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Home My WebLink AboutHydrology Hydraulics Report I I I I I I I I. II I I I I I I I I I I /' !Vi {M L. ~oq-) . '.~- il ~:j2" T;;.F.. '~~.~ HYDROLOGY/HYDRAULICS REPORT COUNTY OF RIVERSIDE ASSESSMENT DISTRICT NO. 155 BY NBS/LOWRY INC. RANCHO CALIFORNIA OFFICE 27403 YNEZ ROAD, SUITE 209 RANCHO CALIFORNIA, CA 92390 MICHAEL J. STEARNS, VICE PRESIDENT REED W. SEARL, ENGINEER R 66-052.016 REVISED 6/5/87 \ II I- I I I I I I I - I I I I I I I II I I P"::'>4 INSTRUCTIONS FOR RATIONAL METHOD HYDROLOGY CALCULATIONS (Based on the Rational Formula, Q = CIA) 1. On map of drainage area, draw drainage system and block off subareas tributary to it. 2. Determine the initial time of cpncentra tion, "T", using Plate 0-3. The initial area should be less than 10 acres, have a flow path of less than 1,000 feet, and be the most upstream subarea. 3. Using the time of concentration, determine "lit, intensity of rain- fall in inches per hour, from the appropriate intensity-duration curve for the particular area under study. For areas where stan- dard curves =e available, use Plates 0-4.1 and 0-4.2' to reproduce the standard curve. For areas where curves have not been published by the Oistrict, use Plates 0-4.3 through 0-4.7 to develop a suit- able intensity-duration curve. . 4. Determine "C", the coefficient of runoff, using the runoff coeffi- cient curve which corresponds as closely as possible with the soil, cover type and develop!lent of the drainage area. Standard curves (Plates 0-5.1 through 0-5.4) have been developed by the District for the common case of urban landscaping type cover. Where these curves are not applicable, curves may be developed using Plates 0-5.5 through 0-5.8. 5. Determine II A", the area of the subarea in acres. 6. Compute Q = CIA for the subarea. 7. Measure the length of flow to the point of inflow of the next sub- area downstream. Determine the velocity of flow in this reach for the peak Q in the type of conveyance being considered (natural channel, street, pipe, or open channel), using the tabling aids on Plates 0-6 through 0-9. Using the reach length and velocity determined above, compute the travel time, and add this time to the time of concentration for the previous subarea to determine a new time of concentration. 8. Calculate Q for the new subarea. using steps 3 through 6 and the new time of concentration. Determine "Qp", the peak Q for all sub- areas tributary to the system to this po1nt by adding Q for the new subarea to the summation of Q for all upstream subareas. Deter- mine the time of concentration for the next subarea downstream using Step 7. Continue tabling downstream in similar fashion until a junction with a lateral drain is reached. RCFC a WCD HYDROLOGY ~AANUAL RATIONAL METHOD INSTRUCTIONS $-' PLATE 0-1 (I of 2) I P~5 I I 9. Start at the upper end of the lateral and table its Q down to the junction with the main line, using the methods outlined in the previous steps. I 10. Compute the peak Q at the junction. Let QA, TA, IA correspond to the tributary area with the longer time of concentration, and Qa, TB, IB correspond to the tributary area with the shorter time of / concentration and Qp, Tp correspond to the peak Q and time of concentration. I I / a. If the tributary areas have the same time of concentration, the tributary Q's are added directly to obtain the combined peak Q. I Qp = QA + Qa Tp = TA = TB I b. If the tributary areas have different times of concentration, the smaller of the tributary Q's must be corrected as follows: I (1) The usual case is where the tributary area with the lon- ger time of concentration has the larger Q. In this case, the smaller Q is corrected by a ratio of the intensities and added to the larger Q to obtain the combined peak Q. The tabling is then continued downstream using the longer time of concentration. '-- I I Qp = QA + Qa IA IS Tp = TA I (2) In some cases, the tributary area with the shorter time of concentration has the larger Q. In this case, the smaller Q is corrected by a ratio of the times of concen- tration and added to the larger Q to obtain the combined peak Q. The tabling is then continued downsteam using the shorter time of concentration. I I Qp = Qa + QA TB TA Tp = TB I I I I RCFC a WCD HYDROLOGY MANUAL RATIONAL METHOD INSTRUCTIONS c..- I I ;, PLATE 0-1 (2 of 2) I ..1-- I I I I I I I J- I I I I I I I I- I _ LiO'P L ;' -- 1000 900 800 700 600 500 - <D <D - .5 400 o <D ~ o ~ - : 350 300 - o ~ ...J - 250 ~ - '" c: .. ...J 200 n'5 150 100 Te' 100 90 80 70 60 - c: .. E Q. .S! <D :> <D '" 50 o LIMITATIONS: I. Maximum lenoth = 1000' 2. Maximum area = 10 Acres - c: .. E Q. o (I) .. ~ K UndevelCllled Good Covet' UndevelOlled Fair Cover Undeveloped Poor Co_ Single Fomily (1/4 Acre) Commercial 7 1.) ~ ~ - ~ .. ~ J::L u :.: .. - " co 0 c: "> C ~ o ~ ~ .s o a 'u <D Q. .. 35 ... o .. co .. o '" - c: ; <D ~ c: It :: ~ Ai <D -.<> o . <D - o o 0.. u c: .. ~ .. ... - o KEY , L~-Tc-K-Tc 500 400 300 ZOO 100 80 60 50 40 30 20 10 8 6 ~ z ~ 2 EXAMPLE: (I) L =550" H =5.0', K = Single Fomily(I/4 Ac.l 35 Development I Tc = 12.6 min. (2) L =550', H =5.0', K = Commercial 40 Oevelopment, Tc = 9.7 min. RCFC a WCD HYDROLOGY ~AANUAL ~ o - 30 .. <D - :> c: 'e 25 20 19 18 17 16 c: 15 o ,. 14 ~ 13 c: ~/ 12 c: 8. II .: ~ -~ - ... o ... / 9 E i=.:, 8 7 6 5 4 1.0 .8 .6 .:~ ~ .2/ Reference: Bibliography item No. 35. F'~'" Tc- - 5 6 ~ .. .~ / U ~ ~ 7 - - c: <D E Q. .S! .. :> .. a 8 9 10 14 15 16 17 18 19 20 .. .. - :> .5 E c: ~ ~ - 30 c ,g - o ~ - c: .. u c o 'u , ..." o .. E j:: TIME OF CONCENTRATION FOR INITIAL SUBAREA DI ^TC' n_":\ A, I 9 JD v) I"v-Q 3.l'O"d .. 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Length of clear opening The depth of water at the inlet entrance for a given discharge varies *- Directly \~ith: a. Cross slope of the pavement at the curb b. Amount of warping or depression of 'the gutter flow line at the inlet c. Roughness of the flow line lnvers ely \'lith: a. Longitudinal slope of the gutter TI1e capacity of a curb opening inlet when intercepting 100 per cent of the flow in the gutter is given by the formula: 9 = 0.7 L (8 + y) 3/2 Where y = depth of flow in approach gutter a = depth of depression of F.L. at inlet . L = length of clear opening -.:' ~r The capacity of a curb opening inlet is increased bv 3llowing p~rt of flow to pass the opening. Ten to fifteen per cent of the flow is usually passed. To size an opening the following info~ation must be known: 1. Height of the curb opening. 2. Depth (a) of flow line depression, if any, at the inlet. 3. Desirrn discharge (Q) in the [utter or information as to drainage arN!', rain'fall intensity, and' runoff coeffi* cients from which a design discharge can be estimated. Any carryover from a previous inlet must be included. 4. Depth of flow in normal guttEr for the particular longitudinal and cross slopes at the inlet in question. This may be determined from the street capacity charts. *2/,- co I I: ~ - I I - , , 1,- .\ I~ I I I I I I l I: I 'f-~' PROCEDURE S-rr2.,A IG~" ~R.A"De: 'PIO/ 1. Enter chart 1073.01 (a) with depth of flow, y, and gutter depression at the inlet, a, and deter- mine Qa/La the interception per foot of inlet opening if the inlet were intercepting 100% of the gutter flow; 2. Determine length of inlet La required,~o inter- cept 100% of the gutter flow. La = yota1 gutter f10t~ Qa divided by the factor Qa/La.' 3., Compute ratio LILa lvhere L = actual length of in- let in question. 4. Enter chart 1073.01 (b) with LILa and aly and determine ratio Q/Qa, the proportion of the total gutter flow intercepted by the inlet in question. 5. Flow intercepted, Q, is this ratio Q/Qa times the total gutter flOt'l Qa. 6. Flow carried over to next inlet is Qa _ Q. -25- '\ I I. I .! I I ~ ~ 1 :I ~. & .;~ . ..~ ...... ,01 DEPTH OF FLOW - Y - FEET- _.3 04 05 06 08 10 2 3 11073.01 I 4 5 6 8 '101.0 PID'l. I 02 T i I II I I ; : i : I i ~ ; I I I ; , _I I) I I I I I I I r . I I ; / ~ .8 _\0 DISCHARGE PER FOOT OF I I h/},4/ --+LENGTH OF CURB OPENING -+-~ I .: '//'/.'I.6 -+- ' . I I 'I I I // .5 -- I INLETS WHEN INTERCEPTING -:--:-!-+i; y,'l. WI' ~-+IOO "lo OF GUTTER FLOW -+-i-l- 'f/:" , /i .4 ~-~+-+--t-J+-H-- --1- ~~ Yf ~.~#-.+'~ ,3 , i ii, I h~ /0 I, II I I , I i I I I I, T all f1 / i i I i I ,2 -i---!--_I I,ll --?ft: I /~./(I/"I,I--- ! : i ! i~L :~x;:ytJ1l! T I I I I I I : I v~'v, 777 0;' I I ; : I I i I I., I, I l .'~~tf.., . / /,/ ;.I' '. I I' I I . . .. : :\: -:'1' ,~O::. : I .: I , I I I I I I A/q;. //,7; I I I I I -I--I-++-I--H-W~!~~+-F----'-~H-;- +- -.,-- --i- I, L..L"'/ / i / ,.J...L,,',': I + _. I - II:-r ,/ /VI // ',/ ---r-iTI1:- --- I , 1;1 ;( /" I 771 _L. : I I I -- !'- ! hA/1'V/i I /r+~I!+;r--- __ 1--- I *)0[ I ;;;fr i ilbL-..LL ~-L'111 I i /~X'fffi: i i i j i ' n ! ,T! -1-- ~~Jtf1ii !tITf-~-rtt~~r-" 00 ,01 Qa La 10 08 06 05 04 03 o .., en ~ ::::l ., (b) PARTIAL INTER- CEPTION RATIO FOR INLETS OF LENGTH LESS THAN La .5 ,4 Q .3 Q a .2 ,05 ,06 ,08 .10 ,4 .5.6 ,8 1.0.10 .2 LILa BUREAU OF PUBLIC ROADS CAPACITY OF CURB OPENING INLETS DIVISION TWO WASH., D. c. ON CONTINUOUS GRADE \ IS) -. ...., .....-. ...~- ~ ~-- --:;--.- ." -..-. -0.:- - ..--,.- .......,........,.......-... ,.... -.0.__ .' ~.._~.....- .--, ::-""'... 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"'It:t ~ I ... 1/ f- I ~ I ~+- I ~ ~t .t I ()... .. l: I ~~... ~ II 1,; '" ~ I ~ ! I Ii i II' f I <; '.. , ., III .. ft e I ... I l:l ~ !. Ii ;to .~ .. /'I. I ~ III ~ I e III ~ i e I I ~ . ~ r ! U ~4~; ~~t I s~ ~ f ~ - IIII I :' ".. ~ t + " ~<> ~ II ~ Cclully 01 R'-'IdI ! I MAJOR HIGHWAY I ItEvIS/DIIIS 5-10 STANDARD NO. 101 2-.2 I \2/ I 1 I I I I I I I I I I I I I I I I" I 100' R/W 76' P/D5 38' 38' 1/4"p.r ft. Optional Medicn 1.5% n=O.QI5 1/4"oer rr. 1.50/0 TYPICAL SECTION / , . , . '0 " 20 25 30 40 ~ 60 .0 >GO t50 200 300 400 500 600 800 1000 .0 .0 , 0,9 0,' 0,1 0,' .:1:-....:.;::::'._ :~fi~{~~~~-::~-1--~~~ ~~-.:~; '0 .0 , J '0 '0 '0 , . .?,_..::~ '-:-:.._.__.n.. 10 9 . 1 ::~~~;:. _; he streeL~-:-f:~~;~"'l''::J:'-'" :." - --.. .. ;;.::- .. -.. . ....;..;..: _t.:-:;.-:;~:..:.:::.::::.:' . . :.:~~;::.::::-- _'-_......--1.-....... .. .. :,;;':;~.. .-. :-l::"" . '-'.::1 ~ -. .. -.... .. ''''!",:::':4 . . . , 2 1 0.9 0.' .. ""ri .. :)_~. ..... ....0' .... _, '::/",1, ".~_ :::::':i.. "!- 'i~:L ~-: - :: :::;:T -:C:~T:::f::.i:: i-.~:.~ ~'~'~:. :'. .... .".. ""..:' ,:.-: :~ -';-~c.r;:: "':~':.'" :roPC'O.6: .CURB' '-:-::-:;~: I,: ;;;'''..,' ". ___ m__ u. .__ .._ ._. -.-. ..0:.,.--- 0.7 :: :...:;';"1""'" ."', ...: :-:::1.:.. .~ ~- :-:.,:;.::t' ;:_:-:::;:~. ............: _~-:r._-:: :: ~~..;~:.....'.,.j.;'.;._.~.~..'.:...~..~,,:'..:...cg.Y..".~..' 1lE~T:IFf\1:~c:uflS:i .n; :;:: L~t:5'1.:"::. ".:1.. ":. - n ..mn :':n;:.#~~i>b~'i:r;c<'~~lr'..E~. F>tE .N..., a;.,.' . ..-- +~ -..- '._n .n_ _u .. :::Y:.O:t::: :;::=.; 0,' un__ _n __ ... _. ..._. u u__ . ..~ ". _. .. ..u ::::i::;::..-;-:: -:nO.: ..' 0.' 0,' 800 1000 . 5 , . 10 " '0 Z~ 30 40 50 60 .0 '00 "0 '00 '00 ~ ~ 600 DISCHARGE - C.F. S. (TOTAL FLOW IN STREET) NOTE. Without optional median, flow tops the crown as indicated. With optional median, flow does not top the crown. ComputatIons for these curves assumel'j a median. However the results are applicable for either situation since the hydraulic effect of the median is negllgable. RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT VELOCITY DISCHARGE CURVES COUNTY STANDARD No. lOt 76' ROADWAY 6"a e" CURBS "....0.... 0....... ..J(?P...,/ 1"'."'_ , o~... ........... o.. ... .... <;"uu...-'\oI.,fI'. - -. I -." D...e...... > RCFC a WCD HYDROLOGY wJANlJAL PLATE 0-7.2 \? I ~. 1 I I I I I I I I I I I I I I I I ~co ~(D -"'on VI ~ ~ -,- 'on ... ~ 03 -t.- ~ (I) ~.f ~ ~ -~ ...... . . "lit __.. :'!~ ., ~ ~ ~ " .. '>i ~ 'N -~ ~ ," f ~ ~ . "'~ or. ::E on *~ ~ : ~ 2 on ~ a, ~'... i g~l ~~''''1Il ., II: 1('- -It) ~ -.L ,I m :;:; " .~ P J O(p ., II ~ ~ o j:: ~frl ~CI) C> ~ o ~ - . :! ~ !! .. u ~ " " .. u u . .... l1 .. .- ~ ;oq . . .Q ! a ~ . e e II . .. ~ u ... . u .2 ~ il ." " " " " . .2 II n,,,' -: .8_, .,.~ - ... 0"=.. o ....., c: -. 1i O,! ~ _Q. I. :'";: ~ ~'" -l! ~~ c> :i. .-.. c tit!!' eM ~!' i '5!. "a :." i o~ ~~ .". 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" I:) 1.9 1)"-::-" oJ . ~ 1- \)~ '4." ~ ~~ 1- U ~~~ .,ll~' ;. ill l'\ ../ \)0 OJ '-' I I ".', '.'~. .'..,........"1' ',""" "':;~ ; ~___.c___.....____ "t' "l.t:}i..l ~..:.. :...; } I. . ~_"'_'."'" . ~ liS .",', : ,.. ~ '. ; I ._~. -'-. . ~'''''''''''''-<:--I-~- , ; , . '.- , _'~:----'~-~++--H~--}.-- . ~kTf (l,'(;' , -, ::j~~~:-.';.~ . \+.u: ~f \l . .... ~ ~ ~ 1- ~ ~'-:' I:>~ ... .~&- ..., 1- ~~". " I:> \ 31:>. :h 1\ · ~ t~ ..~ 1 1-' ~.. ...r ':I-~.-j. - '-- ~ Il. ~ ...;f-........ '- \)0 r-.,.....~ ..... ua t.J: ...t ' ~ I l ~ \ I:> Ilo '" <s''" "Ill :),. ~ ~ " $'-~~ . ~ ~"...~~...;::. ~ 1- ", '" " . ,. '-"'" b U)" ~ !la '.10- ...... >J '" !II <> .;- , \N " "~t "'-~:?"'--~ ~_.- .;n t ~~.l\~'~\;'~ - _;...L l!1~ -ili""'~~' t ;" ~~~-""~ .]'~iL"~ ; .~_.,.. ...!'l..;" ...,_.'1- \\. .!Sr" -,' . ;, . . .....~--"-- '" . 3,'.. !.~~ ~ .. jI. 'tt " _il It ......- ......1 ~ -_.....- \J \t' ....... ....... "1-:1-.. ~ ~~~ ~ l~. .. - '" '"'\. !'lei> <..S: r':... , \;S, l:> \. ~. '\)j Cb U, '- ~. . Q)i .-..J.... t \S h ~ Ql - "1:1 . ~ ~" , ~\ <l:> .. "-r'-: "__~_''--_I~:.:n... \ . ~ ' . . ." . . ...... f_"~~"'~"-''''''''''''-+'-'''l'' ".I--...,._-~.. +----"-c- o ." ..' ~f'~~"+'" ;:.: ..:., ."-~._~..,-~-,,-.,...- i-'-"I~- ...' : .~~-n. ~.w "UP ZSp;l,~f'?'lf " .,' "'~~t# ~''-:f~;; I J J .J.. 0,5 , J I .." "J :, J , J I I J DESIGN OF SPUN CONCRETE CONNECTOR PIPES FLOWING FULL 0.6 0,7 ~ Q= A"'2gH... 0,8 41.2+ oq~' L 0,9 0 1.0 "- "- '" I. 5 '" '" - 3.0 8,0 9,0 10,0 Catch Basin 2,0 2,5 3,5 4,0 5,0 6,0 7,0 '" "- "'- EXAMPLE t\:1.0, Q=20, L=125 USE 0=27" Q 3 Free water surface ~Hyd. grode line Storm Drain "" 11/77 OR"'I-lGe:: c'Q<.JoJT'( EMA. 4 5 6 7 8 9 10 15 20 '--'\ is.. 30 "'- 35 "'- "'- "'- 40 50 60 70 80 90 100 -37- 0 b I u:1H,fH ll-tETj 7.5 50 75 100 125 150 r/:, i'0 ~- _._.-- , \' Pag G-J' PI 1-- --- k '--- .. V' /' . , ~/ . / /' / :.--- /' // ,.,-/' - I / ./ ~ . , /' / --- L-- / ~ V ,- $V V l-- ./1 .0..,; / I ! ~~ "..-' -- / --- /n --- l--- / 1/ I~ --- L.---- YI - f-- - .... ......- V I - ,/ j1- ...... V V -- ,..... / .- l-- ~..9---- ,./' f-- -- V -- .... .. .- V --- ~ - ~ -- I-- V ~ !-"" --- ~ V i\<\ 25 50 75 100125 150. "7~, i T ARL~.j ...-/'" 100 48 ...-/ ~ 80 ...-/ <t -'42 :J: 60 0 Ul 50 H'; SCALE ENTRANCE 0 40 TYPE 36 30 (I) SqllGr. lid;, .ith 33 ",adwall 20 (2) Groo". ...,4 .ith 30 hladwall 13J Groa,. end 27 proJect!", 10 24 8 6 To u.. scale (21 or (3) project 21 5 horizon lolly to ..cole Ill,then 4 II" s',oIOM lnclind line throuth o oRd Q Icalll. or r.,.r.. 01 3 illustrat.d. .8 2 IS 1.0 ~ Ul '" :J: 0 ~ ~ e I- 0: '" > ..J ::> 0 u. 0 0: '" I- '" ::IE <t 0 !f f- f 180 168 IS6 144 132 120 108 96 84 72 Ul 60 u. 0 ~ S4 2 .2 10,000 8,000 EXAMPLE 6.000 0-42 inchu (3.' 'Ht) 5,000 Q-120ch 4,000 g' HW 0 "" 3,000 II) 2,' .,. (2J 2,1 7,_ 2,000 (3) 2,2 7.7 .0 in hit 1,000 800 /' /' /' ...-/ ."V ~# ...-/ 200 / ...-/ /' 600 SOO 400 300 (I) (2) (3) - S. ~ 6. - S. - 6. f- 5. - 5. f- 4. L f- 4. L - -4, - 3, L - 3. L - 3, /I ---- --- 2.- =2:- 0 - 2, ~ e. -1.5 -I.S Ul 0: '" f- 1,5 l- f- . '" ::IE <t 0 ~ :J: I- 0.. -1.0 -'.0 '" 0 0: f- 1,0 '" - ,9 -,9 I- <t ~ - ,9 0 <t '" f- .8 - .8 :J: - .8 .7 - .7 - .7 -.6 f- .6 -,6 , ~,5 '- ,S ....... ,5 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL BUREAU OF PUBLIC ROADS JAN. 1963 il-67 PJI2. 11> I I n-10 I I I I I I I I I I I I I I I I I '80 168 '56 144 '32 :i '20 oj ... ... of '08 ~ .. ~ of 96 '" :> ... " :> '" ... 84 '" 72 '" w :I: 0 (/) ~ LL 0 ~ 60 ~ e: 54 ~ .... W 0:: '" w 48 0:: > '" ..J :1:' ::> /'"~ " 42 LL ./ 0 0 /" 0:: w ~6 .... w :IE 33 <l 0 of 30 oj 0 27 '" of 0 z 24 of ... '" 21 18 15 12 BUREAU OF PUBL.IC ROAOS JAN. 1963 /" /" /'" ./ ....../ ...~ > /" 100 /' yO/'" 10,000 8,000 EXAMPLE 6,000 Dc:56 inch.. (3.0 t..t) 5,000 0-&6 c1l 4,000 HW' HW 3,000 "0 (t..,) III ..8 8,4 2,000 (2) ." 6.' (>1 .,. 6.6 '0 in fI.t 1.000 800 600 500 400 300 200 60 50 40 30 ~ SCALE o ENTRANCE TYPE 20 III (2) Headwoll Mlter.d to conform to .Iop. .0 8 6 5 4 (>l ProhcUno 3 To un ,col. (2) 0' (3) proj.ct horizontolly '0 lcol. (II. thu un l.rOl9hf inclin.d line through o IInd 0 .co.... or flU'" 01 illu.trot.d. 2 1,0 ?;J3 (I) 6 (2) r. (3) r- 5. - 6. - 5, r6, ~. r- 5, / - 4, ~ 3. .... 4, - 3, .... 3, f- 2, --- --- f- 2. - 2, 0 ~ -'.5 :r '" .... '.5 - 1.5 0:: w .... w :IE '" 0 ~ :I: - '.0 ......0 .... e.. -1,0 W 0 -.9 .~ 0:: W .... .... .9 '" ;0 r .8 -.8 0 <l W .... .8 :I: .... ,7 - .7 .... .7 r ,6 -.6 .... ,6 ~ ~ .0 L.. .5 -,5 .~, , HEADWATER DEPTH FOR C. M. PIPE CULVERTS WITH INLET CONTROL 1- III IL II I II I II I I I I I , II It - t;. III ... 10 10"'''' OIN "'CD~ . . I ~~N . .0 i=!'!Z (fICI)d t- :>ciut i....id _...(j OOIA; >>c.! ........ ~uJ " -::.. NOTES I. a:1(f[R Sl.PPORT A$stw6L1' SHALL M USED wtVl tw1') OR WORE GAAfltfGS jJIt( SPtCJflfD. , '2-.tt..L eo..rs ~-m ~a:Jr(T[R 9..F"PCIrT 5hlt.L. It: n~ ~'__'~ ,. fRAWE; MAY BE. R''1l TED OR ,*nDCD. - 4. BOLTS (NOT AfV(TS OR "'f:L05) SMALL IE V5EO TO ..oN TWO OR MOH( ~AM(5 TOGUtCJI 2- ""10 TO T\.€ -N" BU.". ,. U T ....L 0fI ENO SPACEIt'S SHOWS FNSHtO --.. C-W[N310NS. N I. AU.. PARTS ~L If[ C# ST'RVCTURAL GRAce: ~ STEEL. EXecp" [NO $ll'&CERS. WHICH MAY 8[ 0' FITH(R CAST lRO" OR SfEEL. 7- ALL (X~(:) "E T.1ol P.UHS SHALL eE GALV.,._ _~ ~-r- lIED PP10R TO A55(III<:ILY. WElOING, ~. . r UtO OAILLIHG S~LL BE 00fll( BE:F~E c.AL'IAN- lZING. ALL ~"E/'lSION5 ARE FIHfSHEO DlMEN- fA ~OHS AND "'Cl.LOE GAL'tllI'ttZIHG. L ~ 1 ,. TOTAl.. WlII"T t ItO LII. S', la, ,,",....t .s' ""'. _ 0&"'" ""N-.'" . h QCAP O,2/s , 8.7 c.F'"$ 6.50 , 12,:' c;s -' 15,1 c.F'"S 0.7'::1 /.00" 17.4 CF="S ~~~ I:a. - -(II '-.J - '----' ~ ~ '-..J N -+ o ~ '-" " 00 \.c-<:::-, 1:\ .'" ~ N I ~ '" L-.:rl II u ~ " <l"> <::3 .~ ,-"f ';'i"!lhn~l!f:fm~:"p!-~,--"", -.w.;~.i.L.iLL~~::._..;.LIi'..:I;..;r.:,;._:,".,__.~'~ ~' ~. -r -ii- lr 't' ..... -..l 1---1 . Ii '! ..L' , ~t-. o. ":." C SECTION C-C \ \ Ii \ ~" ~ \ . J ~ ,~. ~ Z.' i -~i~ ~ ~ vi . .....0.. i r i;;:. .. .~'" J:~'...... t\J -'l!l:'" 0 i ! -9 ~~.. . :ii"'~ M " r ('() ",#g:o.,t- '",. w ......~ )( ." ~ :az ~ ~ u " o~:~o)( ._ o.,~ 1 -I z6 -IN -,. , NO", ., ~ N '" ~ PLAN NO...... [)lAteT'ON " now i sa NO'. NO ~ . ELEVATION I'iCC~MOZ;;HTE: .>)'-:-''1.- RCf50!( b "rl-/lcK ';l:ye-S 1 !3orrofl.1 UJ/(#4)j/z"REer7~G'2'c 8/W t::Att oP<Jr. TC; - - : ;t:~".r ., VI!"O"S I'VUIlOI COUNn nooo CO"flO~ AN' .ATlI (ONUlV""ON OISUt(' ~..ltC'<lD~ ,~ ~r""'''''r.~..a- "" ~.-(-7/_ r-A.!~L "OTl !,..tl~~~ ____ .._.;_ ~[~",~ro.. t--- -t--~,-,._. ,'04..... -~:=-=-':-=----_-i_ - 'J .--- eo" ~..... .l' onC.I~T'O" ,..I'l'tII,OATI ~..,(,,(o.. L p 114- 'f1 r- r~f .+!tm' ~ -g' t ["-0 SPACERS 't~r.'.r \-' ...... ~ . ~. . ~~ '- ~~ ....,. !I!~ 0 . 0 n , ! 0 ':!( ..... 'i z 0 ~~ ; ~ ~~ " 0 ',.. '" .. ft ft .. '. . 2 '... " ...... '-IN f- Q"",,,",a: :' C,,-/2;)J,' ) c ~a,t:,o :J ' 3'2,2 fils' h vtlr'eS use Y2aCAP ]:JuliE TO C UJ6c; WC; ".OIECl ","0 CATCH BASIN GRATE QU_JNG NO. STANDARO DNAWING NUMBEII CliO"" "'(ifiO ?" " I I I I wwW ... ... ", I::: ... ~~~ 000 "'~~ I _0.' ",,,,or>, ,",,",<">, ~~~! I ~I~l 1 I I I I I I I I I I I AI'. 155 c.,p. 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I 0 0: W I- W ::; I '" 0 I 180 168 156 144 132 120 108 96 84 72 <J> - 60 ...., 0 :!: 54 g 10,000 8,000 EXAMPLE 6,000 0-42 inches 13.5 ,..t) 5,000 0_120 eta 4,000 HW' HW 0 I.., 3,000 (I' 2,' S,S (2' 2,1 7.' 2,000 131 2.2 7,7 -0 in ",t 1,000 800 ./ ./ // -- ----;;- , '-... q"V ~~ ./ / ./ /./ 600 500 400 300 200 ./w 100 48 ./ ~ 80 /' '" /42 :J: 60 0 <J> 50 HW SCALE ENTRANCE 0 40 0 TYPE 36 30 (I) SQuar'ldCJI.ith hladwall 33 20 (2' Grog,. .nd with 30 headwall (3, GrOO" Ind 27 projlctin, 10 24 8 6 To un scol. (2) or 13) project 21 5 horiuntolly to leal. (I), then 4 uultrolghtinclinldlin,throu,h o ond Q scali', or ".,.rse o. 3 illUltrated. 18 2 15 1.0 12 IT-67 P II ':) (I) (3) (2) - 6, - 6, - 5, -6, - 5. - 5, - 4, - 4, - -4, - 3, ,/ 3, - 3, - "" -----+ --- 2.- ~2:- ~,~ 0 - 2, :0 ~ -1,5 -1.5 <J> 0: W - 1,5 I- w ::; '" 0 :!: :J: I- - 1,0 Q. -1.0 w 0 0: -1.0 w ~ ,- - ,9 I- '" 3: - ,9 0 '" w -,8 - ,8 :J: - ,8 .7 - ,7 .7 ~ - ,6 -,6 '- .6 I- - - ,5 - .5 ,5 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL BUREAU OF PUBLIC ROAOS ,JAN. 1963 7,;"'- ,I U-70 I I I I I I I I I I I I I I I I I I 180 168 '56 .44 132 ~ .20 " ... ~ ~ 108 ~ ~ ~ ~ 96 .. :> ~ " :> .. 8. ~ '" '" 72 1 w :!: <> '" ;!; "- 60 <> z ;!; 0 54 2 ~ W 0: ~. Cl W, 0: > '" ..J :!:- ::> /~ <> "- 42 ./" 0 0 0: ./' w ~6 ~ w '" 33 '" 0 ,; 30 " 0 27 .. ~ 0 z 24 ~ ~ '" 21 .8 15 12 BUREAU OF PUBLIC ROADS JAN. 1963 /" / / ./" ..,,"~~--_. ~...~- --~/ /-- ./' 100 ./ 80/ / 10,000 8,000 EXAMPLE 6,000 0- 36 inch.. (3.0 tell I 5,000 Q_66 ch 4,000 HW' HW 3,000 -0 (f..t) (I) 1.8 5,' 2,000 121 2,1 6.' (3) 2,2 6,6 10 in t.et 1,000 800 600 500 400 300 200 60 50 40 30 .!:!:! SCALE o ENTRANCE TYPE 20 (I, (2) Hladwoll hlihred to conform to.lope 10 8 6 5 4 (3) Projectino 3 To ..... leale (2) or 131 project horizontolly to 'COI, (II. HII" uUltraiohfinclinldlinethrouQh o Gnd Q 'coin, or revers. 01 itlutroted. 2 1.0 /.......- PI2D (/) 6 (2) - (3) -5, - 6, -5, r6, ~, I- 5, - 4, - 3/ I- 4. I - 3. - 3, - 2, --- --- - 2, - 2, 0 ~ - 1.5 :s '" - 1,5 -1.5 0: w ~ w '" '" 0 ;!; :!: - 1.0 -1,0 ~ "- -La w 0 ., ., 0: W - .9 ~ '" ~ - .8 - .8 0 '" w - ,8 :!: - ,7 - ,7 - .7 - ,6 -,6 I- .6 . - .. - ,5 ~ ,5 HEADWATER DEPTH FOR C. M. PIPE CULVERTS WITH INLET CONTROL 1$ ~ z o c.. IW\ n -4 Z. )> rtI- --' V , -,' ::0 ~ _ :b!::a o \J'I ::! (') ~U10'" Z ~I )>(') ...J (T\ r ?:: 3: gt \I' 1"1~ j ~(') l. :z: .G\go ("\o:J: .... () )>-< ~ l. h g o 5! c 0 c: j r r '" ..... 0 z () ~Gl n :> --< ~ '-- 0 z<" :t. )> _ -<. 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':"':" I PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERIONl )..:>">:>:>:>:>:>:> > (C) Copy,-ight 1982,1986 Advanced Engineering Software [AESJ Especially prepared for: NESTE, BRUDIN & STONE, INC. ':. ':. <. <. .,~ ...." ", .,-:.":,,.:,..:,.;.) ), ), :> ,.;. ,,:' ::- ";. ::- )..>.>..:.).>.:: .............. " ......' ," ,",' . " ". >.>> **********DESCRIPTION .. AD 155 ~i~~B.Eilj ~ R66052016 10/15/86 DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 1.00 FLOWLINE ELEVATION .- PIPE DIAMETER(INCH) = 54.00 PIPE FLOW(CFS) = ASSUMED DOWNSTREAM CONTROL HGL = 23.460 1t=~;~~=====7:~~=7=~;~:'~:===~;:::~:7~~~:=:===~::~:~:7;~~:~7~~:=:===7~:~~~:=== OF RESULTS******************************************** * * * **************************************************************************** l***,)E-*~'***-3E'1f** ****1HH('**"*-****iI:' ~'~"A'*'*"lf*** *,*,iIt,"*-* ~.*.******* * ~'*-Jz:.*******,*.* 1Hi"~-JI:'*** *'*,** NOTE, STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST I CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. I 15a80 112.90 RWS 1<<<<<<".,.,.",.::: -:: -:: -:: -:: -:: -:: -::.:: -:: ',,, ",', ". '. ........""..,..",',', '" ':...' ,.'.' >>>>>>>> )'.,",,",,",,',,' .,' .,' ,,' > "">> >>.>>.>.>;0'>>,>,>,."),> I 1<<<<<<<<<<".. .'. '., '.'. , .......,. . 1= = = = == "~,: '" = =~, = = = '" = = = = '" ~,,_~ = == = ,= '''~ = = = ,_"""~ ,= ="~ ,= =~"" ="" '" '" = = ~,,= "'="' = =~, = = = = = ="~ = = == = = == = = = = Advanced Engineering Software CAESJ SERIAL No. 106111 RELEASE DATE, 2/21/86 VER. 2.3C ......... . " " :: <. <. .::. <. .> .> .> .> .:: ), ), ..~:> ~:.:> .,:' ',',',',",', '. '. . .' " .." .~ ..' .,- . " ," ," " ," .:. ;.),), .' .' >>>:> I I I PRESSURE FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 l-~~::~:~=~-~~~=------ -.::-~:~~---- ----=:=~= ~~:~:-- =---- ~~.~~~--------- ------- --- ------------- - ---- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCDI: PIPE FLOW = 112.90 CFS, PIPE DIAMETER - 54.00 INCHES PIPE LENGTH - 33.41 FEET MANNINGS N = "01300, SF=(Q/K'**2 (( 112.901/( 1966.489')**2 = .0032961 HF=L*SF = ( 33.411*( .0032961) = .110 NODE 2.00: HGL= < 23.570>;EGl_= < 24.353>;FLOWLINE= < 16.670> (,,'" / 1============================================================================ PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3 UPSTREAM NODE 3.00 ELEVATION = 18.42 F'IS7 ----------------------------------------------------------------------------- 1 1 I I CALCULATE PRESSURE FLOW PIPE-BEND LOSSES (OCEMA 1 , PIPE FLOW = 112.90 CFS PIPE DIAMETER = 54.00 INCHES CENTRAL ANGLE = 42.7rn) DEGREES PIPE LENGTH = 67.07 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 15.904 SQUARE FEET FLOW VELOCITY - 7.10 FEET PER SECOND VELOCITY HEAD - .782 BEND COEFFICIENTIKBl = .1722 HBo~KB* ( 'v'ELOC I TY HEAD) = ( . 172) ... ( .782) = . 135 PIPE CONVEYANCE FACTOR - 1966.489 FRICTION SLOPE(SFI ~ FRICTION LOSSES = L....SF - ( 67.071"'( .0032961.) = .221 NODE 3.00 , HGL.= < 23.926>;EGL= < 24.708>;FL.OWLINE= < . .! .0032961 18.L>20> / , I I I I 'I I I I I I I I==;.~~~;~~~=;~~:=;.~~~~;;=;~~~=~~~~=====;~~~=~~=~~~~=====:~~~=7;=~~~~=:==7'==== UPSTREAM NODE 4.00 EL.EVATION = 19.14 I--~;~~~~;~;-;~;~~~~~-;~~~-;~~~~~~~-~~~;;~~~;~;~;~;-------------------------- PIPE FLOW = 112.90 CFS PIPE DIAMETER = 54.00 INCHES PIPE L.ENGTH = 27.39 FEET MANNINGS N = .01300 SF=(Q/K)**2 = l( 112.90)/( 1966.4891)**2 = .0032961 HF=L*SF = ( 27.391*( .00329611 = .090 NODE 4.00 : HGL.= < 24.016>;EGL.= 24.799>;FL.OWL.INE= < 19.1(~0> ---------------------------------------------------.-------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 4.00 TO NODE UPSTREAM NODE 5.rn) EL.EVATION = 19.14 5.00 I S CODE ,~ = J ---------------------------------------------------------------------------- CAL.CUL.ATE PRESSURE FLOW JUNCTION L.OSSES: ~ '" '+ DISCHARGE DIAMETER 1.1.0~Lt 5L".00 112.9 54nOO 2 . 5 18 . 00 ~O ~U!) .0===05 EOUALS AREA VELOCITY 15.904 6.941 15.904 7.099 1.767 1.415 =000 .000 BASIN INPUT=== DELTA .000 HV .748 .782 NO. 1 2 90.000 .000 = .J L.ACFCD AND OCEMA PRESSURE FL.OW JUNCTION FORMUL.AE DY=(Q2*V2-Ql*Vl*COSCDELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COSIDELTA41)/((Al+A21*16.1) USED: UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UF'STr;:EA~l FR I CT I ON SL.OPE = .00315 DOWNSTREAM FRICTION SL.OPE = .00330 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00322 JUNCTION L.ENGTH(FEET) = 1.50 FRICTION LOSS = .005 ENTRANCE L.OSSES = .000 MANHOL.E LOSSES GREATER THAN THOMPSON MOMENTUM L.OSSES MOMENTUM L.OSSES - .034 MANHOLE L.OSSES = .039 JUNCTION L.OSSES = DY+HVI-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION L.OSSES - .069+ .748- .782+( .005)+( .(~O) = .044 NODE 5.00 : HGL= < 24.094>;EGL= < 24.843>;FLOWL.INE= 19.140> ---------------------------------------------------------------------------- ------,---.-----,------ --.---._---------- - --.---;~.;;.-~;-~;~~.-----~ ~;;-~ ~-.t;~~-:--~--.-~ ~ ~ PRESSURE FL.OW PROCESS FROM NODE ~-~~~~~~~~-~~~~-----~:~~-----~~~~~~~~~_:_---~~:~~--------------------------- CALCULATE PRESSURE FL.OW FR I CT I ON L.OSSES (LACFCD I : P [58 PIPE FL.OW = 110.40 CFS PIPE DIAMETER = 54.00 INCHES I PIPE LENGTH = 46.00 FEET MANNINGS N = .01300 SF=(Q/KI**2 = (I 110.40)/( 1966.489))**2 = .0031518 HF=L*SF = I 46.00)*( .c'0~ll~,18) = .145 ~-~~~~-----~:~~-~-~~~:_~---~~:~~~~~~~~:_~---~~:~~~~~~~~~~~~~:_~---~~:~~~~--- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL I LOST PRESSURE HEAD USING SOFFIT CONTROL - .59 NODE 6.00 : HGL= < 24.830>;EGL= 25.578>;FLOWLINE= / 20..330> I I ~=========================================================================== PRESSURE FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 1 I ~~~~~~~~-~~~~-----=:~~-----~~~~~~~~~-:----~~:~~--------------------------- CALCULATE PRESSURE FL.OW FRICTION L.OSSESCL.ACFCD): '. ". NODE It=;.~~;~~~~=;~;:=;~;~~;~=;~~~=~;;;=====:~~~=;;=~;;~=='===:~~~=7;=~;;~=:==:==== UPSTREAM NODE 6.00 ELEVATION = 20.33 ~-~;~~~~;~~-;~~~~~~~-;~;~-;~~~~=;;~~~-~;~~~~~~;~~~;~------------------------ PIPE FLOW = 110.40 CFS PIPE DIAMETER = 54.00 INCHES PIPE ANGLE POINT DELTA = 1.44 DEGREES PRESSURE FLOW ANGLE-POINT COEFFICIENT KA = .0063 PRESSURE FLOW VELOCITY = 6.94 FEET/SEC. VELOCITY HEAD = .748 HAPT=KA*IVELOCITY HEAD) - NODE 6.00 : HGL= ( ( .0063)*1 21+.. E::::35 > ; EGL:::; .74.8) -- .005 25.583>;FLOWLINE= ( 20.330> PI P'E FL.OVJ = PIPE LENGTH -- SF= 1 Q/I() **2 HF=L*SF = 1 110.40 CFS PIPE DIAMETER = 54.00 INCHES 31.67 FEET MANNINGS N = .01300 - (( 110.. 40) I ( 1966 ~ ,489) ) **2:::; .. 0031 51 E~ 31.67)*1 .(031518) = .1(~ : HGL-; ( 24.935>;EGLco., 25.683>;FLO\"LINE= <" 20..350> 7..00 I==~~~~~~~~=~tg~=;.~~~~~~:;~~~=~~~~:::::;~~~=;~:~~~~=====;,~~~=7;=~;;~=:==;==== I CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY 1 87..4 54.00 15.904 5..495 I 2 110.4 54.00 15.904 6.941 3 15.2 24.00 3.142 4.838 4 7.8 18.00 1.767 4.414 5 .0===Q5 EQUALS BASIN INPUT=== I I I I DELTA .000 HV .469 .'748 90.000 90.000 LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE DY=ID2*V2-Ql*Vl*COS(DELTA1)-D3*V3*COSIDELTA3)- Q4*V4*COSCDELTA4))/IIAl+A21*16.1) L1SED: UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N - .01300 UPSTREAM FRICTION SLOPE = .00198 DOWNSTREAM FRICTION SLOPE = .00315 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS a00256 (pCp 1 I ,JUNCTION ENTRANCE JUNCTI ON JUNCTION NODE LENGTHIFEETI = 4.00 FRICTION LOSS = .010 LOSSES::::: .000 LOSSES = DY+HVI-HV2+(FRICTION LOSSI+(ENTRANCE LOSSESI LOSSES.- .559+ .469- .748+( .0101+1 .0001 = 8.00 : HGL= ( 25.503>;EGL= ( 25.972>;FLOWLINE= ( PIS'=' ..290 20.370> I==;.;~;;~;~=;:~~=;.;~~~;;=;~~~=~~~~=====~~~~=~~=~~~~=====;~~~=;;=~~~~=:==~==== UPSTREAM NODE 9.00 ELEVATION = 20.61 1-- ~~~:~~~~~;.-;.~;.~~~~;.-- ;~~~-;;-~~~~~~- ~~~~;.~~~~~;~~;~~------- - --------------------- PIPE FLOW = 87.40 CFS PIPE DIAMETER = 54.00 INCHES PIPE LENGTH = 108.~) FEET MANNINGS N = .01300 SF=(Q/KI**2 = I( 87.401/1 1966.48911**2 = .0019753 HF=L*SF = I 108.001*1 .~)197531 = .213 / NODE 9.00 : HGL= ( 25.717>;EGL= ~ 26.186>;FLOW(INE= ( I I I__~~~~~~~~--~~~~_:::~!:~:~::::_~~~~~~~~~::::- :~:~:~~:____:~_~::_~:_::::_: ___:______ I I 1=======================================================================,===== 20.610> ------------------------------------------------------------------------._---- ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCDI: PIPE FLOW = 87.40 CFS PIPE DIAMETER = PRESSURE FLOW AREA = 15.904 SQUARE FEET FLOW VELOCITY - 5.50 FEET PER SECOND VELOCITY HEAD = .469 HMN = .05*IVELOCITY HEADI = .05*( .4691- NODE 91.00: HGL= ( 25.740>;EGL= ( 54.00 INCHES .023 26.209>;FLOWLINE= ( 20..620> PRESSURE FLOW PROCESS FROM NODE 91.00 TO NODE 92.00 IS CODE = 1 I--~~~~~~~~-~~~~----~~:~~-----~~~~~~~~~_:_---~~:~~--------------------------- CALCULATE PRESSURE FLm, FR I CTI ON LOSSES (LACFCD I : I I PIPE FLOW = PIPE LENGTH -- SF=(O/f'::)**2 = HF=L*SF = ( NODE 92.00 87.40 CFS PIPE DIAMETER = 281.67 FEET MANNINGS N = (( 87.401/1 1966.48911**2 = 281.671*1 .(10197531 = .556 : HGL= < 26.297>;EGL= ( 26.765>;FLOWLINE= < 54.00 INCHES .01300 .0019753 21.250> I I I I I==;.;~;;~~~=;=~~=;.;~~~;;=;;~~=~~~~====;~:~~=~~=~~~;====7~:~~=;~=~~;~=:==;==== UPSTREAM NODE 10.00 ELEVA T I ON = 21 .77 ' I--~;~~~~;~~-;.~~~~~~~-;~~~-~~;~~~~~~~-~~~~~~~~~~;~;~~------------------------ PRESSURE PIPE FLOW(CFSI = 87.40 UPSTREAM DIAMETER(INCHI = 48.00 DOWNSTREAM DIAMETERIINCHI = 54.00 TRANSITION STRUCTURE LENGTH(FEETI = 4.67 UPSTREAM MANNINGS N = .0130 DOWNSTREAM MANNINGS N = .0130 TOTAL-ANGLE-OF~TRANSITION(DEGREESI = 5.700 UPSTREAM VELOCITYIFPSI = 6.955 UPSTREAM VELOCITY HEAD = .751 DOWNSTREAM VELOCITYIFPSI = 5.495 DOWNSTREAM VELOCITY HEAD - .469 HT = .2*IVl*Vl-V2*V21/64.4 TRANSITION LOSS COEFFICIENT - .2000 TRANSITION LOSS = .056 UPSTREAM FRICTION SLOPE = .00370 DOWNSTREAM FRICTION SLOPE = .00198 ~\ I AVERAGE TRANSITION STRUCTURE FRICTION SLOPE ASSUMED - HE = L*SF = .013 TOTAL LOSSES = (HT)+(HF) ,; ( .056)+( I NODE 10.00: HGL= ( 26.084>;EGL= < .00284 .013) 26.835>;FLOWLINE= < "P l(g D 21.770> --------------------------------------------------------------------------- -----------------------------------------.---------------------------------- I PRESSURE FLOW PROCESS FROM NODE 10.00 TO NODE UPSTREAM NODE 11.00 ELEVATION = 23.52 11.00 IS CODE = 1 I CALCULATE PRESSURE FLOW FRICTION LOSSESCLACFCD): I ~======================================================================,===== PIPE FLm~ = PIPE LENGTH = SF= (QIf<) *,*2 -- HF=L*SF = C NODE 11 .00 87.40 CFS PIPE DIAMETER = 48.m) INCHES 495.34 FEET MANNINGS N = .01300 (( 8'7.40)/( 1436.431))**2 = .0037021 495.3'.)*( .0(37021) = 1.834 : HGL= < 27.918>~EGL= < 28.669>;FLOWLINE= < 23.520> I I LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE I DY=(Q2*V2-Ql*Vl*COS(DELTAll-Q3*V3*CDS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1) I I I I PRESSURE FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5 I--~~~~~~~~~-~~~:_----~=:_~~ ------=~=~~~~~~-=------=~-~~:~~------- ------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 66u9 ~.2.00 9.621 6.953 .000 .751 2 87.4 48.00 12.566 6.955 .751 3 7.8 24.00 3.1,,2 2.483 53.000 ':<:,ozS4 - 4 12.7 30.00 4,.909 2.587 63.000 0,2,7,,,61 - 5 .0===Q5 EQUALS BASIN INPUT=== USED: UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00442 DOWNSTREAM FRICTION SLOPE = .m)370 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00406 JUNCTION LENGTH(FEETI = 4.m) FRICTION LOSS = .016 ENTRANCE LOSSES = .000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .325+ ."T51- .751+( .(16)+( .(00) = .341 NODE 12.00: HGL= < 28.259>;EGL= < 29.010>;FLOWLINE= ( 24.040> ============================================================================ I PRESSURE FLOW PROCESS FROM NODE 12.00 TO NODE UPSTREAM NODE 13.00 ELEVATION = 24.90 ---------------------------------------------------------------------------- 13.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): I I PIPE FL0l4 = PIPE LENGTH - SF= (QIfO **2 -. HF=L *SF =, ( NODE 13.00 66.90 CFS PIPE DIAMETER - 42.00 INCHES 258.67 FEET MANNINGS N = .01300 (( 66.90)/( 1006.096) )**.2 = .004.4215 258.67)*( .(044215) = 1.144 : HGL= 29.403>;EGL= 30.154>;FLDWLINE= < 24..900> Ir====================================================================,======= PRESSURE FLOW PROCESS FF<OM NODE 13.00 TO NOD.E 131 .00 I S CODE = 1 , C. UPSTREAM NODE 131.00 ELEVATION = 29.92 ~ I I--~~~~~~~r~-~:~~~~;~~~-;~~~-;~~~r~ ~~-~~~~~~~~~~;~~~~-----------~---------- - ----- PIPE FLOW = 66.90 CFS PIPE DIAI'1ETER = 42.00 INCHES P ttol PIPE LENGTH = 1/43.14 FEET MANNI NGS N = .01300 SF=(Q/K)**2 = (( 66.901/( 1006.(961)**2 = .0044215 HF=L*SF = ( 143.14)*( .(044215) = .633 NODE 131.00: HGL= ( 30.036>;EGL= ( 30.787>;FLOWLINE= / 29.920> I--------------------~------------_:_--------------_:------------------------ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 3.38 NODE 131.00: HGL= 33.420>;EGL= ( 34.171>;FLOWLINE= I I I 1 I I I I I I I 1============================================================================ PRESSURE FLOW PROCESS FROM NODE 141.00 TO NODE 14.00 IS CODE = 1 I--~~~~~~~~-~~~~----~~:~~-----~~~~~~~~~_:_---~~:~~--------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 35.80 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH - 52.20 FEET MANNINGS N = .01300 SF=IQ/KI**2 = (I 35.801/1 226.22411**2 = .0250432 HF=L*SF = ( 52Q20)*( .0250432) = 1.307 I--~~~~----~~:~~-~-~~~:_~---~~:~~=~~~~~:_~---~~:~~~~~~~~~~~~~:-~---~~:~~~~--- F'RESSURE FLOW ASS!J~lPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 1.47 NODE 14.00: HGL= 36.400>;EGL= ~ 38.416>;FLOWLINE= ( 29.920> ---------------------------------------------------------------------------- -------.--------------------------------------------------------------------- / _ "_. _ _ _'~ ~_ _ __ _ _ _ __ ,__ _ _ _ __ _ _. _ ___ _ _ ____ __ _._ ___ _ _, _ _.__ ____ -- - - - -- - -- -- - -- -- -" -r- - -- --- - -- - -- -- - - - -- - -- - -- ---- PRESSURE FLOW PROCESS FROM NODE 131.00 TO NODE UPSTREAM NODE 141.00 ELEVATION = 31.62 ll,l .00 I S CODE = I ~) CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY 1 35.8 24ftOO 3.142 llft395 2 66.9 42.00 9.621 6.953 3 4.1 18.00 1.767 2.320 4 27.0 30.00 4.909 5.500 5 .0===Q5 EQUALS BASIN INPUT=== .000 HV 2.016 DELTA . 7~51 !;50. 3~() t~'G ,iBsS 9-~IO T2.AD~7 - LACFCD AND OCEI'1A PRESSURE FLOW JUnCTION FOR~1ULAE DY=(Q2*V2-Ql*Vl*COSlDELTAll-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1) USED: UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .02504 DOWNSTr~EAM FR I CT I ON SLOPE = .00442 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01473 JUNCTION LENGTHIFEET) = 4.67 FRICTION LOSS = .069 ENTRANCE LOSSES - .000 JUNCTION LOSSES = DY+H'.JI-HV2+1FRICTION LOSS)-HENTRANCE LOSSES) -JUNCTIONI._OSSES -.,- .026+ 2.016- .751+( .(69)+( .0(0) = 1.360 NODE 141.00: HGL= ( 33.514>;EGL= (35.531>;FLOWLINE= 31.620> ---------------------------------------------------------------------------- PF:ESSUF,E FL.OW LOST PRES8UF~E NODE 141.00 A",SU~1PT I ON HEr:,D US I NG : HGL= -< U,,1ED TO ADJUST SOFF I T CONTROL. 33.620>;EGL= -< HGL Ai.D EGL = " 11 35.636>;FLOWLINE= / 31.620:> I I I 34. . L~OO > (p~ 1=;~~~~~;~=;:~:=;;~~~;;=;;~~=~~;~='''-=7~~~~;-~~=~~;~====7;~;;=7;=~~~~=:==~==='= UPSTREAM NODE 15.00 ELEVATION = 57.63 P 1(02 ~-~;~;~~;~~-;~~;;~~~-;~~~-;;~;~~~~-~~;;~;~~;;;;;~~-------------------------- PIPE FLOW = 35.80 CFS PIPE DIAMETER = 24.00 INCHES PIPE LENGTH = 347.67 FEET MANNINGS N = .01300 I SF=(Q/K)**2 = (( 35.80)/( 226.224))**2 = .0250432 HF=L*SF = ( 347.67)*( .0250432) = 8.707 NODE 15.00, HGL= < 45.1U7>;EGL= 47.123>;FLOWLINE= < 57.630> I-;~~;;~~~--;~~~ -;;;~~;.~~~~-~;;;-~~-;;;~;~-~~~~-;~; -;~~---- --- -- --- -------- --- --- LOST PRESSURE HEAD USING SOFFIT CONTROL = 14.52 I NODE 15.00, HGL= < 59.630>;EGL= 61.646>;FLDWLINE= 57..630> ============================================================================ I PRESSURE FLOW PROCESS FROM NODE 15.00 TO NODE UPSTREAM NODE 16.00 ELEVATION = 57.90 16.00 IS CODE = 2 I CACCULATE PRESSURE FLOW MANHOLE LOSSESILACFCD) , PIPE FLOW = 35.80 CFS PIPE DIAMETER - 24.00 INCHES PRESSURE FLOW AREA = 3.142 SQUARE FEET FLOW VELOCITY = 11.40 FEET PER SECOND I VELOCITY HEAD -. 2.016 HMN = .05*IVELOCITY HEAD) = .05*1 2.016) = .101 NODE 16.00: HGL= < 59.731>;EGL= < 61.747>;FLOWLINE= \ 57.9~)> I-;.;~;;~;~._;~~~-;;;~~;.~.;~~-~;~; -~~-;;;~;~-~~~-;~;-;~~---------.-------------- LOST PRESSURE HEAD USING SOFFIT CONTROL - .17 I NODE 16.00, HGL= < 59.900>;EGL= < 61.916>;FLOWLINE= < 57.900> ====================================:====~=~~================~======~~===~=== I PRESSURE FLOW PROCESS FROM NODE 16.00 TO NODE UPSTREAM NODE 17.00 ELEVATION = 68.80 -------------------------------------------------------------- 17.00 I S CODE 0= 1 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCDl: I PIPE FLOW = 35.80 CFS PIPE DIAMETER - 24.00 INCHES PIPE LENGTH = 294.64 FEET MAM~INGS N = .01300 SF=IQ/Kl**2 = II 35.801/1 226.224"**2 = .0250432 I HF=L*SF = I 294.641*1 .(250432) = 7.379 NODE 17.00, HGL= < 67.279>;EGL= 69.295>;FLOWLINE= 68.800> --------------------------------------------- -------------------------------- I PRESSURE FLOW ASSUMPT I ON USED TO ADJUST Hf3l_ AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 3.52 NODE 17.00, HGL= < 70.800>;EGL= < 72.816>;FLOWLINE= 68.800> 1======.=====.,====="==, ====0.'======"======="== ==,== ======0== =='==="00==== ===0=========,== PRESSURE FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 9 I UPSTREAM NODE 18.00 ELEVATION = 68.94 ------------------------------------.--------------------------------------- CALCULATE PRESSURE FLOW TRANSITION LOSSESILACFCD', I PRESSURE PIPE FLOWICFSl = 35.80 . I UPSTREAM DIAMETERIINCH) = 30.00 DOWNSTREAM DIAMETER(INCH) = 24.00 TRANSITION STRUCTURE LENGTHIFEETI = 5_00 UPSTREAM MANNINGS N = .0130 DOWNSTREAM MANNINGS N = _0130 I TOTAL-ANGLE-OF-TRANSITION(DEGREES) = 5.720 UPSTREAM VELOCITY(FPS) = 7.293 UPSTREAM VELOCITY HEAD = .826 DOWNSTREAt1 \)ELOC I TY (FPS) = 11 . 395 DOWNSTREA~1 VELOC I TY HEAD -. 2.016 "'\ 0 I I I I HT = .1*(V2*V2-Vl*V11/64.4 TRANSITION LOSS COEFFICIENT = .1000 TRANSITION LOSS = .119 UPSTREAM FRICTION SLOPE = .00762 DOWNSTREAM FRICTION SLOPE = .02504 AVERAGE TRANSITION STRUCTURE FRICTION SLOPE ASSUMED = HF = L*SF = .082 TOTAL LOSSES = (HTl+(HFI = ( .119)+( NODE 18.00: HGL= < 72.191);EGL= < Plto3 .01633 .0821 73.017);F~OWLINE= / 68.9'+0) I ==;'~~;;'~;~=;~~:=;~~~~;';'=;;~~=~~~~====7;'~~;;'~~~=~~~~ ===='7~~;;=;~=~~~~=:=~~7='='~= UPSTREAM NODE 19.00 ELEVATION = 75.89 I--~~~~~~~~~ -;'~~;;~~~-;~;~-;;';~~~;~--~;;;~;~~~~;~~~~-------I---- -------------- ---- PIPE FLOW = 35.80 CFS PIPE DIAMETER - 30.00 ANCHES PIPE LENGTH - 354.97 FEET MANNINGS N = .01300 SF=(Q/VI**2 = (e 35.801/( 410.17111**2 = .0076179 HF=L*SF = ( 354.971*( .(076179) =, 2.704 I--;.~~~;~~~~~~~~-~;~~~~~~;~-~~;~~~~~ ~~;~;~-~~~:~~~:~~~=~~=:~::-~---~:~~~=~~---- LOST PRESSURE HEAD USING SOFFIT CONTROL = 3.49 NODE 19.00: HGL= < 78.390);EGL= 79.216);FLOWLINE= 1===================================,========================================= PRESSURE FLm. PROCESS FRO!'1 NODE 19.00 TO NODE 20.00 I S CODE = 3 UPSTREAM NODE 20.00 ELEVATION = 76.71 I I I CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMAI: PIPE FLOW = 35.80 CFS PIPE DIAMETER = 30.00 INCHES CENTRAL ANGLE = 42.724 DEGREES PIPE LENGTH = 67.11 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 4.909 SQUARE FEET FLOW VELOCITY = 7.29 FEET PER SECOND VELOCITY HEAD = .826 BEND COEFFICIENT(VB) = .1722 HB=VB* ( VELOC I TY HEAD I = ( . 1721 * ( .826) = . 142 PIPE CONVEYANCE FACTOR = 410~171 FRICTION SLOPECSF) = FRICTION LOSSES = L*SF = ( 67.111*( .0076179) = .511 I NODE 20.00: HGL= < 79.044);EGL= < 79.869);FLOWLINE= < 76.710) ------------------------------------------------------------------------------ PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .17 NODE 20.00: HGL= < 79.210);EGL= < 80.036);FLOWLINE=. .0076179 I 76.710> I==;;~;;~;~=;~~~=;;~~~;;=;~~~=~~~~====;;~;;=~~=~~~~====;7~;;=;;=~~~~=:==7==== UPSTREAM NODE 21.00 ELEVATION = 77.00 I--~~~~~~~~~-;.~~;;~~~--;:;~-;~~~~~;~-:;;;~;~~~~;~~~~-------------------------- PIPE FLOW = 35.80 CFS PIPE DIAMETER = 30.00 INCHES I PIPE LENGTH - 23.22 FEET MANNINGS N = .01300 SF=(Q/V)**2 = (( 35.80)/( 410.1711)**2 = .0076179 HF=L*SF = ( 23.22)*( .0076179) = .177 NODE 21.00: HGL= < 79.387>;EGL= < 80.213>;FLOWLINE= < 77.000> I--;;~;;~;~-;~;~-~;;~~;;.~~;~--~;~~-~;-~~;~;~-~~~--~~;-~~~------------------------ LOST PRESSURE HEAD USING SOFFIT CONTROL = .11 I ",\\ II=~~~:====:~:~~=:=~~~:=:===:~::~~:~:~~:=:===~~:::~:~~:~~:~~::=:===:::~~~:=,== END OF PF:ESSURE FLOW HYDRAUL.I CS PIPE SYSTEM . 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I I I I I I I I I I I I I I I I I I I PI":)~ <l:No!. **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGF:AM PACf<AGE (Reference: LACFD,LACRD,& OCEMA HYDRAULICS CRITERION) ***********************************~**************************************** <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<~:<<<<<<{ ',' .' , , , , , , . """""'" .. '"/.." .". ///..' /..../ ,," /..-.~ /.... . . . / (C) Copyright 1982,1986 Advanced Engineering Software rA~5J Especially prgpared for: / / NESTE, 8RUDIN ~ STONE, INC. . . . . . . ~ ',':. .: ., ::,';~ <. .: ~ " ~ ~ .' " " . :.,':..':..-;...:..';, .....,'..'... ,< J..:' ,. .......... .. ...... **********DESCRIPTION OF RESULTS***~***********~**************************** * A. D . 155 NETWORK 2 * ... R 66 052 016 RWS 4/27/86 * * FILE AD1552 * **************************************************************************** **************************************************************************** NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COf1FUTATIONS 8ASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA' NODE NUMBER = 1.00 FLOWLINE ELEVATION = 15.00 PIPE DIAMETER(INCH) = D6.00 PIPE FLOW(CFSI = 473.40 ASSUMED DOWNSTREAM CONTROL HGL = 22.460 ---------------------------------------------------------------------------- -----------------------------------------_._---------------------------------- SOFFIT CONTROL ASSUMED AT BEG:NNING OF PIPE SYSTEM NODE 1.00 : HGL= ( 23.~)0)lEGL= ( 24.377);FLOWLINE= ( 15.000> ,',','.',',',',',',' . .:. ~ ~. -:. ". "'. '" ~" ". .:. -:. ~. ". ~ -:.;"' :"'<<<'<~<<~<.::<'~~<~""{"<'<':" ::{~':""" ....... . .,,/),). . ":;-';.'::-\", ......: "':' : //.... Advanced Engineering Software [AESJ SERIAL No. 106111 VER. 2.3C RELEASE DATE: 2/21/86 <'<":. .... <..' ~,,: ,~", ~','. < (.: <.;'-('-~"~:('-<~"<~< ~~~<: {::</::":,; '.: >::-::. .....::....~..-. -:.' ............ .' ..' ..'~' ..... >). >>>'>>>..: .' ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 1.00 TO NODE UPSTREAM NODE 2.00 ELEVATION = 15.03 2.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 473.40 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 33.41 FEET MANNINGS N = .01300 SF=(Q/Kl**2 = (( 473.40)/( 9120.769) )**2 = .0026940 HF=L*SF = ( 33.41)*( .(026940) = .090 NODE 2.00 : HGL= < 23.090>;EGL= < 24.467};FLOWLINE= < \fP 15.030> >.,_,,,:,,~!:,,.,.~~~,,,,,,~ '-'~"-,'''~E-'-~--- ,.""'~r;-r:':--::-~'~":~-'.~--- -..--_--~--~ "__e" .~-,- ~~~".........~..........,.,.-~ I I I I I I I I I I I I I I I I I I Pl97 -------------------------------------------------------.--------------------- ------------------------------------------------------------------------------ PRESSURE FLOW PROCESS FROM NODE 2.<:'0 TO NODE UPSTREAM NODE 3.00 ELEVATION = 15.10 3.00 IS ceDE = 3 ---------------------------------------------------.------------------------- CALCULATE PRESSURE FLOW PIPE-BEND LOSSESlOCEMAI: PIPE FLOW = 473.40 CFS PIPE DIA~lETER = 96.00 INCHES CENTRAL ANGLE = 42.701 DEGREES PIPE LENGTH = 67.07 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 50.26<', SQUAF:E FEET FLOW VELOCITY = 9.42 FEET PER SECOND VELOCITY HEAD = 1.377 BE~!D COEFFICENTO<B) = .1722 H8=f<B* (\/ELOC I TY HEAD) = ( . 172)J<- ( 1.377' = . '::~37 PIPE CONVEYANCE FACTOR = 9120.769 FRICTION SLOPE,SFl = .0026940 FRICTION LOSSES = L*SF = I 67.(7)*( .002b940) = .181 NODE 3.00 : HGL= < 23.50S>;EGL= 24.885);FLOWLINE= < 15.100> ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- PRESSURE FLO\oJ PROCESS FRml NODE 3. ')0 TO NODE UPSTREAM NODE 4.00 ELEVATION = 15.15 4.00 IS CODE = . " ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 473~40 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 49.42 FEET MANNINGS N = .01300 SF=(Q/K>**2 = (( 473.40)/( 9120~769))**2 = .0026940 HF=L*SF = ( 49.42)*1 .(~2b940) = .133 NODE 4.00 : HGL= (23.641>;EGL= 25.018>;FLOWLINE= 15 . 15(>::: ---------------------------------------------------------------------------- ----~------------------------------------------------------------------------ PF:ESSURE FLOI,oJ PROCESS FF:OM NODE '+ . 00 TO NODE UPSTREAM NODE 5.00 ELEVATION = 15.15 5.00 IS ceDE = ~ CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA 1 471.0 96.00 50.266 9.370 .O(~ 2 473.4 96.00 50.266 9.418 3 2.4 18.00 1.767 1.358 90.000 4 .0 .00 .000 .000 .000 5 .O===Q5 EQUALS BASIN INPUT=== HV 1.363 1.377 LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Ql*Vl*COSlDELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COSlDELTA4))/(IAl+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00267 DOWNSTREAM FRICTION SLOPE = .00269 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00268 JUNCTION LENGTHlFEET) = 1.50 FRICTION LOSS = .004 ENTRANCE LOSSES = .000 MANHOLE LOSSES GREATER THAN THOMPSON :'10~lENTUM LOSSES MOMENTUM LOSSES = .014 MANHOLE LOSSES = .069 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .028+ 1.363- 1.377+( .0(4)+1 .0(0) = .073 - ,J\ NODE 5.00 , HGL= < 23.728>;EGL= < 25.091>;FLOWLINE= < . 15.150> ._~~jj~I-itl~iii~~~Kf~~J.~~tf;'J:',~i~;;' . - - '-, . , . <~. i::;,~Jt:~:i::: .'::>.:~':LE.;fu~~J~t~~/ "", I I I I I I I I I I I I I I I I I p,"')e, ============================================================================ PRESSURE FLOW PPOCESS FRot1 NODE 5" 00 TO NODE UPSTREAM NODE 6.00 ELEVATION = 15.73 6,,00 IS CODE = 1 -----------------------------------------------------------------.----------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD), PIPE FLOW = 471.(~ CFS PIPE DIAMETER = 96.00 INCHES I PIPE !_ENGTH = 75.67 FEET MANNINGS hi = .01300 SF=(Q/K>**2 = (( 471.00)/( 9120u769))*'~2 = ~0026667 HF=L*SF = ~ 75.67)*< .0026667) = .202 I NODE 6.00 : HGL= (23.930>;EGL= 25.293>1~~bwLINE= 15.730> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 6.00 TO NODE UPSTPEAM NODE 7.00 ELEVATION = 15.74 7.00 IS CODE = 5 ___.w_.______ ________ ________ ___ _ ____"____ _._- ---------- ---- ---------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES. NO. D I SCHAF:GE DIAMETER AREA VELOCITY DELTA HV 1 438.3 96~OO 50.266 8..720 ,,000 i . 181 2 471.0 '7'6.00 50.266 9.370 1.363 3 16.3 30 ~'OO 4.909 3.321 90.000 4 16.4 24~OC 3.142 5.220 90.000 ~ ~O==:::::Q5 EQUALS BASIN INFUT=== ...J LACFCD AND OCEMA FRESSURE FLOW JUNCTION FORMULAE DY=(Q2*V2-Ql*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))!((Al+A2l*16.1) USED: UFSTREAM MANNINGS N = .01300 DOWNSTREAt1 MANN I NGS N = .01300 UPSTREAM FRICTION SLOPE = .00231 DOWNSTREAM FRICTION SLOPE = .00267 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00249 JUNCTION LENGTH(FEET) = 4.67 FRICTION LOSS = .012 ENTRANCE LOSSES = .O~) JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSESl JUNCTION LOSSES = .365+ 1.181- 1.363+( .(12)+( .(00) = .194 NODE 7.00 : HGL= ( 24.307>;EGL= (25.487>;FLOWLINE= 15.740> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW FROCESS FF:OM NODE 7.00 TO NODE UPSTREAM NODE 8.00 ELEVATION = 16.24 8.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 438.30 CFS PIPE DIAMETER = 96.00 INCHES PIPE LENGTH = 505.34 FEET MANNINGS N = .01300 SF=(Q/Kl**2 = (( 438.30)/( 9120.769))**2 = .0023093 HF=L*SF = ( 505.34)*( .0023(93) = 1.167 NODE 8.00 , HGL= < 25.474>;EGL= <, 26.654>;FLOWLINE= < 16.240> \0"5 '~I~:;:;it~}~;~~i,tli~L~;.;~..~::. .'('!::_~ < ~>7:"::::~:~: ~;'~~"~:;~' :.->.-. . ~.: . .~. -: .<;t~.~~.:;: :;"_ ;:~'cc;'; ~;~:....::.;;';' 7,:." ;;':~' ~.~).--,'~,;&~dt~':,_:~.~,'~~.,-'<:.. I" -~. , ,,'.if::-':-';;;';~; ." . ~'='h. - _....;'~"-'~. ' .'-;~ _0.', o - ~'.i.<:-~~;o~-.f,\,.'.;:\:~,. I I I I I I I I I I I I I I I I I I ============================================================================ PRESSURE FLOW PRuCESS FROM NODE 8.00 TO NODE UPSTREAM NODE 9.00 ELEVATION = 16.64 9.00 IS CODE = 9 ---------------------------------------------------------------------------- CALCULA TE PRESSURE FLOW TRANS I T I ON LOSSES'; LACFCD) : P 1 '='~. PRESSURE PIPE FLOWlCFS) = 438.30 . UPSTREAM DIAMETERlINCH) = 72.00 DOWNSTREAM DIAMETERIINCH) = 96.00 TRANSITION STRUCTURE LENGTHIFEETI = 4.67 UPSTREAM MANNINGS N = .0130 DOWNSTREAM MANNINGS N = .0130 TOTAL-ANGLE-OF-TRANSITIONlDEGREESI = 5.711 UPSTREAM VELOCITYlFPSI = 15.502 UPSTREAM VELOCITY HEAD = 3.731 DOWNSTREA!'1 VELOCITYlFPS) = 8.720 DO~;NSTREAM VELOCITY HEAD = 1.181 HT = .2*IV1*V1-V2*V21/64.4 TRANSITION LOSS COEFFICIENT = .2000 TRANSITION LuSS = .510 UPSTREAM FRICTION SLOPE = .01071 DOWNSTREAM FRICTION SLOPE = .00231 A\.-'ERAGE TRANS IT I ON STP:UCTURE FR I CT I ON SLOPE ASSUMED = .00651 HF = L*SF = .030 TOTAL LOSSES = IHT)+IHFI = I .510)+1 .(30) NODE 9.00 : HGL= (23.463>;EGL= 27. 195>;FLOWLINE= 16.640> ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROI"! NODE 9 . 00 TO NODE UPSTREAM NODE 10.00 ELEVATION = 18.70 10.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOW = 438.30 CFS PIPE DIAMETER = 72.00 INCHES PIPE LENGTH = 522.34 FEET MANNINGS N = .01300 SF={Q/V)-;E-*2 =: (( 438.30)/( 4235.(79))*'~2 = ~Ol(nl(i8 HF=L*SF = ( 522.34)*< .01071(8) = 5.5'7'5 NODE 10.00: HGL= (29.058>;EGL= 32.790>;FLOWLINE= 18.700>,\ \ ==========================================================================~= PRESSURE FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 5 J UPSTREAM NODE 11.00 ELEVATION = 19.75 -------------------------------------------------------------------------- - CALCULATE PRESSURE FLOW JUNCTION LOSSES: /' NO. DISCHARGE DIAI-1ETER AREA VELOCITY DELTA HV 1 416.3 60.00 19.635 21.202 .000 6.980 I 2 438.3 72.00 28.274 15.502 3.731 3 10.8 24.00 3.142 3.438 45.000 / 4 11.2 24.00 3.142 3.565 58.241 i , .0===Q5 EQUALS BASIN INPUT=== . 5 LACFCD AND OCEMA PRESSURE FLOW JUNCTION FOP:I'lULAE USED: DY=IQ2*V2-Q1*V1*COSIDELTA1)-Q3*V3*COSIDELTA3)- Q4*V4*COSlDELTA4))/I(A1+A2)*16.1) , l6 /,.CI ~ ' H - 11 1C. 1.1r -- \ UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .02555 DOWNSTREAM FRICTION SLOPE = .01071 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01813 JUNCTION LENGTH(FEET) = 4.66 FRICTION LOSS = .084 _ENTRANCE LOSSES = .000 JUNCTION LOSSES = DY+HV1-HV2+1FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = -2.696+ 6.980- 3.731+( .084)+( .000) = .638 NODE 11.00: HGL= < 26.447>;EGL= < 33.427>;FLOWLINE= < 19.750> . , \ ,:jllt~~~.':~i:b~:~~~~jii~~~~~~:'~~~~ll~~~~:~~:~:~~ . I I I I I I I I I I II I I I I I I I ?ZDo ===========================================================================~ PRESSURE FLOW PROCESS FROM NODE 11.00 TO NODE UPSTREAM NODE 12.00 ELEVATION - 21.60 12.00 IS CODE - 1 ---------------------------------------.------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOl>J - PIPE LENGTH - SF-IQ/IC**2 - HF-L*SF - .: NODE '.2.00 416.30 CFS PIPE DIAMETER - 60.00 INCHES 120.67 FEET MANNINGS N - .01300 II 416.301/1 2604.423)1**2 - .025549~ 120.67HH .0255499) - 3.083 : HGL- ( 29.530>;EGL- ( 36.510>IFLOWLINE- ( I 21.600> / ---------------------------------------------.-------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PF,OCESS FROM NODE 12.00 TO NODE UPSTREAM NODE 13.00 ELEVATION - 24.10 13.00 IS CODE - 1 CALCULA TE PRESSURE FLOl-l FR I en ON LOSSES I LACFCD) : PIPE FLOW - 416.30 CFS PIPE DIAMETER - 60.00 INCHES F'IPE LENGTH - 100.00 FEET MANNINGS N - .01300 SF-(Q/KI**2 - II 416.301/1 2604.423)1**2 - .0255499 HF=L*SF = ( 100.00)*< .0255499) = 2.555 NODE 13.00, HGL- ( 32.085>;EGL- ( 39.065>;FLOWLINE- ( 24.100> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 13.00 TO NODE UPSTREAM NODE 14.00 ELEVATION - 34.22 14.00 IS CODE - 1 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOW - PIPE LENGTH - SF= (Q/I<) **2 = HF-U<-SF = 0: NOC'E 14.00 416.30 CFS PIPE DIAMETER - 60.00 INCHES 268.67 FEET MANNINGS N - .01300 II 416.301/1 2604.423))**2 - .0255499 268.67 HH .0255499) - 6.865 : HGL- ( 38.950>;EGL- ( 45.930>;FLOWLINE- ( 34.220> PRESSURE FLCW ASSUMPTION LOST PRESSURE HEAD USING NODE 14.00: HGL- ( USED TO ADJUST SOFFIT CONTROL - 39.220> ; EGL- <" HGL AND EGL .27 46.200>;FLOWLINE- . 34.220> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 14.00 TO NODE UPSTREAM NODE 15.00 ELEVATION - 34.39 15.00 IS CODE - 5 -------------------------------------.--------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY 1 386.9 60.00 19.635 19.705 2 416.3 60.00 19.635 21.202 3 8.3 24.00 3.142 2.642 4 21.1 24.00 3.142 6.716 5 .0---Q5 EQUALS BASIN INPUT--- DELTA .000 HV 6.029 6.980 42.947 56.373 LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED, DY=(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COSIDELTA3)- Q4*V4*COS(DELTA41)/((Al+A2)*16.1) \\J '\ -,. ':-;';A.\~"!'7:;::.':p'?'[.-""'-~"" r' - -- - '-"'--"'--;~~F,....~~::,;~,"._~~"~-:-t::<<.::r>':.~'T-!'~~ .. ~ . :"."ii.:i.';,;~:,"-i .....,. ... ~,:,.;"" .,..~. :>-~~~;;;,,-~;-:;~;~~.;;'i.}~~:~~\ :ti;> S~).:,~':~/it ,.~. .' ....;.....,.:>.,~;Wl.\':i,;,~,f~"" ~;:'i<.~;X:l:>;r-~V'~;"t~~%~ri.11:~~~~ I I I I I I I I I I I I I I I I I I UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .02207 DOWNSTREAM FRICTION SLOPE = .02555 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .02381 JUNCTION LENGTH(FEET) = 4.67 FRICTION LOSS = .111 ENTRANCE LOSSES = .000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 1.753+ 6.029- 6.980+( .111)+( .000) = .913 NODE 15.00: HGL= < 41.084>;EGL= < 47.t13>;FLDWLINE= 34.390> 'PZOI ---------------------------------------------------------------------------- --------------.-------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 15.~) TO NODE UPSTREAM NODE 16.00 ELEVATION - 36.00 16.00 IS CODE - 1 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = PIPE LENGTH = SF-(Q/f()**2 = (( HF=L*SF = ( NODE 16.00 386.90 CFS PIPE DIAMETER - 60.00 INCHES 42.62 FEET MANNINGS N - .01300 386.90)/( 2604.423))**2 = .0220686 42.62)*( .0220686) = .941 : HGL= < 42.024>;EGL- < 48.053>;FLOWLINE= < 36.000 :.,. ---------------------------------------------------------------------------- --------------------------------------------------------------------.-------- PRESSURE FLOW PROCESS FRO~1 NODE 16.00 TO NODE UPSTREAM NODE 17.00 ELEVATION - 40.00 17.00 IS CODE = 1 ----------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD), PIPE FLOW - 386.90 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 140.48 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 386.90l/1 2604.423))**2 = .0220686 HF=L"SF = ( 140.48)*( .0220686) =. 3.100 NODE 17.00: HGL- < 45.125);EGL= ( 51.154>;FLOWLINE= 40.000:> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 17.00 TO NODE UPSTREAM NODE 18.00 ELEVATION = 42.50 18.00 IS CODE - 1 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = PIPE LENGTH = SF=(Q/K)**2 = HF=L*SF = ( NODE 18.00 386.90 CFS PIPE DIAMETER - 60.00 INCHES 286.24 FEET MANNINGS N - .01300 (( 386.90)/( 2604.423))**2 - .0220686 286.24)*( .(220686) - 6.317 : HGL- < 51.442>;EGL= < 57.~71>;FLOWLINE=' 42.500> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 18.00 TO NODE UPSTREAM NODE 19.00 ELEVATION = 42.55 19.00 IS CODE = 2 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD): PIPE FLOW = 386.90 CFS PIPE DIAMETER = PRESSURE FLOW AREA = 19.635 SQUARE FEET FLOW VELOCITY = 19.70 FEET PER SECOND VELOCITY HEAD = 6.029 HMN = .05*<VELOCITY HEAD) = .05*( 6.029) = NODE 19.00: HGL= < 51.743>;EGL= < 60.00 INCHES \O~ .301 57.772>;FLOWLINE= < 42.550> I I I I I I I I I I I I I I I I I 1> '2OZ =================================~========================================== PRESSURE FLOW PROCESS FROM NODE 19.00 TO NODE UPSTF,EAi'l NODE 20.00 ELEVA II ON = 4;;e. ::8 20.00 IS CODE = 1 ----------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES (LACFCD), PIPE_FLOW = F I FE LEi'lGTH = SF= (Q/K >;'*2 = (I HF=L*SF = ( NODE 20.00 386.90 CFS PIPE DIAMETER = 2.94 FEET MANNINGS N = 386.90)/( 2604.423)1**2 = 2.94)*1 .(220686) = .065 I : HGL= 51.808>;EGL= 57.837>:FLOWLINE= < - / 60.00 INCHE3 . 0130.0 / .0220686 42.590> =================================~=================;========================= PRESSURE FLOW PROCESS FROM NODE 20.00 TO NODE UPSTREAM NODE 21.00 ELEVATION = 43.52 21.00 IS CODE = ~ .:> CALCULATE PRESSURE FLOW PIPE-BEND LOSSESlOCEMA): PIPE FLOW = 386.90 CFS PIPE DIAMETER = 60.00 INCHES CENTRAL ANGLE = 79.426 DEGREES PIPE LENGTH = 62.38 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 19.635 SQUARE FEET FLOW VELOCITY = 19.70 FEET PER SECOND VELOCITY HEAD = 6.029 BEND COEFFICIENTCKB) - .2349 HB=f<B*(VELOCITY HEAD) = 0: .235)*( 6.(29) = 1.416 PIPE CONVEYANCE FACTOR = 2604.423 FRICTION SLOPElSF) = FRICTION LOSSES = L*SF = 62.38)*( .0220686) = 1.377 NODE 21.00: HGL=. 54.600>;EGL= ~ 60.630>;FLDWLINE= .0220686 43.520::' ======================================~===================================== PRESSURE.FLOW PROCESS FROM NODE 21.00 TO NODE UPSTREAM NODE 21.10 ELEVATION = 44.76 21.10 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOW = PIPE LENGTH = SF=(Q/Kl**2 = (( HF=L*SF = ( NODE 21.10 386.90 CFS FIPE DIAMETER = 60.00 INCHES 59.35 FEET MANNINGS N = .01300 386.90)/1 2604.423))**2 = .0220686 59.351*( .022(686) = 1.310 : HGL= ( 55.910>;EGL= < 61.939>;FLOWLINE= 4Lf.760> . . ============================================================================ PRESSURE FLOW PROCESS FROM NODE 21.10 TO NODE UPSTREAM NODE 22.00 ELEVATION = 45.67 22.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): pIPE FLOW = PIPE LENGTH - SF=(Q/K)**2 = HF=L*SF = ( NODE 22.00 "I; _..~-,--_._-~_..- - . " ~ r ~ _, .. ._~ _".....~, ..___.......k...~.~-''' _ . -" - ..':..~. . _ ._4..__""'...._....~<~.._. :.. 'J::::.~~...:~'>t.-'S.~._~ ~ ...."...., . ~j~~~~0~Ei!f~~:.~~~~~~~,=. " 386.90 CFS PIPE DIAMETER = 60.00 INCHES 93.09 FEET MANNINGS N = .01300 (( 386.90)/1 2604.423))**2 = .0220686 93.(9)*( .0220686) = 2.054 : HGL= ( 57.965>;EGL= ( 63.994>;FLOWLINE=' \00... 45.670> '^_.:..;....;..~.-;.\.: . .... ~".~. '._'.. ." ..... . . -".\:"'~-.".,,, . ,~<.~,.-', ._.".;..,,'..;.." .',','C . ...,..,..... , :'.'-~J:I!rt~~~t;;,t~l{fi~~3i~4ii~~~i.~~~.:._' .. - . . . . ' k . -.... . '!~>~~1;;~;~f~~~-;;;:;~"'3:jJl~j,~~\t ,\.::: :, I I I I I I I I I I I I I I I I I 'P '203 ======================================================;===================== PRESSURE FLOW PROCESS FROM NODE 22.00 TO NODE UPSTREAM NODE 23.00 ELEVATION = 46.36 23.00 IS CODE = 3 CALCULA TE PRESSURE FLOW PIPE-BEND LOSSES ( OCEi1A) : PIPE FLOW = 386.90 CFS PIPE DIAMETER = 60.00 INCHES CENTRAL ANGLE = 90.000 DEGREES PIPE LENGTH = 70.69 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 19.635 SQUARE FEET FLOW VELOCITY = 19.70 FEET PER SECOND VELOC ITY HEAD = 6.029 BEND COEFF I C lENT O':.B) = .25(0) HB=KB*(VELOCITY HEAD) = ( .250HI-( 6.029) = 1.507 PIPE CONVEYANCE FACTOR = 2604.423 FF:ICTION SLOPE(SF) = FRICTIO~j LOSSES = L*SF = ( 70.69)*( .0220686) = 1.,560 NODE 23.00: HGL= ( 61.032>;EGL=' 67.061>;FLOWLINE= .0220686 46.360> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 23.00 TO NODE UPSTREAM NODE 24.00 ELEVATION = 50.71 24.00 IS CODE = 1 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 386.90 OFS PIPE DIAMETER - 60.00 INCHES PIPE LENGTH = 111.89 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 386.90)/( 2604.i~23))**2 = .0220686 HF=L*SF = ( 111.89)*( .0220686) = 2.469 NODE 24.00: HGL= < 63.501>;EGL= 69.530>;FLOWLINE= 50.710> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 24.00 TO NODE UPSTREAM NODE 25.00 ELEVATION = 50.93 25.00 IS CODE = 9 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW TRANSITION LOSSES(LACFCD): PRESSURE PIPE FLOW(CFS) = 386.90 UPSTREAM DIAMETER ( INCH 1 = 66.00 DOWNSTREAM D I A~1ETEF: ( INCH) = 60.00 TRANSITION STRUCTURE LENGTH(FEET) = 4.67 UPSTREAM MANNINGS N = .0130 DOWi'JSTREAt1 MANNH~GS N = .0130 TOTAL-ANGLE-OF-TRANSITION(DEGREES) = 5.711 UPSTREAM VELOCITY(FPS) = 16.285 UPSTREAM 'JELOCITY HEAD = 4.118 DOWNSTREAM VELOCITY(FPSl = 19.705 DOWNSTREAM VELOCITY HEAD = 6.029 HT = .1*(V2*V2-Vl*Vl)/64.4 TRANSITION LOSS COEFFICIENT = .1000 TRANSITION LOSS = .191 UPSTREAM FRICTION SLOPE = DOWNSTREAM FRICTION SLOPE = AVERAGE TRANSITION STRUCTURE HF = L*SF = .083 TOTAL LOSSES = (HTl+(HF) = ( .191 )+( NODE 25.00: HGL=.( 65.686>;EGL= < .01327 .02207 FRICTION SLOPE ASSU~1ED = .01767 .083) 69.804>;FLOWLINE= ( 50.930> \\0 . ./. _....""'_...~~.,, c., ., :, I I I I I I I I I I I I I I I I I I ========================================:=:================================== PRESSURE FLOW PROCESS FROM NODE 25,00 TO NODE UPSTREAM NODE 26.00 ELEVATION = 66.70 26.00 IS CODE = 1 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOW = 386.90 CFS PIPE DIAMETER = 66.00 INCHES PIPE LENGTH = 282.67 FEET MANNINGS N = .01300 SF=(Q/K)**2 = II 386.90)/1 3358.0871)**2 = .0132744 HF=L*SF = ( 282.671*< .01327441 = 3.752 NODE 26.00: HGL= < 69.438>;EGL= 73.556>,FLOWLINE= < PRESSURE FLOW ASSUMPTION LOST f"RES3URE HEAD US I NG NODE 26.00: HGL= < USED TO ADJUST SOFF IT CONTROL = 72.200>;EGL= HGL AND EGL 2.76 76.318>;FLOWLINE= < . I I , -p 204- 66.700> 66.700> ---------------------------------------------------------------------------- --------------------------------------.-------------------------------------- PRESSURE FLOW PROCESS FROM NODE 26.00 TO NODE UPSTREAM NODE 27.00 ELEVATION = 68.38 27.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOW = PIPE LENGTH = SF=IQ/KI**2 = HF=L*SF = ( NODE 27.00 386.90 CFS PIPE DIAMETER = 66.00 INCHES 120.69 FEET MANNINGS N = .01300 II 386.901/1 3358.08711**2 = .0132744 120.69H-( .0132744) = 1.602 : HGL= < 73.802>;EGL= 77.920>,FLOWLINE= , PRESSURE FLOW LOST PRESSURE NODE 27.00 ASSUMPTION USED TO ADJUST HEAD USING SOEEIT CONTROL .--- -:--. : HGL= < /73.8.80); EGL= < '-... --", '. HGL AND EGL = .08 77.998>;FLOWLINE= < 68.380> 68.380> \ ===================================~======================================== PRESSURE FLOW PROCESS FROM NODE \27.00 TO NODE 28.00 IS CODE = 5 UPSTREAM NODE 28.00 ELEVATI&N = 68.85 i --~~~~~~~~~-;;~;;~;~-~~~~-;~~~~~~~-~9;;~;~---------------------------------- NO. DISCHARGE DIAMETER AREA ,VELOCITY DELTA HV 1 193.4 66.00 23.758, 8. 140 29.863 1 .029 2 386.9 66.00 23.758 \ 16.285 4 . 118 3 159.3 ~6.00 7.0~9 '\22.53~ .000 4 34.2 ~O.OO 4.909 6.961 50.010 5 .0===Q5 EQUALS BASIN INPUT=== -, \ USED: LACFCD AND OCEMA PRESSURE FLOW JUNCTI N DY=IQ2*V2-Ql*Vl*COSIDELTA1)-Q3*V3*COS( Q4*V4*COS(DELTA411/(IA1+A2)*16.1) H6LlDO 15",58 J'~ ./ / UPSTREAM MANNINGS N = .01300 , DOWNSTREAM MANNINGS N = .01300 / / UPSTREAM FRICTION SLOPE = .00332 / DOWNSTREAM FRICTION SLOPE = .01327 I AVERAGED FRICTION SLOPE IN JUNCTION AS,SUMED AS .00830 JUNCTION LENGTH(FEET) = 11.09 FRfCTION LOSS = .092 ENTRANCE LOSSES = .000 , MANHOLE LOSSES GREATER THAN THOMPSON/MOMENTUM LOSSES MOMENTUM LOSSES = -1.531 MANHOLE LOSSES = .206 JUNCTION LOSSES = DY+HVI-HV2+IFRIoTION LOSS)+IENTRANCE LOSSES) JUNCTION LOSSES = 1.558~-/4.118+( .092)+( .000) = NODE 28.00: HGL= < ~~P;EGL= < 78.296>;FLOWLINE= < {015 \\\ ..-",,,... ....~...: : ~:.:Tr:.;.; "~-.'" .298 68.850> I I I I I I I I I I I I I I I I I ..,.-...,-.".,~ . -~"~~"'" ,...~'~:~i~; P 'ZOS'-~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 28.00 TO NODE UPSTREAM NODE 29.00 ELEVATION = 69.~) 29.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD), PIPE FLOW = PIPE LENGTH = SF= (Q/~::) ....2 = (( HF=L..SF = ( NODE 29.00 193.40 CFS PIPE DIAMETER = 66.00 INCHES 3.00 FEET MANNINGS N = .01300 193.40)/( 3358.087))**2 = .0033169 3.00)*( .0033169) = .010 . HGL= < 77.277>;EGL= < 78.306>;FLOWLINE=, 69.000> ----------------------------------------------------------------------------- -------------------------------------------------------------.---------------- PRESSURE FLOW PROCESS FROM NODE 29.00 TO NODE UPSTREAM NODE 30.00 ELEVATION = 71.28 30.00 IS CODE = 3 ---------------------------------------------------------------------------- CALCULA TE PF:ESSURE FLOW PIPE-BEND LOSSES ( OCEMA) , PIFE FLOW = 193.40 CFS PIPE DIAMETER = 66.00 INCHES .CENTRAL ANGLE = 60.137 DEGREES PIPE LENGTH = 51".23 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 23.758 SQUARE FEET FLOW VELOCITY = 8.14 FEET PER SECOND VELOCITY HEAD = 1.029 BEND CCEFFICIENT(VB) = .2044 HB=KB*(VELOCITY HEAD) = ( .204)*( 1.029) = .210 PIPE CONVEYANCE FACTOR = 3358.087 FRICTION SLOPE(SFl = .0033169 FRICTION LOSSES = L*SF = ( 51.23)*( .0(33169) = .170 NODE 30.00, HGL= < 77.657>;EGL=. 78.686>;FLOWLINE= < 71.280> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 30.00 TO NODE UPSTREAM NODE 31.00 ELEVATION = 71.33 31.00 IS CODE - 1 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD), PIPE FLOW = 193.40 CFS PIPE DIAMETER = 66.00 INCHES PIPE LENGTH = 1.00 FEET MANNINGS N = .01300 SFc(Q/K)**2 = (( 193.40)/( 3358.087))**2 = .0033169 HF=U"SF = ( 1 . 00) * ~~'J?~69) = .003 NODE 31 .00 : HGL= < 77. 6 ~.).:.; EGL= < 78.689> ; FLOWL I NE= < 7 1 . 330 > ================================== -======================================== PRESSURE FLOW PROCESS FROM NODE 31.00 TO NODE UPSTREAM NODE 32.00 ELEVATI N = 73.13 32.00 IS CODE = 5 ------------------------------------ --------------------------------------- CALCULATE PRESSURE FLOW JUNCTION L NO. DISCHARGE DIAMETER AREA 1 167.5 48.00 12.566 2 193.4 66.00 23.758 3 25.9 36.00 7.069 4 .0 .00 .000 5 .0===Q5 EQUALS BASIN INP SSES: VELOCITY 13.329 8.140 3.664 .000 T--- --- DELTA .000 HV 2.759 1.029 64 . 156 .000 LACFCD AND OCEMA PRESSURE FLOW JUNC ION FORMULAE USED, DY=(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*C S(DELTA3)- Q4*V4*COS (DELT~lt)}1 (( Al +A2) * 16. 1 \\1". I I I I I I I I I I I I I I I I I I UPSTREAM MANNINGS N ~ .01300 ~ DO~NSTREAM MANNINGS N ~ .01300 ~ UPSTREAI"1 FRICTION SLOPE = .01360 ,,/ DOWNSTREAM FR I CT I ON SLOPE = .00332 / AVERAGED FRICTION SLOPE IN JUNCTION}~SSUMED AS .00846 JUNCT I 0,\1 LENGTH ( FEET) = 7. 50.FR I CT I ON LOSS = .063 ENTRANCE LOSSES = .000 r JUNCTION LOSSES = DY+HV1-HV2+IFRICTION LOSS)+IENTRANCE LOSSES) JUNCTION LOSSES = -1.196+ 2.759- F.029+1 .(63)+1 .0001 = NODE 32.00: HGL= < 76.527);~GL= < 79.286>;FLOWLINE= < Hf1/"'/~ '''n.40 c..B*4 PZOh .597 73.130> -----~---------------~------------------------------------------------------- PRESSURE FLOW i_OST PRESSURE NODE 32.00 ASSUMPTION USED TO ADJUST HEAD USING SOFFIT CONTROL ; HGL~ ,/77.130);EGL= < '-------_/ -. HGL AND EGL = .60 79.889>;FLOWLINE~ < / 73.130> , =======:==========================================~========================= PRESSURE FLOW PROCESS FRDr1 NODE 32.00 TO NODE UPSTREAM NODE 33.00 ELEVATION = 75.20 33.00 IS CODE = 1 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOW = 167.50 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 124.49 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 167.50)/( 1436.431))**2 = .0135975 HF~L*SF = I 124.491*< .01359751 = 1.693 NODE 33.00: HGL= < 78.823>;EGL= < 81.582>;FLOWLINE=, 75.200> ---.------------------------------------------------------------------------- PRESSURE FLOW LO:3T PRESSURE NODE 33.00 ASSUMPTION HEAD USING : HGL= <: USED TO ADJUST SOFFIT CONTROL 79.200>;EGL= < HGL AND EGL = .38 81.959>;FLOWLINE= < 75.200> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PF:ESSURE "'LOW PROCESS FROt1 NODE 33.00 TO NODE UPSTREAM NODE 33.10 ELEVATION = 79.00 33.10 IS CODE ~ 1 --- ------------------------------------- -- ---- -------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE "'LOW = PIPE LENGTH ~ SF=(Q/K>**2 :.:::: HF=L*SF = 1 NODE 33.10 167.50 OFS PIPE DIAMETER = 48.00 INCHES 197.67 FEET MANNINGS N = .01300 (( 167.501/1 1436.431)1**2 = .0135975 197.671*1 .0135975) = 2.688 , HGL= < 81.888>;EGL= < 84.647>;FLOWLINE= 79.000> ---------------------------------------------------------------------------- PRESSURE FLOW ASSUMPTION LOST PRESSURE HEAD USING NODE 33.10, HGL= < USED TO ADJUST SOFFIT CONTROL 83.000>;EGL= < HGL AND EGL :.:::: 1.11 85.759>;FLO~LINE= < 79.000> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 33.10 TO NODE UPSTREAM NODE 33.20 ELEVATION = 79.04 33.20 IS CODE = 2 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW MANHOLE LOSSESILACFCD), PIPE FLOW = 167.50 CFS PIPE DIAMETER = PRESSURE FLOW AREA = 12.566 SQUARE FEET FLOW VELOCITY = 13.33 FEET PER SECOND VELOCITY HEAD = 2.759 HMN = .05*IVELOCITY HEAD) = .05*< 2.759) = NODE 33.20, HGL= < 83.138>;EGL= < 48.00 INCHES ..- \\'7;);". ..-:.1':!.f(} .. .'....'"".~~.. .138 85.897>;FLOWLINE= < 79. 040>-';i~~ I I I I I I I I I I I I I I I I I I ====================================================================I'=~=~== PRESSURE FLOW PROCESS FROM NODE 33.20 TO NODE UPSTREAM NODE 33.30 ELEVATION = 81.10 33.30 IS CODE = 1 ----------------~----------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOW = 167.50 CFS PIPE DIAMETER- 48.00 INCHES PIPE LENGTH = 107.67 FEET MANNINGS N = .01300 SF=IQ/kl**2 = II 167.501/1 1436.4311)**2 = .0135975 HF=L*SF = I 107.67)*1 .(135975) = 1.464 NODE 33.30: HGL= < 84.6(2);EGL= < 87.361);FLOWLINE= < 81.1(0) ----------------------------------------------------------------------------- PRESSURE FLO~J LOST PRESSURE NOD:::: 33.30 ASSU~lPT I ON HEAD USING : HGL= < USED TO ADJUST HGL AND EGL SOFFIT CONTROL - .50 85.1(0);EGL= < 87.859):FLOWLINE=, 81.100> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 33.30 TO NODE UPSTREAM NODE 34.00 ELEVATION = 85.30 34.00 IS CODE = 1 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCC): PIPE FLOW = PIPE LENGTH = SF=(Q/f<)**2 = HF=L*SF = ( NODE 34.00 167.50 CFS PIPE DIAMETER = 48.00 INCHES 152.17 FEET MANNINGS N = .01300 II 167.501/1 1436.43111**2 = .0135975 152.17)*( .0135975) = 2.069 : HGL= < 87.169);EGL= < 89.928);FLOWLINE= 85.300> ---------------------------------------------------------------------------- PRESSURE FLOW LOST PRESSURE NODE 34.00 ASSUMPTION HEAD USING : HGL= < USED TO ADJUST SOFFIT CONTROL = 89.300>;EGL= <: HGL AND EGL 2.13 92.(59);FLOWLINE= 85.300> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FRDi1 NODE 34.00 TO NODE UPSTREAM NODE 35.00 ELEVATION = 85.79 35.00 IS CODE = 3 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW PIPE-BEND LOSSESIOCEMA): PIPE FLOW = 167.50 CFS PIPE DIAMETER = 48.00 INCHES CENTRAL ANGLE = 90.000 DEGREES PIPE LENGTH = 70.69 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 12.566 SQUARE FEET FLOW VELOCITY = 13.33 FEET PER SECOND VELOCITY HEAD = 2.759 BEND COEFFICIENT(KB) = .2500 HB=kB*IVELOCITY HEADI = I .250)*1 2.759) = .690 PIPE CONVEYANCE FACTOR = 1436.431 FRICTION SLOPE(SFI = .0135975 FRICTION LOSSES = L*SF - I 70.69)*( .(135975) = .961 NODE 35.00: HGL= < 90.951);EGL= < 93.710);FLOWLINE= < 85.790) ============================================================================ PRESSURE FLOW PROCESS FROM NODE 35.00 TO NODE UPSTREAM NODE 36.00 ELEVATION = 86.90 36.00 IS CODE = 5 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA 1 148.0 36.00 7.069 20.938 .000 '2 167.5'.48.00 12.56613.329 3-'" 11.418.00 1.767 6.451 35.019 4 8.1 18.00 1.767 4.584 52.186 5 .0===Q5 EQUALS BASIN INPUT=== HV 6.807 2.759 . > \\':0 :,.t;;<'tl ";;'7;.."-'!'"' I I I I I I . . . . . I I . . . ... .. . . ..- . ," <> "'....", -~-'.. "., . '.::~";'.~:;:~~'''.,'.'''7"'- . 'P 208 <.. .. LACFCD AND OCEMA PRESSURE FLOW JUNCT ION FORt1ULAE DY=(Q2*V2-Ql*Vl*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1) USED: UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .04924 DOWNSTREAM FRICTION SLOPE = .01360 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .03142 JUNCTION LENGTH(FEET) = 4.66 FRICTION LOSS ~ .146 ENTRANCE LOSSES = .000 JUNCTION LOSSES = DY+HVI-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = -3.')(>2+ 6.807- 2.759+( .146)+( .0(0) = 1.192 NODE 36.00: HGL= < 88.095>;EGL= < 94.902);FLOWLINE= ( 86.900> PRESSURE FLOW LOST PRESSURE NODE 36.00 HGL AND EGL = 1.81 96.707);FLOWLINE= , ASSUt'1PT I ON HEAD USING : HGL= < USED TO ADJUST SOFFIT CONTF:OL 89.900>;EGL= ( 86.900> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 37.~) TO NODE UPSTREAM NODE 38.00 ELEVATION = 90.30 38.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 148.00 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 112.48 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 148.(0)/( 666.983) )**2 = .0492372 HF=L*SF = ( 112.48)*( .(492372) = 5.538 NODE 38.00: HGL= < 95.438>;EGL=, 102.245);FLOWLINE= 90.300> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 38.00 TO NODE UPSTREAM NODE 39.00 ELEVATION = 113.30 39.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 148.00 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH = 297.67 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 148.(0)/1 666.983))**2 = .0492372 HF=L*SF = ( 297.67)*( .0492372) = 14.656 NODE 39.00: HGL= < 110.095>;EGL= ( 116.902);FLOWLINE=, 113.300> PRESSURE FLOW LOST PRESSURE NODE 39.00 ASSUMPTION USED TO ADJUST HEAD USING SOFFIT CONTROL HGL=. 116.300>;EGL= < HGL AND EGL = 6.21 123.107>;FLOWLINE= .'. 113.300> wf)' . . . . _ .'-';.:;~.': ;:~L,~~:~::;E:::~.~':J~~t;. :;:: . ,-.-, .,.: . . _ ~~,::.:?:_~::-i::-F~~:~.:.:,;:t~./" . :,.,.-~t~?~~#~~~f;?~~~~:;~_~~~~~~~~i.~~t;~i2:?:.'?:1"~ . . r.:.>r~'.;~~,;~!~~ I I I I I I I I I I I I I I ============================================================================ PRESSURE FLOW PROCESS FROM NODE 41.00 TO NODE UPSTREAM NODE 42.00 ELEVATION = 128.90 I ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 148.00 CFS PIPE DIAMETER = 42.00 INCHES I PIPE LENGTH = 150.00 FEET MANNINGS N = .01300 SF=(Q/K>**2 = (( 148.00)/( 1006.096))**2 = .0216394 HF=L*SF = ( 150.00)*( .0216394) = 3.246 I --~~~:----~::~~-~-~~~:-~--::~:~~~~~:~~:-~--::::~:~~~~~~~~~~::-~--:=~:~~~~--- -PRESSURE FLOW'ASSUMPTIoN USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 3.45 I; '.:~;~N~DE, . 42. 00.I::;.~GL=:;:55::132. 400> ;EGL= < 136.074> ; FLOWLINE= < ._,..~...._,. .i.\'i~ , . f'':;~~~ P zo~;z= ,. ....;1:~~ -':':~~'~ ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 39.00 TO NODE UPSTREAM NODE 40.00 ELEVATION = 113.62 40.00 IS CODE = 9 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW TRANSITION LOSSES(LACFCD): PRESSURE PIPE FLO~(CFS) = 148.00 UPSTREAM DIAMETER(INCH) = 42.00 DOWNSTREAM DIAMETER(INCH) = 36.00 TRANSITION STRUCTURE LENGTH(FEET) = 4.66 UPSTREAM MANNINGS N = .0130 DOWNSTREAM MANNINGS N = .0130 TOTAL-ANGLE-OF-TRANSITION(DEGREES) = 5.711 UPSTREAM VELOCITY(FPSI = 15.383 UPSTREAM VELOCITY HEAD = 3.674 DOWNSTREAM VELOCITY(FPS) = 20.938 DOWNSTREAM VELOCITY HEAD = 6.807 HT = .1*(V2*V2-Vl*Vl)/64.4 TRANSITION LOSS COEFFICIENT = .1000 TRANSITION LOSS = .313 UPSTREAt1 FF:ICTION SLOPE = DOWNSTREAM FRICTION SLOPE = AVERAGE TRANSITION STRUCTURE HF = L*SF = .165 TOTAL LOSSES = (HT)+(HF) = ( .313)+( NODE 40.00: HGL= < 119.911);EGL= < .02164 .04924 FRICTION SLOPE ASSUMED = .03544 .165) 123.586);FLOWLINE= , 113.620> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 40.00 TO NODE UPSTREAM NODE 41.00 ELEVATION = 122.20 41.00 IS CODE = 1 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = PIPE LENGTH = SF=(Q/n**2 = HF=L*SF = ( NODE 41.00 148.00 CFS PIPE DIAMETER = 42.00 INCHES 147.67 FEET MANNINGS N = .01300 (( 148.00)/( 1006.096))**2 = .0216394 147.67)*( .(216394) = 3.195 : HGL= < 123.107>;EGL= < 126.781>;FLOWLINE=, 122.200) ---~------------------------------------------------------------------------ PRESSURE FLOW LOST PRESSURE NODE 41.00 ASSUMPTION USED TO ADJUST HEAD USING SOFFIT CONTROL : HGL= < 125.700);EGL= < HGL AND EGL = 2.59 129.374);FLOWLINE= 122.200> 42.00 IS CODE = 1 \:(8 ..... .. .. ,'L"';,,,. 128.900 )I..' ....;~.~ . ,'< ._. .;".,;.~;.~:o:~; I I I I I I I I I I I I I I I I I 'P 2"1O:~:;' ============================================================================ PRESSURE FLOW PROCESS FROM NODE 42.00 TO NODE UPSTREAM NODE 43.00 ' ELEVATION - 132.40 43.00 IS CODE - 1 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOW - 148.00 CFS PIPE DIAMETER - 42.00 INCHES PIPE LENGTH - 123.67 FEET MANNINGS N = .01300 SF-IQ/K)**2 - Ie 148.00)/1 1006.096))**2 - .0216394 HF-L*SF - 1 123.671*1 ,0216394) - 2.676 NODE 43.00: HGL- < 135.076>;EGL- < 138.751>;FLOWLINE-' 132.400> PRESSURE FLOW ASSUMPTION USED TO ADJUST LOST PRESSURE HEAD USING SOFFIT CONTROL NODE 43.00: HGL- < 135.900>;EGL- < HGL AND EGL I = .82 139.574>;FLOWLINE- 132.400> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PF:ESSURE FLOW PROCESS FROM NODE 43.00 TO NODE UPSTREAM NODE 44.00 ELEVATION - 132.51 44.00 IS CODE - 5 CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHAF:GE DIAMETER AREA VELOCITY DELTA 1 129.2 42.00 9.621 13.429 .000 2 148.0 42.00 9.621 15.383 3 7.3 18.00 1.767 4.131 62.251 4 11.5 18.00 1.767 6.508 69.294 5 .0---Q5 EQUALS BASIN INPUT--- HV 2.800 3.674 LACFCD AND OCEMA PRESSURE FLOW JUNCTICN FORMULAE USED: DY-IQ2*V2-Ql*Vl*COSIDELTA1)-Q3*V3*COSIDELTA3)- Q4*V4*COSIDELTA4))/IIAl+A2)*16.11 UPSTREAM MANNINGS N - .01300 DOWNSTREAM MANNINGS N - .01300 UPSTREAM FRICTION SLOPE - .01649 DOWNSTREAM FRICTION SLOPE - .02164 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01907 JUNCTION LENGTHIFEET) - 4.67 FRICTION LOSS - .089 ENTRANCE LOSSES - .000 JUNCTION LOSSES - DY+HV1-HV2+IFRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES - 1.618+ 2.800- 3.674+1 .(89)+1 .0001 - .833 NODE 44.00: HGL- < 137.607>;EGL- < 140.407>;FLOWLINE- < 132.510> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 44.00 TO NODE UPSTREAM NODE 45.00 ELEVATION - 133.52 45.00 IS CODE - 1 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOW - 129.20 CFS PIPE DIAMETER - 42.00 INCHES PIPE LENGTH = 59.08 FEET MANNINGS N - .01300 SF-(Q/K)**2 - II 129.20)/1 1006.096)1**2 - .0164910 HF-L*SF = ( 59.081*( .01649101 - .974 NODE 45.00: HGL- < 138.581>;EGL- < 141.381>;FLOWLINE- < - _\\1 133.520>- I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I' '. . 'P2.11 ============================================================================ PRESSURE FLOW PROCESS FROM NODE 45.00 TO NODE UPSTREAM NODE 46.00 ELEVATION = 133.70 46.00 IS CODE = 5 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. 1 2 3 4 DISCHARGE DIAMETER 47.1 48.00 129.2 42.00 82.0 42.00 .0 .00 .1===Q5 EQUALS 5 AREA VELOCITY 12.566 3.748 9.621 13.429 9.621 8.523 .000 .000 BASIN INPUT=== .797 133.700> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DELTA 29.863 HV .218 2.800 PRESSURE FLOW PROCESS FROM NODE 46.00 TO NODE UPSTREAM NODE 47.00 ELE\/A T I ON = 133.73 47.00 IS CODE = PRESSURE FLOW PROCESS FROM NODE 47.00 TO NODE UPSTREAM NODE 48.00 ELEVATION = 134.10 1 .' 133.730> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- .000 .000 48.00 IS CODE = CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCEMA): PIPE FLOW = 47.10 CFS PIPE DIAMETER = 48.00 INCHES CENTRAL ANGLE = 56.714 DEGREES PIPE LENGTH = 44.54 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 12.566 SQUARE FEET FLOW VELOCITY = 3.75 FEET PER SECOND VELOCITY HEAD = .218 BEND COEFFICIENT(KB) = .1985 HB=KB*(VELOCITY HEAD) = ( .198)*( .218) = .043 PIPE CONVEYANCE FACTOR = 1436.431 FRICTION SLOPE(SF) = 'FRICTION LOSSES ='L*SF = ( 44.54)*( .0010752) = .048 NODE 48.00: HGL= < 142.0S5>;EGL= < 142.273>;FLOWLINE= < 3 ---------------------------------------------------------------------------- LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE DY=(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1) USED: UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00108 DOWNSTREAM FRICTION SLOPE = .01649 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00878 JUNCTION LENGTH(FEET) = 11.09 FRICTION LOSS = .097 ENTRANCE LOSSES = .560 MANHOLE LOSSES GREATER THAN THOMPSON MOMENTUM LOSSES MOMENTUM LOSSES = -.110 MANHOLE LOSSES = . .140 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = 2.472+ .218- 2.800+( .(97)+( .560) = NODE 46.00: HGL= < 141.960>;EGL= ( 142.179>;FLOWLINE= <. CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = PIPE LENGTH = SF=(Q/K)**2 = (( HF=L*SF = ( NODE 47.00 47.10 CFS PIPE DIAMETER = 48.00 INCHES 3.00 FEET MANNINGS N = .01300 47.10l/( 1436.431))**2 = .0010752 3.(0)*( .001(752) = .003 : HGL= ( 141.964> ;EGL= < 142.182> ;FLOWLINE= " .0010752 \\16 134..100> CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 45.50 CFS PIPE DIAMETER = 48.00 INCHES .PIPE LENGTH = 57.38 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 45.50)/( 1436.431))**2 = .0010034 ~~'!~~~ii1i;~!;2,:??:<, ~~L;;8 ~* \42 ~~iii~~~: <. 142~,;~6> ;FLDWLIN~~~ _ ~ _~~~ ~.~:r?,~;1 I I I I I I I I I I I I I I I I I I ============================================================================ PRESSURE FLOW PROCESS FROM NODE 48.00 TO NODE 49.00 IS CODE = 1 --~~~~~::~-~~~:_---~~~~~----_:~:~:~:~~_:_-_:~:~~:_------------------~~~?_- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = PIPE LENGTH = SF=(Q/f<).1H~.2 = HF=L*SF = ( NODE 49.00 47.10 CFS PIPE DIAMETER = 48.00 INCHES 203.96 FEET MANNINGS N = .01300 (( 47;10)/( 1436.431>);;.*2 = .0010752 203.96)*( .001(752) = .219 : HGL= (142.274>;EGL= 142.492>;FLOWLINE= 135.820>. ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 49.~) TO NODE UPSTREAM NODE 50.00 ELEVATION = 136.53 50.00 IS CODE = I 1 . ----------------------------------------------------,~---------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD): , PIPE FLOW = 47.10 CFS PIPE DIAMETER = 48.00 INCHES PIPE LENGTH = 166.03 FEET MANNINGS N = .01300 SF=(Qh:)**2 = (( 47.10)/( 1436.431>)**2 = .0010752 HF=U'SF = ( 166.(3)*(. .001(752) = .179 NODE 50.00: HGL- < 142.453>;EGL= ( 142.671>;FLOWLINE=, ~ 136.530> ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 50.00 TO NODE UPSTREAM NODE 51.00 ELEVATION = 136.55 51.00 IS CODE = '" ~ CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY 1 45.5 48.00 12.566 3.621 2 49.9 48.00 12.566 3.971 3 4.4 18.00 1.767 2.490 4 .0 .00 .000 .000 5 .0===05 EQUALS BASIN INPUT==- DELTA .000 HI) .204 .245 45.000 .000 LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE DY=(Q2*V2-Q1*V1*COS(DELTAl)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1) USED: UPSTREAM ~lANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE - .00100 DOWNSTREAM FRICTION SLOPE = .00121 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00111 JUNCTION LENGTH(FEETl = 4.66 FRICTION LOSS = '.005 ENTRANCE LOSSES = .oeo JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+(ENTRANCE LOSSES) JUNCTION LOSSES = .063+ .204- .245+( .(05)+( .0(0) = .027 NODE 51.00: HGL= ( 142.495>;EGL= ( 142.698>;FLOWLINE= ( 136.550> ============================================================================ PRESSURE FLOW PROCESS FROM NODE 51.00 TO NODE UPSTREAM NODE 52.00 ELEVATION = 136.79 52.00 IS CODE = 1 .\\~ . . . ....~~"';:"'i .. ':'}0~~~~t~- I I I I I I I I I I I I I I I I I I I PRESSURE FLOW PROCESS FROM NODE 52.00 TO r.ODE UPSTREAM NODE 53.00 ELEVATION = 138.45 53.00 IS CODE = 3 CALCULATE PRESSURE FLOW PIPE-BEND LOSSESIOCEMA): PIPE FLOW = 45.50 CFS PIPE DIAMETER = 48.00 INCHES 'PZ13 . CENTRAL~-ANGLE = 45; 000 DEGREE~S PIPE LENGTH = 35.34 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 12.566 SQUARE FEET FLOW VELOCITY = 3.62 FEET PER SECOND VELOC ITY HEAD = .204 BEND COEFF I C lENT O::B) = . 1768 HB=KB*IVELOCITY HEAD) = I .177)*1 .204) = .036 PIPE CONVEYANCE FACTOR = 1436.431 FRICTION SLOPEISFI = .0010034 FRICTION LOSSES = L*SF = I 35.341*1 .0(10034) = .035 NODE 53.00: HGL= < 142.624);EGL= < 142.827>,FLOWLINE= < 138.450> (p)+ ?b.eR> ==========================================================~=============== PRESSURE FLOW. PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 1 UPSTREAM NODE 54.00 ELEVATION = 139.04 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD): PIPE FLOW = 45.50 CFS PIPE DIAMETEF: = 48.00 INCHES PIPE LENGTH = 12.47 FEET . MANNINGS N = .01300 SF=IQ/KI**2 = II 45.50)/1 1436.431))**2 = .0010034 HF=L.SF = I 12.47)*1 .(010034) = .013 NODE 54.00: HGL= < 142.636>;EGL= <. 142.840>;FLm,LINE= 139.040> PRESSURE FLOW LOST PRESSURE NODE 54.00 ASSUMPTION USED TO ADJUST HEAD USING SOFFIT CONTROL = : HGL= <. 143.040>;EGL= HGL AND EGL .40 143.244>;FLOWLINE= 139.(40) ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 54.00 TO NODE UPSTREAM NODE 55.00 ELEVATION = 140.50 55..00 IS CODE = = .-J CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA 1 32.0 24.00 3.142 10.186 .000 2 45.5 48.00 12.566 3.621 3 13.5 36.00 7.069 1.910 35.000 4 .0 .00 .000 .000 .000 5 .0===Q5 EQUALS BASIN INPUT=== HV 1.611 .204 LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=IQ2*V2-Ql*Vl*COSIDELTA1)-Q3*V3*COSIDELTA3)- Q4*V4*COSIDELTA4))/IIA1+A2)*16.1) UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .02001 DOWNSTREAM FRICTION SLOPE = .00100 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .01051 JUNCTION LENGTHIFEETI = 3.17 FRICTION LOSS = .033 ENTRANCE LOSSES = .000 JUNCTION LOSSES'= DY+HV1-HV2+IFRICTION LOSS)+IENTRANCE LOSSES 1 JUNCTION LOSSES = -.721+ 1.611- .204+1 .033)+1 .000) = .720 NODE 55.00: HGL= <. 142.352>;EGL= <. 143.963>;FLOWLINE= <. 140.500> PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = .15 . NODE 55.00: HGL= <. 142.500>;EGL= <. 144.111>;FLOWLINE= < :tP \. . 140.500> ============================================================================ ,. END OF ,PRESSURE FLOW "HYDRAULICS PIPE SYSTEM\:/r-:"JSg1'; I I 1/ I I ... .-- ... ,," I~ --- SSE := - .~ 1-. _...0._ _e, ~l' ... li.1 . I IJ I I I I I I I I- I R '-6IO!>2 ~(,': i 4'D 15=>' HY7::>;?,q/.JUC.'S RWS ~-/~..tJt.,. P 2/ t . =~:,:~,=::::,ui -.. _...._~~;l~\rl~='l~.~li.~4:.I::.:I:.=:~~:-~ '=.:T'JJ-~:::t ,,~- -.';---;----.-.' . .... -.-,. ..... -. \Ii, ,'''~ - ~ ...c...- . . ~_, =-~ =-=L_ -l'l';IJo~;e~SI&" ~I--- .~f~~' ~ ._:~ _:.~ _.._~ -. l~ _.~ --* ...1.._":___.<___.... ._._ u' ...-.. ~. . 0-- ( 'N') <:u!sn ::idid;~I<L ". (S ~ ~t ..~-~..-'~ ~:~~ );?{:r~ ...~.~ '~l .: ~:. _"~,;'9V~ ~~. :3d;d:'<f~~~lL..t~~.~.~ - . ~ -/.~ --~ -":~ ~~ ~ .~~.. . '!"" . '_''il~'- ('.l!)" .. '"II "'\ ~l ~1:&\* '~~ ~ '~~:i~1 \D_1J;lti. .19,t-l-.r-tV 4 :;?! 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II .- I ().? \ ESIGN OF SPUN CONCRETE CON1'lECTOR PIPES FLOWING FUL~ 1\/ .111- 0.5 \ //' /' 0.6 /0 3 0.7\ // 0= A~2gH..../ 0.8 ,- ~, ' /1.2/+~6021 L , O. 9 X~/"- -\P 12 I. 0 ',- "\ -'- '" // '",\ :",,- ,/ "\\'-..... '-,,/'-. \\'-,- / <~ '" \ ,-::. ,'- " \-\ ..--- --'-- 1.5 "-'.. "- -',' " 4 5 -"6-. 7 8 -'9 10 ' \\ , --"- -~"<~ ' ',- ". '-,... -, -15 -_ '- '-, ,,- '-- ---- EX~MPLE :'~< ~''2~> '_" H.: 1.0, 0=,20, L= 12 . ,', ,\-, USE 0 = 2t~~,_"'_ ,\, ", ,\., ",- 3~"',-.~\ . _u',,- _,", ,35 ' " 2.5 - 3.0 - 3.5 4.0 5.0 6.0 7.0 8.0 9.0 10.0 4~ 50 60 70 80 90 100 Catch Basin 'l- . \' -,.-.- -----. oz." Pag e G- J' /' '-- ~ .. '""). V~ f--- _/ . . l'/ - /' , /~ / / -- // I ~ ..- I / . ./ --~,---- l$V' - , .'-- .. 2-'3. Z-~ . ~I l.--- -- d - --~. 7- . I ..- " .' V '- y - '-. " -yo ._----'--------------~ z./() , -- --. . ., / I ! ~\, ...--- .- / V .. I .. I TEl VI -- '. /i -- " ~ V /.DI~ ~ , -.. y ~ \~'" CZr~ V I ~ -- f-- ./, - - -- \' ;7 1-;::0 \ V ~-~ ~y ,.;- \ " .- r Z-s -- - / ., l--- ~.9---- ......- -- .- -< -- .. -- ......- ~ ~ - urfoce ...,/ -- line /' ~ - . in ~ ..... ......- \ -37- 0 b I 25 7.5 50 50 75 lI:N"TH (f-f:fT) 100 125 150 F'"2/( ?J;1 75 100 125 150 175 ; TARI F I I I I I I I I I I I I I I I I I I I P217 **********************************************~********~,****~**********~,**** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE CReference: LACFD,LACRD,& OCEMA HYDRAULICS O~ITERIONl *************************************,~*****,~***,~**~*********~,~~.~*,.~*~~~,~~**-~ ~~~~.(<<<<<<<<<<<<<<< ; .: .; ~ ".::: < < ........... ", :-,:';'.: >>>::: ::: '......'..'.. .. (e) Copyright 1982,1986 Advanced Engineering SDft~are [AESJ Especially prepared for: NESTE, BRUDIN & STONE, INC. <<<<<<<<<<~~<<~<<< :" ~" ~" ~" < ~" <.<.< <.<>> )"J" ',',', '.',', '.' ..... . . ," .," ~. .," ,,:' ..... . ...,.... .;.;.;.;.;.; .; **********DESCRIPTION OF RESULTS*********************'.****'*****'.~.~'.*'**.*'.** * AnD. 155 S.D. NETWORK 2A * * R 66 052 016 RWS 2/17/87 * * FILE AD1552A * ***************************************************.~********,.**.~'.~.**,~***** ***********************~.***************,~,****************~,*~~~,**~*~~~~**~.~,*** NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COM~JTATIOM3 BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DES I GN t"lr,NUALS. DOWNSTREAM PRESSURE PIPE FLOW NODE NUMBER = 1.00 PIPE DIAMETERCINCHI = 36.00 ASSUMED DOWNSTREAM CONTROL HGL - CONTROi. DIYT A: FLOWLI~~ ELEVATION = PIPE Fi.OWICFSl - 68.',.1 1 b t ~ c:)('J 75~630 =========================================================~================~= NODE 1.00 : HGL= <: 75..630>;EGL= <: 83.746>~FLOWLINE= < (::J8,,'-l.lO> .,., ~" .,' <<"'~"~" .. .:' < '............. . ..... . . .....,.... ....:. .. ::, <. ~" ':" .:. . . . . ~ ~,' Advanced Eng i neer i ng ~3of.tware [AES] SERIAL No. 106111 VER. 2.3C RELEASE DATE: 2/21/86 ........:.. ~'. . ". <. -:: . ...... . ',. ::-.>.> ',. '. . '. ,. ,.:... .:' ':" "" '. < ....'.. .:.,.: ====================================================================~~==~=== PRESSURE FLOW PROCESS FROM NODE 1.00 TO NOCE UPSTREAM NODE 2.00 ELEVATION = 69.77 2,,(H) I'::~ conE - -----------------------------------------------------.- CALCULATE PRESSURE FLOW FRICTION LOSSESILACECDI: PIPE FLOW ~ 161.60 CFS PIPE DIAMETER - 36.00 INCHES PIPE LENGTH - 9.~J FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 161.60)j( 666.983))**2 = R0587020 HF=L*SF = ( 9.00)*( .0587020) = .528 NODE 2.00 : HGL= <: 76.158>;EGL= <: 84.274>;FLOWLINE=' \7A 69.'770'> I I I I I I I I I I I I I I I I I I I p'218 ---------------------------------------------------------..--.-----.-------.------ -----------------------------------------..-------------------------.-------------- PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE UPSTREAM NODE 3.00 ELEVATION = 78.30 3" 00 I S CODE .- CALCULATE PRESSURE FLOW FRICTION LOSSES C LACFCD I , PIPE FLOW = 161~60 CFS PIPE DIAMETER - 36.00 INCHES PIPE LENGTH - 191.00 FEET MANNINGS N = .01300 SF=(Q/K}**2 - (( 161.60)j( 666.983))**2 = .0587020 HF=L*SF = ( 191~OO)*( .(587020) = 11.212 NODE 3.00 , HGL= 87.370>;EGL= 95.486>;FLOWLINE= 78,,300> --------------------------------------..-,.--.------------------.--.--..-------..-.-.------ _____.____________________.__________________________________________.____H_.____ PRESSURE FLOW PROCESS FROM NODE 3.00 TO NODE UPSTREAM NODE 4.00 ELEVATI~~ = 85.85 4.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTI~~ LOSSESCLACFCDI, PIPE FLOW = 161.60 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH - 100.00 FEET MANNINGS N = .01300 SF=(Q/K)**2 = (( 161.60lj( 666~983))*'.2 = .0587020 HF=L*SF = ( 100~OO)*( .0587020) = 5.870 NODE 4.00 , HGL= <: 93.241>;EGI = <: 101.356>;FLm.)LINE= 8:,,,850> ---------------------------------------.-.---------------.-.------.-.-.-.---.---.-----.-- ---------------------------------------------.--------------.--.------------------- PRESSURE FLOW PROCESS FROM NODE 4.00 TO NODE UPSTF:E?\I"I NODE 5.00 ELE\lr'lT I ON = 9Lf. 88 5.00 IS CDliF - CAL~ULATE PRESSURE FLOW FRICTION LOS@~S(LACFCDI: P I FE FL.Ol,.J = PIFE LENGTH = SF:;::: (O/~<) *';;.E~ _0. HF;U'SF = ( NODE ~! .. 00 161.60 CFS PIPE DIAMETER - 36.CW I~~HES 97.67 FEET MANNINGS N = .01300 ( ( 16:l .. 60) .I ( (.,66.. 983 ) ) .jl;..*2:::: .. O~387020 97..67)*< .0587(20) = 5.733 : HGL= <: 98.974>;EG'--= 107.090>;FLOI..jLINE= 9'{" 880> ------------------------------------.----..-....------------..----.---.----------..----- -------------------------------------------------------------.-.--.-.---.--.-.-.------ PRESSURE FLOW PROCESS FROM NODE 5.~) TO NODE UP"iTREAM NODE 6 . 00 ELE'v'A T I ON = 95.29 c:; L 6" 00 I S CODE ~~ CAL.CUL.ATE PRESSURE FL.OW MANHOL.E L.OSSESIL.ACFCDI: PIPE FLOW = 161.50 CFS PIPE DIAt1ETER 36.00 I NU-IEE; PRESSUPE FL.O~J AF::EPl = 7.069 SQUARE FEET FLOW VELOCITY = 22.85 FEET PER SECOND VELOCITY HEAD = 8.106 HMN::::: .05*<VELOCITY HEAD) = .05*< 8.106) - .405 NODE 6.00 : HGL= 99.389>;EGL.= 107.495)';FLDWLINE= 958290> --------------------------------------------------------.---.""---.-------..-.--.---- -------.---------------------------------------------------------------..-------..-- PRESSURE FLOW PROCESS FROM NODE 6.00 TO NODE UPSTF;:EAt1 NODE-: 7.00 ELEV{iTIDhl::::: 107.40 7.00 IS CODE - 1 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCDI: PIPE P-[_OW = 1.61 .60 CFS PI F'E D I AlvIETEF;: = 36.00 I NCIIf,C:S PIPE LENGTH - 145.73 FEET MANNINGS N = .01300 SF=(Q/I(>**2 - (( 161.60)/( 666.983))**2 = "0587020 HF=L*SF = ( 145.73)*( .0587020>::::: 8.555 NODE 7.00 : HGL= <: 107.934>;EGL= <: 116.050>;FLOWLINE= \ -z,-5 107..l+00> I I I I I I I I I I I I I I I I I I I PF:ESSUF':E FLm.J (,Ssur"IF'T I ON USED TO ADJi.JST LOST PRESSURE HEAD USING SOFFIT CONTROL NODE 7.00 : HGL= < 110.400>;EGL= < 11I3L ~\ND FeiL. .- E~.47 118.516>;FL.DWL.INE= P2J~ 1. 07" l+OO ::: ============================================================================ PRESSURE FLOl') PROCESS FROI"! NODE "7.00 TO 1'-10DE UPSTREAM NODE 8.00 ELEVATION = 117.80 8.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCDI, PI F'E FLOhl = 161 .60 CFS PIPE D I A~IEn:R = 36.00 I ~.iC: IES PIPE LENGTH - 151.94 FEET MANNINGS N = .01300 SF=(Q/!<)Hi2 = (I 161.601/1 666.983) H'"2 = ,,05(17020 HF=L~'SF = ( 151.94)*< .05870E:O) = 8,,919 I NODE 8.00 . HGL= < 119.319>;EGL.= (127.435>;FLOWLII'-1E= 117.000' ----------------------------.-.----.------.--.-.-.-..-----------------,-- ------._------------- PRESSURE FLO.! "LOST PRESSURE NODE 8.00 rlGL P,!\ID EGL ASSUMPTION USED TO ADJUST HEAD USING SOFFIT CONTROL - . HGL= < 120.800>;EGL=' 1,,1...8 128.916>;FLOWLINE= 1:l7"E300> ---------------------------------.-----.-.--.---------------------...--.-..--.----.....--.- -------------------------------------.-------------------------.-------.------.----- PRESSURE FLOW PROCESS FF:OM NODE 8" 00 TO NODE UPSTREA~1 NODE 9.00 ELEIJA T I m.1 =" 1 :':>3 . 07 9.00 IS cnCE - 1 CALCULATE PRESSURE FLOW FRICTION LOSSES I L.ACFCDI , PIPE FLOW = PIPE LENGTH = SF=IO/KI**2 = Hr==L"'SF = ( NODE 9.00 161.60 CFS PIPE DIAlvlETER - 36.00 INClIFS 97.67 FEET MANNINGS N = .01300 ~, 161.60)/( 666.983))**2 = .0587020 97.67>*< .0587020) = 5.733 , HGL= < 126.533>;EGL= < 134.649>;FLOWLINE= < :123 M 070> ==============================================================~===~=:======== PRESSURE FLOW PROCESS FROM NODE 9.00 TO NODE UPsn';;EAI'1 NODE 10" 00 ELEVA T I ON = 123" 31 10.00 I~ COCE - 9 CALCULATE PRESSURE FLOW TRANSITION LOSSES(LACFCOI, PRESSUF:E PIPE FLOW ( CFS) = 161 .60 UPSTREAM DIAMETERIINCHI = 42,,00 DOWNSTREAM DIAMETERIINCH) - 36.00 TRANSITION STRUCTURE LENGTH(FEETI = 4.67 UPSTREAM MANNINGS N = .0130 DOWNSTREAM MANNINGS N = .0130 TOTAL-ANGL.E-OF-TRAI'-1SITIONIDEGREESI - 5.600 UPSTREAM VELOCITV(FPSI = 16.796 UPSTREAM VELOCITY HEAD - 4.381 Dm.mSTF{EA~1 ''''ELOC I TV I FPS I = 22.862 DUl.JNbTF,EAlvl ',jELOC I TV III'I':;O"~ 8" 1 j 6 HT = .1*CV2*V2-Vl*Vl)/64.4 TRANSITION LOSS COEFFICIEI'-1T - .1000 TRANSITION LOSS = .374 UPSTREAM FRICTION SLOPE = .02580 DOWNSTREAM FRICTION SLOPE - .05870 AVERAGE TRANSITION STRUCTURE FRICTION SL[WE ASSUMED = .04225 HF = L*SF = .197 TOT,Cil... Lm3SES = IHTI+IHFI = I .37/+)+( .197) NODE lO.CIO: HGL='~ 130.839>;EGL.,= 135.220>;FI_OWI_I!~E= 123y310> -----------------------------------------..----.----------....--------...--..-----.-...-----.--- ---------------------------------------.-.-----.---------------.---..------.-----.-------- PRESSURE FLOW PROCESS FROM NODE 10.00 TO NODE UPSTF:EAt"l NODE J. 1 .00 ELEVA T I ON = 1..,,7. <,0 11.00 IS [:O))E = 1 ,'2fp CALCULATE PRESSURE FLOW FRICTION LOSSESIL.ACFCD), I I I I I I I I I I I I I I I I I I I PIPE FLOW = PIPE LENGTH SF=([\If<HH'2 = HF=L"'SF = " NODE 11.00 P 22.0 161.60 CFS ~"IPE DI~\I'H:::'IEF: _. ..,,='.'''J n~CHFS 91.69 FEE~ MANNINGS N - .01300 (( 161.60)/( 1006.096))**2 - .0257990 91.69)-.( .0257990) = 2.366 : HGL= < 133.20S>;EGL= < 137.586>;FLOt~LINE= tP'?600> -------.-------------.--.----.---.-----.---------------...----------.----.-.--....--.-.---.--.-......-- ---------------------------.--------------.-.------------------.---.-------.------- I='FESSUF:E FLm.J Pf~:OCESS FRCWI NODE 11 .00 TO NODE UPSTREAM NODE 12.00 El_EVATION = 134.60 12..00 IS CD:OE ".- CALCULATE PRESSUFE FLOW FRICTION LOSSES(LACFCDI, PIPE FL.DW = 161.60 CFS PIPE DIAMETER - 42.00 II~CHES PIPE LENGTH = 205.98 FEET MA1~NINGS N = .013(lO E;F:=(Q/V>**2 - (( 16l.60)/( lOO6...0c;6))'~"Jri';~ = .0257990 HF=L*SF ~ ( 205.98)*< .0257990) = 5.314 NODE 12.00: H[3L= 138..519>;EI31..= 1<,i.'2.900>;FLm0LINE= < 134..600> ----------.----------------------------.-.---------------.----.....-------.-.-.--........--..-.--.- -----------------------------.-------.---.-----------------------.-.---.------.------ PFESSUFE FLOW PROCESS FROM NODE 12.00 TO NODE UPSTREAM NODE 13.00 ELEVATION = 138.00 13.00 IS CODE - 1 CALCL~ATE PRESSURE FLOW FRICTION LOSSES(LACFCDI, PIPE FLOW = 161.60 CFS PIPE DIAMETER = 42.00 INU~ES PIPE LENGTH - 117.67 FEET MANNINGS N = .01300 SF=(Q/K)**2 - (( 161.60)j( 1006.096))*~2 = .0257990 HF=L*SF = ( 117.67)*< .0257990) = 3.036 NODE 13.00: HGL= < 141.555>;EGL.= < 145.935>;FL_OWLINE= 138.000> -------------------------------------.--......-.-.-...--.-.---.------.----------.-------.-----..- --------------.------------------------------------------------.-.---.--.----.-.----- PFESSURE FLOW PROCESS FROM NODE 13.00 TO NODE UPSTFEAM NODE 14.00 EL.EVATION = 138.09 14.00 IS CODE = 2 CALCULATE PRESSUFE FLOW MANHOLE LOSSES(LACFCDI: PIPE FLOW = 161.60 CFS PIPE DIAMETEF = 42.00 INCHES PRESSURE FLOW AFEA = 9.621 SQUARE FEET FLOW VELOCITY = 16.80 FEET PER SECOND VELOCITY HEAD = 4.381 HMN = .05*<VELOCITY HEAD) ;::;: .05~'( 4.381) - .219 NODE 1<,.00: 1'18L= 1<>1.774>;E13I_= <: 146.:l.54>,FUJI-H..INE= <: 138..()90> ========================================~====================~========~~==== PRESSURE FLOW PROCESS FR~1 NODE 14.00 TO NODE .UPSTREAM NODE 15.00 ELEVATION = 138.84 15.00 IS CODE - 1 CALCULATE PFESSUFE ~_OW FRICTION LOSSES(LACFCDI, PIPE FLOW = 161.60 CFS PIPE DIAMETER = 42.06 INC:~S PIPE LENGTH - 110.44 FEET MANNIN13S N = .01300 SF=:(Q/I<)iI:.*2 = (( 161 ,,{:l(l)/( lOO6,,(96))'~'-R'2;:;;: "OE57(.~'7'O HF=L..*EF = ( 110.44)*( ..0257'7>90)::::: c~MBi.J.9 NDDE 15.00 :: HGL= :t l+l. ,,6P::i> ; ECL..:::~ 149.004>;FLOWLINE= :l d8 " E(L.! 0::: -----------------.-.-------------------------------.----------.-.------..-.---...-..-.--- ---------------------.-----------------------------------------------.-----.--------- PRESSURE FLOW PFOCESS FFOM NODE 15.00 TO NODE UPSTFEAM NODE 16.00 ELEVATION = :1.39.59 16.00 IS CUDE = ~. ,.} \1,;" CALCULATE PFESSURE FLOW JUNCTION LOSSES: I I I I I I I I I I I I I I I I I I I NO. DISCHAPGE DIAMETER P,F-:t,A VEU1CITY DELTA HI) P 22 ! 1 122.5 36.00 7.069 17.330 3D..700 ~...,.s(.:i4 2 161 .6 42..00 9.621 16.796 14.. ~3B:l 3 3';>. 1 30.00 4..909 ..... 0'1:' 70..875 I.. to ,"_I 4 ..0 ..00 ..000 .()OO ..000 ..' .O=====Q5 EDUALS BASIN I NPUT'~.== ,~ LACFCD AND DCEMA PRESSURE FLOW JUNCTI~~ FORMULAE USED, DY=(Q2*V2-Dl*V1*COSIDELTA1}-D3*V3*COSIDELTA31- 04*V4*COSIDELTA4))/IIAl+A21*16.1} UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .03373 DO~~STREAM FRICTION SLOPE = .02580 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .02977 JUNCTION LENGTHIFEET} = 9.14 FRICTION LOSS = .272 ENTRANCE LOSSES = .000 JUNCTION LOSSES = DY+~;1-HV2+IFRICTION LOSS}+(ENTRANCE LOSSES} JU!\ICT I 01\1 LOSSES - 3.. 556+ 4.. 1.364..-- 4... 3E< 1-1" ( "i.:~72) + ( .. GOO) ~"':: 4 .. ~l :l j NODE 16.00: HGL= < 148.451};EGL= < 153.114};FLOWLINE= 139.590} -----------------------------.-----.----.-....--.-..-.-.-----------------...--.-.------.----- ------------------------------------.----.-----------------------------.-.-------- PRESSURE FLOW PROCESS FROM NODE 16.00 TO NODE UPSTREAM NODE 17.00 ELEVATION = 140.85 17.00 IS CODE = 1 CALCL~ATE PRESSURE FLOW FRICTION LOSSESILACFCD), PIPE FLOL-) = 122.50 CFS PIPE DIAI"IETER = 36.00 INCI.IE:':; PIPE LENGTH - 36.07 FEET i'II~~IN I NOS N = .01300 SF:=(Q/~<)*'~2 :::: (( 122M50)/( 66<:'..1.:1'83) )*'~'2 = ..03:37:3;:'::0 HF=L'll:'SF ::::: ( 36M(7)*( ..03;373f-~O) ::-~: 1 M217 NODE 17.00, HGL= < 149.667};EGL= < 154.331};FLONLINE= ll.-tO ~ 8~_50> -----------------------------------------.--.------------.-----.----.-------.-.--.---.---- ------------------------------------.--------------------.--.-----------------.--- END OF P"ESSUF:E FLDl4 HYDRAUU CS F' I PE SYSTE!', Iv ODE /7 '" :Z 3 +- 7~ . tJD (A\ \ID \ -z,;'b " 21 o c.. 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(':>.{:>.. 0 - J> f\ \\ '\ " i'1 + 0 \j> Q CD !l 1> "1\ ." ~ ~ , (') r.-- \ " \. . ~, i\ ;:;, ~ de> \ . f>'1'" i' ~/ i ......- ! n " f''l if I iV .t> -,- i ,\ V' I n }\ + n i"-o~ o ~\~ nl> ~~ "'/I , ClIO i -l I n", "'II U10 ; ~ -t i5 z "'/I "ll c III "'/Ir ;-l E --t ~ / / M -t / ::u III ~ :to 21 ~. C/) Wzz d ,/ ;j I I I I I I I I I I P 229 ************************~.~.************************************************** PRESSURE PIPE-F'LDW HYDRAlJL_ICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD,& OCEMA ~tYDRAUL_IC8 CRITERION) *******.~***************~***..*.~***.~***********,~**~'~'********'~***'~~'*'K'******~*** ....'..'........... ," ,,"<<<.:" . ....... ...... . ..... . (C) Copyr'iqht 1982,1986 Advanced Engirlsering Softwar"e [AESJ Especially r1repared for: NESTE~ BRlJDIN & STONE~ IfJC. .:..::"...., ". ", ". ," ," ," ,".".",' '.,.:.:.: ," . -.... ,,"// **********DESCRIPTION OF RESUL_TS*****************************,~*,.***********.~ * A.D. 155 S.D. NETWORK 3 * * R 66 052 016 RWS 6-9-87 * * FILE AD1553 * ************************************************************************.~*** ******************************************.~***********.~*~.*..~.*****~.******~.**.* NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DES I [oN ~1~)M.JAI_S. DOWNSTREAM PRESSURE PIPE FLOW CONTROL I)ATA~ NODE NUMBER = L.DO FL_DWi_INE ELEVATION ..- 13.16 PIPE DIAMETER(INCH) = 54.00 PIF'E F:'LOWCCFS) = 111n40 ASSUMED DOWNSTREAM CONT1~OL HGL - 20=550 I I I ---------------------------------.----------------------------.-----------------.-.- ---------.-------------------.---.--.------------.---.---------------------------.----.--.---,.- NODE 1 .00 : HGI._= c20 _ ~:!;:.=;O>; EGL:~~ <: 21n312>;FLOWLINE= 1:3~ t{~O> ':" ':" ~" .:. ...... . .: ~ .: .: .: .: .' . . ':" ~" ~" / ........_.........-. . . .' ..,// I I Advanced Engineeri_ng Soi:tware EAESJ SERIA!_ NOn 106111 VEF:. r~. :3C RELEASE DATE~ 2/21/86 " -.' .:...;...;. .... ~" ". .. . .;. .:. . .......... // -----------------------------------------------------.- ----------------------..-.------.------------------.-----.--- I I I I --.-----------------.--------- -------'.-- --.-.---------.--.- PRESSURE FLOW f:'ROCESS FROM NODE UPSTREAM NODE 2.00 ELEVATION 1. "00 TiJ NDDE .... 13" 79 r.:?"OO IE; CCJDE -... CALCULATE PRESSURE FLOW FRICTION LOSSES(L_ACFCD}: PIPE FLOW = 111.40 CFS PIPE DIAMETER - 54.00 INCHES PIPE LENGTH - 31M60 FEET MANNINGS N = .01300 [?F~:-" (C! /1<) "*'il:'i.:~ -- (\ 111 .,1+0;' / ( 19i:-6.!'! 8'7') ) 'r,"::i'E.~::.-:: M ()O;;;.:~O())). HF:::::L.*Sr; ::::: ( 31 .,60)'j.~.( nOO:~i2(91) ::::: .10.1. NODE 2.00 ~ HGL= < 20.~151~;EGL= 21.413:>;FLDWLINE= \1# 1. ::~) , ~?C?O:> I I I I I I I I I I I I I I I I I I I P 230 ========~=================================================================== PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE ~ 3 UPSTREAM NODE 3.00 ELEVATION = 15.17 CALCIJLATE PRESSURE Fl.OW PIPE-BEND L_OSSES(OCEMA)~ PIPE FL_OW = 111.40 CFS PIPE DIAMETER - Sit.Oc) INCHES [ENTF(I:;L ANGL.E =- l+l+ ~ 2~iO DEGnt::F~S PIPE LENGTH = 69.51 FEET MANNINGS N - .Ol~lOO PRESSURE FLOW AREA = 15.904 SQlJARE FEET Fl._01,..l VE::L.OC I T',/ -- 7.. 00 FEET F'EF~: r=)C~[:Cir\lD VELOCITY HEAD = .762 BEND COEFFICIENT(KB) - .1753/ HEl=~<E(* ( ~)ELDC I TV HE?:lD) ;::~ ( ~ 175) x- :: " '7 f.:J;.=::):::;: " 13/.t PIPE CONVEYANCE FACTOR -- 1966.489 FRICTION SL_OPE(SF) ~:-HICTIDI\J L.Df3SE:E; := L.*~::~F -.- {J9"5l ).~( .OO~]i.?(91) = ,I .:::.~E:::3 NODE 3.00 : HGI_= < 21.008>;EGL_= 21.770>~FUOWL_INE= n 003;.?O~' 1 l5u 170> ------------.--------------------------------.--------------------,---.--...----------- -----..----------------------------.------------.-----.---------------------------.---------- PRESSURE FLOW PROCESS FROM NODE 3.00 TO NODE UPSTREAM NODE L~.OO ELEVATION::::: 16.22 4nOO IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCDl, PIPE Ft..OW = 111.40 CFS PIPE DIAMETER - 54800 INCHES PIPE LENGTH - 52.91 FEET MANNINGS N = .01300 SF;;: (0/[<) 1H~'2 ..- .: ( L 11./-1.0) / ( 19t.,1:..,. '+89) ) "*"i<:'E~;:;; ~ OO::'i;~091 HF::;-;l...jt;'SF =. ( 5;:.:::'. q:l. ) * ( ~.OiY;1:~~l)::::: ~ 170 NODE '1..00 , Hf,l._== <: c21.17i,-;ECL" <: 21.9i,0>;FLOWLINE'=' <: 16.2i.'0> ________________________________L___________________________________________ -.- - ~~ ~~~; ~~~ ~~~ ~- ~~ ~~; ~ -- ;~: ;;~~; ~~; ~~ ~~~; '--;.; ~~~. ;~~ ~k -~ ~- -- -"-';': ~~;; ~.~ :l~; - ~~;; ~ -. - - ~- -;.~ ~~~ ~~~ ~-. ~ ~ -~ ~ ~~~; ~:; --. ~:= .~.. - ;;.; -. - .~. .~. , UF'STREAM NODE S.OCl ELEVATION = 16.22 ____________________.____________L______,___.~____.__.____________,___,_._________.____ , '~"l Cll[ "fE- F'-'-"'~' "'.'" c"L n" J' 1t.I~TI'-I..' , r'.."""w'-' LH _. '.. ,.t-j 7~ ''''',C,......;:JI,il-''L. ," ....JV'J i.....,\L LV'~ l_w.::::,:Jt.:.~':): l.lll ,,'n ~""'H ";.r, C"E- I")'r '':I'''IE'TE'I'~' ,,:r'E::\'r-. \!r-'l ,-,;--']' TV ...,"'~ .u.l,,~L. ('.P,:J.=. ...tf"l ~:"::'''''' Hr,~'(14 ir~:'l_\..'-....., 1 109" 7 ~Sl!. " 00 1;:'j q{)L~ t:.l ~ 897 2 111.4 54.00 15~9~4 7u004 3 1~7 1d"OO J.n7b7 u962 4 .0 uOO wOO_ .000 ~ ~O===Q5 EDI.,IAI.S BASIN I DELTA H~' ~'739 . ~/62 ~ooo 90ftOOO "000 LACFc:n AND OCEMA PRESSLlRE FLOW JUNCT.~~ FIJRMULAE USED: DY=.~ ([)21(.')2-.Q1 fi'Vl *CUS (DEL T~'::;ll ) ...-Q:3*V:-i*CDS (DEt:-i-'~ Q{+i<:-\./I.+1('C(i~; (DE::LT(4{+ ) ) / ( (r-~ 1 +(':)i~:.~) -~ 1 (:~ . t ) ------_....... HqLr,'A;U 2/. '2.1 {'J~'D 1/ ..,--:..-- ,//'" UPSTREAM MANNINGS N = ft01300 DOWNSTRf~AM MANNINGS N - ~Oj.300 tJP~3TF~EAI'''! FF'I CT I UN ~-iLOPF. ~~' . OO~31 :t DOWNSTREAM FRICTION SLOPE = .(;0321 ~ AVERAGED FRICTI()N SLOPE IN JIJNCTION ASSUMED AS "OC1316 JUNCTION LENG'fH(FEET):;:;; 1.50 FRIel'ION LOSS = ENTRANCE LOSSES = nUVU MANHOLE 1...OSSES GREATER TH~~N THOMPSON MOMENTLJM LOSSES MOMENTUM LOSSES - .023 MANHOLE LOSSES = .038 JUNCTION l_OSSES = DY+HV1-HV2+(FRICTYON LOSS)+(EN1RANCE LOSSES) ,JU!\IC:T I D];.I !_C.):;~~3[El ";)i+6"~__23S";'-" '7f:..\C:+ ( . OO~j) +. ( "U()u):::: i\iUDE: ;::'" ;,jl) : t"iC,L,= -< (. ;:~ 1 ,,(~{~:: ~ E:(:;1....:== E! 1 " C?82>. ~ FL_CJ~~L. T NE:::: ,/ / " O~)5 " i.)it~3 16 ~ ;',:.~20'.> \?;/1 =====================================================:==~=======.==~============ I I I I I I I I I I I I I I I I I I I PRESSURE FLOW PROCESS FROM NODE SyOO 'ro NODE UF'STF'Ef',I'1 NODE 6.00 ELEVAT I ON = 17" :[ y. 6.00 IS CODE = 1 P2.3\ ----------------------------------------.--------------------.-----..----------------- CALCULATE F~ESSUF'E FLOW FF'ICTION LOSSESILACFCDI: PIPE FLOW = 109.70 CFS PIPE DIAMETER::;:: 54.00 INC.1ES PIPE L.ENGTH - 46&50 FEET MANNINGS N = u013()O SF=(Q/K)**2 - (( 109.70)/( 1966.489))**2 = .OC131119 HF=-=L'*.SF = ( l+6.50)'k( ,,0(31119) ~:~ ,It+:.~! NODE 6.00: HGL= < 21.388>~EGL= 22.127>~FLOWLINE= 17.140> PFESSUF:E Fl_Oi,.1 LUST F'Fn~:SE)URE AS"3UI~F'T I 01'.1 HE::?':l!) US I 1\IG ~ HGI._::;:: UE:;ED TCJ }:lD.JUGT HGL_ ~\I\lD EGL.. SOFF If CUNTF{lJi._ - " i.:'::~:l NODE (':J.oo 21.640>~E:(3L_:.": 22.379>~FLOWLINE= 17.:1,40> ------------------------------_._------------------------------.----------- ----------------------.---------------------------------------------.---------.-- ... -. -~ _.. - - .-- ..-. --. .......---....-----.-....-- PRESSUFE FLOW PF'OCESS FFOM NUDE 6.00 TO NODE UPSTREAM NODE 7"00 ELEVATION = 17~17 7.00 IE CODE ,~ ., .,. cr':'I_CLJUHE F'F<ESSURE FLOW FF I CT I ON LDSSEe; (tJ,CFCD) , PIPE FLOW ,~ PIPE LENGTH - 109.70 CFS PIPE DIAMETER - 54.00 INCHES 32~17 FEET MANNINGS ~,= .01300 (( 109.70)/( 1966.489))**2 = ,0031119 32" 1 "7,' ) * ( . OU3J.11 9) := ~ 1 no : HE!L= < ,..........21" 71+0\:' ~ EGL=:: f:~2" ;.'+79>; FL.Cil...JL, I!''.jE=-= "--..-, _..-....~ 17u170> SF=~ (Q/!<) '~'*2 -- HF=U':3F = i I\IODE 7 . 00 -----------------------------------~-------------------------------------------- ----------------------~._-------------_._--------------------------------------.----- PRESSURE FLOW PROCESS FROM NODE 7.00 TO NODE LJF'STREAM NODE 8.00 ELEVAT.ON = 17,,18 8 . 00 I t:) CODE ::::: ~:5 CALCULATE PRESSURE Fl_DW JUNCTION LOSSES~ NO= DISC~iARGE DIAMETER AREA VEL_DeITY 1 75ul 48.00 12.566 5.976 DELH, t.ll) ~ooo 1::"=;:;;- " ,..!._Jc_l ,::; '- 109u7 5t+ "00 15 " 90Lj. -t::, .8(?7 ~ju8D5 "..73f) ~j -!.j. 10.4 18.00 1.767 90.000 24" 2 t~4 . ()(l u O::."==:::::D~S EC!Uf--;L.Ei 3. 1 Lj.E.: r? ~ 703 '=to "GOO BPj~::; IN I \\ FUT~-:::==:.-:: ~ ...! L{iCFCD ?\ND OCEI'1A PI~ESSUFE .F1_Ol.-J .Jl.JI'~~"T I DN FOF;J~1UL(:!E DY=(Q2*V2-Ql*V1*COSiDELTAll-Q3*V3*CISIDELTA3l- Q4*V4*COS(DELTA4))!((Al+A2>*16.1. USE:U ~ ,~(1 LHA "J ----.._---."-',- "\ .?..,~ ~'1-;\ ~i..-'.-' "(. "Z /.'M l. \7 ~-213-87 T?W;S UPSTREAM MANNINGS N::::: .01300 DUWNSTREAM MANNINGS N - .01300 UPSTREAM FRICTION SLOPE = .00273 DUWNSTREAM FRICTIUN SL~~E = .00311 AVERAGED FRICTION SLOPE IN JUNCTION ASSLJMED A~; .00292 JUNCTION LENGTHIFEETl = 4.66 ENTRANCE LOSSES - .000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION L_OSS)+(EN1'RAt~CE LCISSES) ,JUNCTIOh! LOSSES ~.- ~,~'72+ u~.:;55- ~7~19+( ~()1f.+)+( n()UUj:::~ NODE. El ~ 00 ~ Hf:::iL..:.-:: ;/.~~f~." l+25'\ ~ EE)L.::::: F~2. ~ttlO> ~ FL..cH.~H..l ("\jr~~-= FF:ICTIC)hl !....[)qf:; ::: ,,0 }t+ .. ~;C) 1. !.~?~:ll30> '.......~- -----------------------------------------------.-----.---.----------.------- ---------------------------------------------.-_._--------------------------- PRESSUR~ FLOW PROCESS FROM NODE 8.00 TO NODE UPSTREAM NODE 9.00 ELEVATION = 17.45 c-;' ".,)0 I E COD:;': ~~: CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCDl, \~ro I I I I I I I I I I I I I I I I I I I PII:;:'F FL.DL..j :::: F:'IPE DIAMETER - l~8.0C) INf:~~ES 7~.:; ~ 1. 0 CF~:=:; PIPE LENGT~t - 274.84 FEET 11ANNINGS N -- .01300 SF';;"(C!./t<)-\l:"~.2 -. (( 7;~j.l0) / ( 1~'t3/:},,;:!.:.jl) )*~'C.:!. -- .002733'+ HF=L*SF = ( 274.84)'~( .0027334) = .751 NODE 9.00 : HGL.= < 23.177>;EGL= 23.731>;FLOWLINE= P23/A 17,,4:::;0> --------.-.--------------------------------------.--------------------------------.-- ----------------.---------.---------------------------------------------..-------------.-- PRESSURE F"LOW PROCESS F~ROM NGDE 9.00 TO NODE UPSTREAM NODE 10.00 EL_EVATION = 17,,46 1(1,,00 IS CODE = 2 CALCULATE PRESSURE FL_OW MANHOLE L_OSSES(LACFCD): PIPE FLOW = 75.10 CFS PIPE DIAMETER - 48.00 INC~~ES PRESSURE FL.DW AREA = 12n566 SQUARE FEET FLOW VELOCITY - 5.98 FEET PER SECOND VELOCI1.Y HEAD -- .555 Hr1N == "O':j"l~' ( ~)ELUC I TV HEt'4D) ~:.~ ,,05'K ( , ~5::i~:';) -" NODE 10.00 ~ HGL== 23.204)';EGL.= ..028 2::3. 75<ji>; FLO~j!. .I. l\l I::. = 17"L~60> ============================================================================ PRESSURE Fl.DW PROCESS FROM NODE 10,,00 TO NODE UPSTREAM NODE 11.00 ELEVATION == 17.74 11.00 IS CODE = 1 CALCULATE PRESSLJRE FI_DW F'RICTION LOSSES(l_ACFCD)~ PIPE FL.DW = 75~10 CFS PIPE DIAMETER - 48..00 INCHES PIPE L_ENGT~'f - 287.3lt FEET MANNINGS N == .01300 SF=(Q/K}**2 - (( 75"10)/( 1436.431))**2 = .0027334 HF=L *SF = ( 2137.. :=1Lt) -*, ( , ._Q027~34.) :;:: ~ 78::'; NDDE :l t ,,00 :: HGI....:::: <: (2"3 ~.7:~,gz;; ~:::GL.;;~: 2L~ u ;3Lj,[+> ~ FLDWL. I NE== ~., 17.7/+0)- 0.'"" ;;;;;:;~=;=;~"';;;;;;;;= ;;;~=;~;;;;'"\":O;,~ ;:;; '" 0;;= ~;Z;o_=o'=':;~::;~,=o;;";;;;'~:==~;"O"'="" UPSTREAM NODE 12.00 ELEVATI~N = 18.25 ------------------------------------~--~ ------------------------------- I"'" CIJ' ATE -'F.E'-'-.U'-'E r.t -'.' '.l'NC--c"" , ..\r..r:.'..-_ _,t"tL . ,_.. .:. 1-~, ::.::::"~.) h'- .- _Lilt.; ,J.-'I l.i '._11.... L..t ;~;~.~:..= ~ NO. DISCHARGE DIAMETER AREA I VELCJCITY 1 5785 42,,00 9.621 I 5.976 c:~ 7:'=;.1 l+8"OO :l~....~.'"'i\\:.~.:~..~ ,I 5u976 3 17,,6 30.00 ~ ~ ,'. 3.585 4 ~ () " 00 .000 I " U( If) ....i r. O=;:::::::D;:.; EG:!t.lAL_S Bt:iS I!\l I jfIPUT~::::;:;= DELHl j.-j\; ~ooo t::"!:::-L-: ....J,.J,..J .=!::.".:;- ud....!d c~o ~ 18r~ uOOO i LACFCD J~ND OCEry1r::i FF:ESFURE FLCl~,l JUj'lCTIU~-..! FClPr-'IUL.f':1E DY=(Q2*V2-Ql*Vl*COS(DEt_TA1)-Q3*V3*;'OS~DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*lb.~\ ----- USE:D:: H ~ L HltltJ x.\r 24.1/ n'~ ()'J ups-rREAM MANNINGS N = ~01300 DOWNSTREAM MANNINGS N - .01300 UPSTREAM FRICTION Sl_OPE = .00327 DOWNSTREAM FRICTION SLOPE = .00273 AVERAGED FRICTION SLOPE IN JlJNCTION ASSUMED AS .00300 JUNCTION l_ENGTH(FEET) = 4.66 FRICTION LOSS = ..014 ENTRA!~CE LOSSES - .01)1) JUNCTION LOBBE'S = DY+~iVI-HV2~-(~RICTI[)N LOSS)+(ENTRANCE l.OSSES) :H.JI'-JC'T I ON L._US::?;E>=.; == < E~O'7+ .....55~- ,,~:.:;5~~:;+. ( "(11/+) + ( .0(0) == j\ICiDI::: 12.00:: I'-!GL.=: <: C&" 2 :~.::) ~ E[JL.,.~':: <: c2.~,.. '"?L\5> ; F'LD~,JL I NE:::;: u ;':?21 1.8..2;=:;0> ======================================~======================================== \?Jv I I I I I I I I I I I I I I I I I I I PRESSURE FL.DW PROCESS FROM NODE 12.00 1"0 NODE UPSTREAM NODE 13nOO ELEVATION = 19.69 1 ~~{ "DO T:-:: CeDE ;::;: CALCULATE PRESSURE FLOW FRICTION LOSSESCLACFCDI: PIPE FLOW = 57.50 CFS PIPE I)IAMETER - 42~OO INC~~ES PIPE LENGTH - 409.34 FEET l~A~~NINGS N ~ ,,1)1300 SF=(Q/K)**2 - {( 57.50)/( 1.(1(16.096})**2::::: .0032663 ~;"I;~ *e;F;':3. 00 : "I;~;~l:;:"+~ ~~'~;:~";'~l~L:: ~~ ::';;;2> "FL,O!.!L, I iiE= P23/B 19 ,,!.."}(70) \. ::;-~;;;;~::; ;;;;; :;:;: = :~; ;;;:;;;:; =::::: ::.: ="=:::::::: :::;::=;:= ,~": ::::: c.-:::::: :::::::: :.,::::::: =:: :::::::::::::: :;:;:.::;:::::=.:;::: ::;l.\::.~: ::;: ::::: .:: :;": :::;:.::: ::",::-.:: ;:::::::: ::: ::::;:;;;;:.~;;;.:::,;;; c.;: =::::::::: :::;:::::::: :::::::::: ;::;: ;:;:: :~:::::: :::::::::: :::::::::: = ,:::: :::~:::::::::::".:: PRESSURE Fl_DW F'ROCESS FROM NODE \13.00 TO NODE ll~.OCi !E~ CODE = 5 UF'f:3TREr;r~i !\lODE 14" 00 ELEVf~T I~)r! ::: i.~O" E~O ---------.-------.--------.--.-----.--.-----r..---.-.----.-.------ CA1._CULATE PRESSIJRE FLOW JUNCTI(iN LO~SES: NO ~ D I f:.;CHf'.:Jj=::CJE D I ~;f"'1ETEF\ AF~EPI t \,'E~L.i]C I T\.-' 1 '3"7 ........ '....' (' (~ ....., .., -') i ,.~. ''')/. ~., : ~ c: ,:jb r. )) '1 3 u('~)'! :.:'< 3 c....,::..:) 57~5 42nOO 9~621 5.976 DEL.Tn 1",1') ~ O()(l n I.'I::~~O -, c. r.:~ t":~ .:~ ..3'n.I'..3 :3 L,. r.::. oJ lOM:~ 30.00 1. 0 ~ 1 30.00 c O;~=:::.:::::U5 EQUf-iLf:3 4 ~ 9()9 ;:? ~ 07C:3 /+8 " 5,;"+6 60. ~}::-'~:; {t .909 ;~ ~ O~jEi Bns I N I NF'in,==" I I LACFCD AND OCEMA PRESSURE FL.DW JUNctrroN FORMULAE DY=(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COS(DEI_TA3)- Q4*V4*COSIDELTA411/IIAl+A21*16.~ '--- U~~)ED ~ H6t HI'II) I '.. , , II \ *," i"j,.' , X) \/ / , /" ~/... 2::5,79 UPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .00311 DOWNSTREAM FRICTION SLOPE = .00327 AVERAGED FRICTION SLOPE IN JUNCTION ASSUl1ED AS n00319 JU!'-./CTliJN LENGTH(F'E:ET) =:: Lt~66 ./F'~;:IC:TI[ll\! LD~l::'1:::-~ ~()t::) ENTRANCE LOSSES - .uuu JLJNCTION LOSSES = DY+~!Vl-HV2+(F~ICTION L.OSS).~!ENTRANCE L_OSSES) ~~~~~T I ON l~;:~~E; ~i3L'=' ~~"'?~;6':~: ; E(;;~;~'=j: ( f2~ ~ ~~;~~ ; Fl~~~::::i i: r.l~=' ., ~j50 z..~o. 2(H)> ----------------------------------------------.----------------...,.------.--------.-----... --.-----------------------------------------.------.-.-----------------..-----.----------.---- PRESSlJRE FLOW PROCESS FROM NODE 14.00 TO NODE UPSTREAM NODE 15~OO ELEVATION;;;:; 21.15 15.00 IS CODE = 1 CALCULATE PRESSURE FLOW FRICTION LOSSESCLACFCDI, PIPE FLOW = 37~20 CFS PIPE I)IAMETER - ~16~OO It~CHES PIPE l..ENGTH - 269.34 FEET MANNINGS N = .01300 SF=(Q/K)**2 - (( 37.20)j( 666~983))'~*2 = .0031107 HF=L..ji,.E';F == ( 21.::9 ~ ~:3l+ ) .j!:. ( ~ 00:311. (7) :~~ "f3~ld NODE 15.00: HGL.= 26.860>~FGL= 27.290>;FLDWLINE= 21" l.~:;.;O> -----------------------------.-..-----------------.----------------.---.-----------.----- -------.------.------------------------------------....---------...-----.---..--------------- PRESSURE FLOW PROCESS FROM NODE 15.00 TO NODE UPSTREAM NODE 16.00 ELEVATION ~= 21c68 16.00 IS CODE = 9 CALC!JLATE F'RESSURE FLOW 'rRANSI'fION LOSSES(LACFCO): PRESSURE PIPE FLOWICFSI = 37.20 UPSTREAM DIAMETER(INCH) = 30~OO DOWNSTREAM DIAMEfER(INCH) - 36.00 TRANSITION STRUCTURE LENGTHIFEETl = 4.66 UPSTREAM MANNINGS N = .0130 DOWNSTREAM MANNINGS N = .Cl13!J TOTAL-ANGLE-OF-TRA~JSI 1'1 IJN (DEGr~EES) = 6.1",0 \A..IO I I I I I I I I I I I I I I I I I I I ups-rREAM VELOCITY(FPS) -. 7.578 UPS'!"I~EAM VEl_OCI'TV HEAD:::: .8:?2 DOWNSTREAM VELOCITY(FPS) - 5.263 DOWNSTREAM VELOCITY HEAD.- .430 HT = .2*(Vl*Vl-V2*V2l/64.4 TF:(,I\!SITION LOS,S Cm'::FFICIENT -. .2000 P23l c... TRANSITION LOSS = .092 UF'ST}7,;E{~1"1 Fl;: I CT I [;1\1 SLOPE == " OOGi.~~-3 DOWNSTREAM FRICTION SLOF'E - .00311 AVERAGE TRANSrTI01~1 STRUCTURE FRICTION SL_()F'E ASSUMED - .00567 HF = L_*SF = .026 TCJTt:~L. LDS~if~S =::: (I-.IT) + (HF:-) ::;:: ( . (lfi2).+ ( ~ 026.) !,.,JDDF 16" 00 : HUL:::: 1=:'~' " 51 '7> ;: EnL.::::: 27 q '+09> ;: r:-L.OWl . I l\jE~-,:: r.:.~ 1 u hfJO> -----.---------.-----------.---------------.-------.------------------.----.-------- -------------.-------------------.----------.--------------------------------------- PRESSlJRE FLOW PROCESS FROM NODE 16.(10 TO NODE UPSTREAM NODE 17~OO ELEVA1-ION = 23.85 1.7.(H) IS CODE "0 CALCULA1~E PRESSIJRE FLOW FRICTION LOSSES(LACFCD): PIPE FLOW = 37"20 CFS PIPE DIAMETER - 30.00 INC~iES PIPE L_ENGTH = 243~34 FEET MANNINGS N = .C11300 S~:(Q/K)**2 = (( 37.20)/( 410.171))**2 = .0082254 HF=L~SF = ( 243.34)~( D.)8225~) = 2.002 __:~::;~;; :;;;:. ;;~:;~~..;~~~:;;.;~:;;;;. : :~;;:;~'~~.;;;;'.. "0;.... ___~F'S~"E~~I _ ~~O~:__ ____ ~ ~ ~~n___ _ _ _:~~=,.~':~:~~l::__\~---- _ _ =~ ._~~, _,_ __________ ____ __ ______ ___ _ _ _ ___. C?~IJ::U'_{)7E PF;:EE3URE FLOW JUI,il~T JDI'-l LDES S:: NJ, ')"S'-,i-pf-:.,r:: DI!\NET:::'F: Ai-:FA '-', LClCrr, PH_iA Hv 1 22.~ 30.'.',) !~ Q')9 4.665 ~3.282 .338 2 37.2 30.00 ..~,..:J~,,~,ircC,~.., ~..,:,..:,..',~._~,"'~c',.,~ .8q2 3 14.3 24.00 _~, -~ _ 58.570 /+ .0 .U'j ..000 / ..000 .,000 o .0===05 EQUAL_S BASIN INPL!'1=== I , N'lc".[) ,y.,'" (1("~"'1 ^ F'R'F'C;c,; iPE r:t ['i',,! 'TUr'Ji":TiI n,J f>--'F""'iJL .:,iC: U:3ED: ,._...--i..., t.... ."ll~...) .. ,I..~, H '...'_'.__.' . ....,~..... "..'1' ".. U ,II. -~".- DY:::.~ (C!E~~i-'v!2'.-[~ 1. *1.) 1 *CClS ( DE.LTA 1. ) _'C!3*IV'3'~'Ci]\i (DELTPI:'::') -.. Q"f~.\!l.,,*CDE' (DEL HV+) ) / ( (A 1. +f~12) ''''16. 1 }~ UFE";Tt~E::Ajvi j.jCir\lN I NGS N.:::: Q (I 1 ~lOO .-----::-~ DO~.JNSTF:El.4l'.l i"1!-~!';fN I NGS ~,J;;:~ .. (11::::;00 // / UPSTREAM FRICTION SLOPE = .0031.2 ,/' DOWNSTREAl1 FRICTION 51_OPE = .00823 .// Pll,.,..lF:':;;i.'.:,[:t.:D FE I CT I [n~ ~;L.OF'E: IN :rur-.JCT I ON /{iESur1E.D (-'IF; ., OO~56'7 .JUi\ICT I ON L..ENCTH (FEET) ~= '~-. /.16 /t=r:: I CT I Cil\j tuDE;;::;:;"'" ,(OE:.~c-_' ENTRANC[~ LuOSSES = .000 J JUNCT I !Jl\i LOSSES ;:;:: DY+HV:I .....H~./[~+. (F'F~icT I Df\j I....D~-3:::)) + (E:NTF~?:)i\j~~.;E L.U~~~~;E~3::- __i~~~~:::l::;~~~:,~:~=J~~=:~:).'::~:'~Z~~;~:i~~~ ::::~:,=~=i~:; ,~=l,~~~~~~i~),:::~:==~~::~~ :~:(;:'::"'"='" ,1/ oq ~ ;/ fi (..0 /);Ai ....;'" /17 ,:"-"/."" END OF PRESSURE FLOW HYDRAUl.ICS.PIPE SYSTEM \IA\ I 1 1/ 1 1 ... ... cc. I.~ .. .5 xu - E":: . ... ., _. ..~~! t~ci , 1 __J I 1 1 1 1 1 1 I I . R "6-Cs2' t/>/t. AD IS=: HYPK.4I.JUc.S RillS ~-/t..,.~(' P 232- -~,- ". .. i'--r-.'~'-"T-:H ----;..~r -- .'" I '. . .'.,;..~. -'.;)~ '. .~~.~: '.' ..._-tll-~. "+-~+-'~-'i-;"+~~rv3li'iWcn'---:: i- "'-++.-i . 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(j) ," r-,._ r' \)- · ~ cf:J ~ r-' C" N ~ ~ N N j"<\. ~_ (lO) t- '0...);:" ~.,,~~ :r ~ ~ ~~~~ -,~0~~ ~ ~ ~ . N n (j'I ~l~ I' ~ I~: ~ f::. ~ ~ PI jO. :--I en 0 C ,J \..9 v l<>iC>lU " ~~ en r.J l> ~ '" 8 ~ ~ b ~dd v> ,v,~ "t) " ~ !-\ '" -.l' "-I n rot ~ 100~ ~ ~(\ l{l ~ ~ ... "= 0:> 0> ~ P \\. ~.... ~ -I\c "' - g I;:S>-...IUl <J ~6' g j \\ 2' " ~ h ~ I"'" po N",~ l->>~"t)c r-. <l:>.{..~ ~ NN en \l A C'(\ "'" \ j\ \I'l\ -lr'" IJ '" ell' . iJ _ J: -.l ~-l ...9 ....l ,.. - -l . -~ ::c /Tl s:: :to :u '" (/) 'j I~Ji i I I P242. ~-r***************~'** ** *.,'f**'***** ** 'A'~'* *1(. * 1I(..jo;. *. '!i:'** **.Ji!.'*-X'*-1~-l(..\rt.* *' .****.****-** *' ***.**..p;..** PRESS~~E PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE I lReference. LACFD,LACRD.& DCEMA HYDRAULICS CRITERION) *,.*************************~*****~***********************~*****.~************ ::1<. "'< ", . ':" ':" :" <. ';" .:~ .;. .;' <: <: .:' .," <. . .~ ~ ." ',' . . .... '. "'. ';. .....;.>>> :>:. :. (C) Copyright 1982,1986 Advanced Engineering SD'ft~'\l,~~-e / [AE~3 J I I Especially prepared for: / / NESTE, BRUDIN & STONE, INC. " "', .~ <. <. .:" '. ". "'. " ", ", ". '. ..:..: . . '<". ", ~" " '., ....... . <. <..>.>.> '. . .........-.......-.......... "~l.*.*'.f.:..;:~.jf:.*.*DE:SCF~ I F'T I ON or: F~ESUI._ TS*****.~.~~.**.f?-*-j.!.*..i*.~.***-1t:..~**.,.~-s<:..****.*'*.it:..~.*.Ii:..K.t>::..j(-.K.j.-:..~.1:~*.K . A.D. 155 S.D. NETWORK 4 * 'r 66 052 016 R[.jS 11./24/86 * ~ILE AD1554 * ***********************************************************~.**************** t***1t.* **-Ji'.ff'**~'***'*** **~'*********-Ji'*:***** *.-l(.***.****.~. .p;"\";'-l(:**.lt* *~. *-1<-* -i..;' -t:;..,* * 1(. **** ,,':.~"*'il!.*.lt* 'JOTE:' 3TEI"DY FL.OW HYDFoAUL_IC HE,c.\Ij...LOSS COMPUTATIONS B,c.,SED ON THE I'HE,T CONSERVATIVE FORMl~AE FROM THE CURRENT LACRD,LACFCD, AND OCEMA Ir .-'3 I GN IvIANUALS. . . DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA, INODE L.llll'.mEP =. 1 " 00 FL..IJt.JL I NE ELEV!', T I elN ... PIPE DIAMETERlINCH) = 66.00 PIPE FLOWICFSI = 200.10 ASSUMED DOWNSTREAM CONTROL HGL = 19.440 1. E? "i:~c.? .---------------------------------------------------------------------------- ----------------------------------------------------.-------------.---------.---- Ii'JfJDE 1.00 , HGL= :i 9 M 4'+0> ; EGL.== 20.541>;FLOWL.INE= lE~ ft 2E:~(J> I,... ...... '. ". ~. ...... . ". .... ~" .... ~" ~" .... , . <. <. <. < ". ..... . .'.r.'. .' ::- ':. . . ........ ". ':. ::-.>.> I Advr.-:l.nct:::c:l Enqineerinq SD'ft\l.J3r~e [f~Ef)] SERIAL No. 106111 VER. 2.3C RELEASE DATE, 2/21/86 .1' " .. .....~.. .-:"<" .:.<.. ... I==,~======"=====..=======,===.===.=====..==========,,=.===.==== ===.=.====, .=,=======,=.=== ==,======,== 2.00 IS CODE = 1 .. ..... ........... PRESSURE FLOW PROCESS FROM NODE 1.00 TO NODE .UF'STREAI'I I'IODE :? .. 00 EL.E\)(i T I ON == 1.2 . 3'+ -........ ..." '\.- ,-, c,....,., -, .... I Cr"' I" ... LALL0LhT~ FkEQoURE FLOW FRILTION _OJOES(~HCFCD., 'E FLOW = 200.10 CFS PIPE DIAMETER - 66.00 INCHES IPiPE LENGTH - 31.32 FEET MANNINGS N - .01300 SF=(Q/K)**2 = (( 200.10)/( 3358.087))**2 - .0035507 HF=L."SF = , 31..32i*l . 0035507 i = .1.1.1 INODE 2.00 : HGL= < 19.551>;EGL= 20.653>;FLOWLINE= < 12 ~ 3L~O:> \-57/ I P243 --------------------------------------------------------------------------- ----------------------------------------------------_.------------------------ IF(ESSURE FL.m~ RROCFmi FRCit1 NODE 2,,00 TO NODE PSTREAM NODE 3.00 ELEVATION = 12.60 3.00 IS CODE;:;;: 3 ,ALCULATf- -r[-"c" '-'E' P'I ("W I" '[p.,.- [["'D I ~'-~E-" "'J'-""'j^) , . . ::. r'r< ::....\....lUl.... ~ _u j '-'. '[:~ -- ::l."J'-l _u,-::L:) ::.~::) (t -":1.::'1" \-) :: IRE FLOW = 200.10 CFS RIFE DIAMETER = 66.00 INCHES .ENTRAL ANGLE = 45.990 DEGREES tIPE LENGTH = 70.66 FEET MANNINGS N = .01300 RE~S~~E~~L~~ ~REA~= ~2~~~58~~~1-1~~~ ~~ET . LOW ~LLOCII{ - 0.4c FEET PER SEuONu VELOCITY HEAD = 1.101 BEND COEFFICIENTIKB) = .1787 IB=VB-;HVELOCITY HEAD) = ( .179HH 1.1(1) = ,,197 IPE CONVEYANCE FACTCR - 3358.087 FRICTION SLOPEISFI - FR I CT I O~.~ LDSF;ES ::::: L."*'E~F ::::: 70. 6i.:,);k ( u 0035~'5(7);:;;: " 2~j1 lODE 3.00 : HGL- ~ 19.999>;EGL= 21.100>,FLOWLINE= < .. OO:'-3~j507 l2.600> ----------------------------------------------------------------------------- ---------------.---------------------------.---------------------.-----------.--- IRESSURE FLOW PRqCESS. FROM NODE 3.00 TO NODE _PSTREAM NODE 4e00 ELEVATION = 12.80 4.00 IS CODE = 1 I ~L Ci Il ATE' F"f"'ECC'1 Jr" '-, OW FF" I rT I rJ'" ' '-J~c"-c' L Ai-F~'])) . rl ~ ._. _.. ~. '", ::._";)....! _ n...:. r .._. . \ -" _ 1\1 LL b.:::ll::''':)', _ -I.." . L.,. .. IPE FLOW = 2rnJ.I0 CFS PIPE DIAMETER = 66.00 INCHES FIPE L.ENGTH = ,r:F= (Q/f<) *.*2 ,= (( 'F=L*SF = I ,lODE It . 00 51.74 FEET MANNINGS N = .01300 200.10)/( 3358~(87))**2 = .0035507 5 t . 7f.t '* ( . OO~355(7) = . 113ft , HGL= 20.183>;EGL= 21.284>;FLOWLINE= 12.BOO> ~-=======================-===========================-==================== PRESSURE FLOW PROCE3S FROM NODE ~.OO TO NODE 5.00 IS CODE = 5 II ~~: ~ ~~: ~1_ ~~ ~ ~= __. ___ __ :': = ~'__ _ _. __ _ ~:: ~=: ~ ~~: ~~ __= .... __ .m._ ~ ~.:.:: ~~ ... __ _ __ _ __ .._ _ ____ __ __ _m __ __ _ _. .__ ___ ..... ... CALCULATE PRESSURE FLOW JUNCTION LOSSES, "0 D" S~I 'A'-'-'- D I .. "E-Er A'" '-A "E'l '-IC' I ''''V 11'1 ~ .t, 1-" -11 rO..:J/::. . f.iI", - I - r": .,r-\t:. V ~:. _,_ :. I 1 197.3 66.00 23.758 8.304 2 200.1 66nOO 23.758 8~422 3 2.8 18.00 1.767 1.584 DEI._ TA ,,000 HI) 1.071 1. .101 I '+ c. w ~O ~OO gOOO .000 ~O===Q5 EQUALS BASIN INPUT=== 90.000 .000 IACFCD AND OCEl'lA Pf.:ESl3UF,E I'"I..OW JUNCTION HiF:r1ULAE Y=IQ2*V2-Q1.*Vl*COSIDELTAll-Q3*V3*COSIDELTA31- Q4*V4*COS(DEL.TA4))/((Al+A2)*16.1) USED: IpSTREAM MANNINGS N = .01300 ~OWNSTREAM MANNINGS N - "01300 UPSTREAM FRICTION SLOPE = .003~5 10~jNSTf.:Ei~M FF I CT I m, :3UJF"E = . 003e-ie.) IVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .00350 JUNCTION LENGTH(FEET) = 1.50 FFICTION LOSS = ,,005 'I'HRANCE LOSSES = .000 ,ANHOLE LOSSES GREATER l-HAN THOMPSON MOMENTIJM LOSSES .0MENT1JM L.OSSES = .031 MANHOLE LOSSES = .055 ~CTION LOSSES = DY+HV1-HI)2+IFFICTION LOSS)+(ENTRANCE LOSSES) IUNCTIO~'J ~O~;;E: ~ _~(~:61+r-\i~.;?1~~.~_~1~:l:( .0(5)+( .0(0) = .lODE w.JJ . hGL-, cJ.L74/.~GL-, 21.344>;FLOWLINE= < .060 12.800> '. ===.~='" ========'" ===="======= ==================" ====='"= ====='"=='"'~=== ======= \-5? "RESSURE FLOW PROCESS FROI'l NODE 5.00 TO NODE 6.00 I S CODE = 1 P 2# UPSTREAM NODE 6.00 ELEVATION = 13.10 -f:~~~~~~~~-~:~~~~~~~--~~~;~- ~;~~~~. ~~- ~~~~;~~~~~.~~~~~~-; --------- --....-----..---------.--- PE FLCM = 197.30 CFS PI jO'E D I MIETEF.: = l06 . 00 INCHES .,='1 PE U:::NI3TH = 7~l. 67 FEET ~lANN I NEj!3 t-j = .01300 ISF=(Q/K>**2 = (( 197.30)/( 3358.(187))**2 = .0034520 HF=L*SF :;:;; ( 78.67)*< .0(34520) = .272 INODE 6.00 = HGL= < 20.54:5> ; EC.)L.= < 21 .616> ; FLCJt.-.JL I NE= I :1.3" :1.00> ~==============;============================================================ IF'C'''.''''IJC'E' FLOW F'I-'OCE"S F.I-.'O.'. "nDE- ,-- TO "O~E- n;_~;:)..::o.. 1-\... "'\ ) . .,:;:.._ "'\ ~JI'1 1'~L '. (:J. (H) ,_ l'~t 1)_.. UPSTREAM NODE 7.00 ELEVATION = 13.62 '7.00 I F; CODE :;:;; / I:'~' oJ -.---------------------------------------------------------~ ICAI...CUL.A TE PF:ESSUPE FLO\.oJ JUNCT I ON LOS~3Ei:3, NO. DISCHARGE DIAMETER AREA VELOCITY 1 164.7 60.00 19.635 8.388 I 2 197.3 66.00 23.758 8.304 3 13.4 18.00 1.767 7.583 4 19.2 24.00 3.142 6.112 5 .0===Q5 EQUALS BASIN INPUT=== DEI_TA H\.i ~ooo :t ,,0(=}':3 1" 071 90.000 90"O(JO ILACFCD ,'lND OCEt1A PPESSURE FL.OW J.UNCT I ON FfJf~MULAE DY=(Q2*V2-Ql*Vl*COSIDELTA1)-Q3*V3*COSIDELTA31- Q4*V4*COSCDELTA4)1/IIA1+A21*16.1) USt~:D ~ I UPSTPEAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .013(~ I STREAM FRICTION SLOPE = .00400 ~~WNSTREAM FPICTICN SLOPE = .00345 rWERAGED FR I CT I ON SLOPE IN JtJNCT I m~ ?"\SSU!'lED AE; .0037::1 I~~N~T~~~ LE~~THIFEET) = 4.66 FRICTION LOSS = :_,~1 RAtJCL L.O~').,.)ES - .000 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+IENTRANCE LOSSES) ItJ'ltOJ~)~Ec!n ON ~.r.J\s_-)'(S.:)ES.~ - .368+ 1.0';>3-- 1.071 + I .(17) + I .000 I = L ' HGL_= < 20.930>;EGl_= < 22.023>~Fl_OWLINE= .017 .1.+07 1. ~.::; . (~":)2() >- t;;~;;~~;~ '~;~;~~ 'o;';;~~;;=;;;~=~;;~===== ;~;;;=;;=~;;~===' o='=;;'~~~;=7 ~=~~;;;~' :." .~=.,=,. UPSTI::;;EAI"l NODE 8.00 EL.E'vl~TIDN = 13..90 -I~~~~~;:~ ~ ~.-;;~;;;~~~-~~~:;-~;~~~~~~-;~;;;~;;~.~~~~~~-;---- .... --- ... ...- - .-.- .--...------- - ..... PIPE FLOW = 164.70 CFS PIPE DIAMETEP = 60.00 INCHES IP~.~Er~.,L~NGT~ - 57.67 FEET MANNINGS N - .01300 SF-,C/~)**~ (( 164.70)j( 260l~.423))**2 - .0039991 HF=L.*SF = ( 57.67>*< .0039991) = .231 NODE 8.00 ~ HGL= < 21.161>-;EGL= < 22.253>-;FLDWl_INE= 13.900> I ============================================================================ l,e,mec,SL""'E F' OW O"F'C.I~, ECQ ;:.'-,'i-JM "0'D"t7 8 ("j(-' TfJ.' r.. '[1[' C. 1 r\[_," '" ,r'. . L~ " _ ._. ~.,-i,-, . r _ l\l... .J. _ _ \l." . - UPSTREAM NODE 9.00 ELEVATION = 15.29 9.00 IS CODE = 1 ---------------------------------------------------------------------------.--- I _CULATE PRESSURE FLOW FRICTION LOSSESILACFCDI, PIPE FLOW = 164.70 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH = 397.67 FEET MANNINGS N = .01300 SF=(Q/Kl**2 = I( 164.701/( 2604.423))**2 = .0039991 IHF=L*SF = ( 397.671*( ,(039991) = 1.590 J'-rc . ... .... r.::-". , ." .......:'1 r"" . ..' ... ~ ~UJ~ 9.uu : ~GL= 22.7~1~IEGL= ~ ~~.~~4~;FLOWL.NE= 1~5"290> \GA.. I PZ.4'5 I~~;;~;;~=;~~:;=;;~~~;;=;;~~c'~~;;='== ==;'~~;~=:~~=~~;~'~===7~;~~~;=';;=~~;~~:==~==='= STREAM NODE 10.00 ELEVATION = 15.31 1~~; ~~ ~ ~ ~ --~.;~ ~;~; ;;~~-I~ ;-~ ~;~ - ~~~;;~ ~;~ ;~-~: ~~~; ~ ~ ~ ~ ~;;; ~;~. ~ --.. ..... -- -- -- -- - - --.- - -- -- -- ---.-.- -. -- -- PIPE FLOW = 164.70 CFS PIPE DIAMETER = 60.00 INCHES I-I-"---'IJ-r. FI C-" ^'--I--'\ 'r' ,-"- '-Ol"-E' '-'--ET "l-<::'_~~~:).. Kr:. ._ Jl,,,~ 1-1,-<:::.1"" :::;: :t 7' ~'-l;:1":j ~)", ..,i:-1H~:. r"L_, LOW VELOCITY = 8.39 FEET PER SECOND vELOCITY HEAD = 1.093 HMN = .05*<VEL_OCITY HEAD) == .05*( 1.(93) ~ lODE 10.00: HGl_= 22.8(6)';EGL= < .055 23.898>;FLOWL[NE= 15.~3:l0> 1---------. --.---..- -.- -.- -.....-------- ----.-- ----..--..-- --._-- ------.--- -- - -..-.- .--.-------- ---------- ---- RES SURE FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 1 UPSTREAM NODE 11.00 ELEVATION = 17.00 IALCUL,ATE PRESSURE FLOW FRICTION LOSSES(LACFCD): IPE FLOW = 164.70 CFS PIPE DIAMETER = 60.00 INCHES PIPE LENGTH - 484.34 FEET MANNINGS N == .01300 IF= (Q/i<) '~'i1i';~~ :::= (( 16'~,. 70) I ( 260i+ ~ '~1.23) ) **:-2:;:; .003999 :1. F=L*SF == ( 48lt.3it)-ft.(, .003fi99i)~::: 1..937 NODE 11.00 ~ HGL= 24.743>;EGL= < 25.835>;FLOWLINE= 17.. ()(JO> I===,~,===,~=,=,===~,======o==========,,~== ="====o===,~ ==0= ============ ===========,======,= PRESSLlRE FLOW PROCESS FROM NODE 11..00 TO NODE 12..00 IS CODE = 5 -I~~~~~~~-~~~~----~~~~~-----~~~~~~~~~-_:_---~~:~~--------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES, 1"'0 D P.C" 'r R'C[- ,,'" r'I"II'-'rE~' ^F"C-" "E'I 01"'[ ''''( j'_)'t:-. 1_. "",-A I-I" 1"'1.. .1. 0 ,HI~'1 ...., :~. L .L l-ooj -::. -_p" H -~ ':'{-'l " ..~ ,..,. I " 1 149.5 60..00 19.635 7..614 n0UU .900 2 164..7 60..00 19.635 8..388 1..093 3 15..2 30..00 4.909 3..097 47..871 Ii+ ::.4~" ,,00 .000 .000 ..000 5 ..0===05 EQUAL_S BASIN INPUT=== I~CFC~_A~D~O~~~A,.~~~~S~U~E FLO..~.~~N~T!~.~~~ORM~LAE USED: 1=(Q~*Vc-Wl*~1*l.Jub~DEL1Al)-Qd*j~*lJO~\D~LTA3/- Q4*V4*COS(DELTA41)/((Al+A21*16.11 IpSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N - .01300 _PSTREAM FRICTION SLOPE = .0033(1 OWNSTREA11 FRICTION SL_OPE = .00401:1 .,VERAGED FF~ICTION SLOPE IN JUNCTION ASSUMED AS .OCl365 JUNCTION LENGTH(FEETI = 4.66 FRICTION LOSS = .017 INTRANC~ LOSSES -- .000 'U~\CTION LOSSES = DY+HV1-HV2+(FRICTION L,OSS)+(ENTRANCE LOSSES) ;.rUNCT I ON L.ClS~3L~S - ~ 3:::J~5+ ,,900,- 1." 093+ ( ,,0:1. '7) -I- ( .. U()U) ;;;:; lODE 12.00 I HGL= 2S.09S>;EGL= 25.995>,FLOWLINE= ..1.5'=1 17.. OE.:O> --.-------------------------------.-------------------------------------------- --------------------------------------------------------------------------- . I'--'-"''''t'r.c- P'I nl' P'-'--'E'''C'' -':;'C'M 'I'-)[)E' . -. '-'1 -ro t'c"r')"' t~~~;:::".~J~':~:. ;:~'\I, i\UL-,~..;~j~~;.~.rl' I' l.~.:- ~~ ~___.,. ~.c::~I.j.~ ,,,,,__.t: IF-'"TI...:Ef-'H1 l~uDE 1..3.. '_HJ F I.. i::'_ VI, I ! 0, j = 1. G . '+4 13 N 00 I ~3 CODE :;::: 1. li~LCULATE PRESSURE: FLOt., FRICTION '-OSSES(LACFCDI: 'IPE FLOW = 149.50 CFS PIPE DIAMETER = 60.00 INCHES \eS ~'IF'E LENGTH -- SF=(O/K)**2 = liF=L-l(-SF = ( "-JDE 1.3.00 406.34 FEET MANNINGS N = .01.300 (( 1.49.50Ij( 2604.423) )**2 = .00329~iO 406.3/;. ) ~. ( ~ 0(32950) == 1 .3317' : HGL= < 26.434>;EGL= 27.334>;FLOWLINE= ( PZ4/P 18.4L.j,O> ,J,,,======,",,,,,,,",=,========,,,,,,=,,"===,,,=,,,===,,, ==,===,====,."="'=='"======,====,=,=,='''= ,===,=="=~""=,, PRESSURE FLOW PROCESS FROM NODE 1.3.00 TO NODE 14.00 IS CODE = 2 III.JPSTREAI'l ~IODE 14 . 00 EL.EVA T I ON = 18. 46 ~ALCULATE PRESSURE FLOW MANHOLE LOSSES(LACFCD), / PIPE FLOW = 149.50 CFS PIPE DIAMETER - 60.00 INCHES I\='RESSUF:E FUJW AREA = 1 '7 ,,635 SQUARE FEET aoL.moJ VELTC I TY = 7.61 FEET F'EF: SECOND / VEL.DeITY HEAD - .900 I IH-iN = . <)C'i* (VELOC I TY HEAD) = .05* ( .9(0) --. .0/+5 '-lODE 1!~.00: HGL= <: 26.4.79>::EG!._.= <: ":7.379>;F!....O~jl.INf> :i.8"c,60> '~~;~~~~;=;~~:=;.;~~;;~=;;;~=~;~;====7::;;=~~=~~;;====7.;:;;=7;=;;;;=:==:==== UPSTREAM NODE 15.00 ELEVATION = 1.9.58 l~~~~I=~~~-';';~~~~;~- ~~;~.-~;~;~~;~-~;;~~~ ~-~~;;~~;;~--------------_. ._- ---.- ....- - ----- PIPE FLOW = 149.50 CFS PIPE DIAMETER = 60.~) INCHES Ip I PE LENGTH = 3;" 1 .34 FEET MA!" I\! I NGS N = .01300 SF=(Q/K)**2 = (( 149.50)/( 2604.423))**2 == .0032950 HF=L.*SF '" ( 321.34)*( .00329~iO) = 1,,059 INODE 15.. 00 , HGL.= <: 27.537> ,EGL_= <: 28.. 438> ; FLOWL. I NE'" 19 n ~.5f.30> ---------------------------------------------------------------------.--------- ------.-------------------.----.------------------------.----------------------- IF'F'E"C" I-'E- Fl OW F'F-"O'~E'~C; r-r;'o"< '10"- E 1 ~ O( -f'O N-IDI'- . _'-h_'\- t~, _' -.. ,.<....... ::.n..... .-"'\ tit'" jJ'::, ...J ~ .. ) J L' =-- UPSTREAM NODE 1.6.00 EL.EVATION = 21.10 16..00 IS CODE := c: ".I ---------------------------------------------------------------------------.- IC{'LCU~;A~~, P~~;SURE F~~l~ ..JUNC~ :,01.1 LDS~~S: _ NO. ,.. I "'I"HAP,,,,,-. D I (,NE 1 ER r,F.EA .JE.LOC I r Y I 118.1 42.00 9.621 12.275 2 j49~5 60.00 19.635 7.614 I 3 15.5 30..00 4.909 3.158 4 15~9 30nOO 4..909 3.239 5 .O===Q5 EQUALS BASIN INPUT=== DELTA ~OOO H\/ 2.3L{.O .900 '+8.918 61 .. 085 IU'CFCD moJD CICEMA PRESSURE PLO..! .JUNCT ION PORMULAE USED: DY=(Q2*V2-Ql*Vl*COS(DEL.TAll-Q3*V3*COS(DELTA3)- I r~":~\i4~'COS ~ DEL. T(4) ) / ( (Al+A2 H.16. :L I UPS1REAN MANN1NGS N = .01300 DOWNSTREAM MANNINGS N .01300 IUPSTREAM FRICTION SL.OPE = .01378 DOWNSTREAM FRICTION SL.OPE = .00330 AVERAGED FRICTION SL.OPE IN JUNCTION ASS~iED AS .00854 IJUNCT I em LENGTH (FEET) = if. 66 FF~ I CT I ON L.OSS ~- . ')!~O ENTRANCE LOSSES = .000 ~~CTION LOSSES = DY+HVI-HV2+(FRICTION LOSSI+(ENTRANCE LOSSES) ~CTION LOSSES - -.782+ 2.340- .900+( .040)+( .(00) = "697 11\ILlDE 16.00: HL:JL.= <: 26.79~5>;EGL::;;: <: 29..135>:;FL.Ol.JL.INE= -< 21.100> =1;.;.;~~:;.~=;:~:=;.;.~~;~;=;;.;~=~~~~====7.:~::=~~=~~~;====~:~::=;~=~~;;=::==7==== \~ I _~~~~=:: __~~~=_ .___ ~~~~~_______===~:~!~ ~~_ :_____~ ~~~~~:________.__ _______ ._____________~_=~ 7 &;L_CUL.ATE PRESSURE FLOW FR I CT I ON LDSSES (LACFCD) : .1PE FLDW = 118.10 CFS PIPE DIAMETER = 42.00 INCHES .PE LENGTH - 171.67 FEET MANNINGS N = .01300 IF=((.~~:~:}**~ - (~ ,,~:,l~!,lO)/( 1006.09t)))**2;:::: .0137791 F=L*b~ ;:;:; ~ 171.b/)~~ 8(137791) = 2.365 NODE 16.10, HGl..= 29.1t,0>;EGL.= <: 31.C';00>;FL.0~JL.INE= 21.700> ~I= = = = = = O~ =0 = 0' ,= ,= = = ,= ,= = = '" = =0 =, = = = = ==,~ = ==" O~ =" = = = =, ,= = ,= = = == == == = =0 00 == 0= =0= = = = ,== ,= = = =. = = =, ,= =, = '0 = = PRESSUF~E FLO~..J F'FDCESS FF:Cii"l hlODE 16. .1 0 TCi NODE 17.00 13 CODE;:;:; 1 IpSTPEAt'.1 I\IODE 17.00 ELE\IVr I 01\1 = 23.40 . ------------------------------------------------------------------------------ CALCllLATE PRESSURE FLOW FRICTION L.OSSES(I_ACFCD): IIPE FL.OW = 118.10 CFS PIPE DIAMETER - IPE LENGTH = 97.67 FEET MANNINGS N = ~F=(Q/K)**2 = (( 118.10)/( 1006.096))**2;:;:; lit=L.*SF =, ( 9'7.67H'( .01:37791.) = 1..346 IDDE 17.m) , HGL= <: 30.506>,EGL= <: 32.846>;FLOWLINE= "<.2.00 I NCI-IES ,,01.300 .0137791 23.400> 1========================================================================= RESSURE FLOW PROCESS FROM NODE 17.00 TO NODE 18.00 IS CODE = 9 UPSTREAI1 I'WDE 18.00 EL.EVAT I ON = 24.03 .,~~~~~~~~!:~~~~~~~~~~~~;: -:~~;~~~~~~;~~.~~~ ~~~-;~~~~ ~ ~~..; -----.--- - -- '-- ------- ---.------- UPSTREAM DIAMETERIINCH) = 36.00 DOWNSTREAM DIAMETER(INCHI =42.00 I 'ANSITION STRL~TURE LENGTI-IIFEETI = 4.66 _,.'STREI-';!Vj MAI'.]l'J I NGS N = .01. 30 DOl/JI'-i~3TREAI'l1 !-"'li~NI'~ I N13E; N::;:; .. 0 130 TOTAL.-ANGLE-OF-TRANSITION(DEGREESI = 6.140 IPSTREAM VEL.OCITY(FPSI = 16.708 up~rREAM VELOCITY HEAD - 4.335 OWNSTREAM VEL.OCITYIFPSI = 12.275 D[~NSTREAM VELOCITY HEAD = 2.340 HT = .2*(Vl*Vl-V2*V21/64.4 _~AN~IT.ION L.OSS ~OE.~FF~~IENT = .2000 RAN~ITION LOSS - __99 PSTREAM FRICTION SL.OPE = .03135 DOWNSTREAM FRICTION SLOPE - .01378 IVE~AGE"TR~NSITI~~ STRUCTURE FRICTION SLOPE ASSUMED - .02257 F - L*oF - .1V.J TOTAL LOSSES = (HTI+(HFI = ( .399)+( lODE 18.00: HGL= 29.015>;EGL= <: .. 105} 33.350>;FL.OWL.INE= 24..030> -----------------------------------------.--------------------------.--------- -1-- P-:E- s':: ~J' P~; -; I-:~.J - ~f-=: -0.' C-- ~ (~::: -: -p'c::: -- ~~ ~ -D; - - --..~.: --:: ~- - :[--]- :-!O-: -!: -E::- - ---.- ;:-. .'1-;: - -I ;::: -: 0.- -DE::: - - - - -j- - -- -- ",-~ .~)..~ "~'::. s"~._LJ.. ." .~l. _..,:":J~l_r', li'j l'":d c; .....,..l\...'..UU I;.I\!':' J.d.. U ...0 L 7..::;:: . PS1R~AI1 NODE 18.1u ELE~A1IJN = ~B"5u IALCULATE PRESSURE FLOW FRICTION L.OSSESILACFCDI, IPE FLOW = 118.10 CFS PIPE DIAMETER = 36nOCl INC.~ES PIPE LENGTH 143.00 FEET MANNINGS N = .01300 ,.....F= (0/1<) .K.*E ~-;:: (( :l. 1 l=3 " 10) .I ( 6/:,(; ~ 9Ei:3) ) .y.~*2~::: ~ O:::ll :3~5i~{~ F=L.ltSF = ( 143 ~ OO)~. ( .0:3:!. ~::l~);:~{i.) ~::: Ljo "4E~3 JODE 18.10: HGl_= < 33.499>;EGL= < 37.833>;FLOWLINE= < 28. ~300> ,I - :========================================================================= PRESSURE FLOW PROCESS FROM NODE 18. 1 (l TO NODE 19.00 I S CODE ,= 1 .... .I~: ~ ~ ~ = ~~ -- ~~ ~=-- --~. ~.~ (~~ ---.. - = ~ = ~ ~ ~ ~~ ~~ ~~-~: -- -- -- -~ ~ ~ ~ ~ -- --.- -- -- -- --.- - -- ..-- -- - - - -. - - - -.- - - - - - -..p \ IC/C'l.CULATE PRESSURE FLOW FRICTION LOS~"ES(U',CF'CD): PIPE FLOW:::; 118.10 CFS PIPE DIAMETER = 36&00 INCHES Ip,~~~ LE~GT~ ~. 28<,. ;L' ~EET . I"li~~~I~:..~ NGS ,~~ -':' 130~eJ" s,--~Q/r...)**2 == \ ( 118.1u)/ ( b66R:::;b..3) J'*"*lwH ;:=: .03.l.3"::Ji_'t '=L*SF :::; ( 284n34>*( .(313524) = 8.915 ~~~~~----~:~~~-~-~~~:_~---~~~~~~~~~~~:_~---~~:~~~~~~~~~~~~~:_~---~:::~~~~-- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL ~ .49 It'ODE "0 ,-).-. 1'('-1 ' "0 9",," I'T' .' '7 eJ'or-', FI OWl '[t'[- '''I'M _ .L I . ~H t) : -1:.. .._== ';" !.fL. R ).J .,:' ; ~.:...:JL::::; ';" 1.+. c:..a,J..;'; - __ .._". \! =-= 1='248 3;;:.1 R 90():> / , ~I;~~;;~;~~;=~~ =;;~;~;;=;;~~=~~~~~~'=~7~~~~;;=~~=~~~~~===~~~~~~~/;;=;~~;~~:: '""' ~~='"=' =, UPSTREAM NODE 20.00 ELEVA1"ION = 40.00 / I~~=~;~;~~~~-~'~:~~~~;~ -; =;~ --~~~~~~;~- =;~~~~ '~.--- ------------- --'----;----------- --------------- NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 87.8 36.00 7.069 12.421 .000 2.396 2 118.1 36.00 7.069 16.708 4.335 3 9.1 18.00 1.767 5.150 47.534 4 21.2 24.00 3.142 6.748 47.994 5 .0===05 EQUALS BASIN INPUT==~ I I l.ACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: IDY=102*V2-01*Vl*COS(DEl.TAll-03*V3*COSIDELTA3)- 04*V4*COSIDELTA411/IIAl+A2)*16.11 UPSTREAM MANNINGS N = .01300 I" -~r"~T;~C,~ _,i'i::i'!N I ~~G~ ~~.,= _.0 1 ~~")_, , c;TREHh ,.."IL1IO"" "LO,..E - .1-".73." DOWNSTREAM FRICTION SLOPE = .03135 IAVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .02434 J~"CTION LENGTHIFEET) = 4.66 FRICTION LOSS = .113 ENTRANCE LOSSES - .000 I~UNCTI?~ L~~~~~ ~ DY+~VI-HV2:(FRICTI?~ ~OSSI+(~N~RANC~_LO~SES) .~_ JUNCTION LU~~~~ = 3.~18+ 2.d96- 4.33~+. .113,~\ .UUUI - l,~'d NODE 20.~): HGL= ( 46.332>;EGL= ( 48.727>;FLOWLINE= ( 40.000> ,I =~"=='"~==-" =,~==== O"==_"=~_========================="'==='"====~=O"'"~==~,~~,==,==,== .,,=,= PRESSURE FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 1 _I ~~ ~~ ~,~:~ ~~~i_ ~ ~ =~_ __ _ __ ~~"~ ~~ ~ _ _ __ _ ~ ~ ~ ~ ~~ ~ ~ ~ _: _ _ _ __ ~ ~ ~_~' ~ _ _ __ __ ___ __ _ __ __ _ _ __ __._ _ __ ____ _ _ ____ CALCULATE PRESSURE FLOW FRICTION LOSSESILACFCD), . PIPE FLOW = 87.80 CFS PIPE DIAMETER - 36.00 INCHES IPIPE LENGTH ~ 6.73 FEET MANNINGS N = .01300 SF=(Qj~~)**2 = (( 87.80)/( 666.983))**2:;::; .(1173284 HF=L..ft'SF::::: ( C:J.73>*( .(173284):;::; .117 INODE 21.00: HGl.~ 46.448>;EGL= ( 48.844>;FLOWLINE= lj.(l ~ 030> 'I ~,,= ',= = =,- ,".c." '" co, ,. '" '" ,," =, ~ ~- 0"'" '" '" ,= = = = =", '" '" = = -= 0" = ," ~ = '" ~ ~ ,= ,= = = ," = C,"" = = = co, ~ c, ~ ~ ,= ~,~ ,.. '" ="' = 0" =,~ ,= ==, "".,, '" ~ PRESSIJRE FL.DW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 3 UPSTREAM NODE 22.00 ELEVATION = 40.30 I" I -l" "l-E- ER'E'---U"'E- -LOW "-lEE rEllD LOq~ES(-I[-'E'lA) LH.._k ,L.r~ -_ "_..~b'.; _ r _ 1-' -' ~--:::.l_\ .. ,-w'::' ,_ ..-::.,- : PIPE FLOW = 87.80 CFS PIPE DIAMETER = 36_00 INCHES CENTPf~L ANGLE = 87.474 DEGF:EES IPIPE LENGTH = 68.70 FEET MANNINGS N = .01300 PRESSURE FLOW AREA = 7.069 SQUARE FEET \tfO 'I 0' I VE.' ')(' -T'V - _ ~~ n. _t _^ 1 . - VEl.OCITY HEAD = IB='<B" (VEl.OC I TY IPE CONVEYANCE :ICTION l.OSSES lODE 2,,,: .. 00 : 12.42 FEET PER SECOND 2.396 BEND COEFFICIENT(KBl = .2465 HEAD) = ( .246>*< 2.396) = .590 FACTOR 666.983 FRICTION SLOPE(SFl - = L-t.~'SF "_. ( t.,8.70)*.( .(173284) =-~ 1,,190 HGI_= < 48.229>;EGL= 50.625)';FLDWLINE= 'P 2.4~ .0 1 ?::~,~84. L~O" 300> ~I-~~~~~~~=;~~;:=;'~~~~~~'=;~;~=~;~~== ='=;;~:~;~~=~~=~~~~,~'=='= =';;~~ 7~'7~'=~~~~=:==i ===, 0.' PSTREAM NODE 22.10 ELEVATION = 52.20 -----------------------------------.-.---------------------------------------- I'LI-lIl ^TE.. F'F'E"C1IF- F.' -." --.].CTI-'i' l.O"S.'E"" "-FC.D) H . _,. _t"i~. .... ....');:).._ '~I:'.:. ,_U~"\I rl~':.. _ L \~ ..,~:).,. .,:j f, L_HL;"" : IPE F"LOW = 87.80 CFS PIPE DIAMETER = 36.00 INCHES PIPE LENGTH - 90.24 FEET MANNINGS N = .01300 IF::::: (' (:) /',:" ) ~.*~ = ,'( ,:1'"7 l';n ') '( 1_ L, L n-q'3)) -};:'11:"::)::::: ,.-) ~J '-/~'-:I", 8,'[" . ,~'., -.. '- . ell" _. _ I Ch~.1..J" 7\~.... .. c~ ".~ . ',. ,_ r F=L.,*SF ~::: ( 90~E~4).jI;.( g017328l+J::::: 1 ,,56l+ NODE 22.10: HGL=. 49.793>;EGL=' 52.. 189>;Fl.OWl.INE= , ~.52" E~OO> -I-;o'~..~ ~T0~~.~~f;., ~E~_..~.-,~;I._~!~FO.. ~E:.' -~~~~'~;~~~~-'~J~~~ -~~; --:~:~~~~-,:I(;~:--~;~~- ~'~.';4~ -1 -.---.-.---------- ---.-- -..- ---- " ~. -b HEAD USING SOFFIT CONTROL - _ NODE 22.10 ~ HGL= < 55.~OO>:EGL= 57~596).;FLOWLINE= ~ I L-.~ -11,-"-'.. ...1c:;" q:. )'" .,:' o o ------------------------------------,--------------------------------------- ---------------------------.------,-----------.-------------------------------- I'HESSURE FLOW PI~OCESS FF:Oi'l NIJDE 22. 10 TO NODE PSTREAM NODE 23.00 El.EVATION = 54.46 -------------------------,------------------------------------------------,------ 23,,00 IS CODE :::;; 1 CALCULATE PRESSURE Fl.OW FRICTION l.OSSES(LACFCD), I-PE Fl.IJW = 87.80 CFS PIPE DIAMETER = 36.00 INCHES iPE LENGTH - 148.60 FEET MANNINGS N::::: .01300 SF:::::(Q/K)**2 -- (( 87.80)/( 666~983))**2 = .0173284 IF=L*SF ,= ( 148.60)*.( .017328'+1 =" E!.575 ODE 23.00: HGl.= < 57.775>;EGl.= 60.171>;FLOWl.INE= 5/-+ ~ <-'+60 > ,~~~~~~~=;~~~=~:~;~~~~=;~~;;~o=~~;~o== "=~;~~~=~;~~= ~;;;~==="=;:~ ~~=7 ~ = ~~;~=: ==~==== UPSTREAM NODE 24~OO ELEVATION = 54,,60 -1------- ---------- ----..-. -.--.-.........-.-------. ---.....-- - ...---.-...--- .....--.--..-.--. .----. ..-------- .----...------ -.-...-.- .-- Al.CUl.ATE PRESSURE FLOW MANHOl.E LOSSES(LACFCD1: PIPE FLOW = 87..80 CFS PIPE DIAMETER 36.(~ INCHES I'PESSUF~E F'LDirJ AF\:E(i =-~ 7 ~ 01:..,') SQUAPE FEET 'LOW VELOCITY = 12~42 FEET PER SECOND VEl.OCITY HEAD = 2.396 i~"lN :::~ "O~'~' ( '~r:~LOC I ~Y H[:AD) !::.~: ~ O~:~. ( _: ~ 3;7{~) - ~ 1. 20 IIODE ~~.l)ll ~ HbL= ~ ~/.89~?;~uL=', 60.291>;FLOWLI~IE= ~.i4, . 600> ..;~~~~~;;:~=";~;~=;;~~I~~~ =;~;~~";:;;;~=='== ~~='~~:(; =~';= ~;;;~="= ='=;:'~7;;=';~ =~;;;~= :==7== == UPSTREAM NODE 24810 ELEVA'fION = 5'7.37 ., ~~ ~ ~ = ~~: ~ -~: ;;;. ~ ~~; ~ ~ - ~;~ ~~J - ~ ~~. ~ ..~ ~ ~ ;:;-;~~); ~;~ ~ ~;: ;;, i-:~ ~;~. ~.- -- -- - - -- -- - - - - -- -- -- - - - - -- - -- -. --.- .~IPE FL.OW :::;: 87.80 CFS PIPE DIAMETER = 36.00 INC~1ES PE LENGTH = 146.74 FEET MANNINGS N = .01300 I'F= (D/r<) -jf;.*2 :::;: (( 87. E30) / ( t:.ol,t,. 983) ) *"~2;:::; . 0 17c.1L~8i'I' ~F::;:L *SF ::;~ ( 146 ~ 7{+) *' ( ,,0 173c~8lt.) ;;:-~ ;::~ n ::j43 NODE 24.1(): HGL= 60.43S>;EGL= < 62~833>;FLOWL~INE= ~ 57,370> I \6\ 1==========="=======,==="==============="== =,== ======== == ====,~==== ====="== ===p=~?O PRESSURE FLOW PROCESS FF(OM NODE 24. 10 TO NODE 25.00 I S CODE = 1 I IU:~~~::~_/~~~: ____=~.:. ~'~_ ____:~=~:~ ~~~ _:_____~= ~~~___.__ _. ________ ________ __ ._______ LCULATE PRESSURE FLOW FRICTION LOSSES(LACFCO), IPIPE FLOW = 87.80 CFS PIPE DIAMETER - 36.00 INCHES PIPE LENGTH = 255.60 FEET MANNINGS N = .01300 SF=(Q/K>*..2 = (( 87.80)/(. 666.983))**2 = .0173284 HF~;;:L...KSF ::::; ( E'55. 60) * ( "(; 1. 77~284) ;:;:; 4. l+29 ~~~~:_---=~~~~-~-~~~:_~---~~:~~=~~=~~:_~---~=~=~=~~~~~~~~~::_~~~-~=~~~~~--- PF~ESSURE FI_oW ASSUI-1PTIo/'.1 W:iED TO ADJU::;T HOL AND EI3L I' <]Sl- F,r'E""'''' 'R'E" HE"- (.\I' 'Ie' I "G c;-IF'" T T CCIN-r"'[l/ 4{ ~._, ,. r,._,...>,-_,~, ,'_' .."',J L,:;) j-"::I "__I.. ,J. .../. 1',_._. - . + t,jQDE 2~:!.(,O, HGL= <: 65,310>;EGL= 67.706>;FLm'JLII',F.:?'= < 62.310> / I;.;~;,;:~~'";:~:=;;~;~;,;,=;;~~ =~~;;====;;'~::= ;~=~~;;===="; ~ ~~;~:=;~= ;~;;=: ='=;,== == UPSTREAM NODE 26.00 ELEVATION = 62.83 -1- -- - -- ;-- -: -- -- -, -::, --:: -.~ ~- -: --. -.:- - -- --:~" --- --.- -. -.- -- -- -= -- ---.- - ---"-- -- -- - - - - -- -- - -. -- - -. -. - -- -.- -- ---- ---- CALCU_A1E FhE~QUk_ FLo0 JUNcrIoN LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 73.5 30.00 4.909 14.973 .000 3.481 2 87.8 36.00 7.069 12.421 2.396 3 14.3 36.00 7.069 2.023 90.000 4 .0 .00 .000 .000 .000 5 .0===Q5 EQUALS BASIN INPUT=== I I LACFCD A~m ODEMA PRESSURE FLOW JUNCTION FORMULAE I "=(Q2*V2-Ql*Vl*COS(DELTA1)-Q3*V3*COSCDELTA3)- Q4*V4*COS(DELTA4))/((Al+A2)*16.1) USED: IUPSTREAM MANNINGS N = .01300 DOWNSTREAM MANNINGS N = .01300 UPSTREAM FRICTION SLOPE = .03211 IDOWNSTREAM FRICTION SLOPE = .01733 AVERAGED FRICTIO~ SLOPE IN JUNCTION~~SUMED AS .02472 JUNCTION l_.ENGTH(~EET) =:; 3.17 FRICTION LOSS = 8078 ENTRANCE LOSSES - .000 IJU~CTTI~,N 1,_~~~E_~ = DY+HVI-HV2+(FRICTIoN LOSSI+(ENTRANCE LOSSES) JUI~C,IL.N ,__,--'o~E,:) = --,,052+ 3..L+81- E,,;396+( .(78)+( .0(0) =:; 1.112 NODE 26.00, HGL= <: 65.337>;EGL= <: 68.818>;FLoWLINE= <: 62.830> I ============================================================~=============== PRESSURE Fl_DW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 3 .UPSTREAM NODE 27.(~ ELEVATION = 63.45 . --.----------------------------------------------------------------------.-- CALCULATE PRESSURE FLOW PIPE-BEND LOSSES(OCFMA), IPIPE FLOW = 73.50 CFS PIPE DIAMETER - 30.00 INCHES CENTRAL ANGLE = 90.000 DEGREES PIPE LENGTH = 70.69 FEET MANNINGS N = .01300 F'h-f-S~I'p.- -, Inl) "" "F" -"- /~ 9(">"' ~'""IJ!~R'''' IT"ET 1;~~~cC~~O~~;~ :~-;4~97 ~~E~~P~~ SE~O~~- ""'.LIJCIfY HEel!) - :-J./~81 BEND CIJEFFICIErH(I<B) .2500 =kB~.(VELOCITV HEAD) ;;:;: ( u250>*( 3~481):::: m870 IPIPE CONVEYANCE FACTOR - 410.171 FRICTION SLOPE(SF) - F"RICTION L.OSSP'> = L.*SF = ( 70.6e?)*( .032110<;") = 2.270 NODE 27.00. HGL= ( 68.477>IEGL= <: 71.958>IFLOWLINE= B 032 11 o;~. 63 ~ q.~SO> \(,0 I i ~~~;.;,;:~~=;~:;:=;~;~~;,;,=;~;~=~;~~====~:;:~~=;;=~;~;.= ~'==~; :~;~=;;'=~;~~=:'~=7P=~:?1 J~~~~:.~~...~~=:- ... - -~=.~ ~ ~~...- ----:~~:~~~= ~~.- = ....----- ~ '~-:.~:- - -----.-. --- ....--..- -.--. --------... ------ _CL~ATE PRESSURE FLOW FRICTION LOSSES(LAOFCD): IIP'E F'! 0".' --- -.'~ C,"-' ['!=" ?-P".= r-."lETcD "3,', '"".-, ]"iC'.~c- ~- ..__\'-4 - .',._.'..,__ n" W 11 __ 1)1(.41 ...ll....n:::: ,_.. n ..... ..1' ~,.lL.~ IPE L.ENGTH = 98.72 FEET MANNINGS N:::: .!)13(IO tiF=(Q/K)**2:::: (( 73.50)/( 410.171))**2:::: .0321104 ilF=L.*SF = ( ':;>D.72)*( .032110,+).= 3.170 lODE 28.00: ~~GL= 71.647)';EGL= 75.128>;FLOWLINE= < {j?.. 550> I~~;;~~;~=;.:~:::::;;~;;;~~::::;~~~=~;;;=: ===::::~~:~~~~~~~:~;::::;~~;;~::::=:== ~;:~~~~~;; =~~;~~=: =:~~~=~:== UPSTREAM NODE 29.00 ELEVATION:::: 67.71 I ~~ ~ ~ ~~ ~ ~~. -; ~ ~ ~ ~ ~~ ~ ~ -; l~~; ~ -.; ~ ~ ~~; .~. ~ ;~-I:;; ~ ~~ ;~; -... -.- -- -.-- ..... -- -. ...- .... --- ... .-- -- -. -.~ ... - ---. --.- -- ....- NO. DISCHARGE DIAMETER AREA VEUJCITY DELTA HV 1 37.8 30.00 4c909 7.701 .000 .921 2 73.5 30.00 4.909 14.973 3.481 3 35.7 36.00 '7. O{':J9 :=;.05 J. ~-G--.r6-42___ 4 .0 .00 .000 MOOO .000 5 .O===Q5 EQUALS BASIN INPUT=== I I LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE ~y,= (02*\)2-0 I *\) j *COS (DEL T{., 1 ) -Q3*\i3M~DS (DEL T(~3)" . 04*V4*COS(DELTA4))/I(A1+A2)*16.1) C-2.4523" USED:: UPSTREAM MANNINGS N = .01300 I ',JNSTPFAt..! t-'1(~I'~"'~ I !\!GS I) == .. 0 1300 " STF<EAI1 FRICTIOi>.! SL.CJPE = .OOB'~9 DOWNSTREAM FRICTION SLOPE = .03211 'VERAGED F.-F< I CT I C}h! SLOPE IN .:::.rUt',!C"f I ell'..! ?:i::::~~3Ui"1ED f."'-lS _, OE~030 ~NCTION LENGTHIFEET) = 4.66 FRICTION LOSS = .095 'NTRANCE LOSSES .000 iUNCTION LOSSE:3 = DY+HVi -HV2+ (FE: lOTI DN UJ::;:S) + (Ei"HRN~CE L.DS8FoS) U~~TION LO~~ES = 4.562+ .921- 3.481+( .095)+( .000) = 2.096 OD~ 29.0U f~GL= < 76.303>;EGl_= 77.224>;FLOWLINE= 67.710> .1============ .."'" '"=,==.=====,=,=='" ='"==..===.='"==,=========,== ======'''=,===== ,========,=== PRESSURE FLOW PROCESs FROM NODE 29.00 TO NODE 30.00 IS CODE = 1 . r:~ ~:: ~ ~ _ ~~ ~~~ = __ __ __ _ ~=~ ~ ~~~~._ ..n __ __ _: = ~~~ ~~ ~~ ~~:~ ~.~ ~~: .._ = '_' ,__ .~___:.~~. ~ ~._ __ _ _.. _... __ __ _. _. _. ._. __ _._ ,._ _. _ _ _ _. _ _._, ._. _._ ____ ~ALCULATE PRESSURE Fl_OW ~RICTION LOSSES(LACFCD): I;::. I F'E FLOW 00. ::17 - 80 CFS F I F'E D I (-\!'IE~TER = 30" 00 I NCHEe::, 'IPE LENGTH = 122.67 FEET MANNINGS N = ~01300 ~F= (Oft<) '*.*2 = (( 3'7 ~ 80) / ( Lj.l 0 ~ 17:i. ) ) *io:-2::=: .1.)OB49r:::(?- HF~::;l...',*,SF - 122 ~ 6'7 ) -:.<~ ( .0(84929):::,~ 1 n OLtf-~~ rDDE 30 ~ 00 : HC:iL.::;:; '77 n 3Lt5> 11 EGL_=::: '7B" 266>, FL.DlrJL I i"\jE= ..' 7:1..100> '1-- -~;~;~~~~=;:~~=;;~~~;~=~~~;~~~;~~:C~;::;:=:~ =~~; ~:~ ~~~ C~" ~~;= ~~:~~=::~:::;=~:;~ :"7;~; =. ~~~=.~~;~~=:= ::::;= ,::;::::::= ~STREAM NODE 30"iC ELEVATION = 72.97 --------------------------------------..-.,------.--------------.------ ..r.[ ClILA'rr- ...r'''C-'S'Ur,p' r-I C'" Fro I ['"'"' '~!'J " uM'~'''E'- ", A'~"C-) \ ..H_ - . 1,::' ~'nt:.~:- F,~......,-~__liI-J _.~~. -'lId.......:::. _'-:-~)~C.,~ _.~G._r-_'l' :r... _ _ r",_,-" 'IF'E FLOW = ~/.8u CFb ~l~E uIAMETER = dU.UU INLHE~ PIPE LENGT1~ - 1~O.67 FEET MANNINGS N = .01300 IF=(Q<~:~)~'-1E'2 = ((, _ ~_37~80)~~_., :lJ:i~171))**2 ~ ..0084929 F=L*SF = ( 1~u.67)*( .UU8~9~9) = 1.195 \(P\ INODE 30,.10 : HGL== <: 78.540>;EGL= 79.461>;FLOWLINE= P2S'2 72~970> , ,1== =,~== == ,~== = =,======== =,=============,~=,===,= ====,= ,~=,=====,====== "= =,== ====== ====,=,~== = ~SSURE FLOW PROCESS FROM NODE 30.10 TO NODE 30.20 IS CODE = ~ I ~~; =~ ~~: ~ ~__I~ ~ ~ ~; ~ ~ = ~:=: ~ (:~_ _ ~ _ ~~ l::= ~ ~ ~ ~ ~ ~I ~ ~ _ :__ ~:: ~ ~ .:~ ~~~ __._ _. __ __ _ __ _ _ _ _ __ __ __ __ _._ .... __ _ __ _.. ~_._ u',l_"A.LATE FRE~."u",t:. FLOW 11,::'ijdOLE-_ Luc"c>Eco (LAU-L[') , PIPE FLOW = 37.80 eFS PIPE DIAMETER = 30.00 INCl~S IP~~SSU~E FLOW AREA =_. 4.909 SQUAR~_FEET FLOW V~LoeITV = 7.,u FEET PER SE~uND VELOCITY HEAD = .921 IHMN = .05*(VELOCITV HEAD) = .05*< .921)-- NODE 30 ~ 20 :: HGL= <: 78" 586> ; EGL= < 79 ~ 507> ; FLO[..,!L I 1'.1?= / / ,,0'+6 7:--3" 020> =. =:"~ :::.=:. =~ = ': = ~ ==:~: = '=:: =: = = ~ ~ =: = = ~ = == = = = == :':' =:::' =: = = = =: =, ~ = = ==: = =' ~:' = =: ==:. ': =, == =, = = = = = = =" PKE""UKE FLCW ~~OCt:.co~ PROM NLDE "U.t:.u ,0 NUD~ ,,1.~u I" LUDE = 1 UPSTREAM NODE 31.00 ELEVATION = 75.40 '1- -- - -- ~:- - -:: -- -~ ~ -:: - ~ - - - - --- --: -, -::-: -: -- -- ~.. -- -- ~:- -~ --:-.: -: -: --:--- ------ ... --- ... - --- - -- -- ----- - -- - --- -- --- CALCULATt:. FREc~URE FLOW FRILl ION LOS"ES(L~CFCD): PIPE FLOW = 37.80 CFS PIPE DIAMETER - 30.00 INCHES IP~PE ~E~GT~ = 222.~0 ~EE~ . MAN~INOS N = .?130?,_ SF=\Q!k}**~ = " 3',.8U)/, ~lu.l/1))**2 = .0084929 HF=L*SF = / 222.70)*< .0084929) = 1.891 INODE 31.00': HOL.= <: 80.',.77>;EGL= <: 81.398>;FLOWLINE= 75.1-+00> ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- 1-. .,CQ~,'.J'PE ~ DiAl PF~nL~~QC ,~~Ot1 "ODE ~1 00 -'a I"O['E ... ,~'"-, .' . "_. ..,. , ,_. ,._.....' ,_, 1'.. 1'4 ,--,. ~ _ ~ 4 ~ STREAM NODE 32.00 ELEVATION = 76~62 32.00 IS CODE = 3 C'" -'LI' A1'E F"'Er.oC:l'~--- F" --IJ F I~E' fE'I'D LO-S'-- '0"E'11^' I pi~\~~ ~Lm~ 2' - ,:,,; JI~~7. ~~~' Cf;S'" C - , .; I FE ~ I ~~~T~~ : ) : 30 . 00 INCHES CENTRAL ANOLE = 41.682 DEGREES F'ID~ lE~~TI~ -- ~~ '7' FE-l' '1~N'I'I"17S 1-' - n'~n0 IPR~~S~~~,:,F~O~ AREA :L. ~.9~; SQUAR~h~~~~'. . - ._._-~ FLOW VELOCITY = 7.70 FEET PER SECOND VELOCITY HEAD = .921 BEND eOEFFICIENTIKB) - .1701 IHBO=I<D*(VELOCITY HF:AD) ~ ( .170)*( .921) = .157 PIPE CONVEYANCE FACTOR - 410.171 FRICTION SLOPE(SF) - FRICTIDN L..OE;SES ::::: L_*SF ( 32.7LI.)*( .008'+(29);::: ..278 INODE 32.00: HGL= 80.912>;EOL= <: 81.833>;FLOWLINE= ~ " OOEll+9f?9 7t:l.620> -------------------------------------------------------------------_.---------- ---------------------------------------------------------.--------------.-------- IF'Rt:..7SC:I'JR~ ~Lr,~J pqrJL-E-QR c~\'U-'I. ~Or:'E' ~g nn Tn ,"'JI'E- ._ .,_...., ."._, -' ,P,.. '-'_. J. "~ ,_ .....,._~" ~ ._ 'l". _... UPSTREAM NODE 33.00 ELEVATION = 77.70 33.00 IS CODE = 1 I c,;,, Cl'l ^ -... F'C'--""-" IF'''' ."L-'l~ -F'I -.... 0'" ' O-C'~-" L "--CD) :~.L"~.~H!.~ '~~.....~L ~~~~~~ .~~~.Lll : L~.~O~~~;h~~' :~~ ~~ . ~ ~ ;-' I PE F L_CI", = ,j ,. . ,)u d" S r" I Pi:'. D I HI"it, Tt:.F = .,,-,. '-''-' HJl"HEco PIPE LENGTH - 28.75 FEET MANNINGS N = .01300 I~~~~~~~)~:~o: :(~~~=5!:;5:~~~~~~;~!~~7:1)*::~~~3~:::::::NE= 77"700> -----_._--------------~-------------_.--------------------------------.-..---- -----.------.---------------------------------------------------------------- I~ND OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM I \~v I J r I I .- ... ... ~ %n - - ti"'2g. .. ., "i .., 11.1 . I ~ I I I I I I I I I AD 155" 'I .~ ~ \j q. HYPE;!/UUC'5 . Nl'IC>? "3"2.IS '1'1\;!I-'- <.1'11) a p.1 ~I V\ :.LS> ::lO ;30.1 So . 9 . ::> 11> i$) 'If.J.$> :.L'? ~. .l!-J-.- 1Jl' \;..1.;:1) ~ "5 I ~'oa:? ~I 1:(\ , ~I .~ .~ .. 7- ." It} ."< .~ ~. ,;. . ...~.. ~ ~ ~ " ~ R '-If, 05"2 e>1t. RwS ~-I/re(,. , . '.1 ' .'n . '-!II ~ t--\ \'C)I ~ , ..... ~ ~ \<\ ,.. ...... 11\1 '031 ~ " , i-j ..."1- ~: ~ I ~I $) ~l ~ --.. N I3'i i\::i: ~i ~ , "'~: \1l~' , ! '" : .~I -~I "" ~ ()! ,.., " 6' .-\. . . i- ~ ~ , , :st1 N I \tj - .,. ~ , ';1- ..... N ~ ~ ~ () ~ ':>0 -" 3: - .,. ~ "i- "l- 'S\ , ~ " ,'vJ? ::::: I 1 I' I I === ... 18~ .- .- e=:: ... n. - .~ 1=: --, -, ~:I llo~.l . I Ij 1 I I I I I 1 I- I R '6dJ!>2 tfJl&. HYl:>K,qUUCS RwS ~-/(,.,.~t, - ~ I \,] f'. ....;...H_'__'-';-~ .~:>' j_ .-~~~ __ . '_"'. 'OO -. . .---' , ,u-~:.Lrv:3(r1\rl05-'rr~.-l,,-l.:.;,-~j',~~ . .-- ... - .. . '" Q ~ ~~ -----, ' -, __n.. .. . .. .:.' ~ $Y, ~'l;~ "~H" -_... . ....-. '1 j ..'; :~; n.._ ---- 'n . .f'iOI.U$Gld.$ 1<:1:: ,- . ~-'---~j' -~ ~ - 'M .'O- '..91"l: ({\I ~ I -~l-~".~'-~' 7--..'...., I:ni ~ .\,-' \'-. ~ r{\ ~! ...:. ~- AD /55" . . .. ",(II . . (''''1) ;<1 N'.319'1f. 'e3Ci:':3Q.IQ:":lla1\-';!/- II ~, I-'G), .. . 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