V . 14.583 34.1742 132.19 . Q V . I 14.667 35.1702 144.62 . Q V . 14.750 36.2524 157.13 Q V . 14.833 37.4206 169.63 . Q V . I 14.917 38.6800 182.87 . Q V. 15.000 40.0355 196.81 Q V. 15.083 41.4976 212.31 . Q V. 15.167 43.0741 228.90 . Q V I 15.250 44.7785 247.49 . Q V 15.333 46.6219 267.66 Q .V 15.417 48.5999 287.19 . Q .V . 1 15.500 50.6595 299.06 . Q • V 15.583 52.7097 297.69 Q • V 15.667 54.7123 290.78 . Q . V I 15.750 56.6556 282.16 . Q . V 15.833 58.6736 293.01 Q V 15.917 60.9976 337.45 . Q . V 16.000 63.9260 425.21 . 4 . V 16.083 68.2706 630.84 . . Q V . 16.167 75.0635 986.32 . . V Q . I 16.250 85.0807 1454.50 . . V Q . 16.333 96.8291 1705.86 . . . V . Q . 16.417 109.4457 1831.93 . . . V . Q . 16.500 119.8507 1510.81 . . . V .Q . 16.583 127.3961 1095.59 . . Q V . 16.667 132.6952 769.43 . . Q • .V . 16.750 136.6926 580.43 . • Q . . V . • 16.833 139.7498 443.90 . Q. . . V . ▪ 16.917 142.0888 339.61 . Q • . . V . 17.000 144.0786 288.92 . Q . . V . 17.083 145.8316 254.54 . Q . . . V . 17.167 147.3373 218.62 . Q . . . V . 17.250 148.5463 175.55 . Q . . . V . 17.333 149.4980 138.18 . Q . . . V . 17.417 150.2344 106.93 . Q . . . V . 17.500 150.8140 84.15 .Q . . . V . 17.583 151.2753 66.99 .Q . . . V . 17.667 151.6532 54.87 .Q . . . V . 17.750 151.9756 46.82 Q . . . V . 17.833 152.2636 41.81 Q . . . V . 17.917 152.5305 38.75 Q . . . V . g 18.000 152.7830 36.67 Q . . . V . ritc*************************************************************************** Iii FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.1 » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD « «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 1 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: r BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 Iiii UPSTREAM ELEVATION = 1395.00 DOWNSTREAM ELEVATION = 1388.00 PPR CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 iii CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 17.07] AVERAGED PEAK 15- MINUTE [ 16.71] AVERAGED PEAK 30- MINUTE [ 15.99] AVERAGED PEAK 1 -HOUR [ 14.33] AVERAGED PEAK 3 -HOUR [ 11.35] AVERAGED PEAK 6 -HOUR [ 9.21] AVERAGED PEAK 24 -HOUR [ 6.07] USER- SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 16.000 HYDROGRAPH TRANSLATION TIME 1 = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 16.000) = .023 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) (HRS) (CFS) (CFS) (CFS) 12.083 33.7 33.6 33.6 12.167 33.7 33.7 33.7 12.250 33.5 33.6 33.6 12.333 33.2 33.3 33.3 12.417 32.7 32.8 32.8 12.500 32.3 32.4 32.4 12.583 32.2 32.3 32.3 12.667 32.3 32.3 32.3 12.750 32.5 32.5 32.5 12.833 32.8 32.7 32.7 12.917 33.1 33.0 33.0 13.000 33.5 33.4 33.4 13.083 33.8 33.7 33.7 13.167 34.2 34.1 34.1 13.250 34.6 34.5 34.5 13.333 35.0 34.9 34.9 13.417 35.5 35.3 35.3 13.500 35.9 35.8 35.8 13.583 36.4 36.3 36.3 13.667 37.0 36.8 36.8 13.750 37.9 37.6 37.6 13.833 39.6 39.1 39.1 13.917 42.4 41.6 41.6 14.000 46.6 45.4 45.4 14.083 52.7 51.0 51.0 14.167 61.2 58.9 58.9 14.250 73.2 69.9 69.9 14.333 87.3 83.4 83.4 14.417 103.5 99.0 99.0 14.500 118.5 114.4 114.4 14.583 132.2 128.4 128.4 14.667 144.6 141.2 141.2 14.750 157.1 153.7 153.7 14.833 169.6 166.2 166.2 14.917 182.9 179.2 179.2 15.000 196.8 193.0 193.0 15.083 212.3 208.0 208.0 15.167 228.9 224.3 224.3 15.250 247.5 242.4 242.4 15.333 267.7 262.1 262.1 15.417 287.2 281.8 281.8 15.500 299.1 295.8 295.8 15.583 297.7 298.1 298.1 15.667 290.8 292.7 292.7 15.750 282.2 284.5 284.5 15.833 293.0 290.0 290.0 15.917 337.4 325.2 325.2 16.000 425.2 401.1 401.1 16.083 630.8 574.3 574.3 16.167 986.3 888.6 888.6 16.250 1454.5 1325.8 1325.8 16.333 1705.9 1636.7 1636.7 16.417 1831.9 1797.3 1797.3 16.500 1510.8 1599.1 1599.1 16.583 1095.6 1209.8 1209.8 16.667 769.4 859.1 859.1 16.750 580.4 632.4 632.4 16.833 443.9 481.4 481.4 16.917 339.6 368.3 368.3 / 17.000 288.9 302.9 302.9 17.083 254.5 264.0 264.0 17.167 218.6 228.5 228.5 17.250 175.6 187.4 187.4 17.333 138.2 148.5 148.5 17.417 106.9 115.5 115.5 17.500 84.2 90.4 90.4 17.583 67.0 71.7 71.7 17.667 54.9 58.2 58.2 17.750 46.8 49.0 49.0 17.833 41.8 43.2 43.2 17.917 38.8 39.6 39.6 li 18.000 36.7 37.2 37.2 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 166.362 AF OUTFLOW VOLUME = 166.362 AF LOSS VOLUME = .000 AF '******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 3.00 IS CODE = 1 al » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 1026.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .360 HOURS CAUTION: LAG TIME IS LESS THAN .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) = .410 LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1-HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .954 30- MINUTE FACTOR = .954 1 -HOUR FACTOR = .954 3 -HOUR FACTOR = .993 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 1 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 23.148 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 IF UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.364 169.228 2 6.297 612.114 3 17.969 1448.337 4 33.297 1901.919 C 5 53.096 2456.691 6 70.631 2175.728 7 82.621 1487.721 8 89.880 900.694 9 94.282 546.202 10 96.815 314.333 11 98.135 163.820 12 98.585 55.834 13 99.019 53.839 14 99.453 53.839 15 99.887 53.839 16 100.000 14.051 TOTAL STORM RAINFALL(INCHES) = 9.28 TOTAL SOIL - LOSS(INCHES) = 7.11 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.17 F. L TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 608.2587 f TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 185.2057 L 1 1 1 1 1 il I . 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) E TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 12.083 29.1048 40.43 Q V . ' 12.167 29.3838 40.52 Q V 12.250 29.6616 40.33 Q V 12.333 29.9370 39.99 Q V 12.417 30.2089 39.48 Q V . 12.500 30.4779 39.07 Q V 12.583 30.7459 38.92 Q V 12.667 31.0144 38.98 Q V 12.750 31.2842 39.18 Q V . . 12.833 31.5561 39.47 Q V . • 12.917 31.8304 39.84 Q V . . 13.000 32.1076 40.25 Q V 13.083 32.3878 40.68 Q V 13.167 32.6711 41.13 Q V 13.250 32.9576 41.60 Q V . . liki 13.333 33.2474 42.09 Q V . . 13.417 33.5410 42.62 Q V 13.500 33.8382 43.16 Q V . 13.583 34.1394 43.73 Q V 13.667 34.4447 44.33 Q V . ' 13.750 34.7555 45.12 Q V ' 13.833 35.0749 46.38 Q V 13.917 35.4098 48.63 Q V 14.000 35.7682 52.04 .Q V 14.083 36.1653 57.65 .Q V . 14.167 36.6189 65.87 .Q V 14.250 37.1557 77.94 .Q V 14.333 37.7902 92.13 .Q V • 14.417 38.5406 108.97 . Q V . . . 14.500 39.4042 125.38 . Q V . . . 14.583 40.3716 140.47 . Q V . . . I 14.667 41.4333 154.16 . Q V . 14.750 42.5886 167.75 . Q V. . 14.833 43.8368 181.24 . Q V. I 14.917 45.1834 195.53 Q V. 15.000 46.6318 210.31 Q V 15.083 48.1932 226.71 . Q V 15.167 49.8754 244.26 . Q V ' I 15.250 51.6935 263.99 Q .V 15.333 53.6582 285.26 Q .V 15.417 55.7652 305.94 . Q • V 1 15.500 57.9670 319.71 . Q • V 15.583 60.1729 320.30 Q • V 15.667 62.3475 315.75 . Q V I 15.750 64.4660 307.61 . Q V . 15.833 66.6339 314.78 Q V 15.917 69.0846 355.83 Q V 16.000 72.1215 440.96 . Q • V ' 1 16.083 76.5660 645.35 . • Q V . • 16.167 83.3683 987.69 . . VQ. I 16.250 93.4329 1461.37 . . V Q. • 16.333 105.3155 1725.36 . . V Q • 16.417 118.5015 1914.60 . V Q • 16.500 130.1170 1686.58 . V • Q I 16.583 138.8830 1272.81 . . Q V. 16.667 145.1803 914.37 Q • .V 16.750 149.8996 685.24 . Q • V • 16.833 153.5263 526.60 . Q V 16.917 156.3581 411.18 . Q • V 17.000 158.5871 323.64 . Q V • 17.083 160.5519 285.29 . Q . V 17.167 162.2754 250.26 . Q V 17.250 163.7448 213.35 . Q V 17.333 164.8625 162.30 . Q V • r 17.417 165.7233 124.99 . Q V 17.500 166.4070 99.28 .Q V 17.583 166.9602 80.31 .Q . V • 17.667 167.4183 66.52 .Q . V • 17.750 167.8118 57.13 .Q . V • 17.833 168.1636 51.09 .Q . V • 17.917 168.4886 47.19 Q . V • 18.000 168.7963 44.67 Q . V • t *.....******..........*********....... .. * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 2 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1388.00 DOWNSTREAM ELEVATION = 1380.00 CHANNEL LENGTH(FT) = 1360.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: II AVERAGED PEAK 5- MINUTE [ 17.97] AVERAGED PEAK 15- MINUTE [ 17.59] I AVERAGED PEAK 30- MINUTE [ 16.81] AVERAGED PEAK 1 -HOUR [ 15.15] AVERAGED PEAK 3 -HOUR [ 12.04] AVERAGED PEAK 6 -HOUR [ 9.84] I AVERAGED PEAK 24 -HOUR [ 6.53] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 17.000 HYDROGRAPH TRANSLATION TIME I = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1360.00)/( 17.000) = .022 HRS 1 TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) (HRS) (CFS) (CFS) (CFS) 12.083 40.4 40.4 40.4 12.167 40.5 40.5 40.5 12.250 40.3 40.4 40.4 12.333 40.0 40.1 40.1 12.417 39.5 39.6 39.6 C 12.500 39.1 39.2 39.2 12.583 38.9 39.0 39.0 12.667 39.0 39.0 39.0 12.750 39.2 39.1 39.1 12.833 39.5 39.4 39.4 12.917 39.8 39.7 39.7 r . 13.000 40.2 40.1 40.1 Le 13.083 40.7 40.6 40.6 13.167 41.1 41.0 41.0 13.250 41.6 41.5 41.5 Z 13.333 42.1 42.0 42.0 13.417 42.6 42.5 42.5 13.500 43.2 43.0 43.0 13.583 43.7 43.6 43.6 13.667 44.3 44.2 44.2 13.750 45.1 44.9 44.9 13.833 46.4 46.0 46.0 r 13.917 48.6 48.0 48.0 14.000 52.0 51.1 51.1 14.083 57.6 56.2 56.2 14.167 65.9 63.7 63.7 14.250 77.9 74.7 74.7 14.333 92.1 88.3 88.3 14.417 109.0 104.5 104.5 14.500 125.4 121.0 121.0 14.583 140.5 136.4 136.4 14.667 154.2 150.5 150.5 14.750 167.7 164.1 164.1 14.833 181.2 177.6 177.6 14.917 195.5 191.7 191.7 15.000 210.3 206.4 206.4 15.083 226.7 222.3 222.3 15.167 244.3 239.6 239.6 15.250 264.0 258.7 258.7 15.333 285.3 279.6 279.6 15.417 305.9 300.4 300.4 15.500 319.7 316.0 316.0 15.583 320.3 320.1 320.1 15.667 315.7 317.0 317.0 15.750 307.6 309.8 309.8 15.833 314.8 312.9 312.9 15.917 355.8 344.9 344.9 16.000 441.0 418.3 418.3 16.083 645.4 590.8 590.8 16.167 987.7 896.4 896.4 16.250 1461.4 1335.1 1335.1 16.333 1725.4 1655.0 1655.0 16.417 1914.6 1864.1 1864.1 16.500 1686.6 1747.4 1747.4 16.583 1272.8 1383.2 1383.2 16.667 914.4 1010.0 1010.0 16.750 685.2 746.3 746.3 16.833 526.6 568.9 568.9 16.917 411.2 442.0 442.0 17.000 323.6 347.0 347.0 17.083 285.3 295.5 295.5 I 17.167 250.3 259.6 259.6 17.250 213.3 223.2 223.2 17.333 162.3 175.9 175.9 17.417 125.0 134.9 134.9 17.500 99.3 106.1 106.1 17.583 80.3 85.4 85.4 17.667 66.5 70.2 70.2 17.750 57.1 59.6 59.6 17.833 51.1 52.7 52.7 17.917 47.2 48.2 48.2 E m; 18.000 44.7 45.3 45.3 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 185.206 AF OUTFLOW VOLUME = 185.206 AF LOSS VOLUME = .000 E*************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 4.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« « < C (UNIT- HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 1298.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .380 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) E MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. V ALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .410 LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 I SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 I *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .943 30- MINUTE FACTOR = .943 1 -HOUR FACTOR = .943 1 3 -HOUR FACTOR = .991 6 -HOUR FACTOR = .996 24 -HOUR FACTOR = .997 1 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.930 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 1 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 li = UNIT HYDROGRAPH DETERMINATION IF INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) It 1 1.280 200.901 2 5.622 681.580 3 16.129 1649.363 4 30.247 2216.181 5 48.260 2827.756 6 66.004 2785.311 7 79.190 2069.912 8 87.542 1311.111 9 92.554 786.694 10 95.746 501.031 `' 11 97.576 287.284 12 98.322 117.208 13 98.734 64.549 j 14 99.145 64.535 15 99.556 64.535 16 99.967 64.535 17 100.000 5.203 TOTAL STORM RAINFALL(INCHES) = 9.27 TOTAL SOIL - LOSS(INCHES) = 7.11 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.16 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 769.1181 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 233.6942 1 1 1 7 1 5 1 2 4- H O U R STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) II TIME(HRS) VOLUME(AF) Q(CFS) 0. 575.0 1150.0 1725.0 2300.0 I 12.083 36.6947 51.00 Q V 12.167 37.0470 51.15 Q V 12.250 37.3982 50.99 Q V . . 12.333 37.7470 50.65 Q V . . I 12.417 38.0921 50.11 Q V . . 12.500 38.4337 49.60 Q V . . 12.583 38.7736 49.36 Q V . . I 12.667 39.1137 49.38 Q V . 12.750 39.4554 49.60 Q V 12.833 39.7993 49.94 Q V . . 12.917 40.1462 50.37 Q V . . I 13.000 40.4965 50.87 Q V . . 13.083 40.8506 51.41 Q V . . 13.167 41.2086 51.97 Q V . . I 13.250 41.5706 52.56 Q V . . . 13.333 41.9367 53.17 Q V . . 13.417 42.3074 53.82 Q V . . 13.500 42.6827 54.50 Q V 13.583 43.0630 55.21 Q V 13.667 43.4484 55.97 Q V . . . 13.750 43.8407 56.96 Q V . . . 13.833 44.2437 58.51 .Q V . . . 13.917 44.6653 61.22 .Q V . . . 14.000 45.1150 65.30 .Q V . . . ® 14.083 45.6111 72.03 .Q V . . . 14.167 46.1769 82.15 .Q V . . . 14.250 46.8474 97.36 .Q V . . . I 14.333 47.6438 115.63 . Q V 14.417 48.5889 137.23 . Q V . . . 14.500 49.6865 159.37 . Q V . . . 14.583 50.9250 179.82 . Q V . . 14.667 52.2895 198.13 . Q V . . . 14.750 53.7744 215.61 Q V. 14.833 55.3784 232.90 Q V. I 14.917 57.1059 250.83 Q V. . . 15.000 58.9605 269.28 Q V . . 15.083 60.9533 289.35 . Q V . . 15.167 63.0949 310.97 Q V 15.250 65.4023 335.03 . Q .V . . 15.333 67.8904 361.28 . Q .V 15.417 70.5509 386.30 . Q . V . 15.500 73.3329 403.95 . Q . V . . 15.583 76.1254 405.48 . Q . V . 15.667 78.8813 400.15 . Q . V . . 15.750 81.5726 390.78 . Q . V II 15.833 84.2839 393.68 . Q . V . . 15.917 87.2767 434.55 . Q . V . . 16.000 90.9207 529.11 . Q. V . . 16.083 96.1837 764.19 . . Q V • - 16.167 104.0906 1148.08 . V Q. 16.250 115.7938 1699.32 . . V. Q. 16.333 129.8099 2035.14 . . V Q 16.417 145.4569 2271.94 . . V Q. 16.500 160.2052 2141.46 . . V Q . 16.583 171.9184 1700.74 . . Q. • 16.667 180.5062 1246.96 . . •4 V 16.750 186.8818 925.73 . . Q • •V • 16.833 191.8974 728.27 . . Q • V . 16.917 195.8425 572.83 . 0• V 17.000 198.9187 446.66 . Q . V 17.083 201.5100 376.26 . Q V 17.167 203.8040 333.08 . Q . . v 17.250 205.7944 289.02 . Q V 17.333 207.4643 242.46 . Q V 17.417 208.6779 176.22 . Q . V • 17.500 209.6265 137.74 . Q . V • 17.583 210.3863 110.32 .Q V 17.667 211.0140 91.14 .Q V • 17.750 211.5464 77.30 .Q V 17.833 212.0147 68.01 .Q V . 17.917 212.4414 61.95 .Q V - 18.000 212.8410 58.04 .Q V r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« « < THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 3 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1380.00 DOWNSTREAM ELEVATION = 1370.00 CHANNEL LENGTH(FT) = 1280.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 20.84] AVERAGED PEAK 15- MINUTE [ 20.55] AVERAGED PEAK 30- MINUTE [ 19.75] AVERAGED PEAK 1 -HOUR [ 17.91] AVERAGED PEAK 3 -HOUR [ 14.33] AVERAGED PEAK 6 -HOUR [ 11.72] AVERAGED PEAK 24 -HOUR [ 7.83] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 19.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) ( 1280.00)/( 19.000) = .019 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 3) FLOW (STREAM 3) (HRS) (CFS) (CFS) (CFS) 12.083 51.0 50.9 50.9 I 12.167 51.2 51.1 51.1 12.250 51.0 51.0 51.0 12.333 50.6 50.7 50.7 12.417 50.1 50.2 50.2 12.500 49.6 49.7 49.7 12.583 49.4 49.4 49.4 12.667 49.4 49.4 49.4 12.750 49.6 49.6 49.6 12.833 49.9 49.9 49.9 12.917 50.4 50.3 50.3 13.000 50.9 50.8 50.8 13.083 51.4 51.3 51.3 13.167 52.0 51.8 51.8 13.250 52.6 52.4 52.4 13.333 53.2 53.0 53.0 13.417 53.8 53.7 53.7 13.500 54.5 54.3 54.3 13.583 55.2 55.1 55.1 13.667 56.0 55.8 55.8 13.750 57.0 56.7 56.7 13.833 58.5 58.2 58.2 13.917 61.2 60.6 60.6 14.000 65.3 64.4 64.4 14.083 72.0 70.5 70.5 14.167 82.1 79.9 79.9 14.250 97.4 93.9 93.9 14.333 115.6 111.5 111.5 14.417 137.2 132.4 132.4 14.500 159.4 154.4 154.4 14.583 179.8 175.2 175.2 14.667 198.1 194.0 194.0 14.750 215.6 211.7 211.7 14.833 232.9 229.0 229.0 14.917 250.8 246.8 246.8 15.000 269.3 265.1 265.1 15.083 289.4 284.8 284.8 15.167 311.0 306.1 306.1 15.250 335.0 329.6 329.6 15.333 361.3 355.4 355.4 15.417 386.3 380.7 380.7 15.500 403.9 400.0 400.0 15.583 405.5 405.1 405.1 15.667 400.2 401.3 401.3 15.750 390.8 392.9 392.9 15.833 393.7 393.0 393.0 15.917 434.6 425.4 425.4 16.000 529.1 507.9 507.9 16.083 764.2 711.4 711.4 16.167 1148.1 1061.9 1061.9 16.250 1699.3 1575.5 1575.5 16.333 2035.1 1959.7 1959.7 I 16.417 2271.9 2218.8 2218.8 16.500 2141.5 2170.8 2170.8 16.583 1700.7 1799.7 1799.7 I 16.667 1247.0 1348.9 1348.9 16.750 925.7 997.9 997.9 16.833 728.3 772.6 772.6 16.917 572.8 607.7 607.7 17.000 446.7 475.0 475.0 17.083 376.3 392.1 392.1 I 17.167 333.1 342.8 342.8 17.250 289.0 298.9 298.9 17.333 242.5 252.9 252.9 17.417 176.2 191.1 191.1 17.500 137.7 146.4 146.4 17.583 110.3 116.5 116.5 17.667 91.1 95.5 95.5 17.750 77.3 80.4 80.4 17.833 68.0 70.1 70.1 17.917 61.9 63.3 63.3 18.000 58.0 58.9 58.9 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 233.694 AF r OUTFLOW VOLUME = 233.694 AF LOSS VOLUME = .000 AF s******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 5.00 IS CODE = 1 r ii » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA = 1358.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .400 HOURS CAUTION: LAG TIME IS LESS THAN .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) = .410 LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 I SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 I *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .939 30- MINUTE FACTOR = .939 1 -HOUR FACTOR = .939 I 3 -HOUR FACTOR = .991 6 -HOUR FACTOR = .995 24 -HOUR FACTOR = .997 1 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.833 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 E MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) E: 1 1.206 198.127 2 5.061 633.086 3 14.561 1560.258 4 27.535 2130.710 5 43.905 2688.508 6 61.571 2901.357 7 75.501 2287.747 8 84.899 1543.510 9 90.663 946.595 10 94.470 625.128 11 96.724 370.240 12 98.037 215.680 13 98.477 72.173 14 98.867 64.144 15 99.258 64.174 16 99.648 64.144 [ 17 100.000 57.733 [ TOTAL STORM RAINFALL(INCHES) = 9.27 TOTAL SOIL - LOSS(INCHES) = 7.11 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.16 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 804.7599 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 244.4070 1 1 1 1 1 1 1 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H IF . HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 1 TIME(HRS) VOLUME(AF) Q(CFS) 0. 575.0 1150.0 1725.0 2300.0 12.083 38.3276 53.28 Q V 12.167 38.6958 53.45 Q V 12.250 39.0630 53.32 Q V . . 12.333 39.4279 52.99 Q V . 12.417 39.7894 52.49 Q V . . . 12.500 40.1470 51.92 Q V . . . - 12.583 40.5023 51.59 Q V . . . 12.667 40.8572 51.54 Q V 12.750 41.2133 51.71 Q V . . . 12.833 41.5716 52.02 Q V . . . • 12.917 41.9327 52.43 Q V . . . I 13.000 42.2971 52.92 Q V 13.083 42.6655 53.48 Q V 13.167 43.0378 54.06 Q V . II 13.250 43.4143 54.67 Q V . . 13.333 43.7951 55.30 Q V . . 13.417 44.1805 55.96 Q V . . 13.500 44.5707 56.66 Q V . . 13.583 44.9660 57.40 Q V . . 13.667 45.3666 58.16 .Q V . . 13.750 45.7737 59.11 .Q V . . 13.833 46.1903 60.49 .Q V . . 13.917 46.6237 62.92 .Q V . . 14.000 47.0825 66.62 .Q V . . 14.083 47.5848 72.94 .Q V . • . • 14.167 48.1553 82.83 .Q V . . 14.250 48.8316 98.19 .Q V . 14.333 49.6379 117.08 . Q V . . 14.417 50.5977 139.37 . Q V . . 14.500 51.7230 163.39 . Q V . 14.583 53.0028 185.84 . Q V . . I 14.667 54.4219 206.04 . Q V . 14.750 55.9701 224.81 Q V. 14.833 57.6455 243.26 . Q V. I 14.917 59.4497 261.97 . Q V. 15.000 61.3873 281.35 Q V 15.083 63.4662 301.86 . Q V . 15.167 65.6978 324.02 . Q V . I 15.250 68.0979 348.50 . Q .V 15.333 70.6828 375.33 Q .V 15.417 73.4442 400.95 . Q . V . 1 15.500 76.3368 420.01 . Q . V 15.583 79.2521 423.29 Q . V 15.667 82.1420 419.63 . Q . V . I 15.750 84.9831 412.53 . Q . V 15.833 87.8213 412.09 . Q . V 15.917 90.8985 446.82 . Q . V . 16.000 94.5785 534.32 . Q. V 1 16.083 99.8110 759.76 . • Q V • • 16.167 107.5255 1120.15 . . V Q. I 16.250 118.9175 1654.11 . V. Q • 16.333 132.6915 1999.98 . . .V Q 16.417 148.1504 2244.64 . V Q. 16.500 163.5730 2239.35 . . V Q • 16.583 176.3312 1852.50 . V • Q 16.667 185.9996 1403.85 . . Q V • 16.750 193.1893 1043.94 . . Q • .V • ✓ 16.833 198.8797 826.24 . . Q • V ▪ 16.917 203.3602 650.57 . -4 V 17.000 206.9603 522.74 . Q- V • 17.083 209.7934 411.37 Q V • 17.167 212.2809 361.18 . Q V 17.250 214.4585 316.18 . Q . V . 17.333 216.3223 270.62 . Q . V 17.417 217.8393 220.28 . Q V . 17.500 218.9160 156.33 . Q . V 17.583 219.7700 124.01 . Q . . V 17.667 220.4667 101.16 .Q V . 17.750 221.0579 85.84 .Q . V 17.833 221.5715 74.58 .Q . V 17.917 222.0340 67.15 .Q V . 18.000 222.4619 62.13 .Q . V • ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Li FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD « «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 4 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1370.00 DOWNSTREAM ELEVATION = 1360.00 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: 1 AVERAGED PEAK 5- MINUTE [ 20.55] AVERAGED PEAK 15- MINUTE [ 20.37] I AVERAGED PEAK 30- MINUTE [ 19.67] AVERAGED PEAK 1 -HOUR [ 17.89] AVERAGED PEAK 3 -HOUR [ 14.35] AVERAGED PEAK 6 -HOUR [ 11.78] I AVERAGED PEAK 24 -HOUR [ 7 . 81 ] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 19.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 19.000) = .019 HRS I TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 4) FLOW (STREAM 4) (HRS) (CFS) (CFS) (CFS) 12.083 53.3 53.2 53.2 12.167 53.5 53.4 53.4 12.250 53.3 53.3 53.3 12.333 53.0 53.1 53.1 12.417 52.5 52.6 52.6 12.500 51.9 52.1 52.1 12.583 51.6 51.7 51.7 12.667 51.5 51.5 51.5 1 12.750 51.7 51.7 51.7 12.833 52.0 51.9 51.9 12.917 52.4 52.3 52.3 13.000 52.9 52.8 52.8 13.083 53.5 53.3 53.3 13.167 54.1 53.9 53.9 13.250 54.7 54.5 54.5 13.333 55.3 55.2 55.2 13.417 56.0 55.8 55.8 13.500 56.7 56.5 56.5 13.583 57.4 57.2 57.2 13.667 58.2 58.0 58.0 13.750 59.1 58.9 58.9 13.833 60.5 60.2 60.2 13.917 62.9 62.4 62.4 14.000 66.6 65.8 65.8 14.083 72.9 71.5 71.5 14.167 82.8 80.5 80.5 14.250 98.2 94.6 94.6 14.333 117.1 112.7 112.7 14.417 139.4 134.2 134.2 14.500 163.4 157.8 157.8 14.583 185.8 180.6 180.6 14.667 206.0 201.4 201.4 14.750 224.8 220.5 220.5 14.833 243.3 239.0 239.0 14.917 262.0 257.6 257.6 15.000 281.3 276.9 276.9 15.083 301.9 297.1 297.1 15.167 324.0 318.9 318.9 15.250 348.5 342.8 342.8 15.333 375.3 369.1 369.1 15.417 400.9 395.0 395.0 15.500 420.0 415.6 415.6 15.583 423.3 422.5 422.5 15.667 419.6 420.5 420.5 15.750 412.5 414.2 414.2 15.833 412.1 412.2 412.2 15.917 446.8 438.8 438.8 16.000 534.3 514.1 514.1 16.083 759.8 707.6 707.6 16.167 1120.2 1036.7 1036.7 16.250 1654.1 1530.5 1530.5 16.333 2000.0 1919.9 1919.9 16.417 2244.6 2188.0 2188.0 16.500 2239.4 2240.6 2240.6 16.583 1852.5 1942.1 1942.1 16.667 1403.8 1507.7 1507.7 16.750 1043.9 1127.3 1127.3 16.833 826.2 876.7 876.7 16.917 650.6 691.3 691.3 17.000 522.7 552.3 552.3 17.083 411.4 437.2 437.2 I 17.167 361.2 372.8 372.8 17.250 316.2 326.6 326.6 17.333 270.6 281.2 281.2 17.417 220.3 231.9 231.9 =, 17.500 156.3 171.1 171.1 17.583 124.0 131.5 131.5 17.667 101.2 106.4 106.4 17.750 85.8 89.4 89.4 17.833 74.6 77.2 77.2 17.917 67.1 68.9 68.9 I 18.000 62.1 63.3 63.3 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 244.407 AF I OUTFLOW VOLUME = 244.407 AF LOSS VOLUME = .000 AF ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 6.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1438.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME _ .420 HOURS CAUTION: • LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) E MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 I SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 I *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .936 30- MINUTE FACTOR = .936 1 -HOUR FACTOR = .936 I 3 -HOUR FACTOR = .990 6 -HOUR FACTOR = .995 24 -HOUR FACTOR = .997 1 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.841 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 1 1 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 1[ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.142 198.607 2 4.603 601.830 1 3 13.183 1492.182 4 25.146 2080.523 5 39.975 2578.798 6 57.298 3012.719 7 71.750 2513.276 8 81.974 1777.970 9 88.708 1171.168 10 92.953 738.149 11 95.758 487.893 12 97.450 294.277 13 98.244 138.058 14 98.616 64.685 15 98.988 64.710 16 99.357 64.230 17 99.727 64.230 18 100.000 47.508 TOTAL STORM RAINFALL(INCHES) = 9.27 TOTAL SOIL - LOSS(INCHES) = 7.15 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.12 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 856.6514 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 254.3232 1 1 1 1 1 1 1 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 INTERVALS(CFS) I TIME(HRS) VOLUME(AF) Q(CFS) 0. 600.0 1200.0 1800.0 2400.0 12.083 40.4869 56.32 Q V . . . 12.167 40.8763 56.53 Q V 12.250 41.2651 56.45 Q V . . 12.333 41.6520 56.18 Q V . . . I 12.417 42.0360 55.76 Q V 12.500 42.4162 55.20 Q V 12.583 42.7938 54.83 Q V . . I 12.667 43.1708 54.74 Q V 12.750 43.5487 54.87 Q V 12.833 43.9286 55.17 Q V . . . 12.917 44.3113 55.57 Q V . . . 13.000 44.6974 56.06 Q V . . . 13.083 45.0874 56.63 Q V . . . 13.167 45.4816 57.24 Q V . . . ✓ 13.250 45.8802 57.88 Q V . . . • 13.333 46.2834 58.54 Q V . . . 13.417 46.6912 59.23 Q V . . . 13.500 47.1041 59.95 Q V . . . 13.583 47.5223 60.72 .Q V . . . 13.667 47.9460 61.52 .Q V . . . 13.750 48.3755 62.36 .Q V . . . 13.833 48.8116 63.31 .Q V . 13.917 49.2565 64.61 .Q V . . 14.000 49.7157 66.67 .Q V . . 14.083 50.2041 70.91 .Q V . 14.167 50.7439 78.38 .Q V . . 14.250 51.3749 91.62 .Q V . . 14.333 52.1270 109.22 .Q V . . 14.417 53.0261 130.54 0 V . 14.500 54.0933 154.97 . Q V . . 14.583 55.3228 178.52 . Q V . . 1 14.667 56.7007 200.08 Q V . 14.750 58.2178 220.28 Q V. 14.833 59.8693 239.79 . Q V. . I 14.917 61.6571 259.59 Q V. . 15.000 63.5850 279.94 Q V . 15.083 65.6606 301.37 . Q V . 15.167 67.8941 324.31 . Q V . I 15.250 70.3017 349.58 . Q .V . 15.333 72.9003 377.31 . Q .V . 15.417 75.6813 403.80 . Q .V . 1 15.500 78.6061 424.69 Q . V 15.583 81.5692 430.24 Q . V 15.667 84.5202 428.49 . Q . V . 15.750 87.4436 424.47 Q V I 15.833 90.3514 422.22 Q V . 15.917 93.4666 452.33 . Q . V . 16.000 97.1495 534.75 . Q . V . 16.083 102.3378 753.33 . . Q V 16.167 109.9032 1098.50 . . VQ • • I 16.250 121.0502 1618.54 . V. Q • 16.333 134.6854 1979.84 .V • Q 16.417 150.0240 2227.16 . . . V Q . 16.500 166.0851 2332.07 . . . V Q 16.583 179.8887 2004.28 . . . V • Q • 16.667 190.6342 1560.25 . . . Q V. 16.750 198.7929 1184.65 . . Q. .V 16.833 205.0943 914.96 . Q . V 16.917 210.1512 734.26 • Q V 17.000 214.1800 584.98 . Q. . V • 17.083 217.3548 460.99 . Q . V • 17.167 219.9681 379.45 . Q • . V 17.250 222.2509 331.46 . Q . V 17.333 224.2178 285.59 . Q . V • r 17.417 225.8640 239.03 Q V 6 17.500 227.1532 187.18 Q V 17.583 228.0715 133.35 . Q . V 17.667 228.8157 108.05 .Q . . V 17.750 229.4460 91.52 .Q . . . V • 17.833 230.0013 80.63 .Q . . V 17.917 230.5005 72.48 .Q . . V 18.000 230.9614 66.93 .Q . . V ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD « «< = THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1360.00 DOWNSTREAM ELEVATION = 1348.00 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: 1 AVERAGED PEAK 5- MINUTE [ 22.03] AVERAGED PEAK 15- MINUTE [ 21.62] I AVERAGED PEAK 30- MINUTE [ 20.89] AVERAGED PEAK 1 -HOUR [ 18.92] AVERAGED PEAK 3 -HOUR [ 14.99] AVERAGED PEAK 6 -HOUR [ 12.25] I AVERAGED PEAK 24 -HOUR [ 8.10] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 20.000 HYDROGRAPH TRANSLATION TIME I = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 20.000) = .018 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: II OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 56.3 56.2 56.2 12.167 56.5 56.5 56.5 12.250 56.5 56.5 56.5 12.333 56.2 56.2 56.2 12.417 55.8 55.9 55.9 12.500 55.2 55.3 55.3 12.583 54.8 54.9 54.9 12.667 54.7 54.8 54.8 12.750 54.9 54.8 54.8 12.833 55.2 55.1 55.1 12.917 55.6 55.5 55.5 13.000 56.1 56.0 56.0 13.083 56.6 56.5 56.5 13.167 57.2 57.1 57.1 13.250 57.9 57.7 57.7 13.333 58.5 58.4 58.4 13.417 59.2 59.1 59.1 13.500 59.9 59.8 59.8 13.583 60.7 60.6 60.6 13.667 61.5 61.3 61.3 13.750 62.4 62.2 62.2 13.833 63.3 63.1 63.1 13.917 64.6 64.3 64.3 14.000 66.7 66.2 66.2 14.083 70.9 70.0 70.0 14.167 78.4 76.7 76.7 14.250 91.6 88.7 88.7 14.333 109.2 105.3 105.3 14.417 130.5 125.8 125.8 14.500 155.0 149.6 149.6 14.583 178.5 173.3 173.3 14.667 200.1 195.3 195.3 14.750 220.3 215.8 215.8 14.833 239.8 235.5 235.5 14.917 259.6 255.2 255.2 15.000 279.9 275.5 275.5 15.083 301.4 296.7 296.7 15.167 324.3 319.3 319.3 15.250 349.6 344.0 344.0 15.333 377.3 371.2 371.2 15.417 403.8 398.0 398.0 15.500 424.7 420.1 420.1 15.583 430.2 429.0 429.0 15.667 428.5 428.9 428.9 15.750 424.5 425.4 425.4 15.833 422.2 422.7 422.7 15.917 452.3 445.7 445.7 16.000 534.8 516.6 516.6 16.083 753.3 705.2 705.2 16.167 1098.5 1022.6 1022.6 16.250 1618.5 1504.1 1504.1 16.333 1979.8 1900.4 1900.4 16.417 2227.2 2172.8 2172.8 16.500 2332.1 2309.0 2309.0 16.583 2004.3 2076.4 2076.4 16.667 1560.2 1657.9 1657.9 1 16.750 1184.6 1267.3 1267.3 16.833 915.0 974.3 974.3 16.917 734.3 774.0 774.0 17.000 585.0 617.8 617.8 17.083 461.0 488.3 488.3 17.167 379.4 397.4 397.4 17.250 331.5 342.0 342.0 17.333 285.6 295.7 295.7 17.417 239.0 249.3 249.3 17.500 187.2 198.6 198.6 17.583 133.3 145.2 145.2 17.667 108.1 113.6 113.6 17.750 91.5 95.2 95.2 17.833 80.6 83.0 83.0 17.917 72.5 74.3 74.3 18.000 66.9 68.1 68.1 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 254.323 AF E OUTFLOW VOLUME = 254.323 AF LOSS VOLUME = .000 AF ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 7.00 IS CODE = 6 » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO « «< '******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 7.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« « < (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1744.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .440 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) E MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. V ALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .430 LOW LOSS FRACTION = .910 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .921 30- MINUTE FACTOR = .921 1 -HOUR FACTOR = .921 3 -HOUR FACTOR = .988 6 -HOUR FACTOR = .994 24 -HOUR FACTOR = .996 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.939 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 re = UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) E: 1 1.086 228.951 2 4.220 661.048 3 11.939 1628.168 4 23.114 2356.992 5 36.513 2826.026 6 53.185 3516.297 7 67.819 3086.555 8 79.013 2360.920 9 86.533 1586.077 10 91.273 999.756 11 94.618 705.459 12 96.649 428.574 13 97.939 271.892 14 98.388 94.757 15 98.743 74.877 16 99.098 74.919 17 99.453 74.877 18 99.808 74.877 19 100.000 40.477 TOTAL STORM RAINFALL(INCHES) = 9.26 TOTAL SOIL - LOSS(INCHES) = 7.24 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.02 II 0 TOTAL SOIL LOSS V LUME (ACRE -FEET) = 1052.6060 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 293.4369 1 1 1 1 I 2 4 - HOUR STORM RUNOFF H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 1[TIME(HRS) VOLUME(AF) Q(CFS) 0. 700.0 1400.0 2100.0 2800.0 12.083 44.0408 61.31 Q V . . 12.167 44.4647 61.56 Q V . . . 12.250 44.8886 61.54 Q V . . . 12.333 45.3108 61.31 Q V . . . 12.417 45.7306 60.96 Q V . . . la 12.500 46.1467 60.41 Q V . . . 12.583 46.5601 60.02 Q V . . . 12.667 46.9723 59.86 Q V . . . 12.750 47.3853 59.96 Q V . . . 12.833 47.8003 60.25 Q V . . . 12.917 48.2180 60.66 Q V . . . 13.000 48.6393 61.17 Q V . . . 13.083 49.0645 61.75 Q V . . . 13.167 49.4943 62.41 Q V . . . r 13.250 49.9289 63.09 Q V . . . ii 13.333 50.3683 63.81 Q V . . . 13.417 50.8129 64.56 Q V . . . li 13.500 51.2629 65.33 Q V . . . 13.583 51.7185 66.15 Q V . . . 13.667 52.1800 67.02 Q V . . . 13.750 52.6478 67.92 Q V . . . r 13.833 53.1221 68.87 Q V . . . id 13.917 53.6045 70.03 .Q V . . . 14.000 54.0981 71.68 .Q V . . . 14.083 54.6192 75.66 .Q V . . . 14.167 55.1933 83.36 .Q V . . . 14.250 55.8678 97.94 .Q V . . . 14.333 56.6850 118.65 .Q V . . . 14.417 57.6765 143.97 . Q V . . . 14.500 58.8803 174.79 . Q V . . . 14.583 60.2926 205.07 . Q V . . . 1 14.667 61.8989 233.23 Q V . 14.750 63.6821 258.92 Q V . 14.833 65.6322 283.16 . Q V . . . I 14.917 67.7496 307.44 Q V. 15.000 70.0361 332.01 Q V. 15.083 72.4994 357.67 . Q V. . . 15.167 75.1483 384.62 . Q V . . 1 15.250 77.9997 414.02 . Q V . . 15.333 81.0741 446.40 . Q .V . . 15.417 84.3586 476.90 . Q .V . . I 15.500 87.8118 501.40 . Q .V 15.583 91.3122 508.26 . Q . V . . 15.667 94.7879 504.67 . Q . V . . 15.750 98.2308 499.91 . Q . V I 15.833 101.6206 492.21 . Q . V . . 15.917 105.1887 518.08 . Q . V . . 16.000 109.3315 601.54 . Q . V . . 1 1 16.083 115.1138 839.59 . .Q V . 16.167 123.4720 1213.61 . . VQ . I 16.250 135.7391 1781.19 V . Q . 16.333 151.0030 2216.32 V .Q 16.417 168.0874 2480.65 . . . V . Q . 16.500 186.6974 2702.17 . . . V . Q . 16.583 203.2970 2410.27 . . . V . Q 16.667 216.7900 1959.19 . . . Q V. . 16.750 227.1036 1497.52 . . .Q V . 16.833 235.0403 1152.42 . . Q . v . 16.917 241.5174 940.47 . . Q . . V . 17.000 246.6803 749.66 . Q . . V . 17.083 250.8826 610.17 . Q . . . V . 17.167 254.1537 474.96 . Q . . . V . 17.250 256.9627 407.87 . Q . . . V . 17.333 259.3881 352.17 . Q . . . V . r 17.417 261.4470 298.95 . Q . . . V . 17.500 263.1222 243.24 . Q . . . V . 17.583 264.3796 182.58 . Q . . . V . c 17.667 265.2907 132.30 .Q . . . V . 17.750 266.0415 109.02 .Q . . . V . 17.833 266.6920 94.44 .Q . . . V . 17.917 267.2715 84.14 .Q . . . V . 18.000 267.7986 76.54 .Q . . . V . r ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5.1 » »> MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, C AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1348.00 DOWNSTREAM ELEVATION = 1336.00 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: 1 AVERAGED PEAK 5- MINUTE [ 22.96] AVERAGED PEAK 15- MINUTE [ 22.56] I AVERAGED PEAK 30- MINUTE [ 21.84] AVERAGED PEAK 1 -HOUR [ 19.94] AVERAGED PEAK 3 -HOUR [ 15.91] AVERAGED PEAK 6 -HOUR [ 12.92] I AVERAGED PEAK 24 -HOUR [ 8.60] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 21.000 HYDROGRAPH TRANSLATION TIME (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) ( 1320.00)/( 21.000) = .017 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: 1 MODE OUTFLOW LESS INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 61.3 61.2 61.2 12.167 61.6 61.5 61.5 12.250 61.5 61.5 61.5 12.333 61.3 61.4 61.4 12.417 61.0 61.0 61.0 li 12.500 60.4 60.5 60.5 12.583 60.0 60.1 60.1 12.667 59.9 59.9 59.9 12.750 60.0 59.9 59.9 12.833 60.3 60.2 60.2 12.917 60.7 60.6 60.6 13.000 61.2 61.1 61.1 13.083 61.7 61.6 61.6 13.167 62.4 62.3 62.3 13.250 63.1 63.0 63.0 13.333 63.8 63.7 63.7 13.417 64.6 64.4 64.4 13.500 65.3 65.2 65.2 13.583 66.0 66.0 13.667 67.0 66.8 66.8 13.750 67.9 67.7 67.7 13.833 68.9 68.7 68.7 r 13.917 70.0 69.8 69.8 14.000 71.7 71.3 71.3 14.083 75.7 74.8 74.8 r 14.167 83.4 81.7 81.7 14.250 97.9 94.9 94.9 14.333 118.6 114.3 114.3 14.417 144.0 138.7 138.7 14.500 174.8 168.3 168.3 14.583 205.1 198.7 198.7 14.667 233.2 227.3 227.3 !" 14.750 258.9 253.5 253.5 L. 14.833 283.2 278.1 278.1 14.917 307.4 302.4 302.4 Frn 15.000 332.0 326.9 326.9 L 15.083 357.7 352.3 352.3 15.167 384.6 379.0 379.0 15.250 414.0 407.9 407.9 15.333 446.4 439.6 439.6 15.417 476.9 470.5 470.5 15.500 501.4 496.3 496.3 15.583 508.3 506.8 506.8 15.667 504.7 505.4 505.4 15.750 499.9 500.9 500.9 15.833 492.2 493.8 493.8 15.917 518.1 512.7 512.7 16.000 601.5 584.1 584.1 16.083 839.6 789.7 789.7 16.167 1213.6 1135.2 1135.2 16.250 1781.2 1662.3 1662.3 16.333 2216.3 2125.1 2125.1 16.417 2480.6 2425.3 2425.3 16.500 2702.2 2655.8 2655.8 16.583 2410.3 2471.4 2471.4 16.667 1959.2 2053.7 2053.7 16.750 1497.5 1594.3 1594.3 16.833 1152.4 1224.7 1224.7 16.917 940.5 984.9 984.9 17.000 749.7 789.6 789.6 17.083 610.2 639.4 639.4 I 17.167 475.0 503.3 503.3 17.250 407.9 421.9 421.9 17.333 352.2 363.8 363.8 17.417 299.0 310.1 310.1 17.500 243.2 254.9 254.9 17.583 182.6 195.3 195.3 17.667 132.3 142.8 142.8 17.750 109.0 113.9 113.9 17.833 94.4 97.5 97.5 17.917 84.1 86.3 86.3 18.000 76.5 78.1 78.1 li PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 293.437 AF OUTFLOW VOLUME = 293.437 AF LOSS VOLUME = .000 E FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 6 c: » »> STREAM NUMBER 5 CLEARED AND SET TO ZERO « «< E **** ************************************************************ *********** FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 1 E: » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1904.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .460 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. ii VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .430 I LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 I SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 I *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .914 30- MINUTE FACTOR = .914 1 -HOUR FACTOR = .914 3 -HOUR FACTOR = .987 6 -HOUR FACTOR = .994 24 -HOUR FACTOR = .996 II UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.116 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 Er = _ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.036 238.513 2 3.896 658.595 r 3 10.818 1593.837 4 21.353 2425.898 5 33.573 2813.880 6 49.220 3602.987 7 63.999 3403.089 8 75.817 2721.219 9 84.093 1905.742 r 10 89.565 1259.878 iii 11 93.271 853.456 12 95.768 575.013 13 97.329 359.324 14 98.179 195.811 15 98.519 78.251 16 98.859 78.200 17 99.198 78.224 18 99.538 78.200 19 99.878 78.200 20 100.000 28.184 TOTAL STORM RAINFALL(INCHES) = 9.26 TOTAL SOIL - LOSS(INCHES) = 7.18 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.08 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1139.3980 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 330.1291 1 1 O km 1 1 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H IF HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) E TIME(HRS) VOLUME(AF) Q(CFS) 0. 725.0 1450.0 2175.0 2900.0 12.083 53.2940 74.24 .Q V . . 12.167 53.8076 74.57 .Q V 12.250 54.3215 74.61 .Q V 12.333 54.8339 74.40 .Q V i 12.417 55.3441 74.08 .Q V . 12.500 55.8505 73.53 .Q V . . . 12.583 56.3536 73.06 .Q V . 12.667 56.8553 72.84 .Q V . . 12.750 57.3574 72.90 .Q V 12.833 57.8616 73.21 .Q V . . 12.917 58.3690 73.67 .Q V 13.000 58.8804 74.25 .Q V 13.083 59.3964 74.93 .Q V 13.167 59.9177 75.69 .Q V 13.250 60.4447 76.52 .Q V . 13.333 60.9776 77.38 .Q V 13.417 61.5168 78.28 .Q V 13.500 62.0623 79.21 .Q V . ' 13.583 62.6145 80.18 .Q V 13.667 63.1739 81.22 .Q V ' 13.750 63.7407 82.30 .Q V . _,q 13.833 64.3153 83.44 .Q V . 13.917 64.8988 84.72 .Q V 14.000 65.4936 86.36 .Q V 14.083 66.1142 90.12 .Q V 14.167 66.7853 97.44 .Q V . 14.250 67.5541 111.63 .Q V • 14.333 68.4671 132.57 .Q V . . 14.417 69.5556 158.05 . Q V • 14.500 70.8659 190.25 . Q V • 14.583 72.4046 223.42 . Q V . . . I 14.667 74.1600 254.88 Q V . 14.750 76.1131 283.59 Q V. 14.833 78.2522 310.61 . Q V. 14.917 80.5737 337.07 . Q V. ' I 15.000 83.0805 364.00 . Q V 15.083 85.7779 391.65 . Q V 15.167 88.6762 420.84 . Q V I 15.250 91.7885 451.91 Q .V 15.333 95.1373 486.24 Q .V 15.417 98.7071 518.34 . Q .V 1 15.500 102.4598 544.89 . Q • V 15.583 106.2770 554.26 Q • V 15.667 110.0698 550.72 . Q V 15.750 113.8414 547.64 . Q V . I 15.833 117.5577 539.60 . Q V 15.917 121.4143 559.97 . Q V 16.000 125.8108 638.37 . Q . V 1 • 1 16.083 131.8338 874.55 . • Q V 16.167 140.3923 1242.70 . Q V • Q . I 16.250 152.8147 1803.73 . V Q 16.333 168.5405 2283.39 Q 16.417 186.0177 2537.68 . . V . V Q • I 16.500 205.4623 2823.35 V Q 16.583 223.6380 2639.11 . V . . 16.667 238.8830 2213.58 . ' 16.750 250.7892 1728.79 . . Q V ✓ 16.833 260.0726 1347.94 . . Q . .V . ▪ 16.917 267.5448 1084.96 . Q • V ' 17.000 273.6478 886.16 . • Q V 17.083 278.5921 717.91 . Q. . V ' 17.167 282.5684 577.36 Q V ' 17.250 285.7692 464.76 . Q . V ' 17.333 288.5439 402.89 . Q V 17.417 290.9300 346.46 . Q V Is 17.500 292.9250 289.68 . Q V ' 17.583 294.5494 235.87 . Q . . V ' 17.667 295.7534 174.81 . Q . . V 17.750 296.6831 134.99 .Q . . V . 17.833 297.4828 116.11 .Q . . V ' 17.917 298.1988 103.97 .Q . . V a 18.000 298.8523 94.89 .Q . V . * * * * * * * * * * * * * * * * * * * * * * * * *..... .........* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5.1 li » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD « « < _ = THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: r BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 r UPSTREAM ELEVATION = 1336.00 DOWNSTREAM ELEVATION = 1327.00 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN- FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: 1 AVERAGED PEAK 5- MINUTE [ 20.77] AVERAGED PEAK 15- MINUTE [ 20.44] I AVERAGED PEAK 30- MINUTE [ 19.80] AVERAGED PEAK 1 -HOUR [ 18.12] AVERAGED PEAK 3 -HOUR [ 14.50] AVERAGED PEAK 6 -HOUR [ 11.84] I AVERAGED PEAK 24 -HOUR [ 7.94] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 19.000 HYDROGRAPH TRANSLATION TIME (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 19.000) = .019 HRS 1 TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) 1 AMW (HRS) (CFS) (CFS) (CFS) 12.083 74.2 74.1 74.1 12.167 74.6 74.5 74.5 12.250 74.6 74.6 74.6 12.333 74.4 74.5 74.5 12.417 74.1 74.2 74.2 12.500 73.5 73.7 73.7 12.583 73.1 73.2 73.2 12.667 72.8 72.9 72.9 E 12.750 72.9 72.9 72.9 12.833 73.2 73.1 73.1 12.917 73.7 73.6 73.6 C 13.000 74.3 74.1 74.1 13.083 74.9 74.8 74.8 13.167 75.7 75.5 75.5 13.250 76.5 76.3 76.3 13.333 77.4 77.2 77.2 13.417 78.3 78.1 78.1 13.500 79.2 79.0 79.0 13.583 80.2 80.0 80.0 13.667 81.2 81.0 81.0 13.750 82.3 82.0 82.0 13.833 83.4 83.2 83.2 C 13.917 84.7 84.4 84.4 14.000 86.4 86.0 86.0 14.083 90.1 89.2 89.2 C 14.167 97.4 95.7 95.7 14.250 111.6 108.3 108.3 14.333 132.6 127.7 127.7 14.417 158.0 152.1 152.1 14.500 190.3 182.8 182.8 14.583 223.4 215.7 215.7 14.667 254.9 247.6 247.6 14.750 283.6 276.9 276.9 14.833 310.6 304.3 304.3 14.917 337.1 330.9 330.9 C 15.000 364.0 357.8 357.8 15.083 391.7 385.2 385.2 15.167 420.8 414.1 414.1 15.250 451.9 444.7 444.7 15.333 486.2 478.3 478.3 15.417 518.3 510.9 510.9 15.500 544.9 538.7 538.7 15.583 554.3 552.1 552.1 15.667 550.7 551.5 551.5 15.750 547.6 548.4 548.4 15.833 539.6 541.5 541.5 15.917 560.0 555.3 555.3 16.000 638.4 620.2 620.2 16.083 874.5 819.9 819.9 16.167 1242.7 1157.4 1157.4 16.250 1803.7 1673.8 1673.8 16.333 2283.4 2172.3 2172.3 16.417 2537.7 2478.8 2478.8 16.500 2823.4 2757.2 2757.2 16.583 2639.1 2681.8 2681.8 16.667 2213.6 2312.1 2312.1 16.750 1728.8 1841.1 1841.1 16.833 1347.9 1436.1 1436.1 16.917 1085.0 1145.9 1145.9 1! 17.000 886.2 932.2 932.2 17.083 717.9 756.9 756.9 I 17.167 577.4 609.9 609.9 17.250 464.8 490.8 490.8 17.333 402.9 417.2 417.2 17.417 346.5 359.5 359.5 I 17.500 289.7 302.8 302.8 17.583 235.9 248.3 248.3 17.667 174.8 189.0 189.0 17.750 135.0 144.2 144.2 17.833 116.1 120.5 120.5 17.917 104.0 106.8 106.8 E 18.000 94.9 97.0 97.0 P SUMMARY OF STORAGE: INFLOW VOLUME = 330.129 AF OUTFLOW VOLUME = 330.129 AF LOSS VOLUME = .000 AF ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 6 li » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO« «< ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 1 I: » » >UNIT- HYDROGRAPH ANALYSIS « «< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1964.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .480 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) C MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. V ALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 I LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* I SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 I SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAAINFALL(INCH) = 9.30 I *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .912 30- MINUTE FACTOR = .912 I 1 -HOUR FACTOR = .912 3 -HOUR FACTOR = .987 6 -HOUR FACTOR = .993 24 -HOUR FACTOR = .996 I: 1 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 17.361 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 1 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .992 235.636 2 3.623 624.975 3 9.840 1476.595 4 19.718 2346.305 5 31.144 2713.913 6 45.405 3387.299 7 60.267 3529.995 8 72.549 2917.318 9 81.467 2118.151 10 87.743 1490.586 11 91.764 955.087 12 94.735 705.826 13 96.587 439.883 14 97.839 297.380 15 98.314 112.643 16 98.639 77.331 17 98.965 77.344 18 99.290 77.304 19 99.616 77.304 20 99.941 77.304 21 100.000 13.944 TOTAL STORM RAINFALL(INCHES) = 9.26 I TOTAL SOIL - LOSS(INCHES) = 7.15 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.12 11 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1169.8550 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 345.9770 1 1 1 C 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H il = HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 700.0 1400.0 2100.0 2800.0 12.083 54.8832 76.46 .Q V . , C 12.167 55.4122 76.81 .Q V . 12.250 55.9417 76.89 .Q V . 12.333 56.4699 76.69 .Q V . . . 12.417 56.9960 76.38 .Q V . , 12.500 57.5185 75.87 .Q V . . 12.583 58.0373 75.33 .Q V . . 12.667 58.5541 75.03 .Q V . . 12.750 59.0707 75.02 .Q V . . 12.833 59.5890 75.25 .Q V . , 12.917 60.1102 75.68 .Q V . . 13.000 60.6352 76.23 .Q V . . 13.083 61.1648 76.89 .Q V . . 13.167 61.6995 77.64 .Q V . r 13.250 62.2399 78.47 .Q V 13.333 62.7864 79.36 .Q V . . . 13.417 63.3392 80.27 .Q V . . . 13.500 63.8987 81.23 .Q V 13.583 64.4649 82.22 .Q V . . . 13.667 65.0383 83.26 .Q V . . . 13.750 65.6192 84.36 .Q V . . . 13.833 66.2088 85.60 .Q V . . . 13.917 66.8094 87.22 .Q V . . . 14.000 67.4266 89.61 .Q V . . . 14.083 68.0793 94.77 .Q V . . , 14.167 68.7944 103.84 .Q V . . . 14.250 69.6198 119.84 .Q V . . . 14.333 70.6062 143.23 . Q V . . . 14.417 71.7837 170.97 . Q V . . . 14.500 73.1922 204.51 . Q V . . . 14.583 74.8487 240.53 . Q V . . , I 14.667 76.7404 274.67 . Q V . . , 14.750 78.8463 305.77 . Q V. . . 14.833 81.1531 334.96 . Q V. . , I 14.917 83.6510 362.69 . Q V. 15.000 86.3430 390.88 . Q V. . , 15.083 89.2316 419.43 . Q V . , 15.167 92.3277 449.55 . Q V . , I 15.250 95.6416 481.17 . Q .V . , 15.333 99.1939 515.80 . Q .V . , 15.417 102.9696 548.23 . Q .V . , 15.500 106.9346 575.72 . Q . V Ill 15.583 110.9832 587.86 . Q . V . , 15.667 115.0201 586.15 . Q . V . , II 15.750 119.0489 584.98 . Q . V . , 15.833 123.0512 581.13 . Q . V . 15.917 127.1615 596.83 . Q . V . 16.000 131.7590 667.56 . Q. V . . E 16.083 137.9007 891.77 . . Q V . 16.167 146.4137 1236.09 . . VQ I 16.250 158.5592 1763.53 V . Q . 16.333 174.0940 2255.65 V • Q 16.417 191.3898 2511.36 . . . V Q 16.500 210.5613 2783.69 . . . V . Q. I 16.583 229.5235 2753.32 . . . V . Q. 16.667 245.8638 2372.60 . . . V . Q 16.750 258.9321 1897.52 . . . Q V. 16.833 269.3481 1512.41 . . .Q .V 16.917 277.5950 1197.45 . . Q . • V 17.000 284.5119 1004.34 . Q . . V 17.083 290.1187 814.10 . .Q . V 17.167 294.7705 675.45 . Q. . . V . 17.250 298.4180 529.61 . Q . . . V . 17.333 301.5149 449.66 . Q . . V 17.417 304.1954 389.22 . Q . . . V . 17.500 306.4796 331.67 . Q . . . V . 17.583 308.3732 274.94 . Q . . . V . 17.667 309.9207 224.70 . Q . . . V . 17.750 311.0455 163.32 . Q . . . V . 17.833 311.9544 131.98 .Q . . . V . 17.917 312.7481 115.24 .Q . . . V . 18.000 313.4644 104.01 .Q . . . V . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD «« < THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 C HANNEL Z = .00 UPSTREAM ELEVATION = 1327 DOWNSTREAM ELEVATION = 1312.00 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: 1 AVERAGED PEAK 5- MINUTE [ 24.82] AVERAGED PEAK 15- MINUTE [ 24.52] AVERAGED PEAK 30- MINUTE [ 23.79] AVERAGED PEAK 1 -HOUR [ 21.83] AVERAGED PEAK 3 -HOUR [ 17.49] AVERAGED PEAK 6 -HOUR [ 14.23] AVERAGED PEAK 24 -HOUR [ 9.43] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 23.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 23.000) = .016 HRS 1 TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 76.5 76.4 76.4 12.167 76.8 76.7 76.7 12.250 76.9 76.9 76.9 12.333 76.7 76.7 76.7 12.417 76.4 76.4 76.4 12.500 75.9 76.0 76.0 12.583 75.3 75.4 75.4 12.667 75.0 75.1 75.1 12.750 75.0 75.0 75.0 12.833 75.2 75.2 75.2 12.917 75.7 75.6 75.6 13.000 76.2 76.1 76.1 13.083 76.9 76.8 76.8 13.167 77.6 77.5 77.5 13.250 78.5 78.3 78.3 13.333 79.4 79.2 79.2 13.417 80.3 80.1 80.1 13.500 81.2 81.0 81.0 13.583 82.2 82.0 82.0 13.667 83.3 83.1 83.1 13.750 84.4 84.1 84.1 13.833 85.6 85.4 85.4 13.917 87.2 86.9 86.9 14.000 89.6 89.2 89.2 14.083 94.8 93.8 93.8 14.167 103.8 102.1 102.1 14.250 119.8 116.8 116.8 14.333 143.2 138.8 138.8 14.417 171.0 165.7 165.7 14.500 204.5 198.1 198.1 14.583 240.5 233.6 233.6 14.667 274.7 268.1 268.1 0 14.750 305.8 299.8 299.8 14.833 335.0 329.4 329.4 14.917 362.7 357.4 357.4 15.000 390.9 385.5 385.5 15.083 419.4 414.0 414.0 15.167 449.6 443.8 443.8 15.250 481.2 475.1 475.1 15.333 515.8 509.2 509.2 15.417 548.2 542.0 542.0 15.500 575.7 570.5 570.5 15.583 587.9 585.5 585.5 15.667 586.2 586.5 586.5 15.750 585.0 585.2 585•.2 15.833 581.1 581.9 581.9 15.917 596.8 593.8 593.8 16.000 667.6 654.0 654.0 16.083 891.8 848.9 848.9 16.167 1236.1 1170.2 1170.2 16.250 1763.5 1662.6 1662.6 16.333 2255.7 2161.5 2161.5 16.417 2511.4 2462.4 2462.4 16.500 2783.7 2731.6 2731.6 16.583 2753.3 2759.1 2759.1 16.667 2372.6 2445.4 2445.4 16.750 1897.5 1988.4 1988.4 16.833 1512.4 1586.1 1586.1 16.917 1197.4 1257.7 1257.7 0 17.000 1004.3 1041.3 1041.3 17.083 814.1 850.5 850.5 1 17.167 675.4 702.0 702.0 17.250 529.6 557.5 557.5 17.333 449.7 465.0 465.0 17.417 389.2 400.8 400.8 17.500 331.7 342.7 342.7 17.583 274.9 285.8 285.8 17.667 224.7 234.3 234.3 17.750 163.3 175.1 175.1 17.833 132.0 138.0 138.0 17.917 115.2 118.4 118.4 II 18.000 104.0 106.2 106.2 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 345.977 AF OUTFLOW VOLUME = 345.977 AF LOSS VOLUME = .000 AF '******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 6 1: » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO « «< ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 E R , » »>UNIT- HYDROGRAPH ANALYSIS« « < (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 2224.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .500 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .430 LOW LOSS FRACTION = .890 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = '9.30 1 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .900 30- MINUTE FACTOR = .900 1 -HOUR FACTOR = .900 3 -HOUR FACTOR = .985 6 -HOUR FACTOR = .993 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.667 I RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 IL UNIT HYDROGRAPH DETERMINATION [:- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .952 256.157 2 3.388 655.065 3 9.011 1512.333 4 18.172 2464.137 5 28.932 2894.001 6 41.965 3505.375 7 56.667 3954.278 8 69.152 3358.233 9 78.870 2613.788 10 85.692 1834.832 11 90.226 1219.412 12 93.529 888.357 13 95.777 604.722 14 97.216 386.947 15 98.120 243.218 16 98.437 85.371 17 98.750 84.045 18 99.062 84.031 19 99.375 84.031 20 99.687 84.031 21 100.000 84.031 22 100.000 .103 TOTAL STORM RAINFALL(INCHES) = 9.25 TOTAL SOIL - LOSS(INCHES) = 7.11 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.14 II TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1318.3450 li TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 396.4318 1 1 1 1 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) E TIME(HRS) VOLUME(AF) Q(CFS) 0. 775.0 1550.0 2325.0 3100.0 12.083 68.0759 94.96 .Q V . 12.167 68.7332 95.43 .Q V . 12.250 69.3917 95.62 .Q V . 12.333 70.0493 95.49 .Q V . • 12.417 70.7052 95.24 .Q V . 12.500 71.3580 94.79 .Q V . • 12.583 72.0069 94.22 .Q V . • 12.667 72.6535 93.88 .Q V . . . • 12.750 73.2998 93.84 .Q V . . • 12.833 73.9478 94.10 .Q V . . • 12.917 74.5994 94.61 .Q V . . • 13.000 75.2555 95.27 .Q V . . • 13.083 75.9171 96.06 .Q V . • 13.167 76.5848 96.96 .Q V . • r 13.250 77.2595 97.96 .Q V . • 13.333 77.9416 99.04 .Q V . • 13.417 78.6315 100.18 .Q V . • 13.500 79.3295 101.35 .Q V . 13.583 80.0360 102.58 .Q V - 13.667 80.7513 103.86 .Q V . • • • 13.750 81.4758 105.20 .Q V . • 13.833 82.2100 106.62 .Q V . • 13.917 82.9547 108.12 .Q V . 14.000 83.7111 109.82 .Q V . • 14.083 84.4936 113.62 .Q V . . • 14.167 85.3258 120.83 .Q V . 14.250 86.2556 135.01 .Q V . . 14.333 87.3373 157.07 . Q V . 14.417 88.6063 184.26 . Q V . . 14.500 90.1085 218.11 . Q V. . 14.583 91.8825 257.59 . Q V. I 14.667 93.9199 295.82 Q V. 14.750 96.2050 331.80 Q V- 14.833 98.7184 364.95 . Q V. I 14.917 101.4490 396.48 . Q V 15.000 104.3969 428.03 . Q V 15.083 107.5665 460.23 . Q V 15.167 110.9652 493.50 . Q .V 1 15.250 114.6075 528.86 . Q .V 15.333 118.5083 566.39 Q .V 15.417 122.6513 601.57 . Q . V I 1 15.500 126.9985 631.21 . Q . V 15.583 131.4440 645.49 Q . V 15.667 135.8738 643.21 . Q . V I 15.750 140.2893 641.12 . Q . V 15.833 144.6782 637.27 . Q . V 15.917 149.1354 647.19 . Q . V 16.000 154.0504 713.65 . Q. V 16.083 160.5338 941.40 . . Q V 16.167 169.4206 1290.36 . . QV I 16.250 182.0110 1828.13 . . V . Q 16.333 198.2638 2359.91 . . V 4 16.417 216.5458 2654.55 . .V • Q 16.500 236.7328 2931.14 . . . V Q I 16.583 257.6259 3033.68 . . V . Q. 16.667 276.0437 2674.27 . . V . Q 16.750 291.3061 2216.10 . . QV. c 16.833 303.4302 1760.41 . . • Q V 16.917 313.1167 1406.48 . . Q • .V 17.000 321.2035 1174.21 . • Q • V 17.083 327.8817 969.68 . • Q . V :j 17.167 333.3588 795.27 . Q V 17.250 337.8449 651.38 . Q . V 17.333 341.3904 514.80 . Q V E 17.417 344.4645 446.36 . Q . . V 17.500 347.1068 383.66 . Q . V 17.583 349.3428 324.67 . Q . V 17.667 351.2117 271.37 . Q . . V 17.750 352.7718 226.52 . Q . . V 17.833 353.9012 163.99 . Q . V 17.917 354.8858 142.96 .Q . V 18.000 355.7752 129.15 .Q . V *******.....******..........************ ..... * * * * * * * * * * * * * * * * * * * * *. * * ** _= FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 5.1 li » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« « < THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1312.00 DOWNSTREAM ELEVATION = 1302.00 CHANNEL LENGTH(FT) = 1800.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 19.70] AVERAGED PEAK 15- MINUTE [ 19.40] I AVERAGED PEAK 30- MINUTE [ 18.94] AVERAGED PEAK 1 -HOUR [ 17.53] AVERAGED PEAK 3 -HOUR [ 14.21] AVERAGED PEAK 6 -HOUR [ 11.68] I AVERAGED PEAK 24 -HOUR [ 7.92] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 18.000 HYDROGRAPH TRANSLATION TIME I = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1800.00)/( 18.000) = .028 HRS 1 TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) 1 (HRS) (CFS) (CFS) (CFS) 12.083 95.0 94.8 94.8 12.167 95.4 95.3 95.3 12.250 95.6 95.6 95.6 12.333 95.5 95.5 95.5 12.417 95.2 95.3 95.3 12.500 94.8 94.9 94.9 12.583 94.2 94.4 94.4 12.667 93.9 94.0 94.0 12.750 93.8 93.9 93.9 12.833 94.1 94.0 94.0 12.917 94.6 94.4 94.4 C 13.000 95.3 95.0 95.0 13.083 96.1 95.8 95.8 13.167 97.0 96.7 96.7 13.250 98.0 97.6 97.6 13.333 99.0 98.7 98.7 13.417 100.2 99.8 99.8 13.500 101.4 101.0 101.0 13.583 102.6 102.2 102.2 13.667 103.9 103.4 103.4 13.750 105.2 104.7 104.7 13.833 106.6 106.1 106.1 13.917 108.1 107.6 107.6 14.000 109.8 109.3 109.3 14.083 113.6 112.4 112.4 14.167 120.8 118.4 118.4 14.250 135.0 130.3 130.3 14.333 157.1 149.7 149.7 C 14.417 184.3 175.2 175.2 14.500 218.1 206.8 206.8 14.583 257.6 244.4 244.4 14.667 295.8 283.1 283.1 E 14.750 331.8 319.8 319.8 14.833 365.0 353.9 353.9 14.917 396.5 386.0 386.0 15.000 428.0 417.5 417.5 15.083 460.2 449.5 449.5 15.167 493.5 482.4 482.4 15.250 528.9 517.1 517.1 15.333 566.4 553.9 553.9 15.417 601.6 589.8 589.8 15.500 631.2 621.3 621.3 15.583 645.5 640.7 640.7 15.667 643.2 644.0 644.0 15.750 641.1 641.8 641.8 15.833 637.3 638.6 638.6 15.917 647.2 643.9 643.9 16.000 713.7 691.5 691.5 16.083 941.4 865.5 865.5 16.167 1290.4 1174.0 1174.0 16.250 1828.1 1648.9 1648.9 16.333 2359.9 2182.6 2182.6 16.417 2654.6 2556.3 2556.3 16.500 2931.1 2838.9 2838.9 16.583 3033.7 2999.5 2999.5 II 16.667 2674.3 2794.1 2794.1 16.750 2216.1 2368.8 2368.8 16.833 1760.4 1912.3 1912.3 16.917 1406.5 1524.5 1524.5 ili 17.000 1174.2 1251.6 1251.6 17.083 969.7 1037.9 1037.9 I 17.167 795.3 853.4 853.4 17.250 651.4 699.3 699.3 17.333 514.8 560.3 560.3 17.417 446.4 469.2 469.2 17.500 383.7 404.6 404.6 17.583 324.7 344.3 344.3 17.667 271.4 289.1 289.1 17.750 226.5 241.5 241.5 17.833 164.0 184.8 184.8 17.917 143.0 150.0 150.0 IF 18.000 129.1 133.8 133.8 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 396.432 AF I OUTFLOW VOLUME = 396.432 AF LOSS VOLUME = .000 AF ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 6 li » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO « «< ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 1 II » » >UNIT- HYDROGRAPH ANALYSIS ««< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 2284.000 ACRES I BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .530 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 I LOW LOSS FRACTION = .900 * HYDROGRAPH MODEL #1 SPECIFIED* I SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 I SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 I *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .897 30- MINUTE FACTOR = .897 I 1 -HOUR FACTOR = .897 3 -HOUR FACTOR = .985 6 -HOUR FACTOR = .992 I 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 15.723 r i 74 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 fT IL UNIT HYDROGRAPH DETERMINATION E INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .898 248.177 2 3.092 605.909 3 7.926 1335.339 4 16.197 2284.628 5 26.003 2708.569 6 37.467 3166.485 7 51.557 3892.105 8 64.170 3484.011 9 74.617 2885.656 iii 10 82.260 2111.068 11 87.810 1533.046 12 91.469 1010.579 P' 13 94.302 782.773 i im 14 96.177 517.698 15 97.449 351.335 16 98.163 197.413 17 98.458 81.457 18 98.753 81.371 19 99.048 81.489 r 20 99.342 81.371 iio 21 99.637 81.371 22 99.932 81.371 i 23 100.000 18.905 iv !r" ill "' TOTAL STORM RAINFALL(INCHES) = 9.25 TOTAL SOIL - LOSS(INCHES) = 7.14 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.11 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1359.7860 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 401.2552 1 1 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H li . HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) ' VOLUME(AF) Q(CFS) 0. 775.0 1550.0 2325.0 3100.0 12.083 63.3752 88.45 .Q V . . 12.167 63.9874 88.89 .Q V . . 12.250 64.6012 89.11 .Q V . . 12.333 65.2144 89.04 .Q V . . 12.417 65.8263 88.85 .Q V . . 12.500 66.4359 88.52 .Q V . . 12.583 67.0419 87.99 .Q V . . 12.667 67.6453 87.61 .Q V . . 12.750 68.2476 87.46 .Q V . . 12.833 68.8509 87.60 .Q V . . 12.917 69.4567 87.96 .Q V 1 13.000 70.0663 88.51 .Q V . ho 13.083 70.6805 89.18 .Q V . . 13.167 71.3001 89.97 .Q V . . IP 13.250 71.9257 90.85 .Q V I 13.333 72.5580 91.81 .Q V 13.417 73.1975 92.86 .Q V . . 13.500 73.8445 93.94 .Q V . . • a 13.583 74.4992 95.07 .Q V 13.667 75.1620 96.24 .Q V . . . 13.750 75.8334 97.48 .Q V . . 13.833 76.5141 98.85 .Q V . . . 13.917 77.2073 100.65 .Q V . . 14.000 77.9179 103.18 .Q V . 14.083 78.6667 108.73 .Q V • i 14.167 79.4817 118.34 .Q V . • • 14.250 80.4097 134.74 .Q V . . . 14.333 81.5106 159.85 . Q V . 14.417 82.8218 190.40 . Q V . . . 14.500 84.3794 226.16 . Q V . . . 14.583 86.2311 268.86 . Q V . . . 14.667 88.3701 310.58 . Q V . . . 14.750 90.7827 350.32 . Q V. . . 14.833 93.4449 386.56 . Q V. . . 14.917 96.3451 421.10 . Q V. . . 15.000 99.4713 453.94 . Q V. . . 15.083 102.8303 487.71 . Q V . . 15.167 106.4243 521.85 . Q V . . I 15.250 110.2670 557.97 . Q V . . 15.333 114.3715 595.97 . Q .V . . 15.417 118.7178 631.08 . Q .V . . 15.500 123.2719 661.26 . Q . V . . 15.583 127.9491 679.13 . Q . V . . 15.667 132.6303 679.71 . Q . V . . 15.750 137.3155 680.29 . Q . V . . 15.833 142.0155 682.44 . Q . V . . 15.917 146.7664 689.84 . Q . V . . 16.000 151.9053 746.16 . Q. V . . 16.083 158.4669 952.75 . . Q V . 16.167 167.1762 1264.58 . . Q . 16.250 179.1628 1740.46 . . V . Q . 16.333 194.7673 2265.78 . . V. Q. . 16.417 212.4140 2562.30 . . .V • Q . 16.500 231.7868 2812.93 . . . V . Q . I 16.583 252.8313 3055.67 . . . V . Q. 16.667 272.1178 2800.39 . . . V . Q . 16.750 288.7704 2417.96 . . . V .Q . 16.833 302.3033 1964.98 . . . Q V . 16.917 313.4338 1616.15 . . Q .V . 17.000 322.4591 1310.46 . Q • . V . 17.083 330.1958 1123.38 . • Q . . V . 17.167 336.5825 927.34 .Q . . V . 17.250 341.8926 771.03 . Q. . . V . 17.333 346.1833 623.01 . Q . . . V . 17.417 349.6529 503.79 . Q . . . V . II 17.500 352.6500 435.18 . Q . . . V . 17.583 355.2002 370.30 . Q . . . V 17.667 357.3546 312.82 . Q . . V 17.750 359.1591 262.01 . Q . . . V , 17.833 360.6738 219.92 . Q . . . V . 17.917 361.8132 165.45 . Q . . . V . 18.000 362.7580 137.18 .Q . . . V . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** iii FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, Pi AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. 1 ASSUMED REGULAR CHANNEL INFORMATION: A BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 kat UPSTREAM ELEVATION = 1302.00 DOWNSTREAM ELEVATION = 1287.00 Po CHANNEL LENGTH(FT) = 3400.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 ir. MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 18.12] AVERAGED PEAK 15- MINUTE [ 17.85] AVERAGED PEAK 30- MINUTE [ 17.44] AVERAGED PEAK 1 -HOUR [ 16.31] AVERAGED PEAK 3 -HOUR [ 13.34] AVERAGED PEAK 6 -HOUR [ 11.01] AVERAGED PEAK 24 -HOUR [ 7.39] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 17.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 3400.00)/( 17.000) = .056 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) (HRS) (CFS) (CFS) (CFS) 12.083 88.5 88.1 88.1 rd 12.167 88.9 88.6 88.6 III 12.250 89.1 89.0 89.0 12.333 89.0 89.1 89.1 12.417 88.8 89.0 89.0 12.500 88.5 88.7 88.7 12.583 88.0 88.3 88.3 12.667 87.6 87.9 87.9 !4 12.750 87.5 87.6 87.6 iiii 12.833 87.6 87.5 87.5 12.917 88.0 87.7 87.7 13.000 88.5 88.1 88.1 13.083 89.2 88.7 88.7 13.167 90.0 89.4 89.4 13.250 90.8 90.3 90.3 13.333 91.8 91.2 91.2 13.417 92.9 92.2 92.2 13.500 93.9 93.2 93.2 13.583 95.1 94.3 94.3 13.667 96.2 95.5 95.5 13.750 97.5 96.7 96.7 13.833 98.8 97.9 97.9 Ili 13.917 100.6 99.4 99.4 14.000 103.2 101.5 101.5 14.083 108.7 105.0 105.0 14.167 118.3 111.9 111.9 14.250 134.7 123.8 123.8 14.333 159.8 143.1 143.1 14.417 190.4 170.0 170.0 14.500 226.2 202.3 202.3 14.583 268.9 240.4 240.4 14.667 310.6 282.8 282.8 14.750 350.3 323.8 323.8 14.833 386.6 362.4 362.4 14.917 421.1 398.1 398.1 15.000 453.9 432.0 432.0 15.083 487.7 465.2 465.2 15.167 521.8 499.1 499.1 �„ 15.250 558.0 533.9 533.9 ' 15.333 596.0 570.6 570.6 I' 15.417 631.1 607.7 607.7 15.500 661.3 641.1 641.1 15.583 679.1 667.2 667.2 15.667 679.7 679.3 679.3 15.750 680.3 679.9 679.9 15.833 682.4 681.0 681.0 15.917 689.8 684.9 684.9 16.000 746.2 708.6 708.6 16.083 952.7 815.0 815.0 16.167 1264.6 1056.7 1056.7 16.250 1740.5 1423.2 1423.2 16.333 2265.8 1915.6 1915.6 16.417 2562.3 2364.6 2364.6 16.500 2812.9 2645.8 2645.8 16.583 3055.7 2893.8 2893.8 16.667 2800.4 2970.6 2970.6 16.750 2418.0 2672.9 2672.9 16.833 1965.0 2267.0 2267.0 16.917 1616.1 1848.7 1848.7 ON 17.000 1310.5 1514.3 1514.3 17.083 1123.4 1248.1 1248.1 17.167 927.3 1058.0 1058.0 17.250 771.0 875.2 875.2 17.333 623.0 721.7 721.7 17.417 503.8 583.3 583.3 17.500 435.2 480.9 480.9 17.583 370.3 413.5 413.5 17.667 312.8 351.1 351.1 17.750 262.0 295.9 295.9 17.833 219.9 248.0 248.0 17.917 165.4 201.8 201.8 18.000 137.2 156.0 156.0 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 401.255 AF OUTFLOW VOLUME = 401.255 AF LOSS VOLUME = .000 AF * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 6 » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO« «< I:* ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 1 r i » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 2560.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .580 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 r LOW LOSS FRACTION = .890 * HYDROGRAPH MODEL #1 SPECIFIED* I SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .55 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= 1.13 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.50 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.75 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.00 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 9.30 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .885 30- MINUTE FACTOR = .885 1 -HOUR FACTOR = .885 3 -HOUR FACTOR = .983 6 -HOUR FACTOR = .991 1 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 14.368 L ill iii RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 :L UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH Pm NUMBER MEAN VALUES ORDINATES(CFS) L 1 .821 254.187 2 2.725 589.474 !" 3 6.469 1159.183 . 4 13.514 2180.976 5 22.087 2654.436 6 31.759 2994.479 7 43.441 3616.507 8 56.207 3952.406 Im, 9 67.221 3409.943 10 76.251 2795.768 i 11 82.895 2056.908 12 87.863 1538.190 4"" 13 91.221 1039.507 lip 14 93.920 835.676 15 95.791 579.149 r 16 97.035 385.363 L 17 97.984 293.784 18 98.308 100.333 19 98.578 83.371 p" 20 98.847 83.416 w 21 99.116 83.374 22 99.386 83.374 •* 23 99.655 83.374 24 99.924 83.374 25 100.000 23.448 pm w TOTAL STORM RAINFALL(INCHES) = 9.25 TOTAL SOIL - LOSS(INCHES) = 7.09 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.17 li TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1511.5870 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 462.2537 ill r r. 1 ii • 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H 1: HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) C TIME(HRS) VOLUME(AF) Q(CFS) 0. 800.0 1600.0 2400.0 3200.0 12.083 77.7247 108.62 .Q V . 12.167 78.4767 109.19 .Q V . 12.250 79.2313 109.57 .Q V . 12.333 79.9863 109.62 .Q V . r 12.417 80.7405 109.51 .Q V . . 12.500 81.4933 109.32 .Q V . . 12.583 82.2435 108.92 .Q V . . 12.667 82.9903 108.44 .Q V . . . 12.750 83.7354 108.19 .Q V . . . 12.833 84.4805 108.19 .Q V . . . 12.917 85.2277 108.49 .Q V Pa 13.000 85.9785 109.02 .Q V . . . hi 13.083 86.7345 109.76 .Q V . . . 13.167 87.4963 110.62 .Q V . . . r 13.250 88.2649 111.60 .Q V . 6 13.333 89.0412 112.71 .Q V . . . 13.417 89.8255 113.89 .Q V . . . 13.500 90.6189 115.20 .Q V 13.583 91.4216 116.55 .Q V . . 13.667 92.2341 117.98 .Q V . . 13.750 93.0568 119.45 .Q V . . 13.833 93.8901 121.00 .Q V . 13.917 94.7360 122.82 .Q V . 14.000 95.5976 125.11 .Q V . . 14.083 96.4939 130.14 .Q V . • 14.167 97.4523 139.15 .Q V . 14.250 98.5130 154.01 .Q V . . 14.333 99.7412 178.35 . Q V . 14.417 101.1781 208.63 Q V . 14.500 102.8601 244.23 . Q V . . . 14.583 104.8355 286.82 . Q V. . . II 14.667 107.1380 334.32 . Q V. . . ill 14.750 109.7550 379.98 . Q V. . . 14.833 112.6714 423.46 . Q V. . . 14.917 115.8638 463.54 Q V . 15.000 119.3230 502.27 . Q V . . 15.083 123.0391 539.58 . Q V . . 15.167 127.0210 578.18 . Q V . . 1 15.250 131.2748 617.64 Q .V . 15.333 135.8145 659.17 . Q .V . . 15.417 140.6147 696.99 . Q . V . . I 15.500 145.6386 729.47 . Q. V . . 15.583 150.8208 752.45 . Q. V . . 15.667 156.0291 756.26 . Q. V . . I 15.750 161.2460 757.48 . Q. V . . 15.833 166.5076 763.99 . Q. V . . 15.917 171.8569 776.72 . Q. V . . 16.000 177.5013 819.57 . Q V . . 16.083 184.4311 1006.21 . • Q V ' 16.167 193.2637 1282.48 . QV .Q . 16.250 204.8775 1686.32 . V. Q . 16.333 220.2506 2232.18 . V .Q 16.417 237.8101 2549.64 . V . Q 16.500 256.9798 2783.43 . V 0 li 16.583 277.9930 3051.12 . V Q. 16.667 299.5217 3125.96 . V Q 16.750 318.8342 2804.18 . VQ • ✓ 16.833 335.4878 2418.10 . . Q V ▪ 16.917 349.2426 1997.20 . •V 17.000 360.8194 1680.95 . .Q . V 17.083 370.3844 1388.84 . . Q V . ri 17.167 378.7119 1209.15 Q . V 17.250 385.6816 1012.00 • Q V 17.333 391.4529 837.99 . Q V . 17.417 396.2982 703.54 Q • V 17.500 400.0835 549.63 Q V 17.583 403.3083 468.25 . Q . V • 17.667 406.0674 400.62 . Q • 17.750 408.4409 344.63 . Q V 17.833 410.4789 295.92 . Q V 17.917 412.2473 256.76 . Q V 18.000 413.7851 223.29 . Q END OF FLOOD ROUTING ANALYSIS hir re it r. L II I: li ' ************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** F L O O D R O U T I N G A N A L Y S I S USING ORANGE /SAN BERNARDINO COUNTY UNIT - HYDROGRAPH (1986 MANUAL) (c) Copyright 1989 -93 Advanced Engineering Software (aes) PR illi Ver. 2.7A Release Date: 7/20/93 License ID 1209 Analysis prepared by: BILL MANN & ASSOCIATES, INC 1802 COMMERCENTER WEST SUITE A SAN BERNARDINO, CALIF 92408 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** BASELINE AVE STORM DRAIN * * 25 -YR PROPOSED CONDITION * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: BASELN . DAT _ (3 �S TIME /DATE OF STUDY: 14:17 7/18/1997 Maw n _ Z (0- . cis i iii ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS« «< E: (UNIT - HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 948.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .360 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. Ito THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED iii MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .410 LOW LOSS FRACTION = .960 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 1 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .957 30- MINUTE FACTOR = .957 1 -HOUR FACTOR = .957 3 -HOUR FACTOR = .994 2 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES 11 1 I: UNIT INTERVAL PERCENTAGE OF LAG -TIME = 23.148 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 1.364 156.362 2 6.297 565.579 3 17.969 1338.229 4 33.297 1757.328 5 53.096 2269.925 6 70.631 2010.322 7 82.621 1374.619 8 89.880 832.220 9 94.282 504.678 10 96.815 290.436 11 98.135 151.366 12 98.585 51.589 13 99.019 49.746 14 99.453 49.746 p , 15 99.887 49.746 L 16 100.000 12.983 n L TOTAL STORM RAINFALL(INCHES) = 7.21 TOTAL SOIL - LOSS(INCHES) = 6.09 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.11 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 481.4493 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 87.7444 1 ri ::. 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 li HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) C TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 12.083 8.1958 11.54 Q V . . . w 12.167 8.2757 11.60 Q V . . . 12.250 8.3559 11.65 Q V . . . 12.333 8.4363 11.67 Q V . . . 12.417 8.5167 11.68 Q V . . . 12.500 8.5973 11.70 Q V . . . 12.583 8.6782 11.75 Q V . . . 12.667 8.7596 11.82 Q V 12.750 8.8417 11.92 Q V . . . 12.833 8.9245 12.02 Q V . . . r 12 .917 9.0081 12 .14 Q V . . . E 13.000 9.0926 12.26 Q V . . . hr 13.083 9.1779 12.39 Q V . . . 13.167 9.2642 12.52 Q V . . . ✓ 13.250 9.3514 12.66 Q V • 13.333 9.4396 12.81 Q V 13.417 9.5289 12.96 Q V . . . 13.500 9.6192 13.12 Q V 13.583 9.7107 13.28 Q V . . . 13.667 9.8033 13.45 Q V . . . 13.750 9.8972 13.63 Q V . . . 13.833 9.9923 13.82 Q V 13.917 10.0888 14.01 Q V 14.000 10.1867 14.22 Q V . . . 14.083 10.2862 14.44 Q V 14.167 10.3873 14.68 Q V . . . 14.250 10.4907 15.01 Q V . . . r , 14.333 10.5981 15.60 Q V . . . 14.417 10.7140 16.84 Q V "i 14.500 10.8454 19.07 Q V . . . 14.583 11.0027 22.85 Q V . . . 14.667 11.1964 28.12 Q V . . . 14.750 11.4383 35.12 .Q V . . . 14.833 11.7362 43.26 .Q V . . . 14.917 12.0992 52.71 .Q V . . . 15.000 12.5334 63.04 .Q V . . . 15.083 13.0477 74.68 . Q V . . . 15.167 13.6486 87.25 . Q V . . . 1 15.250 14.3473 101.44 . Q V . . . 15.333 15.1523 116.89 . Q V . . . 15.417 16.0618 132.06 . Q V . . . ▪ 15.500 17.0428 142.45 . Q V . . . ▪ 15.583 18.0323 143.67 . Q V . . . 15.667 19.0060 141.37 . Q V . . . 15.750 19.9485 136.86 . Q V. . . 15.833 20.9382 143.70 . Q V. . . 15.917 22.1472 175.54 . Q V . . 16.000 23.7974 239.61 . Q V . . iiii li 16.083 26.4863 390.43 . .QV . . • 16.167 30.8987 640.69 . . V Q . . 16.250 37.6809 984.77 . . V . Q . . 16.333 45.7815 1176.20 . . V Q . 16.417 54.8153 1311.72 . . . V . Q 16.500 62.6990 1144.71 . . . V . Q . 16.583 68.5013 842.48 . Q .V . 16.667 72.4969 580.17 . . Q . . V 16.750 75.3323 411.70 . .Q . . V . ▪ 16.833 77.3630 294.86 . Q . . . V . ▪ 16.917 78.8088 209.93 . Q . . . V . 17.000 79.8121 145.69 . Q . . . V . 17.083 80.6241 117.90 . Q . . . V . 17.167 81.2748 94.48 . Q . . . V . 17.250 81.7793 73.26 . Q . . . V . 17.333 82.0879 44.80 .Q . . . V . 17.417 82.2914 29.55 Q . . . V . 17.500 82.4502 23.06 Q . . . V . 17.583 82.5850 19.57 Q . . . V . 17.667 82.7032 17.17 Q . . . V . 17.750 82.8103 15.55 Q . . . V . 17.833 82.9102 14.50 Q . . . V . 17.917 83.0050 13.76 Q . . . V . 18.000 83.0957 13.18 Q . . . V . 11*************************************************************************** ii FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 1 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1395.00 DOWNSTREAM ELEVATION = 1388.00 Pm CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 Ito CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 15.60] AVERAGED PEAK 15- MINUTE [ 15.24] AVERAGED PEAK 30- MINUTE [ 14.44] AVERAGED PEAK 1 -HOUR [ 12.79] AVERAGED PEAK 3 -HOUR [ 9.58] AVERAGED PEAK 6 -HOUR [ 7.60] AVERAGED PEAK 24 -HOUR [ 4.83] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 16.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 16.000) = .023 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 1) FLOW (STREAM 1) d Om ill (HRS) (CFS) (CFS) (CFS) 12.083 11.5 11.5 11.5 12.167 11.6 11.6 11.6 12.250 11.6 11.6 11.6 12.333 11.7 11.7 11.7 12.417 11.7 11.7 11.7 12.500 11.7 11.7 11.7 12.583 11.7 11.7 11.7 12.667 11.8 11.8 11.8 12.750 11.9 11.9 11.9 12.833 12.0 12.0 12.0 12.917 12.1 12.1 12.1 r 13.000 12.3 12.2 12.2 13.083 12.4 12.4 12.4 ito 13.167 12.5 12.5 12.5 13.250 12.7 12.6 12.6 13.333 12.8 12.8 12.8 13.417 13.0 12.9 12.9 13.500 13.1 13.1 13.1 r 13.583 13.3 13.2 13.2 lir 13.667 13.5 13.4 13.4 13.750 13.6 13.6 13.6 13.833 13.8 13.8 13.8 13.917 14.0 14.0 14.0 14.000 14.2 14.2 14.2 14.083 14.4 14.4 14.4 14.167 14.7 14.6 14.6 14.250 15.0 14.9 14.9 14.333 15.6 15.4 15.4 14.417 16.8 16.5 16.5 14.500 19.1 18.5 18.5 14.583 22.8 21.8 21.8 14.667 28.1 26.7 26.7 14.750 35.1 33.2 33.2 14.833 43.3 41.0 41.0 14.917 52.7 50.1 50.1 15.000 63.0 60.2 60.2 15.083 74.7 71.5 71.5 15.167 87.3 83.8 83.8 15.250 101.4 97.5 97.5 C 15.333 116.9 112.6 112.6 15.417 132.1 127.9 127.9 15.500 142.5 139.6 139.6 1 15.583 143.7 143.3 143.3 15.667 141.4 142.0 142.0 15.750 136.9 138.1 138.1 15.833 143.7 141.8 141.8 ` 15.917 175.5 166.8 166.8 16.000 239.6 222.0 222.0 16.083 390.4 349.0 349.0 16.167 640.7 571.9 571.9 16.250 984.8 890.2 890.2 16.333 1176.2 1123.6 1123.6 16.417 1311.7 1274.5 1274.5 16.500 1144.7 1190.6 1190.6 16.583 842.5 925.6 925.6 16.667 580.2 652.3 652.3 16.750 411.7 458.0 458.0 16.833 294.9 327.0 327.0 16.917 209.9 233.3 233.3 ill 17.000 145.7 163.4 163.4 17.083 117.9 125.5 125.5 17.167 94.5 100.9 100.9 17.250 73.3 79.1 79.1 17.333 44.8 52.6 52.6 17.417 29.6 33.7 33.7 17.500 23.1 24.8 24.8 17.583 19.6 20.5 20.5 17.667 17.2 17.8 17.8 17.750 15.5 16.0 16.0 17.833 14.5 14.8 14.8 17.917 13.8 14.0 14.0 E 18.000 13.2 13.3 13.3 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 87.744 AF OUTFLOW VOLUME = 87.744 AF LOSS VOLUME = .000 AF r******* ************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 3.00 IS CODE = 1 : » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 1026.000 ACRES 7 BASEFLOW = .000 CFS /SQUARE -MILE , s *USER ENTERED "LAG" TIME = .380 HOURS Om CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) ° MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. �r MAY S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .410 r LOW LOSS FRACTION = .950 Iw * HYDROGRAPH MODEL #1 SPECIFIED* ,,, SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 iii SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 3 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .954 30- MINUTE FACTOR = .954 1 -HOUR FACTOR = .954 3 -HOUR FACTOR = .993 6 -HOUR FACTOR = .997 24 -HOUR FACTOR = .998 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 21.930 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 ii El MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II = UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) rk 1 1.280 158.801 2 5.622 538.753 3 16.129 1303.734 4 30.247 1751.773 5 48.260 2235.191 6 66.004 2201.640 7 79.190 1636.156 8 87.542 1036.364 9 92.554 621.840 r 10 95.746 396.038 Iii 11 97.576 227.082 12 98.322 92.647 13 98.734 51.023 p 14 99.145 51.011 ilor 15 99.556 51.011 16 99.967 51.011 17 100.000 4.112 [ TOTAL STORM RAINFALL(INCHES) = 7.21 TOTAL SOIL - LOSS(INCHES) = 6.04 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.16 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 516.8329 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 99.1914 r ut L 1 :: Pi iiii II 2 4 - H O U R STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE- MINUTE INTERVALS(CFS) C TIME(HRS) VOLUME(AF) Q(CFS) 0. 350.0 700.0 1050.0 1400.0 12.083 11.0605 15.58 Q V . . . 12.167 11.1684 15.68 Q V 12.250 11.2768 15.74 Q V 12.333 11.3855 15.79 Q V . . 12.417 11.4945 15.81 Q V 12.500 11.6036 15.85 Q V 12.583 11.7132 15.91 Q V 12.667 11.8234 16.01 Q V 12.750 11.9345 16.13 Q V 12.833 12.0466 16.27 Q V . . 12.917 12.1597 16.42 Q V . . 13.000 12.2740 16.59 Q V 13.083 12.3894 16.76 Q V 13.167 12.5060 16.94 Q V P"" 13.250 12.6240 17.12 Q V . . iiii 13.333 12.7432 17.32 Q V . - 13.417 12.8639 17.52 Q V . 13.500 12.9860 17.73 Q V 13.583 13.1096 17.95 Q V 13.667 13.2348 18.18 Q V . 13.750 13.3616 18.42 Q V . 13.833 13.4902 18.66 Q V 13.917 13.6205 18.93 Q V 14.000 13.7528 19.20 Q V . !^ 14.083 13.8870 19.49 Q V 14.167 14.0235 19.81 Q V . . 14.250 14.1626 20.20 Q V 14.333 14.3052 20.71 Q V . . . 14.417 14.4544 21.66 Q V 14.500 14.6159 23.45 Q V 14.583 14.7991 26.61 Q V . . • 14.667 15.0149 31.33 Q V 14.750 15.2765 37.99 .Q V . . . 14.833 15.5944 46.16 .Q V . . . 14.917 15.9789 55.83 .Q V . . . 15.000 16.4376 66.60 .Q V . . 15.083 16.9800 78.76 . Q V . . 15.167 17.6139 92.04 . Q V 15.250 18.3504 106.94 . Q V . . 15.333 19.1993 123.26 . Q V . 15.417 20.1579 139.19 . Q V . ' 15.500 21.1979 151.00 . Q V • ' II 15.583 22.2559 153.63 . Q V 15.667 23.3061 152.48 . Q V. 15.750 24.3355 149.48 . Q V. 15.833 25.3992 154.45 . Q V ' 15.917 26.6614 183.27 . Q V ' 16.000 28.3524 245.53 . Q .V ' P 1 I: 16.083 31.0771 395.63 . .QV . . 16.167 35.4733 638.33 . V Q • . 16.250 42.2518 984.25 . V Q - . 16.333 50.4795 1194.65 . V . Q 16.417 59.7172 1341.33 . V Q 16.500 68.3782 1257.57 . V . Q 16.583 75.1197 978.87 . . . Q V . 16.667 79.8815 691.41 . . Q. • V 16.750 83.2322 486.53 . - Q V 16.833 85.7076 359.42 . 4 . V 16.917 87.4954 259.59 . Q . V 17.000 88.7285 179.04 . Q V 17.083 89.6563 134.71 . Q V • 1 17.167 90.4124 109.79 . Q . . V um 17.250 91.0215 88.45 . Q . V - 17.333 91.4968 69.01 .Q V • 17.417 91.7777 40.78 .Q V . 17.500 91.9903 30.86 Q . V • 17.583 92.1698 26.06 Q V • p, 17.667 92.3313 23.45 Q V 17.750 92.4781 21.32 Q . V 17.833 92.6149 19.87 Q V 17.917 92.7447 18.85 Q V . L 18.000 92.8691 18.06 Q V rri ******** ************************************ * * * * * * * * ** * * * ** * * * * * * * * * * * * ** ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, "' AND MOVES THE STREAM 2 RUNOFF HYDROGRAPH FORWARD IN TIME. irr ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 C HANNEL Z = .00 UPSTREAM ELEVATION = 1388 DOWNSTREAM ELEVATION = 1380.00 CHANNEL LENGTH(FT) = 1360.00 MANNING'S FACTOR = .015 PI CONSTANT LOSS RATE(CFS) = .00 iti MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: r il AVERAGED PEAK 5- MINUTE [ 16.28] AVERAGED PEAK 15- MINUTE [ 16.01] AVERAGED PEAK 30- MINUTE [ 15.26] AVERAGED PEAK 1 -HOUR [ 13.55] AVERAGED PEAK 3 -HOUR [ 10.19] AVERAGED PEAK 6 -HOUR [ 8.11] AVERAGED PEAK 24 -HOUR [ 5.18] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 17.000 HYDROGRAPH TRANSLATION TIME I: = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1360.00)/( 17.000) = .022 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 2) FLOW (STREAM 2) rm iiii (HRS) (CFS) (CFS) (CFS) 12.083 15.6 15.5 15.5 12.167 15.7 15.6 15.6 12.250 15.7 15.7 15.7 12.333 15.8 15.8 15.8 12.417 15.8 15.8 15.8 12.500 15.8 15.8 15.8 12.583 15.9 15.9 15.9 12.667 16.0 16.0 16.0 12.750 16.1 16.1 16.1 12.833 16.3 16.2 16.2 12.917 16.4 16.4 16.4 13.000 16.6 16.5 16.5 13.083 16.8 16.7 16.7 13.167 16.9 16.9 16.9 13.250 17.1 17.1 17.1 13.333 17.3 17.3 17.3 13.417 17.5 17.5 17.5 13.500 17.7 17.7 17.7 13.583 17.9 17.9 17.9 13.667 18.2 18.1 18.1 13.750 18.4 18.4 18.4 13.833 18.7 18.6 18.6 13.917 18.9 18.9 18.9 14.000 19.2 19.1 19.1 14.083 19.5 19.4 19.4 14.167 19.8 19.7 19.7 14.250 20.2 20.1 20.1 14.333 20.7 20.6 20.6 14.417 21.7 21.4 21.4 14.500 23.5 23.0 23.0 14.583 26.6 25.8 25.8 14.667 31.3 30.1 30.1 14.750 38.0 36.2 36.2 14.833 46.2 44.0 44.0 14.917 55.8 53.3 53.3 15.000 66.6 63.7 63.7 15.083 78.8 75.5 75.5 15.167 92.0 88.5 88.5 15.250 106.9 103.0 103.0 6 15.333 123.3 118.9 118.9 15.417 139.2 134.9 134.9 15.500 151.0 147.8 147.8 15.583 153.6 152.9 152.9 15.667 152.5 152.8 152.8 15.750 149.5 150.3 150.3 15.833 154.4 153.1 153.1 15.917 183.3 175.6 175.6 16.000 245.5 228.9 228.9 16.083 395.6 355.6 355.6 16.167 638.3 573.6 573.6 16.250 984.2 892.0 892.0 16.333 1194.7 1138.5 1138.5 16.417 1341.3 1302.2 1302.2 16.500 1257.6 1279.9 1279.9 16.583 978.9 1053.2 1053.2 16.667 691.4 768.1 768.1 16.750 486.5 541.2 541.2 16.833 359.4 393.3 393.3 16.917 259.6 286.2 286.2 pm 17.000 179.0 200.5 200.5 17.083 134.7 146.5 146.5 17.167 109.8 116.4 116.4 17.250 88.5 94.1 94.1 17.333 69.0 74.2 74.2 17.417 40.8 48.3 48.3 17.500 30.9 33.5 33.5 17.583 26.1 27.3 27.3 17.667 23.5 24.1 24.1 17.750 21.3 21.9 21.9 17.833 19.9 20.3 20.3 17.917 18.8 19.1 19.1 18.000 18.1 18.3 18.3 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 99.191 AF OUTFLOW VOLUME = 99.191 AF LOSS VOLUME = .000 AF r**** **************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 4.00 IS CODE = 1 E: » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 1298.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .400 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) Po MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. L VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .410 P LOW LOSS FRACTION = .950 L * HYDROGRAPH MODEL #1 SPECIFIED* r SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .943 30- MINUTE FACTOR = .943 1 -HOUR FACTOR = .943 3 -HOUR FACTOR = .991 6 -HOUR FACTOR = .996 24 -HOUR FACTOR = .997 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.833 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 111_ ...... ...A MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) [I: 1 1.206 189.373 2 5.061 605.115 C 3 14.561 27.535 1491.322 4 2036.570 5 43.905 2569.723 6 61.571 2773.167 [ 7 8 75.501 2186.669 84.899 1475.313 9 90.663 904.772 : 10 11 94.470 597.508 96.724 353.882 12 98.037 206.151 13 98.477 68.984 C 14 15 98.867 61.310 99.258 61.338 16 99.648 61.310 17 100.000 55.182 ii. TOTAL STORM RAINFALL(INCHES) = 7.20 TOTAL SOIL-LOSS(INCHES) = 6.04 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.16 C TOTAL SOIL-LOSS VOLUME(ACRE-FEET) = 653.6770 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 124.8789 [ 1 1 1 1 1 E 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 E r HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 'TIME(HRS) VOLUME(AF) Q(CFS) 0. 400.0 800.0 1200.0 1600.0 12.083 13.9443 19.65 Q V . - 12.167 14.0805 19.78 Q V . 12.250 14.2174 19.87 Q V . 12.333 14.3548 19.94 Q V . - r 12.417 14.4925 20.00 Q V 12.500 14.6306 20.05 Q V 12.583 14.7692 20.13 Q V . . 12.667 14.9087 20.25 Q V . . 12.750 15.0492 20.40 Q V . . 12.833 15.1908 20.57 Q V . . 12.917 15.3338 20.76 Q V . . 13.000 15.4782 20.96 Q V 13.083 15.6240 21.18 Q V 13.167 15.7714 21.40 Q V . . r 13.250 15.9204 21.63 Q V 13.333 16.0711 21.87 Q V 13.417 16.2235 22.13 Q V . . • 13500 16.3776 22.39 Q V . . • 13..583 16.5337 22.66 Q V . . 13.667 16.6918 22.95 Q V . . 13.750 16.8519 23.25 Q V . . 13.833 17.0141 23.56 Q V 13.917 17.1786 23.89 Q V 14.000 17.3455 24.23 Q V . . 14.083 17.5149 24.60 Q V 14.167 17.6871 25.01 Q V . 14.250 17.8633 25.59 Q V . 14.333 18.0459 26.51 Q V . 14.417 18.2407 28.29 Q V 14.500 18.4561 31.27 Q V 14.583 18.7042 36.02 Q V . . . I 14.667 18.9979 42.65 .Q V . - 14.750 19.3515 51.34 .Q V . 14.833 19.7765 61.71 .Q V . 14.917 20.2842 73.72 .Q V . 15.000 20.8838 87.07 . Q V . - 15.083 21.5861 101.97 . Q V . 15.167 22.4009 118.31 . Q V . 15.250 23.3408 136.47 . Q V . 15.333 24.4184 156.47 . Q V . 15.417 25.6289 175.77 . Q V . • 15.500 26.9420 190.65 . Q V . 15.583 28.2801 194.30 . Q V. 15.667 29.6100 193.11 . Q V. . 15.750 30.9176 189.86 . Q V. . 15.833 32.2407 192.11 . Q V . 15.917 33.7642 221.21 . Q V 16.000 35.7623 290.13 . Q .V IP iii 16.083 38.9487 462.66 . .QV • 16.167 44.0199 736.34 . V Q • • 16.250 51.8625 1138.75 . . V Q • 16.333 61.4985 1399.15 . . V. Q 16.417 72.3912 1581.61 . . . V . Q. 16.500 83.2404 1575.30 . . V Q. 16.583 92.0701 1282.08 . . V. Q 16.667 98.5567 941.86 . . . Q .V . 16.750 103.1585 668.18 . . Q V . 16.833 106.6118 501.42 . Q V 16.917 109.1401 367.10 Q. V 17.000 110.9954 269.39 . Q V 17.083 112.2732 185.54 Q . V 17.167 113.3049 149.81 . Q V 17.250 114.1503 122.75 . Q V 17.333 114.8333 99.17 . Q . . . V . 17.417 115.3569 76.02 .Q V ihr 17.500 115.6673 45.08 .Q V 17.583 115.9173 36.29 Q . V 17.667 116.1339 31.46 Q . V 17.750 116.3314 28.67 Q . . . V 17.833 116.5121 26.25 Q . V 17.917 116.6816 24.60 Q . V 18.000 116.8430 23.43 Q . V ar ri iki FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« « < THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, r" AND MOVES THE STREAM 3 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: in BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 hi UPSTREAM ELEVATION = 1380.00 DOWNSTREAM ELEVATION = 1370.00 CHANNEL LENGTH(FT) = 1280.00 MANNING'S FACTOR = .015 PI CONSTANT LOSS RATE(CFS) _ .00 iii MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: 21 III AVERAGED PEAK 5- MINUTE [ 18.86] AVERAGED PEAK 15- MINUTE [ 18.65] AVERAGED PEAK 30- MINUTE [ 17.93] AVERAGED PEAK 1 -HOUR [ 16.00] AVERAGED PEAK 3 -HOUR [ 12.03] AVERAGED PEAK 6 -HOUR [ 9.62] AVERAGED PEAK 24 -HOUR [ 6.21] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 19.000 HYDROGRAPH TRANSLATION TIME (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1280.00)/( 19.000) = .019 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 3) FLOW (STREAM 3) r ail E: (HRS) (CFS) (CFS) (CFS) 12.083 19.7 19.6 19.6 E 12.167 19.8 19.8 19.8 ii 12.250 19.9 19.9 19.9 12.333 19.9 19.9 19.9 12.417 20.0 20.0 20.0 12.500 20.0 20.0 20.0 12.583 20.1 20.1 20.1 12.667 20.2 20.2 20.2 12.750 20.4 20.4 20.4 12.833 20.6 20.5 20.5 12.917 20.8 20.7 20.7 13.000 21.0 20.9 20.9 13.083 21.2 21.1 21.1 13.167 21.4 21.4 21.4 13.250 21.6 21.6 21.6 r 13.333 21.9 21.8 21.8 13.417 22.1 22.1 22.1 13.500 22.4 22.3 22.3 13.583 22.7 22.6 22.6 13.667 22.9 22.9 22.9 13.750 23.2 23.2 23.2 13.833 23.6 23.5 23.5 13.917 23.9 23.8 23.8 14.000 24.2 24.1 24.1 14.083 24.6 24.5 24.5 14.167 25.0 24.9 24.9 14.250 25.6 25.5 25.5 14.333 26.5 26.3 26.3 14.417 28.3 27.9 27.9 14.500 31.3 30.6 30.6 14.583 36.0 35.0 35.0 14.667 42.7 41.2 41.2 r 14.750 51.3 49.4 49.4 14.833 61.7 59.4 59.4 14.917 73.7 71.0 71.0 15.000 87.1 84.1 84.1 15.083 102.0 98.6 98.6 15.167 118.3 114.6 114.6 it., 15.250 136.5 132.4 132.4 15.333 156.5 152.0 152.0 �"' 15.417 175.8 171.4 171.4 15.500 190.7 187.3 187.3 15.583 194.3 193.5 193.5 15.667 193.1 193.4 193.4 15.750 189.9 190.6 190.6 15.833 192.1 191.6 191.6 15.917 221.2 214.7 214.7 16.000 290.1 274.7 274.7 16.083 462.7 423.9 423.9 16.167 736.3 674.9 674.9 16.250 1138.7 1048.4 1048.4 16.333 1399.1 1340.7 1340.7 16.417 1581.6 1540.6 1540.6 16.500 1575.3 1576.7 1576.7 16.583 1282.1 1347.9 1347.9 16.667 941.9 1018.3 1018.3 16.750 668.2 729.6 729.6 16.833 501.4 538.9 538.9 16.917 367.1 397.3 397.3 r iii 17.000 269.4 291.3 291.3 17.083 185.5 204.4 204.4 17.167 149.8 157.8 157.8 17.250 122.7 128.8 128.8 17.333 99.2 104.5 104.5 17.417 76.0 81.2 81.2 17.500 45.1 52.0 52.0 Ili 17.583 36.3 38.3 38.3 17.667 31.5 32.5 32.5 r 17.750 28.7 29.3 29.3 i 17.833 26.2 26.8 26.8 17.917 24.6 25.0 25.0 18.000 23.4 23.7 23.7 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 124.879 AF OUTFLOW VOLUME = 124.879 AF LOSS VOLUME = .000 AF ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 5.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS «« < (UNIT - HYDROGRAPH ADDED TO STREAM #4) iiii WATERSHED AREA = 1358.000 ACRES R. BASEFLOW = .000 CFS /SQUARE -MILE iW *USER ENTERED "LAG" TIME = .420 HOURS CAUTION: LAG TIME IS LESS THAN .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) = .410 igt LOW LOSS FRACTION = .950 Li * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 MI SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .939 30- MINUTE FACTOR = .939 1 -HOUR FACTOR = .939 3 -HOUR FACTOR = .991 6 -HOUR FACTOR = .995 24 -HOUR FACTOR = .997 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 19.841 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 PI 1 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION II INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) I: 1 1.142 187.558 2 4.603 568.349 3 13.183 1409.168 4 25.146 1964.777 5 39.975 2435.332 6 57.298 2845.113 7 71.750 2373.456 fir 8 81.974 1679.057 9 88.708 1106.012 r 10 92.953 697.084 iimi 11 95.758 460.750 12 97.450 277.905 13 98.244 130.377 14 98.616 61.086 15 98.988 61.110 16 99.357 60.656 17 99.727 60.656 18 100.000 44.865 TOTAL STORM RAINFALL(INCHES) = 7.20 TOTAL SOIL - LOSS(INCHES) = 6.04 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.15 C s TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 683.9421 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 130.6024 :' ._ 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 INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 12.083 14.5648 20.53 Q V . 12.167 14.7071 20.66 Q V . 12.250 14.8501 20.75 Q V . 12.333 14.9935 20.83 Q V . 12.417 15.1373 20.88 Q V . 12.500 15.2814 20.92 Q V . 12.583 15.4260 20.99 Q V . 12.667 15.5713 21.10 Q V . 12.750 15.7176 21.24 Q V . 12.833 15.8651 21.41 Q V . 12.917 16.0139 21.60 Q V . 13.000 16.1641 21.81 Q V . 13.083 16.3158 22.03 Q V . 13.167 16.4691 22.26 Q V . r 13.250 16.6241 22.50 Q V kg 13.333 16.7808 22.75 Q V 13.417 16.9393 23.01 Q V . 13.500 17.0996 23.28 Q V 13.583 17.2620 23.57 Q V 13.667 17.4263 23.86 Q V . 13.750 17.5928 24.17 Q V 13.833 17.7615 24.50 Q V . 13.917 17.9325 24.83 Q V . 14.000 18.1060 25.19 Q V . . 14.083 18.2821 25.57 Q V . 14.167 18.4612 26.00 Q V . 14.250 18.6447 26.65 Q V . . 14.333 18.8356 27.71 Q V . 14.417 19.0407 29.78 Q V 14.500 19.2689 33.13 Q V . 14.583 19.5324 38.26 Q V . ll 14.667 19.8447 45.35 .Q V . 14.750 20.2195 54.41 .Q V . . 14.833 20.6682 65.15 .Q V . . . 1 14.917 21.2016 77.45 .Q V . 15.000 21.8293 91.14 Q V . 15.083 22.5618 106.36 Q V . 15.167 23.4093 123.06 Q V . 15.250 24.3843 141.57 Q V . 15.333 25.4997 161.96 Q V . 15.417 26.7502 181.57 Q V . ▪ 15.500 28.1091 197.32 Q V . ▪ 15.583 29.5023 202.29 Q V. . 15.667 30.8945 202.15 Q V. . 15.750 32.2769 200.72 Q V. . 15.833 33.6620 201.12 Q V . 15.917 35.2191 226.09 Q V . 16.000 37.2173 290.13 Q .V . hi 16.083 40.3521 455.17 . Q V . 16.167 45.2699 714.07 . . V Q . 16.250 52.8537 1101.16 . . V . Q . 16.333 62.2878 1369.84 . . V. . Q . 16.417 72.9793 1552.40 . . . V . Q . 16.500 84.1907 1627.89 . . . V . Q . 16.583 93.7130 1382.64 . . . V . Q . 16.667 100.9486 1050.62 . . . Q V . 16.750 106.2462 769.21 . . Q . . V . 16.833 110.1478 566.51 . . Q . . V . 16.917 113.1111 430.27 . Q . . V . 17.000 115.3013 318.02 . Q . . . V . 17.083 116.8565 225.81 . Q . . . V . 17.167 118.0076 167.15 . Q . . . V . 17.250 118.9546 137.50 . Q . . . V . 17.333 119.7332 113.05 . Q . . . V . r 17.417 120.3619 91.28 . Q . . . V . 17.500 120.8322 68.29 .Q . . . V . 17.583 121.1270 42.81 .Q . . . V . 17.667 121.3713 35.47 Q V 17.750 121.5875 31.40 Q V 17.833 121.7863 28.87 Q . . . V . 17.917 121.9699 26.66 Q . . V . 18.000 122.1430 25.13 Q . . . V . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** i FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD « «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 4 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 16.00 CHANNEL Z = .00 v UPSTREAM ELEVATION = 1370.00 DOWNSTREAM ELEVATION = 1360.00 �,. CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 f CONSTANT LOSS RATE(CFS) _ .00 � MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 18.81] AVERAGED PEAK 15- MINUTE [ 18.46] AVERAGED PEAK 30- MINUTE [ 17.83] AVERAGED PEAK 1 -HOUR [ 16.02] AVERAGED PEAK 3 -HOUR [ 12.12] AVERAGED PEAK 6 -HOUR [ 9.73] AVERAGED PEAK 24 -HOUR [ 6.19] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 19.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 19.000) = .019 HRS 3 TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 4) FLOW (STREAM 4) Ili II (HRS) (CFS) (CFS) (CFS) 12.083 20.5 20.5 20.5 1 12.167 20.7 20.6 20.6 12.250 20.8 20.7 20.7 12.333 20.8 20.8 20.8 12.417 20.9 20.9 20.9 12.500 20.9 20.9 20.9 12.583 21.0 21.0 21.0 12.667 21.1 21.1 21.1 12.750 21.2 21.2 21.2 12.833 21.4 21.4 21.4 12.917 21.6 21.6 21.6 13.000 21.8 21.8 21.8 13.083 22.0 22.0 22.0 13.167 22.3 22.2 22.2 13.250 22.5 22.4 22.4 13.333 22.8 22.7 22.7 13.417 23.0 23.0 23.0 13.500 23.3 23.2 23.2 13.583 23.6 23.5 23.5 13.667 23.9 23.8 23.8 13.750 24.2 24.1 24.1 13.833 24.5 24.4 24.4 13.917 24.8 24.8 24.8 14.000 25.2 25.1 25.1 14.083 25.6 25.5 25.5 14.167 26.0 25.9 25.9 14.250 26.7 26.5 26.5 14.333 27.7 27.5 27.5 fr, 14.417 29.8 29.3 29.3 Li 14.500 33.1 32.4 32.4 14.583 38.3 37.1 37.1 14.667 45.4 43.7 43.7 14.750 54.4 52.3 52.3 14.833 65.1 62.7 62.7 14.917 77.5 74.6 74.6 F 15.000 91.1 88.0 88.0 iiii 15.083 106.4 102.8 102.8 15.167 123.1 119.2 119.2 15.250 141.6 137.3 137.3 15.333 162.0 157.2 157.2 15.417 181.6 177.0 177.0 15.500 197.3 193.7 193.7 15.583 202.3 201.1 201.1 15.667 202.1 202.2 202.2 15.750 200.7 201.0 201.0 15.833 201.1 201.0 201.0 15.917 226.1 220.3 220.3 16.000 290.1 275.3 275.3 16.083 455.2 417.0 417.0 16.167 714.1 654.1 654.1 16.250 1101.2 1011.5 1011.5 16.333 1369.8 1307.6 1307.6 16.417 1552.4 1510.1 1510.1 16.500 1627.9 1610.4 1610.4 16.583 1382.6 1439.4 1439.4 16.667 1050.6 1127.5 1127.5 16.750 769.2 834.4 834.4 16.833 566.5 613.4 613.4 16.917 430.3 461.8 461.8 17.000 318.0 344.0 344.0 17.083 225.8 247.2 247.2 17.167 167.1 180.7 180.7 17.250 137.5 144.4 144.4 17.333 113.1 118.7 118.7 17.417 91.3 96.3 96.3 17.500 68.3 73.6 73.6 17.583 42.8 48.7 48.7 17.667 35.5 37.2 37.2 17.750 31.4 32.3 32.3 17.833 28.9 29.5 29.5 17.917 26.7 27.2 27.2 18.000 25.1 25.5 25.5 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 130.602 AF OUTFLOW VOLUME = 130.602 AF LOSS VOLUME = .000 AF ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 6.00 IS CODE = 1 1: » » >UNIT- HYDROGRAPH ANALYSIS« «< _ (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1438.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .440 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) r MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. 6 VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 LOW LOSS FRACTION = .940 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .936 30- MINUTE FACTOR = .936 1 -HOUR FACTOR = .936 3 -HOUR FACTOR = .990 6 -HOUR FACTOR = .995 24 -HOUR FACTOR = .997 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.939 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 1[ UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) E . 1 1.086 188.779 2 4.220 545.061 3 11.939 1342.492 4 23.114 1943.438 5 36.513 2330.175 6 53.185 2899.332 7 67.819 2544.993 8 79.013 1946.676 9 86.533 1307.786 10 91.273 824.340 11 94.618 581.680 12 96.649 353.377 13 97.939 224.186 r 14 98.388 78.131 15 98.743 61.739 16 99.098 61.774 Li 17 99.453 61.739 18 99.808 61.739 19 100.000 33.375 TOTAL STORM RAINFALL(INCHES) = 7.20 TOTAL SOIL - LOSS(INCHES) = 6.02 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.18 - V L E ARE -FEET TOTAL SOIL LOSS 0 UM ( C ) = 721.5810 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 140.9471 E 1 1 1 1 ,.. r III R 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 Eh = ___ = HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 425.0 850.0 1275.0 1700.0 1 ,,, 12.083 18.4620 26.04 Q V . . 1 12.167 18.6425 26.21 Q V . . 16 " 12.250 18.8239 26.34 Q V . . 12.333 19.0061 26.45 Q V . . . 12.417 19.1888 26.54 Q V 12.500 19.3721 26.61 Q V 12.583 19.5560 26.70 Q V . . . 12.667 19.7408 26.83 Q V 12.750 19.9268 27.01 Q V 12.833 20.1143 27.22 Q V . . . 12.917 20.3034 27.46 Q V . . . 13.000 20.4943 27.72 Q V . . . 13.083 20.6870 27.99 Q V . . . 13.167 20.8818 28.28 Q V . . . r 13.250 21.0787 28.58 Q V i 13.333 21.2777 28.90 Q V 13.417 21.4790 29.23 Q V . . . 13.500 21.6826 29.57 Q V . . . 13.583 21.8887 29.92 Q V . . . 13.667 22.0973 30.29 Q V . . . 13.750 22.3086 30.68 Q V . . . lm 13.833 22.5227 31.09 Q V i r 13.917 22.7397 31.51 Q V 14.000 22.9598 31.96 Q V . . . 14.083 23.1832 32.44 Q V . . . 14.167 23.4103 32.98 Q V . . . 14.250 23.6418 33.61 Q V . . . 14.333 23.8782 34.33 Q V . . . 14.417 24.1213 35.30 Q V . . . 14.500 24.3748 36.80 Q V . . . 14.583 24.6465 39.45 Q V . . . ▪ 14.667 24.9464 43.56 .Q V . . . ▪ 14.750 25.2883 49.64 .Q V . . . 14.833 25.6889 58.16 .Q V . . . 14.917 26.1640 68.99 .Q V . . . 15.000 26.7286 81.97 .Q V . . . 15.083 27.3956 96.85 . Q V . . . 15.167 28.1782 113.64 . Q V . . . I 15.250 29.0900 132.40 . Q V . . . 15.333 30.1461 153.34 . Q V . . . 15.417 31.3408 173.48 . Q V . . . 15.500 32.6514 190.29 . Q V. . . 15.583 34.0074 196.89 . Q V. . . 15.667 35.3691 197.72 . Q V . . 15.750 36.7365 198.55 . Q V . . 15.833 38.1044 198.62 . Q V . . 15.917 39.6258 220.91 . Q .V . . 16.000 41.5590 280.70 . Q .V . . in i a 16.083 44.5971 441.14 . Q V . . 16.167 49.3519 690.39 . . V Q . I 16.250 56.6866 1065.01 . . V . Q . 16.333 65.9963 1351.77 . . V . .Q , 16.417 76.4981 1524.86 . . .V . Q . 16.500 87.9815 1667.39 . . . V . Q. 16.583 98.1230 1472.55 . . . V Q . 16.667 106.1937 1171.87 . . . Q V 16.750 112.1432 863.87 . . Q .V . 16.833 116.4935 631.66 . . Q . . V 16.917 119.8504 487.43 . .Q . . V . 17.000 122.3196 358.52 . Q . . . V . 17.083 124.1489 265.62 . Q . . . V . 17.167 125.3837 179.29 . Q . . . V . 17.250 126.3684 142.98 . Q . . . V . 17.333 127.1880 119.00 . Q . . . V . 17.417 127.8785 100.26 . Q . . . V . Ilii 17.500 128.4527 83.38 .Q . . . V . 17.583 128.8788 61.86 .Q . . . V . 17.667 129.1782 43.48 .Q . . . V . 17.750 129.4433 38.49 Q . . . V 17.833 129.6897 35.77 Q . . V 17.917 129.9225 33.81 Q . . . V 18.000 130.1429 32.00 Q . . . V . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD «« < k = THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 18.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1360.00 DOWNSTREAM ELEVATION = 1348.00 iii CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 19.94] AVERAGED PEAK 15- MINUTE [ 19.49] AVERAGED PEAK 30- MINUTE [ 18.79] AVERAGED PEAK 1 -HOUR [ 16.82] AVERAGED PEAK 3 -HOUR [ 12.60] AVERAGED PEAK 6 -HOUR [ 10.09] AVERAGED PEAK 24 -HOUR [ 6.54] USER- SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 20.000 HYDROGRAPH TRANSLATION TIME 2 = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 20.000) = .018 HRS ill TRANSLATION METHOD CHANNEL ROUTING RESULTS: ii OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) !" t (HRS) (CFS) (CFS) (CFS) 12.083 26.0 26.0 26.0 12.167 26.2 26.2 26.2 12.250 26.3 26.3 26.3 12.333 26.4 26.4 26.4 12.417 26.5 26.5 26.5 12.500 26.6 26.6 26.6 12.583 26.7 26.7 26.7 12.667 26.8 26.8 26.8 12.750 27.0 27.0 27.0 12.833 27.2 27.2 27.2 12.917 27.5 27.4 27.4 ! 13.000 27.7 27.7 27.7 iir 13.083 28.0 27.9 27.9 13.167 28.3 28.2 28.2 13.250 28.6 28.5 28.5 13.333 28.9 28.8 28.8 13.417 29.2 29.2 29.2 13.500 29.6 29.5 29.5 13.583 29.9 29.8 29.8 13.667 30.3 30.2 30.2 13.750 30.7 30.6 30.6 13.833 31.1 31.0 31.0 I. 13.917 31.5 31.4 31.4 14.000 32.0 31.9 31.9 14.083 32.4 32.3 32.3 r 14.167 33.0 32.9 32.9 r 14.250 33.6 33.5 33.5 14.333 34.3 34.2 34.2 FPI 14.417 35.3 35.1 35.1 14.500 36.8 36.5 36.5 14.583 39.4 38.9 38.9 14.667 43.6 42.7 42.7 14.750 49.6 48.3 48.3 14.833 58.2 56.3 56.3 14.917 69.0 66.6 66.6 15.000 82.0 79.1 79.1 15.083 96.9 93.6 93.6 15.167 113.6 109.9 109.9 15.250 132.4 128.3 128.3 15.333 153.3 148.7 148.7 15.417 173.5 169.0 169.0 15.500 190.3 186.6 186.6 15.583 196.9 195.4 195.4 15.667 197.7 197.5 197.5 15.750 198.5 198.4 198.4 15.833 198.6 198.6 198.6 15.917 220.9 216.0 216.0 16.000 280.7 267.5 267.5 16.083 441.1 405.8 405.8 16.167 690.4 635.6 635.6 16.250 1065.0 982.6 982.6 16.333 1351.8 1288.7 1288.7 16.417 1524.9 1486.8 1486.8 16.500 1667.4 1636.0 1636.0 16.583 1472.6 1515.4 1515.4 in 16.667 1171.9 1238.0 1238.0 iii 16.750 863.9 931.6 931.6 16.833 631.7 682.7 682.7 16.917 487.4 519.2 519.2 Pm z f • iir 17.000 358.5 386.9 386.9 17.083 265.6 286.1 286.1 17.167 179.3 198.3 198.3 17.250 143.0 151.0 151.0 17.333 119.0 124.3 124.3 17.417 100.3 104.4 104.4 ON i 17.500 83.4 87.1 87.1 17.583 61.9 66.6 66.6 17.667 43.5 47.5 47.5 1i 17.750 38.5 39.6 39.6 iii 17.833 35.8 36.4 36.4 17.917 33.8 34.2 34.2 IF 18.000 32.0 32.4 32.4 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 140.947 AF OUTFLOW VOLUME = 140.947 AF LOSS VOLUME = .000 AF ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 7.00 IS CODE = 6 » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO« «< E li ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 7.00 IS CODE = 1 » » >UNIT- HYDROGRAPH ANALYSIS ««< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1744.000 ACRES r BASEFLOW = .000 CFS /SQUARE -MILE ti *USER ENTERED "LAG" TIME _ .460 HOURS CAUTION: LAG TIME IS LESS THAN .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) = .430 LOW LOSS FRACTION = .950 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .921 30- MINUTE FACTOR = .921 1 -HOUR FACTOR = .921 al ii 3 -HOUR FACTOR = .988 6 -HOUR FACTOR = .994 24 -HOUR FACTOR = .996 r i it ill UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 18.116 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 ii MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 r UNIT HYDROGRAPH DETERMINATION Om r INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) Lo 1 1.036 218.470 2 3.896 603.251 3 10.818 1459.901 4 21.353 2222.041 5 33.573 2577.420 6 49.220 3300.215 iiir 7 63.999 3117.115 8 75.817 2492.545 9 84.093 1745.595 ril r 10 89.565 1154.006 11 93.271 781.737 12 95.768 526.692 • 13 97.329 329.128 i 14 98.179 179.356 iil 15 98.519 71.675 16 98.859 71.628 o" 17 99.198 71.651 it 18 99.538 71.628 19 99.878 71.628 20 100.000 25.816 Ike Po LI TOTAL STORM RAINFALL(INCHES) = 7.19 TOTAL SOIL - LOSS(INCHES) = 6.10 3 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.09 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 886.5545 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 158.4728 1 iiii gm 1 IP ilti iii 01 Ili 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 475.0 950.0 1425.0 1900.0 in 12.083 18.5944 26.24 Q V . . 12.167 18.7763 26.42 Q V . . 11 ' 12.250 18.9593 26.56 Q V . . 12.333 19.1430 26.68 Q V . . ""' 12.417 19.3275 26.79 Q V Li 12.500 19.5127 26.88 Q V . . 12.583 19.6985 26.98 Q V . . . i. 12.667 19.8852 27.12 Q V . . . 12.750 20.0732 27.29 Q V . . . 12.833 20.2626 27.50 Q V . . . 12.917 20.4536 27.73 Q V . . . Po 13.000 20.6463 27.99 Q V . . . 13.083 20.8409 28.26 Q V . . . 13.167 21.0375 28.55 Q V . . . A"' 13.250 21.2362 28.85 Q V . . . 13.333 21.4371 29.17 Q V . . . 13.417 21.6402 29.49 Q V . . . in 13.500 21.8457 29.83 Q V . . . 13.583 22.0536 30.19 Q V . . . 13.667 22.2640 30.56 Q V . . . 13.750 22.4771 30.94 Q V . . . P 13.833 22.6930 31.35 Q V . . . it 13.917 22.9118 31.77 Q V . . . 14.000 23.1337 32.22 Q V . . . IP 14.083 23.3589 32.70 Q V . . . L 14.167 23.5880 33.26 Q V . . . 14.250 23.8216 33.92 Q V . . . 14.333 24.0609 34.75 Q V . ;. 14.417 24.3082 35.91 Q V . . . iW 14.500 24.5687 37.81 Q V . . . 14.583 24.8517 41.10 Q V . . . I 14.667 25.1693 46.12 Q V . . . 14.750 25.5368 53.36 .Q V . . . 14.833 25.9733 63.37 .Q V . . . 3 14.917 26.4965 75.97 .Q V . . . 15.000 27.1240 91.11 .Q V . . . 15.083 27.8705 108.40 . Q V . . . 15.167 28.7518 127.97 . Q V . . . 15.250 29.7831 149.74 . Q V . . . 15.333 30.9823 174.13 . Q V . . . 15.417 32.3408 197.25 . Q V . . . 3 15.500 33.8336 216.77 . Q V . . . 15.583 35.3807 224.64 . Q V . . . 15.667 36.9239 224.07 . Q V. . . 15.750 38.4697 224.46 . Q V. . . 15.833 40.0003 222.23 . Q V . . 15.917 41.6613 241.18 . Q V . . 16.000 43.7434 302.31 . Q .V . . gl iiii ,� Fill ill 16.083 47.0281 476.94 . QV 16.167 52.1723 746.94 . . V Q ii 16.250 60.1257 1154.83 V Q ii 16.333 70.4761 1502.88 V .Q 16.417 82.0932 1686.81 V . Q . 16.500 95.1145 1890.68 . . . V Q. 16.583 107.1990 1754.67 . . V . Q . 16.667 117.1389 1443.27 . . VQ 16.750 124.6378 1088.84 . . . Q .V . 16.833 130.2101 809.10 . . Q . V . 16.917 134.4449 614.90 Q . V 17.000 137.6685 468.07 . Q. . V . 17.083 140.0490 345.64 Q . V C 17.167 141.7488 246.81 . Q . V 17.250 142.9483 174.17 . Q . V . 17.333 143.9375 143.63 . Q . V . 17.417 144.7681 120.60 . Q . r V 17.500 145.4684 101.68 . Q . V . 17.583 146.0508 84.56 .Q . V . r 17.667 146.4536 58.48 .Q . V . 17.750 146.7487 42.86 Q . V 17.833 147.0123 38.27 Q . V . we 17.917 147.2593 35.86 Q . V L 18.000 147.4921 33.80 Q . V . po+******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,,,, FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 5.1 r ., » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< ¢ THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. `rr ASSUMED REGULAR CHANNEL INFORMATION: r BASEWIDTH(FT) = 18.00 CHANNEL Z = iiii UPSTREAM ELEVATION = 1348.00 DOWNSTREAM ELEVATION = 1336.00 pm CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 r CONSTANT LOSS RATE(CFS) = .00 MEAN- FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 20.70] AVERAGED PEAK 15- MINUTE [ 20.32] AVERAGED PEAK 30- MINUTE [ 19.57] AVERAGED PEAK 1 -HOUR [ 17.65] AVERAGED PEAK 3 -HOUR [ 13.24] AVERAGED PEAK 6 -HOUR [ 10.60] AVERAGED PEAK 24 -HOUR [ 6.83] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 21.000 HYDROGRAPH TRANSLATION TIME = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 21.000) = .017 HRS 1 TRANSLATION METHOD CHANNEL ROUTING RESULTS: ii OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) i ll 1 el if (HRS) (CFS) (CFS) (CFS) 12.083 26.2 26.2 26.2 M 12.167 26.4 26.4 26.4 ■ 12.250 26.6 26.5 26.5 12.333 26.7 26.7 26.7 12.417 26.8 26.8 26.8 r 12.500 26.9 26.9 26.9 il 12.583 27.0 27.0 27.0 12.667 27.1 27.1 27.1 12.750 27.3 27.3 27.3 hir 12.833 27.5 27.5 27.5 12.917 27.7 27.7 27.7 7 13.000 28.0 27.9 27.9 13.083 28.3 28.2 28.2 he 13.167 28.5 28.5 28.5 13.250 28.9 28.8 28.8 13.333 29.2 29.1 29.1 13.417 29.5 29.4 29.4 13.500 29.8 29.8 29.8 13.583 30.2 30.1 30.1 13.667 30.6 30.5 30.5 13.750 30.9 30.9 30.9 13.833 31.3 31.3 31.3 13.917 31.8 31.7 31.7 14.000 32.2 32.1 32.1 14.083 32.7 32.6 32.6 14.167 33.3 33.1 33.1 �y 14.250 33.9 33.8 33.8 14.333 34.7 34.6 34.6 rn 14.417 35.9 35.7 35.7 14.500 37.8 37.4 37.4 is 14.583 41.1 40.4 40.4 14.667 46.1 45.1 45.1 14.750 53.4 51.8 51.8 is 14.833 63.4 61.3 61.3 14.917 76.0 73.3 73.3 r 15.000 91.1 87.9 87.9 hr 15.083 108.4 104.8 104.8 15.167 128.0 123.9 123.9 15.250 149.7 145.2 145.2 15.333 174.1 169.0 169.0 15.417 197.2 192.4 192.4 15.500 216.8 212.7 212.7 15.583 224.6 223.0 223.0 15.667 224.1 224.2 224.2 15.750 224.5 224.4 224.4 15.833 222.2 222.7 222.7 15.917 241.2 237.2 237.2 16.000 302.3 289.5 289.5 16.083 476.9 440.4 440.4 16.167 746.9 690.4 690.4 16.250 1154.8 1069.4 1069.4 16.333 1502.9 1430.0 1430.0 16.417 1686.8 1648.3 1648.3 16.500 1890.7 1848.0 1848.0 16.583 1754.7 1783.2 1783.2 id 16.667 1443.3 1508.5 1508.5 NI `' 16.750 1088.8 1163.1 1163.1 16.833 809.1 867.7 867.7 16.917 614.9 655.6 655.6 ii Ili 17.000 468.1 498.8 498.8 17.083 345.6 371.3 371.3 17.167 246.8 267.5 267.5 17.250 174.2 189.4 189.4 17.333 143.6 150.0 150.0 17.417 120.6 125.4 125.4 : 17.500 101.7 105.6 105.6 17.583 84.6 88.1 88.1 17.667 58.5 63.9 63.9 17.750 42.9 46.1 46.1 17.833 38.3 39.2 39.2 17.917 35.9 36.4 36.4 E_.....= 18.000 33.8 34.2 34.2 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 158.473 AF r OUTFLOW VOLUME = 158.473 AF LOSS VOLUME = .000 AF ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 6 » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO ««< _ i iii *************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 8.00 IS CODE = 1 C » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 1904.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .480 HOURS CAUTION: LAG TIME IS LESS THAN .50 HOURS. THE 5- MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) 6 MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .430 LOW LOSS FRACTION = .950 * HYDROGRAPH MODEL #1 SPECIFIED* 3 SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 d *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: ■ 5- MINUTE FACTOR = .914 30- MINUTE FACTOR = .914 in 1 -HOUR FACTOR = .914 AI 3 -HOUR FACTOR = .987 6 -HOUR FACTOR = .994 PI 24 -HOUR FACTOR = .996 Mi i PM iiii UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 17.361 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 : UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .992 228.438 2 3.623 605.883 3 9.840 1431.486 4 19.718 2274.626 5 31.144 2631.003 6 45.405 3283.817 7 60.267 3422.154 8 72.549 2828.194 9 81.467 2053.442 10 87.743 1445.048 11 91.764 925.909 12 94.735 684.263 Pig 13 96.587 426.445 Li 14 97.839 288.295 15 98.314 109.202 16 98.639 74.969 17 98.965 74.981 18 99.290 74.943 19 99.616 74.943 20 99.941 74.943 21 100.000 13.518 TOTAL STORM RAINFALL(INCHES) = 7.19 TOTAL SOIL- LOSS(INCHES) = 6.10 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.09 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 968.3624 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 172.5394 F. Ili Ow iiii 2 4 - HOUR STORM R U N O F F III H Y D R O G R A P H 0 iii HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) [ VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 12.083 20.2505 28.59 Q V 12.167 20.4488 28.79 Q V 12.250 20.6482 28.96 Q V . 12.333 20.8486 29.10 Q V . 12.417 21.0500 29.24 Q V I 12.500 21.2522 29.35 Q V 12.583 21.4551 29.47 Q V . 12.667 21.6592 29.62 Q V . . . rr 12.750 21.8645 29.81 Q V . . 12.833 22.0713 30.04 Q V 12.917 22.2799 30.29 Q V . . . 13.000 22.4904 30.56 Q V . . . ill 13.083 22.7029 30.85 Q V . . 13.167 22.9175 31.16 Q V . . r 13.250 23.1343 31.49 Q V . . ,, 13.333 23.3535 31.83 Q V . 13.417 23.5752 32.18 Q V . 13.500 23.7993 32.55 Q V . 13.583 24.0261 32.93 Q V . 13.667 24.2557 33.33 Q V . 13.750 24.4881 33.75 Q V . 13.833 24.7236 34.19 Q V 13.917 24.9621 34.64 Q V 14.000 25.2040 35.12 Q V . . 14.083 25.4495 35.65 Q V . 14.167 25.6992 36.25 Q V . . 14.250 25.9539 36.98 Q V . 14.333 26.2153 37.97 Q V . 14.417 26.4869 39.44 Q V . 14.500 26.7753 41.88 Q V . 14.583 27.0918 45.95 Q V . 14.667 27.4492 51.90 .Q V . 14.750 27.8640 60.22 .Q V . 14.833 28.3554 71.35 .Q V . 14.917 28.9417 85.13 .Q V . 15.000 29.6399 101.39 Q V . 15.083 30.4657 119.91 . Q V . . 15.167 31.4349 140.72 . Q V . . 15.250 32.5634 163.86 Q V . 15.333 33.8697 189.67 . Q V . . 15.417 35.3446 214.15 . Q V . . II 15.500 36.9640 235.14 Q V . II 15.583 38.6514 245.01 Q V . 15.667 40.3372 244.78 Q V. . 15.750 42.0282 245.54 Q V. . 15.833 43.7158 245.04 Q V . 15.917 45.5075 260.15 Q V . 16.000 47.6944 317.55 . Q .V . IP id j 16.083 51.0788 491.41 . Q.V . 16.167 56.2913 756.85 V Q . 16.250 64.2839 1160.52 . . V • Q . 16.333 74.8645 1536.30 . V Q 16.417 86.7879 1731.28 . V • Q 16.500 100.1248 1936.52 . . V . Q . 16.583 113.2838 1910.68 . V Q • 16.667 124.4279 1618.12 . V . Q 16.750 133.0603 1253.43 . Q V 16.833 139.6512 957.00 4 . . V 16.917 144.5706 714.30 4 . v 17.000 148.4599 564.73 . .Q . . V . ,,,,,, 17.083 151.3496 419.58 . Q . . . V . 1 17.167 153.5305 316.66 . Q . . V . is 17.250 155.0062 214.27 Q . V 17.333 156.1629 167.95 Q . V r 17.417 157.1295 140.35 Q . . V 17.500 157.9538 119.69 Q . . V 17.583 158.6516 101.31 . Q . . V . 17.667 159.2375 85.08 .Q . . V 17.750 159.6209 55.67 .Q . . V 17.833 159.9270 44.45 Q . V 17.917 160.2054 40.42 Q . . V 18.000 160.4691 38.29 Q . . V igl ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, A "" AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. fir ASSUMED REGULAR CHANNEL INFORMATION: BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 ittri UPSTREAM ELEVATION = 1336.00 DOWNSTREAM ELEVATION = 1327.00 CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 18.58] AVERAGED PEAK 15- MINUTE [ 18.38] AVERAGED PEAK 30- MINUTE [ 17.74] AVERAGED PEAK 1 -HOUR [ 16.08] AVERAGED PEAK 3 -HOUR [ 12.14] AVERAGED PEAK 6 -HOUR [ 9.63] AVERAGED PEAK 24 -HOUR [ 6.12] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 19.000 HYDROGRAPH TRANSLATION TIME : = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1320.00)/( 19.000) = .019 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) um mi 0 iyj (HRS) (CFS) (CFS) (CFS) 12.083 28.6 28.5 28.5 12.167 28.8 28.7 28.7 VII 12.250 29.0 28.9 28.9 12.333 29.1 29.1 29.1 12.417 29.2 29.2 29.2 0 iii 12.500 29.4 29.3 29.3 12.583 29.5 29.4 29.4 12.667 29.6 29.6 29.6 im 12.750 29.8 29.8 29.8 12.833 30.0 30.0 30.0 12.917 30.3 30.2 30.2 13.000 30.6 30.5 30.5 13.083 30.9 30.8 30.8 13.167 31.2 31.1 31.1 13.250 31.5 31.4 31.4 r 13.333 31.8 31.7 31.7 6 13.417 32.2 32.1 32.1 13.500 32.6 32.5 32.5 Flom 13.583 32.9 32.8 32.8 13.667 33.3 33.2 33.2 13.750 33.7 33.7 33.7 1"" 13.833 34.2 34.1 34.1 € 13.917 34.6 34.5 34.5 6 + 14.000 35.1 35.0 35.0 14.083 35.6 35.5 35.5 OIM 14.167 36.2 36.1 36.1 iii 14.250 37.0 36.8 36.8 14.333 38.0 37.7 37.7 r ., 14.417 39.4 39.1 39.1 L 14.500 41.9 41.3 41.3 14.583 45.9 45.0 45.0 14.667 51.9 50.5 50.5 7 14.750 60.2 58.3 58.3 6 14.833 71.3 68.8 68.8 14.917 85.1 81.9 81.9 15.000 101.4 97.6 97.6 15.083 119.9 115.6 115.6 15.167 140.7 135.9 135.9 15.250 163.9 158.5 158.5 r 15.333 189.7 183.7 183.7 15.417 214.1 208.5 208.5 15.500 235.1 230.3 230.3 15.583 245.0 242.7 242.7 15.667 244.8 244.8 244.8 15.750 245.5 245.4 245.4 15.833 245.0 245.2 245.2 15.917 260.1 256.6 256.6 16.000 317.5 304.3 304.3 16.083 491.4 451.1 451.1 16.167 756.9 695.4 695.4 16.250 1160.5 1067.0 1067.0 16.333 1536.3 1449.3 1449.3 !A 16.417 1731.3 1686.1 1686.1 li 16.500 1936.5 1889.0 1889.0 16.583 1910.7 1916.7 1916.7 16.667 1618.1 1685.9 1685.9 1i 16.750 1253.4 1337.9 1337.9 16.833 957.0 1025.6 1025.6 16.917 714.3 770.5 770.5 in OM 16 17.000 564.7 599.4 599.4 17.083 419.6 453.2 453.2 • 17.167 316.7 340.5 340.5 iii 17.250 214.3 238.0 238.0 17.333 168.0 178.7 178.7 17.417 140.4 146.7 146.7 ro 17.500 119.7 124.5 124.5 iii 17.583 101.3 105.6 105.6 17.667 85.1 88.8 88.8 ""! 17.750 55.7 62.5 62.5 1, 17.833 44.5 47.0 47.0 17.917 40.4 41.4 41.4 I 18.000 38.3 38.8 38.8 Li PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 172.539 AF r OUTFLOW VOLUME = 172.539 AF L.r LOSS VOLUME = .000 AF e. ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 6 » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO« «< ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 9.00 IS CODE = 1 re » >UNIT- HYDROGRAPH ANALYSIS« «< ili (UNIT - HYDROGRAPH ADDED TO STREAM #5) ir• WATERSHED AREA = 1964.000 ACRES P'" BASEFLOW = .000 CFS /SQUARE -MILE „„ *USER ENTERED "LAG" TIME = .500 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED mi MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 I. LOW LOSS FRACTION = .950 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 : *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .912 30- MINUTE FACTOR = .912 1 -HOUR FACTOR = .912 3 -HOUR FACTOR = .987 6 -HOUR FACTOR = .993 I, 24 -HOUR FACTOR = .996 ii UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.667 PI iii al RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 IL UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .952 226.211 2 3.388 578.484 r 3 9.011 1335.531 iiii 4 18.172 2176.064 5 28.932 2555.674 rill 6 41.965 3095.574 L 7 56.667 3491.998 8 69.152 2965.634 9 78.870 2308.219 10 85.692 1620.328 11 90.226 1076.855 12 93.529 784.502 13 95.777 534.026 14 97.216 341.710 15 98.120 214.784 P, 16 98.437 75.391 L 17 98.750 74.220 18 99.062 74.207 19 99.375 74.207 20 99.687 74.207 21 100.000 74.207 22 100.000 .091 A TOTAL STORM RAINFALL(INCHES) = 7.19 lig TOTAL SOIL - LOSS(INCHES) = 6.08 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.12 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 994.3421 II TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 182.5099 1 3 Ili IR 2 4 - H O U R S T O R M R U N O F F iii H Y D R O G R A P H : HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 500.0 1000.0 1500.0 2000.0 !ii 12.083 20.8544 29.45 Q V . . 12.167 21.0586 29.65 Q V . . Il 12.250 21.2639 29.82 Q V . . 12.333 21.4703 29.96 Q V . . 12.417 21.6775 30.09 Q V . . 12.500 21.8856 30.21 Q V . . 12.583 22.0944 30.31 Q V . . 12667 22.3041 30.45 Q V . . 12..750 22.5150 30.63 Q V . . 12.833 22.7274 30.84 Q V . . 12.917 22.9415 31.09 Q V . . pm 13.000 23.1575 31.36 Q V . ill 13.083 23.3755 31.65 Q V . 13.167 23.5956 31.96 Q V . . 13.250 23.8180 32.29 Q V i 13.333 24.0428 32.64 Q V 13.417 24.2701 33.00 Q V . . . pm 13.500 24.5000 33.38 Q V . . . it 13.583 24.7326 33.77 Q V . . 13.667 24.9680 34.18 Q V . . . 13.750 25.2063 34.60 Q V . . " 13.833 25.4477 35.05 Q V . . . it 13.917 25.6923 35.52 Q V . . . 14.000 25.9402 36.00 Q V . . . rim 14.083 26.1919 36.54 Q V . . . 14.167 26.4481 37.20 Q V . . . 14.250 26.7113 38.22 Q V . . . P ,,,, 14.333 26.9861 39.90 Q V . . . 1 14.417 27.2808 42.79 Q V . . . iii 14.500 27.6065 47.29 Q V . . . 14.583 27.9768 53.77 .Q V . . . 3 14.667 28.4075 62.54 .Q V . . . 14.750 28.9157 73.79 .Q V . . . 14.833 29.5166 87.25 .Q V . . . 14.917 30.2250 102.86 . Q V . . . 15.000 31.0538 120.34 . Q V . . . 15.083 32.0169 139.84 . Q V . . . 15.167 33.1277 161.29 . Q V . . . 15.250 34.4021 185.04 . Q V . . . 15.333 35.8563 211.16 . Q V . . . 15.417 37.4816 236.00 . Q V . . . • 15.500 39.2547 257.44 . Q V . . . ▪ 15.583 41.1078 269.08 . Q V. . . 15.667 42.9684 270.16 . Q V. . . 15.750 44.8421 272.06 . Q V. . . 3 15.833 46.7297 274.07 . Q V . . 15.917 48.7053 286.87 . Q V . . 16.000 51.0431 339.44 . Q .V . . in iii t1 iii 16.083 54.5162 504.29 . QV . - 16.167 59.7065 753.64 . . V Q . 16.250 67.5167 1134.05 . . V . Q . 16.333 77.9085 1508.89 . . V . Q . 16.417 89.7298 1716.44 . . V. Q . 16.500 102.8754 1908.74 . . . V . Q . 16.583 116.4910 1976.99 . . . V . Q. hi 16.667 128.3428 1720.88 . . . V . Q . 16.750 137.9470 1394.53 . . . Q V . 16.833 145.3130 1069.54 . . .Q .V 16.917 150.9300 815.59 . . Q . V 17.000 155.3898 647.56 . . Q . . V 17.083 158.8431 501.42 . Q . . V . 17.167 161.4562 379.43 . Q . . V 17.250 163.4124 284.04 . Q . V 17.333 164.7870 199.59 . Q . . . V . 4 17.417 165.9299 165.95 . Q . . . V . L 17.500 166.8943 140.03 . Q . . . V . 17.583 167.7181 119.62 . Q . . . V . L 17.667 168.4143 101.09 . Q . . . V 17.750 168.9980 84.76 .Q . . . V . 17.833 169.3572 52.15 .Q . . . V . 17.917 169.6681 45.14 Q . . . V . 18.000 169.9525 41.30 Q . . . V . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 5.1 » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« « < THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, 1m AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. alp ASSUMED REGULAR CHANNEL INFORMATION: ma BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1327.00 i" DOWNSTREAM ELEVATION = 1312.00 ol,,, CHANNEL LENGTH(FT) = 1320.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) _ .00 6 MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: OM AVERAGED PEAK 5- MINUTE [ 22.30] AVERAGED PEAK 15- MINUTE [ 21.91] AVERAGED PEAK 30- MINUTE [ 21.28] AVERAGED PEAK 1 -HOUR [ 19.29] AVERAGED PEAK 3 -HOUR [ 14.64] AVERAGED PEAK 6 -HOUR [ 11.56] : AVERAGED PEAK 24 -HOUR [ 7.43] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 23.000 HYDROGRAPH TRANSLATION TIME II = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) ii _ ( 1320.00)/( 23.000) = .016 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: « OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) am is Pm Ili (HRS) (CFS) (CFS) (CFS) 12.083 29.5 29.4 29.4 12.167 29.6 29.6 29.6 12.250 29.8 29.8 29.8 12.333 30.0 29.9 29.9 12.417 30.1 30.1 30.1 ii 12.500 30.2 30.2 30.2 ii 12.500 30.3 30.3 30.3 12.667 30.5 30.4 30.4 PI 12.750 30.6 30.6 30.6 limp 12.833 30.8 30.8 30.8 12.917 31.1 31.0 31.0 1114 13.000 31.4 31.3 31.3 13.083 31.7 31.6 31.6 i• 13.167 32.0 31.9 31.9 13.250 32.3 32.2 32.2 em [ 13.333 32.6 32.6 32.6 6r 13.417 33.0 32.9 32.9 13.500 33.4 33.3 33.3 r 13.583 33.8 33.7 33.7 lin 13.667 34.2 34.1 34.1 13.750 34.6 34.5 34.5 13.833 35.0 35.0 35.0 Z 13.917 35.5 35.4 35.4 14.000 36.0 35.9 35.9 14.083 36.5 36.4 36.4 14.167 37.2 37.1 37.1 Imp 14.250 38.2 38.0 38.0 14.333 39.9 39.6 39.6 pm 14.417 42.8 42.2 42.2 14.500 47.3 46.4 46.4 ii' 14.583 53.8 52.5 52.5 14.667 62.5 60.9 60.9 oim 14.750 73.8 71.6 71.6 6 14.833 87.2 84.7 84.7 14.917 102.9 99.9 99.9 r 15.000 120.3 117.0 117.0 6 15.083 139.8 136.1 136.1 15.167 161.3 157.2 157.2 F/4 15.250 185.0 180.5 180.5 im 15.333 211.2 206.2 206.2 15.417 236.0 231.2 231.2 15.500 257.4 253.3 253.3 15.583 269.1 266.9 266.9 III 15.667 270.2 270.0 270.0 15.750 272.1 271.7 271.7 _ 15.833 274.1 273.7 273.7 15.917 286.9 284.4 284.4 16.000 339.4 329.4 329.4 16.083 504.3 472.8 472.8 t 16.167 753.6 705.9 705.9 16.250 1134.0 1061.3 1061.3 16.333 1508.9 1437.2 1437.2 16.417 1716.4 1676.7 1676.7 16.500 1908.7 1872.0 1872.0 16.583 1977.0 1963.9 1963.9 16.667 1720.9 1769.9 1769.9 ii 16.750 1394.5 1457.0 1457.0 16.833 1069.5 1131.7 1131.7 PI 16.917 815.6 864.2 864.2 iii PR 11 17.000 647.6 679.7 679.7 17.083 501.4 529.4 529.4 17.167 379.4 402.8 402.8 17.250 284.0 302.3 302.3 17.333 199.6 215.7 215.7 17.417 166.0 172.4 172.4 17.500 140.0 145.0 145.0 17.583 119.6 123.5 123.5 17.667 101.1 104.6 104.6 17.750 84.8 87.9 87.9 he 17.833 52.1 58.4 58.4 17.917 45.1 46.5 46.5 18.000 41.3 42.0 42.0 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 182.510 AF OUTFLOW VOLUME = 182.510 AF LOSS VOLUME = .000 AF ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 6 » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO« « < ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 E: » » >UNIT- HYDROGRAPH ANALYSIS« «< (UNIT- HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 2224.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .520 HOURS' VALLEY(DEVELOPED) S -GRAPH SELECTED ,,,. MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .430 LOW LOSS FRACTION = .960 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = '7.22 ,, *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .900 30- MINUTE FACTOR = .900 1 -HOUR FACTOR = .900 3 -HOUR FACTOR = .985 6 -HOUR FACTOR = .993 1 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 16.026 di 1r F,= hi 0 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 ii UNIT HYDROGRAPH DETERMINATION 1: INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .916 246.305 2 3.184 609.973 Fil 3 8.268 1367.609 Iwo 4 16.813 2298.343 5 26.912 2716.088 r 6 38.885 3220.514 iir 7 53.241 3861.140 8 65.820 3383.219 9 76.059 2754.115 10 83.440 1985.084 11 88.649 1401.104 12 92.169 946.641 13 94.830 715.869 14 96.535 458.479 15 97.740 324.097 r 16 98.251 137.528 ill 17 98.552 80.836 18 98.852 80.803 19 99.153 80.869 20 99.453 80.803 21 99.754 80.803 22 100.000 66.277 TOTAL STORM RAINFALL(INCHES) = 7.18 TOTAL SOIL - LOSS(INCHES) = 6.15 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.03 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1140.3480 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 190.9702 TI 1 ii PR 1 = PI 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 INTERVALS(CFS) C TIME(HRS) VOLUME(AF) Q(CFS) 0. 550.0 1100.0 1650.0 2200.0 12.083 18.8113 26.60 Q V . . 12.167 18.9958 26.78 Q V . . 12.250 19.1814 26.95 Q V . . 12.333 19.3680 27.10 Q V . . 12.417 19.5556 27.24 Q V . . 12.500 19.7441 27.37 Q V . . 12.583 19.9335 27.49 Q V . . 12.667 20.1238 27.64 Q V 12.750 20.3153 27.81 Q V . . . 12.833 20.5082 28.00 Q V . . . 12.917 20.7026 28.23 Q V 13.000 20.8987 28.48 Q V . . 13.083 21.0966 28.74 Q V . . 13.167 21.2965 29.02 Q V . . . r 13.250 21.4984 29.31 Q V 13.333 21.7024 29.62 Q V 13.417 21.9087 29.95 Q V . . . pi 13.500 22.1172 30.29 Q V . . . 1 13.583 22.3282 30.64 Q V . . . ii 13.667 22.5418 31.00 Q V . . . 13.750 22.7579 31.38 Q V . . F. 13.833 22.9768 31.78 Q V . . . 10 13.917 23.1985 32.20 Q V . . . 14.000 23.4232 32.63 Q V . . . 14.083 23.6513 33.12 Q V 14.167 23.8836 33.72 Q V . . . 14.250 24.1228 34.72 Q V . . . pm 14.333 24.3736 36.42 Q V . . . 14.417 24.6449 39.39 Q V . . . 14.500 24.9484 44.07 Q V . . 14.583 25.2986 50.85 Q V . . . 14.667 25.7124 60.08 .Q V . . . IN 14.750 26.2088 72.08 .Q V . . . 14.833 26.8044 86.48 .Q V . . . I 14.917 27.5162 103.36 .Q V . . . 15.000 28.3584 122.28 . Q V . . . 15.083 29.3468 143.52 . Q V . . . 15.167 30.4956 166.81 . Q V . . . 15.250 31.8230 192.74 . Q V . . . 15.333 33.3458 221.11 . Q V . . . 15.417 35.0548 248.14 . Q V . . . 15.500 36.9242 271.44 . Q V . . . II 15.583 38.8874 285.06 . Q V . . . 15.667 40.8575 286.06 . Q V . . 15.750 42.8370 287.42 . Q V . . . 15.833 44.8324 289.73 . Q V. . . 15.917 46.8932 299.23 . Q V. . . 16.000 49.2964 348.94 . Q V . . II r j 16.083 52.8565 516.93 . Q.V . . - 16.167 58.1586 769.87 . . VQ . . 16.250 66.1161 1155.42 . . V .Q . 16.333 76.8825 1563.29 . . V . Q . . 16.417 89.2320 1793.14 . . V . • Q . 16.500 102.9671 1994.34 . . .V . Q . >:. 16.583 117.7581 2147.66 . . . V . Q. 16.667 130.9615 1917.12 . . . V . Q . 16.750 141.9837 1600.43 . . . Q. . 16.833 150.5536 1244.34 . . • Q .V . 16.917 157.2294 969.33 . . Q . . V . 17.000 162.3825 748.23 . • Q . . V . 17.083 166.5250 601.50 Q V 17.167 169.6509 453.87 Q V 17.250 172.0515 348.57 . Q . . . V . 17.333 173.7106 240.91 . Q . . . V . r 17.417 174.9838 184.86 . Q V h 17.500 176.0476 154.46 . Q V 17.583 176.9527 131.43 . Q . . . V . 17.667 177.7230 111.84 . Q V 17.750 178.3753 94.72 .Q V 17.833 178.8967 75.71 .Q . . . V . 17.917 179.2186 46.74 Q . . . V . r. r. 18.000 179.4985 40.63 Q . . . V . ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 5.1 E R ; » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, r AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. lir ASSUMED REGULAR CHANNEL INFORMATION: PR BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 iii UPSTREAM ELEVATION = 1312.00 DOWNSTREAM ELEVATION = 1302.00 ,,, CHANNEL LENGTH(FT) = 1800.00 MANNING'S FACTOR = .015 CONSTANT LOSS RATE(CFS) = .00 ii MEAN- FLO(4RATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 17.84] AVERAGED PEAK 15- MINUTE [ 17.53] 3 AVERAGED PEAK 30- MINUTE [ 17.02] AVERAGED PEAK 1 -HOUR [ 15.57] AVERAGED PEAK 3 -HOUR [ 11.94] AVERAGED PEAK 6 -HOUR [ 9.46] 3 AVERAGED PEAK 24 -HOUR [ 6.00] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 18.000 HYDROGRAPH TRANSLATION TIME 3 = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) = ( 1800.00)/( 18.000) = .028 HRS TRANSLATION METHOD CHANNEL ROUTING RESULTS: II II OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) Ili (HRS) (CFS) (CFS) (CFS) 12.083 26.6 26.5 26.5 ,� 12.167 26.8 26.7 26.7 ii 12.250 27.0 26.9 26.9 12.333 27.1 27.0 27.0 12.417 27.2 27.2 27.2 ri 12.500 27.4 27.3 27.3 12.583 27.5 27.5 27.5 12.667 27.6 27.6 27.6 PR 12.750 27.8 27.7 27.7 6 12.833 28.0 27.9 27.9 12.917 28.2 28.2 28.2 r 13.000 28.5 28.4 28.4 • 13.083 28.7 28.7 28.7 13.167 29.0 28.9 28.9 13.250 29.3 29.2 29.2 r 13.333 29.6 29.5 29.5 6 13.417 30.0 29.8 29.8 13.500 30.3 30.2 30.2 13.583 30.6 30.5 30.5 13.667 31.0 30.9 30.9 13.750 31.4 31.3 31.3 13.833 31.8 31.6 31.6 r r 13.917 32.2 32.1 32.1 imi 14.000 32.6 32.5 32.5 14.083 33.1 33.0 33.0 r. 14.167 33.7 33.5 33.5 iii 14.250 34.7 34.4 34.4 14.333 36.4 35.9 35.9 on 14.417 39.4 38.4 38.4 14.500 44.1 42.5 42.5 14.583 50.9 48.6 48.6 14.667 60.1 57.0 57.0 14.750 72.1 68.1 68.1 err 14.833 86.5 81.7 81.7 14.917 103.4 97.7 97.7 r 15.000 122.3 116.0 116.0 ihmo 15.083 143.5 136.4 136.4 15.167 166.8 159.0 159.0 15.250 192.7 184.1 184.1 r 15.333 221.1 211.7 211.7 iiiii 15.417 248.1 239.1 239.1 15.500 271.4 263.7 263.7 1 15.583 285.1 280.5 280.5 15.667 286.1 285.7 285.7 15.750 287.4 287.0 287.0 15.833 289.7 289.0 289.0 15.917 299.2 296.1 296.1 16.000 348.9 332.4 332.4 16.083 516.9 460.9 460.9 16.167 769.9 685.6 685.6 16.250 1155.4 1026.9 1026.9 16.333 1563.3 1427.3 1427.3 IAA 16.417 1793.1 1716.5 1716.5 ii 16.500 1994.3 1927.3 1927.3 16.583 2147.7 2096.6 2096.6 16.667 1917.1 1994.0 1994.0 16.750 1600.4 1706.0 1706.0 16.833 1244.3 1363.0 1363.0 16.917 969.3 1061.0 1061.0 OR i? 8 In eiri 17.000 748.2 821.9 821.9 17.083 601.5 650.4 650.4 fili 17.167 453.9 503.1 503.1 MI 17.250 348.6 383.7 383.7 17.333 240.9 276.8 276.8 17.417 184.9 203.5 203.5 17.500 154.5 164.6 164.6 iii 17.583 131.4 139.1 139.1 17.667 111.8 118.4 118.4 • 17.750 94.7 100.4 100.4 17.833 75.7 82.0 82.0 17.917 46.7 56.4 56.4 Po 18.000 40.6 42.7 42.7 L PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 190.970 AF r OUTFLOW VOLUME = 190.970 AF la LOSS VOLUME = .000 AF k******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 6 E: » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO « «< = ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 11.00 IS CODE = 1 I: » » >UNIT - HYDROGRAPH ANALYSIS« «< Pm (UNIT - HYDROGRAPH ADDED TO STREAM #5) Li WATERSHED AREA = 2284.000 ACRES BASEFLOW = .000 CFS /SQUARE -MILE *USER ENTERED "LAG" TIME = .540 HOURS' VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 LOW LOSS FRACTION = .950 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .897 30- MINUTE FACTOR = .897 3 1 -HOUR FACTOR = .897 3 -HOUR FACTOR = .985 6 -HOUR FACTOR = .992 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 15.432 ii PP iiiiii al RUNOFF HYDROGRAPH LISTING LIMITS: iii MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 II IL UNIT HYDROGRAPH DETERMINATION r iii INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) 1 .882 243.581 2 3.007 587.015 3 7.602 1269.349 4 15.616 2213.463 5 25.130 2627.929 no 6 36.155 3045.369 iiii 7 49.891 3794.347 8 62.531 3491.348 9 73.168 2938.273 1r 10 81.065 2181.339 iii 11 86.917 1616.385 12 90.768 1063.582 II" 13 93.741 821.376 iiii 14 95.784 564.313 15 97.119 368.627 P, 16 98.055 258.523 iiii 17 98.368 86.526 18 98.657 79.951 19 98.947 79.883 : 20 99.236 79.951 21 99.525 79.883 22 99.815 79.883 MN 23 100.000 51.229 till TOTAL STORM RAINFALL(INCHES) = 7.18 TOTAL SOIL - LOSS(INCHES) = 6.07 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.11 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1155.8580 TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 211.3688 PI 1 "R ir 0 " ri w Iii 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H it HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) TIME(HRS) VOLUME(AF) Q(CFS) 0. 550.0 1100.0 1650.0 2200.0 r 12.083 24.1090 34.09 Q V . . _ 12.167 24.3454 34.32 Q 'V . . . 116 12.250 24.5833 34.54 Q V . . 12.333 24.8224 34.72 Q V . . r 12.417 25.0627 34.89 Q V . . L„ 12.500 25.3041 35.05 Q V . . 12.583 25.5465 35.20 Q V . . o.► 12.667 25.7900 35.36 Q V . . 12.750 26.0349 35.56 Q V . . bis 12.833 26.2814 35.79 Q V . . 12.917 26.5298 36.07 Q V . . i 13.000 26.7803 36.37 Q V . . . li+ 13.083 .27.0331 36.70 Q V . . . 13.167 27.2882 37.05 Q V . . . 13.250 27.5460 37.42 Q V L. 13.333 27.8064 37.81 Q V 13.417 28.0697 38.23 Q V . . . 13.500 28.3359 38.65 Q V . . . 13.583 28.6052 39.10 Q V . . 13.667 28.8776 39.56 Q V . . . 13.750 29.1535 40.05 Q V . . 13.833 29.4327 40.55 Q V 13.917 29.7157 41.08 Q V 14.000 30.0024 41.63 Q V . . . 14.083 30.2942 42.37 Q V 14.167 30.5934 43.44 Q V 14.250 30.9053 45.29 Q V . . 14.333 31.2386 48.40 Q V 14.417 31.6040 53.07 Q V 14.500 32.0149 59.66 .Q V . . . 14.583 32.4880 68.69 .Q V . . . 14.667 33.0393 80.05 .Q V . . . il 14.750 33.6854 93.81 .Q V . . . 14.833 34.4399 109.55 .Q V . . . 14.917 35.3175 127.42 . Q V . . . 15.000 36.3300 147.02 . Q V . . . 15.083 37.4926 168.80 . Q V . . . 15.167 38.8181 192.47 . Q V . . . 15.250 40.3242 218.68 . Q V . . . 15.333 42.0270 247.25 . Q V . . . 15.417 43.9160 274.28 . Q V . . . 15.500 45.9672 297.84 . Q V . . . 15.583 48.1216 312.81 . Q V. . . 15.667 50.2881 314.57 . Q V. . . 15.750 52.4689 316.66 . Q V. . . 15.833 54.6801 321.06 . Q V . . 15.917 56.9511 329.75 . Q V . . 16.000 59.5322 374.78 . Q .V . . m NM IP i 16.083 63.2078 533.69 . Q.V . 16.167 68.5180 771.04 . . V Q . 16.250 76.2901 1128.51 . . V Q . 16.333 86.8796 1537.59 . . V . Q . 16.417 99.0561 1768.03 . . V . . Q . 16.500 112.5360 1957.29 . . .V . Q . 16.583 127.4261 2162.03 . . . V . Q. 16.667 141.1966 1999.48 . . . V . Q . 16.750 153.0217 1717.00 . . . V .Q . 16.833 162.4343 1366.72 Q V 16.917 169.9586 1092.52 Q. . V 17.000 175.7518 841.17 . . Q . . V . 17.083 180.4957 688.82 . . Q . . V . 17.167 184.2071 538.90 . Q. . . V . ilig 17.250 187.0587 414.05 . Q . . . V . 17.333 189.2620 319.92 . Q . . . V . 17.417 190.8049 224.02 Q V 17.500 192.0870 186.17 Q V 17.583 193.1763 158.16 . Q . . . V . 17.667 194.1168 136.56 . Q V 17.750 194.9246 117.30 . Q V 17.833 195.6186 100.76 .Q . . . V . 17.917 196.1602 78.65 .Q V 18.000 196.5368 54.67 Q V n.*************************************************************************** Iii FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.1 r » » > MODEL CHANNEL ROUTING BY THE TRANSLATION METHOD« «< 1 �* THE TRANSLATION MODEL NEGLECTS ALL STORAGE ATTENUATION EFFECTS, € AND MOVES THE STREAM 5 RUNOFF HYDROGRAPH FORWARD IN TIME. Iiiil ASSUMED REGULAR CHANNEL INFORMATION: r BASEWIDTH(FT) = 20.00 CHANNEL Z = .00 UPSTREAM ELEVATION = 1302.00 imp DOWNSTREAM ELEVATION = 1280.00 ! - CHANNEL LENGTH(FT) = 4900.00 MANNING'S FACTOR = .015 B. CONSTANT LOSS RATE(CFS) = .00 I. MEAN - FLOWRATE NORMAL -DEPTH FLOW VELOCITIES(FPS) ARE AS FOLLOWS: AVERAGED PEAK 5- MINUTE [ 16.57] AVERAGED PEAK 15- MINUTE [ 16.32] AVERAGED PEAK 30- MINUTE [ 15.87] AVERAGED PEAK 1 -HOUR [ 14.60] AVERAGED PEAK 3 -HOUR [ 11.31] AVERAGED PEAK 6 -HOUR [ 9.11] AVERAGED PEAK 24 -HOUR [ 5.86] USER - SPECIFIED CHANNEL AVERAGE FLOW VELOCITY(FPS) = 17.000 HYDROGRAPH TRANSLATION TIME I = (CHANNEL LENGTH) /(AVERAGE FLOW VELOCITY) ( 4900.00)/( 17.000) = .080 HRS Al TRANSLATION METHOD CHANNEL ROUTING RESULTS: IM OUTFLOW LESS MODEL INFLOW ROUTED LOSS TIME (STREAM 5) FLOW (STREAM 5) li r M (HRS) (CFS) (CFS) (CFS) 12.083 34.1 33.9 33.9 12.167 34.3 34.1 34.1 12.250 34.5 34.3 34.3 12.333 34.7 34.5 34.5 12.417 34.9 34.7 34.7 ill 12.500 35.1 34.9 34.9 12.583 35.2 35.1 35.1 12.667 35.4 35.2 35.2 P 12.750 35.6 35.4 35.4 L 12.833 35.8 35.6 35.6 12.917 36.1 35.8 35.8 F I R 13.000 36.4 36.1 36.1 iii 13.083 36.7 36.4 36.4 13.167 37.0 36.7 36.7 13.250 37.4 37.1 37.1 `�" 13.333 37.8 37.4 37.4 fir. 13.417 38.2 37.8 37.8 13.500 38.7 38.2 38.2 rim 13.583 39.1 38.7 38.7 im, 13.667 39.6 39.1 39.1 13.750 40.0 39.6 39.6 F., 13.833 40.6 40.1 40.1 13.917 41.1 40.6 40.6 14.000 41.6 41.1 41.1 14.083 42.4 41.7 41.7 !^ 14.167 43.4 42.4 42.4 iii. 14.250 45.3 43.5 43.5 14.333 48.4 45.4 45.4 14.417 53.1 48.6 48.6 14.500 59.7 53.3 53.3 14.583 68.7 60.0 60.0 14.667 80.1 69.1 69.1 Plik iiii 14.750 93.8 80.6 80.6 14.833 109.6 94.4 94.4 14.917 127.4 110.3 110.3 !' 15.000 147.0 128.2 128.2 j 15.083 168.8 147.9 147.9 15.167 192.5 169.7 169.7 "1" 15.250 218.7 193.5 193.5 im 15.333 247.2 219.8 219.8 15.417 274.3 248.3 248.3 15.500 297.8 275.2 275.2 15.583 312.8 298.4 298.4 15.667 314.6 312.9 312.9 15.750 316.7 314.7 314.7 15.833 321.1 316.8 316.8 15.917 329.8 321.4 321.4 16.000 374.8 331.5 331.5 16.083 533.7 381.0 381.0 16.167 771.0 543.0 543.0 16.250 1128.5 785.1 785.1 16.333 1537.6 1144.6 1144.6 16.417 1768.0 1546.6 1546.6 16.500 1957.3 1775.5 1775.5 16.583 2162.0 1965.3 1965.3 16.667 1999.5 2155.7 2155.7 16.750 1717.0 1988.4 1988.4 16.833 1366.7 1703.3 1703.3 16.917 1092.5 1356.0 1356.0 1 PR 1j 17.000 841.2 1082.7 1082.7 17.083 688.8 835.2 835.2 17.167 538.9 682.9 682.9 iiiii 17.250 414.0 534.0 534.0 17.333 319.9 410.4 410.4 17.417 224.0 316.2 316.2 17.500 186.2 222.5 222.5 17.583 158.2 185.1 185.1 17.667 136.6 157.3 157.3 """ 17.750 117.3 135.8 135.8 I 17.833 100.8 116.6 116.6 17.917 78.6 99.9 99.9 18.000 54.7 77.7 77.7 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 211.369 AF OUTFLOW VOLUME = 211.369 AF LOSS VOLUME = .000 AF r ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 6 » » > STREAM NUMBER 5 CLEARED AND SET TO ZERO « «< ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 1 » >UNIT- HYDROGRAPH ANALYSIS« «< Pm iii (UNIT - HYDROGRAPH ADDED TO STREAM #5) WATERSHED AREA = 2560.000 ACRES p" BASEFLOW = .000 CFS /SQUARE -MILE . *USER ENTERED "LAG" TIME = .620 HOURS VALLEY(DEVELOPED) S -GRAPH SELECTED r MAXIMUM WATERSHED LOSS RATE(INCH /HOUR) = .420 iiii LOW LOSS FRACTION = .940 * HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5- MINUTES RAINFALL(INCH)= .43 SPECIFIED PEAK 30- MINUTES RAINFALL(INCH)= .89 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.18 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.15 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.18 SPECIFIED PEAK 24 -HOUR RAINFALL(INCH) = 7.22 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5- MINUTE FACTOR = .885 30- MINUTE FACTOR = .885 1 -HOUR FACTOR = .885 3 -HOUR FACTOR = .983 6 -HOUR FACTOR = .991 24 -HOUR FACTOR = .995 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES on UNIT INTERVAL PERCENTAGE OF LAG -TIME = 13.441 iii lit RUNOFF HYDROGRAPH LISTING LIMITS: III MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 PIN L UNIT HYDROGRAPH DETERMINATION E INTERVAL "S" GRAPH UNIT HYDROGRAPH ri NUMBER MEAN VALUES ORDINATES(CFS) 1 .768 237.788 2 2.499 536.020 P" 3 5.594 958.167 IL 4 11.677 1883.280 5 19.500 2421.889 6 28.097 2661.544 7 38.167 3117.709 8 50.385 3782.777 9 61.392 3407.882 10 70.945 2957.532 11 78.645 2383.886 12 84.367 1771.444 13 88.606 1312.637 14 91.603 927.848 15 94.072 764.146 • 16 95.796 533.925 L 17 96.963 361.171 18 97.910 293.304 19 98.256 107.117 r 20 98.508 78.078 6 21 98.760 78.012 22 99.012 77.965 23 99.264 77.965 24 99.516 77.965 25 99.767 77.965 F ., 26 100.000 71.986 err TOTAL STORM RAINFALL(INCHES) = 7.18 TOTAL SOIL - LOSS(INCHES) = 6.03 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.16 TOTAL SOIL -LOSS VOLUME(ACRE -FEET) = 1285.4100 II TOTAL STORM RUNOFF VOLUME(ACRE -FEET) = 247.0282 PI L PI in im 2 4 - HOUR STORM R U N O F F H Y D R O G R A P H il HYDROGRAPH IN FIVE - MINUTE INTERVALS(CFS) 'TIME(HRS) VOLUME(AF) Q(CFS) 0. 550.0 1100.0 1650.0 2200.0 12.083 32.1357 45.54 Q V . . 12.167 32.4515 45.85 Q V 12.250 32.7694 46.15 Q V . . 12.333 33.0891 46.42 Q V . . 12.417 33.4105 46.67 Q V 12.500 33.7337 46.93 Q V . . 12.583 34.0585 47.17 Q V . . 12.667 34.3849 47.39 Q V 12.750 34.7130 47.64 Q V . . . 12.833 35.0431 47.93 Q V . . . 12.917 35.3754 48.25 Q V . . . 13.000 35.7103 48.63 Q V . . . 13.083 36.0480 49.03 Q V . . . 13.167 36.3888 49.48 Q V . . . r 13.250 36.7327 49.94 Q V 13.333 37.0801 50.44 Q V 13.417 37.4311 50.96 Q V . . . 13.500 37.7859 51.51 Q V . . . 13.583 38.1446 52.09 Q V . . . 13.667 38.5074 52.69 Q V . . . 13.750 38.8746 53.31 Q V . . . 13.833 39.2463 53.97 Q V 13.917 39.6226 54.64 Q V . . . 14.000 40.0039 55.36 .Q V . . . pm 14.083 40.3916 56.29 .Q V . . . i 14.167 40.7883 57.60 .Q V . . . 14.250 41.1986 59.59 .Q V . . . 14.333 41.6315 62.86 .Q V 14.417 42.0972 67.61 .Q V . . . 14.500 42.6073 74.07 .Q V . . . 14.583 43.1761 82.59 .Q V . . . El 14.667 43.8218 93.75 .Q V . . . 14.750 44.5596 107.13 .Q V . . . 14.833 45.4062 122.93 . Q V . . . 14.917 46.3755 140.75 . Q V . . . 15.000 47.4827 160.76 . Q V . . . 15.083 48.7409 182.70 . Q V . . . 15.167 50.1661 206.93 . Q V . . . 15.250 51.7736 233.41 . Q V . . . 15.333 53.5826 262.67 . Q V . . . 15.417 55.5805 290.10 . Q V . . . 15.500 57.7518 315.26 . Q V. . . 15.583 60.0659 336.02 . Q V. . . 15.667 62.4357 344.09 . Q V . . 15.750 64.8331 348.11 . Q V . . 15.833 67.2961 357.63 . Q V . . 15.917 69.8758 374.57 . Q .V . . 16.000 72.6781 406.90 . Q .V . . lig 16.083 76.3881 538.69 . Q. V . 16.167 81.3933 726.76 . . Q . 16.250 88.1672 983.57 . . V Q . n 16.333 97.6463 1376.36 . . V . Q . 16.417 108.9154 1636.28 . . V . Q. . 16.500 121.2851 1796.07 . . V. . Q . ee 16.583 134.9360 1982.11 . . .V . Q NI 16.667 149.8316 2162.85 . . . V . Q. 16.750 163.5531 1992.36 . . . V . Q . 16.833 175.6333 1754.04 . . . V .Q . i 16.917 185.7718 1472.11 . . . Q V . 17.000 194.0046 1195.41 . . .Q .V . �, 17.083 200.6873 970.32 . Q . . V 17.167 206.0630 780.55 . . Q . . V . iii 17.250 210.5926 657.70 . .Q . . V . 17.333 214.1819 521.16 . Q. . . V . r 17.417 216.9876 407.38 . Q . . . V r it 17.500 219.2480 328.22 . Q . . . V . - 17.583 220.8425 231.52 . Q . . . V . rig 17.667 222.1485 189.63 . Q . . . V . w 17.750 223.2849 165.00 . Q . . . V . 17.833 224.3000 147.40 . Q . . . V . 17.917 225.2054 131.46 . Q . . . V . E 18.000 226.0232 118.74 . Q . . . V . END OF FLOOD ROUTING ANALYSIS r L Li L IN II RR 0111 ill ill iii irg Pm RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -93 Advanced Engineering Software (aes) Ver. 2.1B Release Date:11 /17/93 License ID 1209 Analysis prepared by: BILL MANN & ASSOCIATES, INC 1802 COMMERCENTER WEST SUITE A SAN BERNARDINO, CALIF 92408 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * BASELINE AVE. STORM DRAIN 25 -YR RATIONAL INCLUDES AREA BETWEEN I -215 - CITRUS - WALNUT - BASELINE ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** V s e l ca c„1 c.{ e Las 4 5 t 14 1 es FILE NAME: BASE1. DAT 'r vs e h l) u, r - �� yvr va ro {p TIME /DATE OF STUDY: 8:54 7/24/1997 E: USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - E; USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.1800 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED* *USER - DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET - CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL INTE -/ OUT - /PARK - HEIGHT WIDTH LIP HIKE FACTOR O. (FT) (FT) ROIR / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 12.0 .020/ .020/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .67 FEET as (Maximum Allowable Street Flow- Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 2.1 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< INITIAL SUBAREA FLOW- LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET = 1506.00 i1 E ON DIFFERENCE (FEET) = 24.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.999 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.954 .q SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) r RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 7.40 .98 .50 32 13.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 16.43 TOTAL AREA(ACRES) = 7.40 PEAK FLOW RATE(CFS) = 16.43 E o r ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 1 USED) « «< E ir , UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1498.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 E: DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.63 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .43 HALFSTREET FLOOD WIDTH(FEET) = 13.77 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.47 PRODUCT OF DEPTH &VELOCITY = 1.94 = STREET FLOW TRAVEL TIME(MIN.) = 1.12 TC(MIN.) = 14.12 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.811 1 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN I RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 2.10 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 I SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 4.39 EFFECTIVE AREA(ACRES) = 9.50 AREA - AVERAGED Fp(INCH/HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) = 19.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 14.14 FLOW VELOCITY(FEET /SEC.) = 4.54 DEPTH *VELOCITY = 2.00 k, * * 1: a * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 1 i r » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.12 RAINFALL INTENSITY(INCH /HR) = 2.81 t pl AREA- AVERAGED Fp(INCH/HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 9.50 TOTAL STREAM AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.87 C ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 2.1 L - » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 ELEVATION DIFFERENCE(FEET) = 24.00 E: TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.999 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.954 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 5.50 .98 .50 32 13.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 12.21 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 12.21 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< 1[ » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1498.00 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.14 al STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .44 HALFSTREET FLOOD WIDTH(FEET) = 14.23 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.64 PRODUCT OF DEPTH &VELOCITY = 1.61 STREET FLOW TRAVEL TIME(MIN.) = 2.20 TC(MIN.) = 15.19 II 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.690 tki SUBAREA LOSS RATE DATA(AMC II): !"' DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS it LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 3.96 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 3.96 SUBAREA RUNOFF(CFS) = 7.85 EFFECTIVE AREA(ACRES) = 9.46 AREA - AVERAGED Fm(INCH/HR) = .49 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 9.46 PEAK FLOW RATE(CFS) = 18.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .46 HALFSTREET FLOOD WIDTH(FEET) = 15.17 *i FLOW VELOCITY(FEET /SEC.) = 3.76 DEPTH *VELOCITY = 1.74 lw ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r m FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 1 6- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.19 RAINFALL INTENSITY(INCH /HR) = 2.69 AREA - AVERAGED Fm(INCH /HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 9.46 TOTAL STREAM AREA(ACRES) = 9.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.75 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 19.87 14.12 2.811 .97( .49) .50 9.50 2 18.75 15.19 2.690 .98( .49) .50 9.46 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 38.3 14.12 2.811 .975( .488) .50 18.3 2 37.6 15.19 2.690 .975( .488) .50 19.0 • COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 38.25 Tc(MIN.) = 14.118 OM EFFECTIVE AREA(ACRES) = 18.29 AREA - AVERAGED Fm(INCH/HR) = .49 au 6 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 - TOTAL AREA(ACRES) = 18.96 P 1 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** gio FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 3.1 It » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ir UPSTREAM NODE ELEVATION(FEET) = 1498.00 DOWNSTREAM NODE ELEVATION(FEET) = 1437.00 FLOW LENGTH(FEET) = 4700.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.39 1 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 38.25 TRAVEL TIME(MIN.) = 7.54 TC(MIN.) = 21.65 ri ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< r MAINLINE Tc(MIN) = 21.65 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.175 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 56.50 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 56.50 SUBAREA RUNOFF(CFS) = 90.77 EFFECTIVE AREA(ACRES) = 74.79 AREA - AVERAGED Fm(INCH /HR) = .41 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .42 TOTAL AREA(ACRES) = 75.46 PEAK FLOW RATE(CFS) = 118.54 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< 1r INITIAL SUBAREA FLOW - LENGTH(FEET) = 800.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1506.00 ELEVATION DIFFERENCE(FEET) = 24.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.932 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.278 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL PP �i "8 -10 DWELLINGS /ACRE" A 5.40 .98 .40 32 10.93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA RUNOFF(CFS) = 14.03 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 14.03 AAn IL ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1506.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 - INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 r STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.05 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: r STREET FLOW DEPTH(FEET) = .51 HALFSTREET FLOOD WIDTH(FEET) = 17.80 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.69 PRODUCT OF DEPTH &VELOCITY = 1.38 STREET FLOW TRAVEL TIME(MIN.) = 5.27 TC(MIN.) = 16.20 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.588 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 4.02 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 L' SUBAREA AREA(ACRES) = 4.02 SUBAREA RUNOFF(CFS) = 7.95 EFFECTIVE AREA(ACRES) = 9.42 AREA - AVERAGED Fp(INCH/HR) = .39 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .40 TOTAL AREA(ACRES) = 9.42 PEAK FLOW RATE(CFS) = 18.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .52 HALFSTREET FLOOD WIDTH(FEET) = 18.08 FLOW VELOCITY(FEET /SEC.) = 2.70 DEPTH *VELOCITY = 1.40 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 7.00 TO NODE 10.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.20 RAINFALL INTENSITY(INCH /HR) = 2.59 AREA - AVERAGED Fm(INCH/HR) = .39 im on AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .40 EFFECTIVE STREAM AREA(ACRES) = 9.42 TOTAL STREAM AREA(ACRES) = 9.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = E*************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< INITIAL SUBAREA FLOW - LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1520.00 ELEVATION DIFFERENCE(FEET) = 10.00 �r TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.889 !�* 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.723 SUBAREA Tc AND LOSS RATE DATA(AMC II): rin DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 5.79 .98 .40 32 14.89 r SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA RUNOFF(CFS) = 12.16 us TOTAL AREA(ACRES) = 5.79 PEAK FLOW RATE(CFS) = 12.16 rr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< r » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1520.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 STREET LENGTH(FEET) = 690.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 32.92 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 17.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.32 PRODUCT OF DEPTH &VELOCITY = 2.65 STREET FLOW TRAVEL TIME(MIN.) = 2.16 TC(MIN.) = 17.05 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.510 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS trwi LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 22.07 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 22.07 SUBAREA RUNOFF(CFS) = 42.11 EFFECTIVE AREA(ACRES) = 27.86 AREA - AVERAGED Fm(INCH/HR) = .39 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .40 TOTAL AREA(ACRES) = 27.86 PEAK FLOW RATE(CFS) = 53.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .57 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 6.05 DEPTH *VELOCITY = 3.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.05 RAINFALL INTENSITY(INCH /HR) = 2.51 AREA - AVERAGED Fm(INCH /HR) = .39 r AREA- AVERAGED Fp(INCH /HR) = .97 II AREA- AVERAGED Ap = .40 EFFECTIVE STREAM AREA(ACRES) = 27.86 TOTAL STREAM AREA(ACRES) = 27.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.16 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 18.64 16.20 2.588 .98( .39) .40 9.42 2 53.16 17.05 2.510 .97( .39) .40 27.86 I: RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 71.0 16.20 2.588 .975( .390) .40 35.9 2 71.1 17.05 2.510 .975( .390) .40 37.3 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 71.14 Tc(MIN.) = 17.052 EFFECTIVE AREA(ACRES) = 37.28 AREA - AVERAGED Fm(INCH/HR) = .39 1 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .40 TOTAL AREA(ACRES) = 37.28 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 3.1 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< g" i�rii of UPSTREAM NODE ELEVATION(FEET) = 1500.00 DOWNSTREAM NODE ELEVATION(FEET) = 1464.00 FR FLOW LENGTH(FEET) = 1740.00 MANNING'S N = .013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.22 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 71.14 TRAVEL TIME(MIN.) = 2.04 TC(MIN.) = 19.09 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< r" MAINLINE Tc(MIN) = 19.09 isr 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.346 r' SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 94.76 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 94.76 SUBAREA RUNOFF(CFS) = 166.79 EFFECTIVE AREA(ACRES) = 132.04 AREA - AVERAGED Fp(INCH/HR) = .39 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .40 g, TOTAL AREA(ACRES) = 132.04 PEAK FLOW RATE(CFS) = 232.40 "' ** PEAK FLOW RATE TABLE ** r STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 237.6 18.24 2.411 .975( .390) .40 130.7 2 232.4 19.09 2.346 .975( .390) .40 132.0 NEW PEAK FLOW DATA ARE: PEAK FLOW RATE(CFS) = 237.59 Tc(MIN.) = 18.24 AREA - AVERAGED Fp(INCH/HR) = .39 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .40 EFFECTIVE AREA(ACRES) = 130.65 Ilk*************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1464.00 DOWNSTREAM NODE ELEVATION(FEET) = 1437.00 FLOW LENGTH(FEET) = 1340.00 MANNING'S N = .013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.1 INCHES II PIPE -FLOW VELOCITY(FEET /SEC.) = 19.28 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 237.59 TRAVEL TIME(MIN.) = 1.16 TC(MIN.) = 19.40 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE TC(MIN) = 19.40 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.323 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 45.91 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 45.91 SUBAREA RUNOFF(CFS) = 91.96 EFFECTIVE AREA(ACRES) = 176.56 AREA - AVERAGED Fm(INCH /HR) = .31 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .32 TOTAL AREA(ACRES) = 177.95 PEAK FLOW RATE(CFS) = 319.28 e******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 1 I: » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.40 RAINFALL INTENSITY(INCH /HR) = 2.32 AREA - AVERAGED Fm(INCH/HR) = .31 AREA - AVERAGED Fp(INCH/HR) = .97 AREA- AVERAGED Ap = .32 EFFECTIVE STREAM AREA(ACRES) = 176.56 TOTAL STREAM AREA(ACRES) = 177.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 319.28 E *************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 7 » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE «« < USER - SPECIFIED VALUES ARE AS FOLLOWS: ▪ TC(MIN.) = 21.08 RAINFALL INTENSITY(INCH /HR) = 2.21 ▪ EFFECTIVE AREA(ACRES) = 74.82 TOTAL AREA(ACRES) = 75.46 PEAK FLOW RATE(CFS) = 161.36 I AREA - AVERAGED Fm(INCH/HR) = .41 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .42 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. ■ ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 5.00 TO NODE 12.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < • » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: OM TIME OF CONCENTRATION(MIN.) = 21.08 RAINFALL INTENSITY(INCH /HR) = 2.21 AREA - AVERAGED Fm(INCH /HR) = .41 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .42 EFFECTIVE STREAM AREA(ACRES) = 74.82 TOTAL STREAM AREA(ACRES) = 75.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 161.36 ** CONFLUENCE DATA ** ✓ STREAM Q Tc Intensity Fp(Fm) Ap Ae • NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 319.28 19.40 2.323 .97( .31) .32 176.56 �.. 1 311.91 20.28 2.262 .98( .31) .32 177.95 2 161.36 21.08 2.210 .98( .41) .42 74.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 477.1 19.40 2.323 .977( .341) .35 245.4 2 471.6 20.28 2.262 .977( .342) .35 249.9 3 465.0 21.08 2.210 .977( .343) .35 252.8 II COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ▪ PEAK FLOW RATE(CFS) = 477.10 Tc(MIN.) = 19.401 EFFECTIVE AREA(ACRES) = 245.42 AREA - AVERAGED Fm(INCH /HR) = .34 AREA - AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .35 TOTAL AREA(ACRES) = 253.41 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1437.00 DOWNSTREAM NODE ELEVATION(FEET) = 1427.50 FLOW LENGTH(FEET) = 1040.00 MANNING'S N = .013 I DEPTH OF FLOW IN 78.0 INCH PIPE IS 62.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.77 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 477.10 TRAVEL TIME(MIN.) = 1.03 TC(MIN.) = 20.43 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE Tc(MIN) = 20.43 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.252 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Om LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 25.54 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 25.54 SUBAREA RUNOFF(CFS) = 42.80 EFFECTIVE AREA(ACRES) = 270.96 AREA - AVERAGED Fm(INCH/HR) = .35 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .35 TOTAL AREA(ACRES) = 278.95 PEAK FLOW RATE(CFS) = 477.10 !!" NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE • ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** L FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< • » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< Imo UPSTREAM NODE ELEVATION(FEET) = 1427.50 DOWNSTREAM NODE ELEVATION(FEET) = 1421.00 FLOW LENGTH(FEET) = 1280.00 MANNING'S N = .013 DEPTH OF FLOW IN 87.0 INCH PIPE IS 69.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.45 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 477.10 `!" TRAVEL TIME(MIN.) = 1.59 TC(MIN.) = 22.02 No p e******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 8.1 bel » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < MAINLINE TC(MIN) = 22.02 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.153 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 40.00 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 40.00 SUBAREA RUNOFF(CFS) = 59.96 EFFECTIVE AREA(ACRES) = 310.96 AREA - AVERAGED Fp(INCH/HR) = .36 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .37 TOTAL AREA(ACRES) = 318.95 PEAK FLOW RATE(CFS) = 500.69 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1421.00 DOWNSTREAM NODE ELEVATION(FEET) = 1414.50 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 r irio DEPTH OF FLOW IN 90.0 INCH PIPE IS 70.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.53 ESTIMATED PIPE DIAMETER(INCH) = 90.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 500.69 TRAVEL TIME(MIN.) = 1.63 TC(MIN.) = 23.65 E: FLOW PROCESS FROM NODE 14.00 TO NODE 20.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.65 RAINFALL INTENSITY(INCH /HR) = 2.06 AREA - AVERAGED Fp(INCH/HR) = .36 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .37 EFFECTIVE STREAM AREA(ACRES) = 310.96 TOTAL STREAM AREA(ACRES) = 318.95 PEAK FLOW RATE(CFS) AT CONFLUENCE = 500.69 4 *************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 2.1 1: » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« « < INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1532.00 DOWNSTREAM ELEVATION(FEET) = 1511.00 ELEVATION DIFFERENCE(FEET) = 21.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.274 r 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.917 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 7.81 .98 .60 32 13.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 16.39 TOTAL AREA(ACRES) = 7.81 PEAK FLOW RATE(CFS) = 16.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** II FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< IL » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1500.00 3 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 4 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 I: SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 27.02 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 17.33 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.23 PRODUCT OF DEPTH &VELOCITY = 2.14 STREET FLOW TRAVEL TIME(MIN.) = 2.36 TC(MIN.) = 15.64 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.644 SUBAREA LOSS RATE DATA(AMC II): r DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS fir LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 11.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 21.31 EFFECTIVE AREA(ACRES) = 19.31 AREA - AVERAGED Fm(INCH /HR) = .58 AREA - AVERAGED Fp(INCH /HR) = .97 AREA AVERAGED Ap = .60 TOTAL AREA(ACRES) = 19.31 PEAK FLOW RATE(CFS) = 35.79 r" END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .55 HALFSTREET FLOOD WIDTH(FEET) = 19.39 p, FLOW VELOCITY(FEET /SEC.) = 4.53 DEPTH *VELOCITY = 2.47 it ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 6.2 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < r » » > (STREET TABLE SECTION # 1 USED) « «< Le _ UPSTREAM ELEVATION(FEET) = 1500.00 DOWNSTREAM ELEVATION(FEET) = 1486.00 pm STREET LENGTH(FEET) = 900.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 II INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 55.97 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .62 HALFSTREET FLOOD WIDTH(FEET) = 14.58 AVERAGE FLOW VELOCITY(FEET /SEC.) = 5.09 PRODUCT OF DEPTH &VELOCITY = 3.18 STREET FLOW TRAVEL TIME(MIN.) = 2.95 TC(MIN.) = 18.58 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.384 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 19.76 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 19.76 SUBAREA RUNOFF(CFS) = 40.66 E EFFECTIVE AREA(ACRES) = 39.07 AREA - AVERAGED Fp(INCH/HR) = .34 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .35 TOTAL AREA(ACRES) = 39.07 PEAK FLOW RATE(CFS) = 71.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .67 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.64 DEPTH *VELOCITY = 3.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** E . FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1486.00 DOWNSTREAM NODE ELEVATION(FEET) = 1468.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.8 INCHES r PIPE -FLOW VELOCITY(FEET /SEC.) = 13.24 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 71.93 TRAVEL TIME(MIN.) = 1.38 TC(MIN.) = 19.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< i MAINLINE Tc(MIN) = 19.97 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.283 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN II COMMERCIAL A 36.72 .98 .10 32 IN SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 36.72 SUBAREA RUNOFF(CFS) = 72.24 EFFECTIVE AREA(ACRES) = 75.79 AREA - AVERAGED Fp(INCH/HR) = .22 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .23 TOTAL AREA(ACRES) = 75.79 PEAK FLOW RATE(CFS) = 140.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1468.00 DOWNSTREAM NODE ELEVATION(FEET) = 1414.50 j FLOW LENGTH(FEET) = 2640.00 MANNING'S N = .013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.01 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 140.63 TRAVEL TIME(MIN.) = 2.59 TC(MIN.) = 22.55 pw******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 8.1 » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< MAINLINE Tc(MIN) = 22.55 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.123 urn f SUBAREA LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 75.76 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 75.76 SUBAREA RUNOFF(CFS) = 104.83 EFFECTIVE AREA(ACRES) = 151.55 AREA - AVERAGED Fm(INCH/HR) = .40 r AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .41 Fis TOTAL AREA(ACRES) = 151.55 PEAK FLOW RATE(CFS) = 234.49 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 19.00 TO NODE 20.00 IS CODE = 1 » » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » »AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.55 RAINFALL INTENSITY(INCH /HR) = 2.12 AREA - AVERAGED Fm(INCH /HR) = .40 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .41 1 EFFECTIVE STREAM AREA(ACRES) = 151.55 TOTAL STREAM AREA(ACRES) = 151.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 234.49 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 500.69 23.65 2.063 .98( .36) .37 310.96 1 493.56 24.53 2.018 .98( .36) .37 315.48 1 485.58 25.33 1.980 .98( .37) .37 318.31 2 234.49 22.55 2.123 .98( .40) .41 151.55 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 727.1 23.65 2.063 .976( .377) .39 462.5 2 713.8 24.53 2.018 .976( .377) .39 467.0 3 700.6 25.33 1.980 .976( .377) .39 469.9 4 728.7 22.55 2.123 .976( .377) .39 448.1 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 728.74 Tc(MIN.) = 22.553 EFFECTIVE AREA(ACRES) = 448.14 AREA - AVERAGED Fm(INCH /HR) = .38 r AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .39 TOTAL AREA(ACRES) = 470.50 :******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 3.1 r » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< ihr » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1414.50 DOWNSTREAM NODE ELEVATION(FEET) = 1408.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 Eli DEPTH OF FLOW IN 102.0 INCH PIPE IS 83.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.73 ESTIMATED PIPE DIAMETER(INCH) = 102.00 NUMBER OF PIPES = 1 r PIPE- FLOW(CFS) = 728.74 TRAVEL TIME(MIN.) = 1.49 TC(MIN.) = 24.05 E *************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 24.05 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.042 SUBAREA LOSS RATE DATA(AMC II): ri DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 77.60 .98 .60 32 I SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 77.60 SUBAREA RUNOFF(CFS) = 101.79 EFFECTIVE AREA(ACRES) = 525.74 AREA - AVERAGED Fm(INCH/HR) = .41 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .42 TOTAL AREA(ACRES) = 548.10 PEAK FLOW RATE(CFS) = 773.33 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1408.00 DOWNSTREAM NODE ELEVATION(FEET) = 1401.50 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 n 5 DEPTH OF FLOW IN 108.0 INCH PIPE IS 80.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.20 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 773.33 fr TRAVEL TIME(MIN.) = 1.45 TC(MIN.) = 25.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** C .. FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 25.49 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.972 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 77.60 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 77.60 SUBAREA RUNOFF(CFS) = 96.87 EFFECTIVE AREA(ACRES) = 603.34 AREA - AVERAGED Fm(INCH/HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .44 TOTAL AREA(ACRES) = 625.70 PEAK FLOW RATE(CFS) = 836.91 f ' p e * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< i : » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1401.50 DOWNSTREAM NODE ELEVATION(FEET) = 1395.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 108.0 INCH PIPE IS 86.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.30 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 836.91 TRAVEL TIME(MIN.) = 1.44 TC(MIN.) = 26.93 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 8.1 IL » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 1r MAINLINE Tc(MIN) = 26.93 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.908 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 83.50 .98 .60 32 pm SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 83.50 SUBAREA RUNOFF(CFS) = 99.44 EFFECTIVE AREA(ACRES) = 686.84 AREA - AVERAGED Fp(INCH/HR) = .45 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .46 TOTAL AREA(ACRES) = 709.20 PEAK FLOW RATE(CFS) = 901.67 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 26.93 RAINFALL INTENSITY(INCH /HR) = 1.91 r AREA- AVERAGED Fp(INCH/HR) = .45 6 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .46 EFFECTIVE STREAM AREA(ACRES) = 686.84 TOTAL STREAM AREA(ACRES) = 709.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 901.67 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 2.1 E: » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS «« < INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1530.00 DOWNSTREAM ELEVATION(FEET) = 1509.00 ELEVATION DIFFERENCE(FEET) = 21.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.794 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.501 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 7.80 .98 .10 32 9.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 II SUBAREA RUNOFF(CFS) = 23.89 TOTAL AREA(ACRES) = 7.80 PEAK FLOW RATE(CFS) = 23.89 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » » >( STREET TABLE SECTION # 1 USED) « «< Ir UPSTREAM ELEVATION(FEET) = 1509.00 DOWNSTREAM ELEVATION(FEET) = 1498.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 IW DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 orserrorstarmewsamalliaNNIN i: OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 39.43 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 14.58 IN AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.66 PRODUCT OF DEPTH &VELOCITY = 2.61 c ! STREET FLOW TRAVEL TIME(MIN.) = 2.14 TC(MIN.) = 11.94 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.109 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 11.50 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 11.50 SUBAREA RUNOFF(CFS) = 31.17 EFFECTIVE AREA(ACRES) = 19.30 AREA - AVERAGED Fp(INCH/HR) = .10 AREA- AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 19.30 PEAK FLOW RATE(CFS) = 52.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.22 DEPTH *VELOCITY = 3.13 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » > USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1498.00 DOWNSTREAM NODE ELEVATION(FEET) = 1484.00 F"'" FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 ill DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.06 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 52.31 TRAVEL TIME(MIN.) = 1.24 TC(MIN.) = 13.18 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 8.1 II » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« « < I MAINLINE TC(MIN) = 13.18 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.929 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 19.80 .98 .10 32 Ilm Q lr hi SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 19.80 SUBAREA RUNOFF(CFS) = 50.47 EFFECTIVE AREA(ACRES) = 39.10 AREA - AVERAGED Fm(INCH/HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 39.10 PEAK FLOW RATE(CFS) = 99.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 3.1 » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1484.00 DOWNSTREAM NODE ELEVATION(FEET) = 1461.50 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.62 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 99.66 ri TRAVEL TIME(MIN.) = 1.17 TC(MIN.) = 14.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** E r FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 8.1 > »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< Er MAINLINE Tc(MIN) = 14.36 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.783 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 36.70 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 36.70 SUBAREA RUNOFF(CFS) = 72.61 EFFECTIVE AREA(ACRES) = 75.80 AREA - AVERAGED Fm(INCH /HR) = .33 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .34 TOTAL AREA(ACRES) = 75.80 PEAK FLOW RATE(CFS) = 167.12 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 3.1 > »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< IL » »USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1461.50 DOWNSTREAM NODE ELEVATION(FEET) = 1455.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 10.31 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 167.12 is hi TRAVEL TIME(MIN.) = 2.13 TC(MIN.) = 16.49 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 16.49 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.561 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 85.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 85.00 SUBAREA RUNOFF(CFS) = 188.48 EFFECTIVE AREA(ACRES) = 160.80 AREA - AVERAGED Fm(INCH /HR) = .21 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .21 TOTAL AREA(ACRES) = 160.80 PEAK FLOW RATE(CFS) = 340.46 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 3.1 ✓ » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< • » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1455.00 DOWNSTREAM NODE ELEVATION(FEET) = 1448.50 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 60.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.30 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 340.46 TRAVEL TIME(MIN.) = 1.79 TC(MIN.) = 18.28 a******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 8.1 II » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 18.28 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.408 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS II LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN SCHOOL A 85.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 ▪ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 ▪ SUBAREA AREA(ACRES) = 85.00 SUBAREA RUNOFF(CFS) = 139.44 EFFECTIVE AREA(ACRES) = 245.80 AREA - AVERAGED Fm(INCH /HR) = .34 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .35 TOTAL AREA(ACRES) = 245.80 PEAK FLOW RATE(CFS) = 457.69 PR ad Sp. ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** FLOW PROCESS FROM NODE 30.00 TO NODE 23.00 IS CODE = 3.1 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< E , UPSTREAM NODE ELEVATION(FEET) = 1448.50 DOWNSTREAM NODE ELEVATION(FEET) = 1395.00 FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 I: DEPTH OF FLOW IN 66.0 INCH PIPE IS 53.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.31 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 457.69 TRAVEL TIME(MIN.) = 1.98 TC(MIN.) = 20.26 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 30.00 TO NODE 23.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< Er TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 20.26 r RAINFALL INTENSITY(INCH /HR) = 2.26 AREA- AVERAGED Fp(INCH/HR) = .34 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .35 C EFFECTIVE STREAM AREA(ACRES) = 245.80 TOTAL STREAM AREA(ACRES) = 245.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 457.69 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 893.21 28.03 1.863 .98( .45) .46 701.21 Sri 1 877.16 28.91 1.829 .98( .45) .46 705.73 1 861.59 29.73 1.798 .98( .45) .46 708.56 1 901.67 26.93 1.908 .98( .45) .46 686.84 2 457.69 20.26 2.264 .97( .34) .35 245.80 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 1 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 1274.8 26.93 1.908 .975( .420) .43 932.6 2 1255.6 28.03 1.863 .975( .420) .43 947.0 3 1231.4 28.91 1.829 .975( .419) .43 951.5 4 1208.6 29.73 1.798 .975( .419) .43 954.4 5 1301.2 20.26 2.264 .975( .414) .42 762.4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1301.23 Tc(MIN.) = 20.257 EFFECTIVE AREA(ACRES) = 762.43 AREA - AVERAGED Fp(INCH/HR) = .41 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .42 TOTAL AREA(ACRES) = 955.00 err ********************************************* * * * * ** * * * ** * * * * * * * * ** * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 61.00 IS CODE = 3.1 » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1395.00 DOWNSTREAM NODE ELEVATION(FEET) = 1355.00 FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 DEPTH OF FLOW IN 108.0 INCH PIPE IS 77.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 26.48 ESTIMATED PIPE DIAMETER(INCH) = 108.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 1301.23 l TRAVEL TIME (MIN.) = 1.67 TC(MIN.) = 21.93 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 61.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< MAINLINE TC(MIN) = 21.93 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.159 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 160.00 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 160.00 SUBAREA RUNOFF(CFS) = 240.66 EFFECTIVE AREA(ACRES) = 922.43 AREA - AVERAGED Fp(INCH/HR) = .43 AREA- AVERAGED Fp(INCH /HR) _ .98 AREA- AVERAGED Ap = .44 TOTAL AREA(ACRES) = 1115.00 PEAK FLOW RATE(CFS) = 1438.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 23.00 TO NODE 61.00 IS CODE = 1 IL » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.93 RAINFALL INTENSITY(INCH /HR) = 2.16 AREA - AVERAGED Fp(INCH/HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .44 EFFECTIVE STREAM AREA(ACRES) = 922.43 E li TOTAL STREAM AREA(ACRES) = 1115.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1438.00 a ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 2.1 eir » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1511.00 DOWNSTREAM ELEVATION(FEET) = 1488.00 ELEVATION DIFFERENCE(FEET) = 23.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.307 r" 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.053 L SUBAREA Tc AND LOSS RATE DATA(AMC II): 101 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 9.50 .98 .50 32 12.31 r SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 II SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA RUNOFF(CFS) = 21.93 TOTAL AREA(ACRES) = 9.50 PEAK FLOW RATE(CFS) = 21.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 6.2 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « < » » >( STREET TABLE SECTION # 1 USED) « « < UPSTREAM ELEVATION(FEET) = 1488.00 DOWNSTREAM ELEVATION(FEET) = 1463.00 STREET LENGTH(FEET) = 1300.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 39.65 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 19.95 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.75 PRODUCT OF DEPTH &VELOCITY = 2.65 STREET FLOW TRAVEL TIME(MIN.) = 4.56 TC(MIN.) = 16.86 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.527 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 19.50 .98 .50 32 II SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 19.50 SUBAREA RUNOFF(CFS) = 35.79 EFFECTIVE AREA(ACRES) = 29.00 AREA - AVERAGED Fp(INCH/HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 29.00 PEAK FLOW RATE(CFS) = 53.23 err ill END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .60 HALFSTREET FLOOD WIDTH(FEET) = 14.58 r, FLOW VELOCITY(FEET /SEC.) = 5.34 DEPTH *VELOCITY = 3.19 ilk ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1463.00 DOWNSTREAM NODE ELEVATION(FEET) = 1459.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = .013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.9 INCHES r PIPE -FLOW VELOCITY(FEET /SEC.) = 7.80 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 53.23 um TRAVEL TIME(MIN.) = 1.71 TC(MIN.) = 18.58 bb ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< MAINLINE Tc(MIN) = 18.58 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.385 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN FL: RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 50.00 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 50.00 SUBAREA RUNOFF(CFS) = 85.37 EFFECTIVE AREA(ACRES) = 79.00 AREA - AVERAGED Fp(INCH/HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 79.00 PEAK FLOW RATE(CFS) = 134.88 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** li FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1459.00 DOWNSTREAM NODE ELEVATION(FEET) = 1435.00 FLOW LENGTH(FEET) = 1800.00 MANNING'S N = .013 ,; DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.05 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 • PIPE - FLOW(CFS) = 134.88 ql TRAVEL TIME(MIN.) = 2.14 TC(MIN.) = 20.71 PI ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< pm MAINLINE Tc(MIN) = 20.71 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.234 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 70.00 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 70.00 SUBAREA RUNOFF(CFS) = 110.02 EFFECTIVE AREA(ACRES) = 149.00 AREA - AVERAGED Fm(INCH/HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 TOTAL AREA(ACRES) = 149.00 PEAK FLOW RATE(CFS) = 234.19 n ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 61.00 IS CODE = 3.1 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« « < » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1435.00 DOWNSTREAM NODE ELEVATION(FEET) = 1355.00 FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 22.05 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 234.19 TRAVEL TIME(MIN.) = 2.00 TC(MIN.) = 22.71 ********************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IR FLOW PROCESS FROM NODE 35.00 TO NODE 61.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.71 RAINFALL INTENSITY(INCH /HR) = 2.11 AREA - AVERAGED Fm(INCH /HR) = .49 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .50 EFFECTIVE STREAM AREA(ACRES) = 149.00 TOTAL STREAM AREA(ACRES) = 149.00 pi PEAK FLOW RATE(CFS) AT CONFLUENCE = 234.19 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae Fp NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 1385.28 28.64 1.839 .98( .43) .44 1092.64 1 1363.59 29.74 1.798 .98( .43) .44 1107.01 1 1337.68 30.63 1.766 .98( .43) .44 1111.53 1 1313.51 31.44 1.739 .98( .43) .44 1114.36 1 1438.00 21.93 2.159 .98( .43) .44 922.43 2 234.19 22.71 2.113 .98( .49) .50 149.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** ✓ STREAM Q Tc Intensity Fp(Fm) Ap Ae • NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 1670.4 21.93 2.159 .975( .435) .45 1066.3 2 1579.9 28.64 1.839 .975( .437) .45 1241.6 3 1552.3 29.74 1.798 .975( .436) .45 1256.0 4 1521.9 30.63 1.766 .975( .436) .45 1260.5 5 1493.7 31.44 1.739 .975( .436) .45 1263.4 6 1666.0 22.71 2.113 .975( .435) .45 1091.4 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1670.35 Tc(MIN.) = 21.925 EFFECTIVE AREA(ACRES) = 1066.26 AREA - AVERAGED Fp(INCH/HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .45 • TOTAL AREA(ACRES) = 1264.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1355.00 DOWNSTREAM NODE ELEVATION(FEET) = 1337.00 FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 DEPTH OF FLOW IN 132.0 INCH PIPE IS 105.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.54 ESTIMATED PIPE DIAMETER(INCH) = 132.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 1670.35 ✓ TRAVEL TIME(MIN.) = 2.15 TC(MIN.) = 24.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 1r MAINLINE Tc(MIN) = 24.08 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.041 SUBAREA LOSS RATE DATA (AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL II "5 -7 DWELLINGS /ACRE" A 160.00 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 160.00 SUBAREA RUNOFF(CFS) = 223.69 EFFECTIVE AREA(ACRES) = 1226.26 AREA - AVERAGED Fm(INCH/HR) = .44 0 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .45 • TOTAL AREA(ACRES) = 1424.00 PEAK FLOW RATE(CFS) = 1764.94 :******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 1 pm » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 r CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.08 RAINFALL INTENSITY(INCH /HR) = 2.04 AREA - AVERAGED Fm(INCH /HR) = .44 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .45 EFFECTIVE STREAM AREA(ACRES) = 1226.26 TOTAL STREAM AREA(ACRES) = 1424.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1764.94 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1490.00 II ELEVATION(FEET) = 1470.00 ELEVATION DIFFERENCE(FEET) = 20.00 rim TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.404 25•YEAR RAINFALL INTENSITY(INCH/HR) = 2.900 la. SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc r" LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 7.30 .98 .60 32 13.40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 C SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 15.21 TOTAL AREA(ACRES) = 7.30 PEAK FLOW RATE(CFS) = 15.21 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 37.00 TO NODE 38.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< it » » >( STREET TABLE SECTION # 1 USED) « «< IT UPSTREAM ELEVATION(FEET) = 1470.00 DOWNSTREAM ELEVATION(FEET) = 1460.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 gm INTERIOR STREET CROSSFALL(DECIMAL) = .020 F i j i OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Imo 111! ill STREET PARKWAY CROSSFALL(DECIMAL) = .020 pi * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.43 i STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 17.23 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.02 PRODUCT OF DEPTH &VELOCITY = 2.02 STREET FLOW TRAVEL TIME(MIN.) = 2.49 TC(MIN.) = 15.89 . 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.619 SUBAREA LOSS RATE DATA(AMC II) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 11.20 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 11.20 SUBAREA RUNOFF(CFS) = 20.50 EFFECTIVE AREA(ACRES) = 18.50 AREA - AVERAGED Fni(INCH /HR) = .59 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 18.50 PEAK FLOW RATE(CFS) = 33.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .54 HALFSTREET FLOOD WIDTH(FEET) = 19.30 FLOW VELOCITY(FEET /SEC.) = 4.33 DEPTH *VELOCITY = 2.35 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** pm FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 3.1 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » > USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< r igi UPSTREAM NODE ELEVATION(FEET) = 1460.00 DOWNSTREAM NODE ELEVATION(FEET) = 1442.00 r" FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.91 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 33.86 TRAVEL TIME(MIN.) = 1.26 TC(MIN.) = 17.15 1 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 38.00 TO NODE 39.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 17.15 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.502 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 19.40 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 O SUBAREA AREA(ACRES) = 19.40 SUBAREA RUNOFF(CFS) = 41.98 EFFECTIVE AREA(ACRES) = 37.90 AREA - AVERAGED Fm(INCH /HR) = .34 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .34 POI TOTAL AREA(ACRES) = 37.90 PEAK FLOW RATE(CFS) = 73.89 Iw ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** t. " FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1442.00 DOWNSTREAM NODE ELEVATION(FEET) = 1423.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.60 • ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 73.89 r TRAVEL TIME(MIN.) = 1.35 TC(MIN.) = 18.50 itr ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r FLOW PROCESS FROM NODE 39.00 TO NODE 40.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE TC(MIN) = 18.50 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.391 SUBAREA LOSS RATE DATA(AMC II) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN r RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 50.30 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 c SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 ` ' SUBAREA AREA(ACRES) = 50.30 SUBAREA RUNOFF(CFS) = 81.74 EFFECTIVE AREA(ACRES) = 88.20 AREA - AVERAGED Fm(INCH/HR) = .48 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .49 • TOTAL AREA(ACRES) = 88.20 PEAK FLOW RATE(CFS) = 151.85 11*************************************************************************** ▪ FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 3.1 » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1423.00 DOWNSTREAM NODE ELEVATION(FEET) = 1408.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.92 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 151.85 TRAVEL TIME(MIN.) = 1.58 TC(MIN.) = 20.08 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 8.1 rt » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 20.08 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.276 SUBAREA LOSS RATE DATA(AMC II): f"'" DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS jig LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL pm "3 -4 DWELLINGS /ACRE" A 79.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 79.00 SUBAREA RUNOFF(CFS) = 120.23 r EFFECTIVE AREA(ACRES) = 167.20 AREA - AVERAGED Fm(INCH/HR) = .53 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .54 TOTAL AREA(ACRES) = 167.20 PEAK FLOW RATE(CFS) = 262.97 11 4******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 62.00 IS CODE = 3.1 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< C UPSTREAM NODE ELEVATION(FEET) = 1408.00 DOWNSTREAM NODE ELEVATION(FEET) = 1337.00 on FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.64 r ill ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 262.97 TRAVEL TIME(MIN.) = 2.04 TC(MIN.) = 22.12 r 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** pi FLOW PROCESS FROM NODE 41.00 TO NODE 62.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE «« < » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES «<« TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTR.ATION(MIN.) = 22.12 RAINFALL INTENSITY(INCH /HR) = 2.15 AREA - AVERAGED Fm(INCH /HR) = .53 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .54 EFFECTIVE STREAM AREA(ACRES) = 167.20 TOTAL STREAM AREA(ACRES) = 167.20 ,, PEAK FLOW RATE(CFS) AT CONFLUENCE = 262.97 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae • NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 1764.94 24.08 2.041 .98( .44) .45 1226.26 MI 1 1662.12 30.80 1.760 .98( .44) .45 1401.64 1 1633.49 31.90 1.724 .98( .44) .45 1416.01 orr le 1 1602.52 32.80 1.695 .98( .44) .45 1420.53 1 1572.27 33.66 1.669 .98( .44) .45 1423.36 1 1756.81 24.86 2.002 .98( .44) .45 1251.41 2 262.97 22.12 2.148 .98( .53) .54 167.20 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO f CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 2010.6 24.08 2.041 .975( .452) .46 1393.5 2 1996.1 24.86 2.002 .975( .452) .46 1418.6 3 1862.2 30.80 1.760 .975( .452) .46 1568.8 4 1827.6 31.90 1.724 .975( .451) .46 1583.2 5 1792.1 32.80 1.695 .975( .451) .46 1587.7 6 1757.6 33.66 1.669 .975( .451) .46 1590.6 7 1992.4 22.12 2.148 .975( .453) .46 1293.7 L COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2010.60 Tc(MIN.) = 24.075 EFFECTIVE AREA(ACRES) = 1393.46 AREA - AVERAGED Fp(INCH/HR) = .45 ti AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .46 bi TOTAL AREA(ACRES) = 1591.20 s■ ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 3.1 » » »COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< • » » »USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1337.00 DOWNSTREAM NODE ELEVATION(FEET) = 1323.00 FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 !." DEPTH OF FLOW IN 114.0 INCH PIPE IS 91.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 16.43 0 , ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 2 PIPE - FLOW(CFS) = 2010.60 • TRAVEL TIME(MIN.) = 2.69 TC(MIN.) = 26.76 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 8.1 » » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 26.76 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.915 SUBAREA LOSS RATE DATA(AMC II): 111 TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 140.00 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 140.00 SUBAREA RUNOFF(CFS) = 192.20 IMO (j EFFECTIVE AREA(ACRES) = 1533.46 AREA-AVERAGED Fm(INCH /HR) = .45 - AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .46 in TOTAL AREA(ACRES) = 1731.20 PEAK FLOW RATE(CFS) = 2027.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** `!" FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 26.76 RAINFALL INTENSITY(INCH /HR) = 1.92 AREA- AVERAGED Fm(INCH/HR) = .45 AREA - AVERAGED Fp(INCH /HR) = .98 r AREA- AVERAGED Ap = .46 EFFECTIVE STREAM AREA(ACRES) = 1533.46 TOTAL STREAM AREA(ACRES) = 1731.20 pm PEAK FLOW RATE(CFS) AT CONFLUENCE = 2027.26 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** mmq FLOW PROCESS FROM NODE 66.00 TO NODE 67.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< Pk L INITIAL SUBAREA FLOW - LENGTH(FEET) = 700.00 UPSTREAM ELEVATION(FEET) = 1463.00 pi DOWNSTREAM ELEVATION(FEET) = 1445.00 6 ELEVATION DIFFERENCE(FEET) = 18.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 IC SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.687 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.322 moi SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL Li "8 -10 DWELLINGS /ACRE" A 5.50 .98 .40 32 10.69 El SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 • SUBAREA RUNOFF(CFS) = 14.52 • TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 14.52 rs * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 67.00 TO NODE 42.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1445.00 DOWNSTREAM ELEVATION(FEET) = 1323.00 STREET LENGTH(FEET) = 2200.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 pm OUTSIDE STREET CROSSFALL(DECIMAL) = .020 wr SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Pk STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 85.90 ** *STREET FLOWING FULL * ** STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: low STREET FLOW DEPTH(FEET) = .59 HALFSTREET FLOOD WIDTH(FEET) = 14.58 r'" AVERAGE FLOW VELOCITY(FEET /SEC.) = 8.88 PRODUCT OF DEPTH &VELOCITY = 5.25 STREET FLOW TRAVEL TIME(MIN.) = 4.13 TC(MIN.) = 14.82 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.731 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN L RESIDENTIAL "8 -10 DWELLINGS /ACRE" A 73.50 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 73.50 SUBAREA RUNOFF(CFS) = 154.86 EFFECTIVE AREA(ACRES) = 79.00 AREA - AVERAGED Fp(INCH/HR) = .39 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .40 TOTAL AREA(ACRES) = 79.00 PEAK FLOW RATE(CFS) = 166.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .71 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 11.48 DEPTH *VELOCITY = 8.14 ok******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 47.00 IS CODE = 3.1 ter » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »> USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< Li UPSTREAM NODE ELEVATION(FEET) = 1395.00 DOWNSTREAM NODE ELEVATION(FEET) = 1383.00 FLOW LENGTH(FEET) = 1500.00 MANNING'S N = .013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.28 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 166.45 TRAVEL TIME(MIN.) = 2.04 TC(MIN.) = 16.85 gi ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 47.00 IS CODE = 8.1 if » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc (MIN) = 16.85 II 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.528 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL r •. "5 -7 DWELLINGS /ACRE" A 92.90 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 92.90 SUBAREA RUNOFF(CFS) = 170.61 EFFECTIVE AREA(ACRES) = 171.90 AREA - AVERAGED Fm(INCH /HR) = .44 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .45 TOTAL AREA(ACRES) = 171.90 PEAK FLOW RATE(CFS) = 322.63 nr ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 47.00 TO NODE 63.00 IS CODE = 3.1 » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1383.00 DOWNSTREAM NODE ELEVATION(FEET) = 1297.00 FLOW LENGTH(FEET) = 1900.00 MANNING'S N = .013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 28.01 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 322.63 TRAVEL TIME(MIN.) = 1.13 TC(MIN.) = 17.98 rorr*************************************************************************** FLOW PROCESS FROM NODE 47.00 TO NODE 63.00 IS CODE = 1 um » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.98 RAINFALL INTENSITY(INCH /HR) = 2.43 r AREA - AVERAGED Fm(INCH/HR) = .44 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .45 EFFECTIVE STREAM AREA(ACRES) = 171.90 TOTAL STREAM AREA(ACRES) = 171.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 322.63 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 2027.26 26.76 1.915 .98( .45) .46 1533.46 1 2013.87 27.55 1.882 .98( .45) .46 1558.61 1 1905.67 33.10 1.686 .98( .45) .46 1708.84 1 1871.94 34.20 1.653 .98( .45) .46 1723.21 1 1837.29 35.10 1.628 .98( .45) .46 1727.73 1 1803.60 35.97 1.604 .98( .45) .46 1730.56 1 2010.21 24.81 2.005 .98( .45) .46 1433.72 2 322.63 17.98 2.431 .98( .44) .45 171.90 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae PI NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 2263.6 24.81 2.005 .975( .446) .46 1605.6 2 2266.2 26.76 1.915 .975( .446) .46 1705.4 3 2247.4 27.55 1.882 .975( .446) .46 1730.5 4 2107.4 33.10 1.686 .975( .446) .46 1880.7 5 2068.3 34.20 1.653 .975( .446) .46 1895.1 6 2029.5 35.10 1.628 .975( .446) .46 1899.6 7 1992.0 35.97 1.604 .975( .446) .46 1902.5 8 2179.1 17.98 2.431 .975( .446) .46 1211.2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2266.16 Tc(MIN.) = 26.763 EFFECTIVE AREA(ACRES) = 1705.36 AREA - AVERAGED Fp(INCH/HR) = .45 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .46 TOTAL AREA(ACRES) = 1903.10 L *************************************************************************** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 3.1 » »»COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » »USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1323.00 DOWNSTREAM NODE ELEVATION (FEET) = 1297.00 FLOW LENGTH(FEET) = 2650.00 MANNING'S N = .013 DEPTH OF FLOW IN 138.0 INCH PIPE IS 110.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 25.43 ESTIMATED PIPE DIAMETER(INCH) = 138.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 2266.16 TRAVEL TIME(MIN.) = 1.74 TC(MIN.) = 28.50 iir******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 8.1 I: » »ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ___ MAINLINE Tc(MIN) = 28.50 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.844 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 120.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 120.00 SUBAREA RUNOFF(CFS) = 136.02 EFFECTIVE AREA(ACRES) = 1825.36 AREA - AVERAGED Fp(INCH/HR) = .46 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .47 TOTAL AREA(ACRES) = 2023.10 PEAK FLOW RATE(CFS) = 2282.28 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 63.00 TO NODE 64.00 IS CODE = 1 » » »DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 28.50 h RAINFALL INTENSITY(INCH /HR) = 1.84 AREA - AVERAGED Fm(INCH /HR) = .46 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .47 EFFECTIVE STREAM AREA(ACRES) = 1825.36 TOTAL STREAM AREA(ACRES) = 2023.10 f""" PEAK FLOW RATE(CFS) AT CONFLUENCE = 2282.28 iw ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 2.1 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< INITIAL SUBAREA FLOW- LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1431.00 r DOWNSTREAM ELEVATION(FEET) = 1409.00 L ELEVATION DIFFERENCE(FEET) = 22.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 C SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 13.151 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.934 r SUBAREA Tc AND LOSS RATE DATA(AMC II): is DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 5.50 .98 .60 32 13.15 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA RUNOFF(CFS) = 11.63 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 11.63 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 49.00 TO NODE 50.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 1409.00 DOWNSTREAM ELEVATION(FEET) = 1400.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 ill ki * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.93 STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: pi STREET FLOW DEPTH(FEET) = .50 HALFSTREET FLOOD WIDTH(FEET) = 17.14 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.83 PRODUCT OF DEPTH &VELOCITY = 1.92 II STREET FLOW TRAVEL TIME(MIN.) = 2.61 TC(MIN.) = 15.76 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.631 PR SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 13.50 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 0. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 13.50 SUBAREA RUNOFF(CFS) = 24.86 EFFECTIVE AREA(ACRES) = 19.00 AREA - AVERAGED Fm(INCH /HR) = .59 p AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .60 L TOTAL AREA(ACRES) = 19.00 PEAK FLOW RATE(CFS) = 34.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .56 HALFSTREET FLOOD WIDTH(FEET) = 19.95 FLOW VELOCITY(FEET /SEC.) = 4.19 DEPTH *VELOCITY = 2.34 f"' li tf ******************************************** * * * * ** * * * * * * * * * * * * * * * * * * * * * * * ** � FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 3.1 » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< r _ UPSTREAM NODE ELEVATION(FEET) = 1400.00 DOWNSTREAM NODE ELEVATION(FEET) = 1385.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.09 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 34.99 TRAVEL TIME(MIN.) = 1.35 TC(MIN.) = 17.12 r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 17.12 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.504 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 19.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 19.00 SUBAREA RUNOFF(CFS) = 32.82 EFFECTIVE AREA(ACRES) = 38.00 AREA - AVERAGED Fm(INCH/HR) = .59 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 38.00 PEAK FLOW RATE(CFS) = 65.64 F ' ok * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 3.1 iir - » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » >USING COMPUTER - ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1385.00 „* DOWNSTREAM NODE ELEVATION(FEET) = 1367.00 FLOW LENGTH(FEET) = 1500.00 MANNING'S N = .013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.3 INCHES A"" PIPE -FLOW VELOCITY(FEET /SEC.) = 11.43 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 65.64 TRAVEL TIME (MIN.) = 2.19 TC(MIN.) = 19.30 i1r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE TC(MIN) = 19.30 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.330 SUBAREA LOSS RATE DATA(AMC II): Ir DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN " RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 62.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 pi SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 62.00 SUBAREA RUNOFF(CFS) = 97.38 EFFECTIVE AREA(ACRES) = 100.00 AREA - AVERAGED Fm(INCH /HR) = .58 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 100.00 PEAK FLOW RATE(CFS) = 157.06 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ir TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.30 RAINFALL INTENSITY(INCH /HR) = 2.33 AREA - AVERAGED Fm(INCH /HR) = .58 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 100.00 TOTAL STREAM AREA(ACRES) = 100.00 ;, PEAK FLOW RATE(CFS) AT CONFLUENCE = 157.06 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< EL UPSTREAM NODE ELEVATION(FEET) = 1367.00 lim PN w.; DOWNSTREAM NODE ELEVATION(FEET) = 1356.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 12.45 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 157.06 TRAVEL TIME(MIN.) = 1.77 TC(MIN.) = 21.07 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< � - MAINLINE Tc(MIN) = 21.07 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.211 SUBAREA LOSS RATE DATA(AMC II): om DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 100.00 .98 .60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 SUBAREA AREA(ACRES) = 100.00 SUBAREA RUNOFF(CFS) = 146.32 r EFFECTIVE AREA(ACRES) = 200.00 AREA - AVERAGED Fm(INCH/HR) = .58 r AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .60 TOTAL AREA(ACRES) = 200.00 PEAK FLOW RATE(CFS) = 292.65 an 6 4*************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 64.00 IS CODE = 3.1 8 ' ir+ » » > COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< C UPSTREAM NODE ELEVATION(FEET) = 1356.00 DOWNSTREAM NODE ELEVATION(FEET) = 1297.00 0"" FLOW LENGTH(FEET) = 1950.00 MANNING'S N = .013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.64 II ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 292.65 TRAVEL TIME(MIN.) = 1.37 TC(MIN.) = 22.45 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 53.00 TO NODE 64.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: r TIME OF CONCENTRATION(MIN.) = 22.45 irj RAINFALL INTENSITY(INCH /HR) = 2.13 Im AREA - AVERAGED Fm(INCH /HR) = .58 AREA - AVERAGED Fp(INCH/HR) = .97 • pp 01% AREA- AVERAGED Ap = .60 EFFECTIVE STREAM AREA(ACRES) = 200.00 0% TOTAL STREAM AREA(ACRES) = 200.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 292.65 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) 1.' A p Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) 1 2206.45 19.72 2.300 .98( .46) .47 1331.24 1 2281.31 26.54 1.925 .98( .46) .47 1725.62 ®"" 1 2282.28 28.50 1.844 .98( .46) .47 1825.36 1 2263.77 29.29 1.814 .98( .46) .47 1850.51 1 2124.68 34.85 1.635 .98( .45) .47 2000.74 p, 1 2086.10 35.96 1.604 .98( .45) .47 2015.11 1 2046.30 36.89 1.580 .98( .45) .47 2019.63 1 2009.49 37.76 1.558 .98( .45) .47 2022.46 P 2 292.65 22.45 2.129 .97( .58) .60 200.00 ilia RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ppm ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) A p Ae NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) pr 1 2492.2 19.72 2.300 .975( .473) .49 1507.0 2 2535.3 26.54 1.925 .975( .469) .48 1925.6 """ 3 2521.1 28.50 1.844 .975( .468) .48 2025.4 4 2496.9 29.29 1.814 .975( .468) .48 2050.5 5 2323.7 34.85 1.635 .975( .467) .48 2200.7 Pp 6 2279.4 35.96 1.604 .975( .466) .48 2215.1 7 2234.9 36.89 1.580 .975( .466) .48 2219.6 8 2194.0 37.76 1.558 .975( .466) .48 2222.5 9 2529.0 22.45 2.129 .975( .473) .48 1688.7 ilia COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2535.35 Tc(MIN.) = flop EFFECTIVE AREA(ACRES) = 1925.62 AREA - AVERAGED Fp(INCH/HR) = .47 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .48 TOTAL AREA(ACRES) = 2223.10 !l it ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 64.00 TO NODE 65.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1297.00 DOWNSTREAM NODE ELEVATION(FEET) = 1285.44 mi FLOW LENGTH(FEET) = 2000.00 MANNING'S N = .013 DEPTH OF FLOW IN 126.0 INCH PIPE IS 94.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.26 ESTIMATED PIPE DIAMETER(INCH) = 126.00 NUMBER OF PIPES = 2 PIPE- FLOW(CFS) = 2535.35 TRAVEL TIME(MIN.) = 1.83 TC(MIN.) = 28.37 di******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Pe FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 2.1 em » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< INITIAL SUBAREA FLOW - LENGTH(FEET) = 900.00 UPSTREAM ELEVATION(FEET) = 1405.00 DOWNSTREAM ELEVATION(FEET) = 1386.00 ELEVATION DIFFERENCE(FEET) = 19.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 pm SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.992 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.459 SUBAREA Tc AND LOSS RATE DATA(AMC II): C DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 6.00 .98 .10 32 9.99 r SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) = 18.15 F" TOTAL AREA(ACRES) = 6.00 PEAK FLOW RATE(CFS) = 18.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 6.2 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « « < » » > (STREET TABLE SECTION # 1 USED) « «< 6 UPSTREAM ELEVATION(FEET) = 1386.00 DOWNSTREAM ELEVATION(FEET) = 1374.00 pm STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 12.00 INTERIOR STREET CROSSFALL(DECIMAL) = .020 OUTSIDE STREET CROSSFALL(DECIMAL) = .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = .020 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.14 " STREET FLOW MODEL RESULTS USING ESTIMATED FLOW: i � STREET FLOW DEPTH(FEET) = .53 HALFSTREET FLOOD WIDTH(FEET) = 18.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.66 PRODUCT OF DEPTH &VELOCITY = 2.47 STREET FLOW TRAVEL TIME(MIN.) = 2.15 TC(MIN.) = 12.14 3 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.078 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 12.00 .98 .10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 12.00 SUBAREA RUNOFF(CFS) = 32.19 EFFECTIVE AREA(ACRES) = 18.00 AREA - AVERAGED Fni(INCH /HR) = .10 AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .10 TOTAL AREA(ACRES) = 18.00 PEAK FLOW RATE(CFS) = 48.28 END OF SUBAREA STREET FLOW HYDRAULICS: apt DEPTH(FEET) = .58 HALFSTREET FLOOD WIDTH(FEET) = 14.58 FLOW VELOCITY(FEET /SEC.) = 5.20 DEPTH *VELOCITY = 3.02 ali**************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< j UPSTREAM NODE ELEVATION(FEET) = 1374.00 DOWNSTREAM NODE ELEVATION(FEET) = 1360.00 IP FLOW LENGTH(FEET) = 900.00 MANNING'S N = .013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.57 " ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 48.28 TRAVEL TIME(MIN.) = 1.30 TC(MIN.) = 13.43 61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <« r MAINLINE Tc(MIN) = 13.43 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.896 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL r "8 -10 DWELLINGS /ACRE" A 17.00 .98 .40 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .40 SUBAREA AREA(ACRES) = 17.00 SUBAREA RUNOFF(CFS) = 38.35 EFFECTIVE AREA(ACRES) = 35.00 AREA - AVERAGED Fm(INCH/HR) = .24 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .25 0114 TOTAL AREA(ACRES) = 35.00 PEAK FLOW RATE(CFS) = 83.68 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 3.1 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1360.00 DOWNSTREAM NODE ELEVATION(FEET) = 1346.00 FLOW LENGTH(FEET) = 1400.00 MANNING'S N = .013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.8 INCHES 3 PIPE -FLOW VELOCITY(FEET /SEC.) = 11.45 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 83.68 ig m TRAVEL TIME(MIN.) = 2.04 TC(MIN.) = 15.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** OR PR j FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< MAINLINE Tc(MIN) = 15.47 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.661 Po ili SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 64.00 .98 .50 32 pp SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 64.00 SUBAREA RUNOFF(CFS) = 125.19 EFFECTIVE AREA(ACRES) = 99.00 AREA - AVERAGED Fm(INCH /HR) = .40 r "" AREA - AVERAGED Fp(INCH /HR) = .98 AREA- AVERAGED Ap = .41 Sri TOTAL AREA(ACRES) = 99.00 PEAK FLOW RATE(CFS) = 201.46 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 3.1 t » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1346.00 DOWNSTREAM NODE ELEVATION(FEET) = 1339.00 FLOW LENGTH(FEET) = 1320.00 MANNING'S N = .013 I: DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.4 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.07 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 201.46 TRAVEL TIME(MIN.) = 1.99 TC(MIN.) = 17.46 OP tit*************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< MAINLINE Tc(MIN) = 17.46 i! 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.475 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "5 -7 DWELLINGS /ACRE" A 66.00 .98 .50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 66.00 SUBAREA RUNOFF(CFS) = 118.05 IR EFFECTIVE AREA(ACRES) = 165.00 AREA - AVERAGED Fm(INCH/HR) = .43 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .45 TOTAL AREA(ACRES) = 165.00 PEAK FLOW RATE(CFS) = 302.93 r******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 3.1 um » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< UPSTREAM NODE ELEVATION(FEET) = 1339.00 DOWNSTREAM NODE ELEVATION(FEET) = 1320.00 FLOW LENGTH(FEET) = 2100.00 MANNING'S N = .013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 52.6 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.93 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE - FLOW(CFS) = 302.93 PP TRAVEL TIME(MIN.) = 2.34 TC(MIN.) = 19.80 is ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** r i; FLOW PROCESS FROM NODE 59.00 TO NODE 60.00 IS CODE = 8.1 » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< E: MAINLINE Tc(MIN) = 19.80 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.295 I: SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA FP Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN ti COMMERCIAL A 102.00 .98 .10 32 II SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA AREA(ACRES) = 102.00 SUBAREA RUNOFF(CFS) = 201.70 EFFECTIVE AREA(ACRES) = 267.00 AREA - AVERAGED Fp(INCH/HR) = .31 AREA - AVERAGED Fp(INCH /HR) = .97 AREA- AVERAGED Ap = .31 TOTAL AREA(ACRES) = 267.00 PEAK FLOW RATE(CFS) = 477.88 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 267.00 TC(MIN.) = 19.80 EFFECTIVE AREA(ACRES) = 267.00 AREA - AVERAGED Fp(INCH/HR)= .31 AREA - AVERAGED Fp(INCH /HR) _ .97 AREA- AVERAGED Ap = .31 PEAK FLOW RATE(CFS) = 477.88 II END OF RATIONAL METHOD ANALYSIS PP 11 111 mu OM