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Water storage and hydro-electric development on the San Gabriel River
(USC Thesis Other)
Water storage and hydro-electric development on the San Gabriel River
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nd IC D T o the • P e ent e to t e lor t e egree of of S in a uke K wamoto . - une 4 , 1 1 6 . nn r oved b: CONTEltTS. -------- INTRODUCTORY - - - - - - - - - - - - - - ages l -2 GENERAL DESCRIP ~ION of the SAN BABRIEL ~ ATERSHED - - - - - - - - 3- 4 RESERVOIRS - - ... - - - .. - ... - - - - - " DAMS - - - - - - - - - - - - - - - - - '' 4 - 6 6 - 9 SPILLW AYS & RELE4t\.SE TUNNELS - - - - - " 10 - 11 CEECK DAMS - - - - - - - - - - - - - - " 12 WATER SYSTEM - - - - - - - - - - - - - - " 13 - 15 GE!IBRA TI}TG POTTER - - - - - - - - - - - - " 16 - 23 TRANS . ~ISSION LINE - - - - - - - - - - - " 23 - 24 TOTAL COST - - - - - - - - - - - - - - n 24 CONCLUSION - - - - - - - - - - - - - - - - "24 BIBLIOGRAPHY. \ on the .. h oc-e of . Si . to . '--It i ~· te th6 r 1~ l l V .,; _o l e 0 c-t 0 hA w .:: r ~t or g .J . h ro - .. C• e le t " . n n t br iel ........ . er , ir ...jo ,, 1- s ., " n ern . ·or . , . . . • l .L 0 "' € 1 a er· rc=i 1 • ·v e 6 • J , i 0 • . · t h6e .. ed Bro 'l 1 s .J ·re C • 6 ' Cl r hi ·r .. du on h ~ i '; ' ,. te r vto r gs d dro - I t (16 • veloprnsnt t l1 brie --, . V 6 ~ • ' . work r C on l . _cl • t ion ra ·nf 11 . Sout her ~ lifo rnia ; a l V 6 0 .4. 1n he t re 0 t 6 n -abriel te R ed , a i Ci l r off. r om the T 6 lll t of t 6 invest · he ro 0 ed to b ild r e ~ ; E TVO ir d • O"'.;e r 96 lX 1 0 .. th river , ·hich v·11 6 e~op co inuous output 0 .. r 1 ,o 0 • -- . r 'he ob js t t 6 w er stor ge i 0 ., • · t ·d • r • tern I ~c r. (. 0 6 - 0 "") 0 • - _, h J e ork , "ths wr·ter i . h 0 · r o e . l 0 n 6. -- 1 - • t t he ~rit er f ou1d n e . ar ch 1 site d C pa i ty - r s se r vo • et • . l l y the of the 0 6 r ' • r1. in 1 • st .. e S • rvo1r, pr opoce rode , ·a s to be 400 fse . h n 1, 0 f eet long t t 6 r st , · i th . ty of obO t 4 - fest . 'o h . d • riot orly • ti v 1 ut t r i 1S lffi r . 1. ost . ssible . I o ro • t n ·in6e r at - 1 i mp l 6 v- 6 e r t ed end e d h ol c-tr uti If . em 0 re 0 s , 0 • 1. s oul be built , t o ..:. t 6 c o S LT ctio ·o 1 e end . . t he . tms t . r 8 , ' 1 - Yl 1. er e 0 11 1. V 6 - rr 6 ant wr·t -r ro 0S6 S 0 on ruct r t r s : .. r ♦ 1" bova . ~he d o· thG . . ve r r - m 0 6 1. - -. '6 • . t o s ·ts out 6 - f . b 1 - t t 0 r 6 T 1 - . • lly he t of t - st Tlf! r)r opo se 6 :n o· I .ue - • J.. ~ • . _, l "-t f - et s V r ue ex- 5 T 0 1r o· e G 1 r 6 0 - . o·rv r e ve lo-p- • • t I 0 n 0 1 ever , "ii "Y' 6 S · r ' • . . .... re 1 ('_ 0 r u of t o C TT 6 Ct · 0 1 o·· · 6 - 6 T 1 1 0 - • rt o . 1 e s i the . r e r o efsre ooks h 00 of ut ho :r i t • - 2 - ·rt of 6 fo 1 r 6 b -r c1 te 0 from " ~ , ate r u ply nd I • tio p T 213" to the r1 er JO • o· 6Il6 r 1 n tu r e of ·he 'I brie l ershs ' , a b ie l • - ~ _ . V6 • . 'ie rr ,..0 t • flo . r1 l rs l. c.. ' l n a c:-outh ·e er l y . lT6 0 t 6 ' n briel d s l ; all€ , di C ar € . ts i t o t a if i CG n € Lo _ g ch , r lif or • vh6S of 6 1 • 6 up e r his b cin the r e ..L 6 n . er ou trib . ich the i r 1e ..... , c.J 6 o .rce s . h6 ., . el ; 0 of 'ier r l. Y.t. l l r V re 6 • rr hf1 s r he . b • d e d ·ith u r 0 s Sl € rou g deep a d a rr ovv ,; on t 0 l o ·e r 616V 0 s be lovv t au.th of ) 0 1 tr . roll i ith an 0 6 l. , t 1 a rsas o · l le ~ 1 _ d • T _ ~ f _ rrL i o o t t hi e r ffiOWJt a i 6 6 V t· on ic . t e , i h li t il over he i - i ng , ·i th spa se ti ber r o th . 11 ne dla elev tions , th c ov6ring i br h , · i h be r; 1v ile in th foot hill cou1 t r - the r gr ~tho ra ·s . n re ii a ion · V €S om 1 . 1 ~ c e . in 1. 1 i of r n . s 11 a r e roa he t t 6r i . t i 1 - o h i n b ta 1 7 • in e ev·tions th r ipitation i i o rm o . s o , · i c h e 1 - Q • n 6 6 ly s-or ing months . " The total ar e a of th n briel w ter hed above t h6 mout h of t he canyon i s 224 s uare mile • ~he elevati o of t he f oothi l l is 750 f ee t above e s a le vel . b t 7 . 5 m·1es up t h6 canyo1 the river sea r t es i to two bran hes . hG lengt h of the main r i vEr rom e junction to theed of Pr airie s ] ork on the eas t branch is 20 m·les ;i h n ele va- ◄ ion of 10 , 080 f et atthee .. d . 1 e _·st cefo the ·uc t i on t o t he end of Jest or k i s 17 mi le s n t e elevation a t the end i s , 24 feat. ~he rai i n t ri ct s t arts bout mid e of winte d e ids t t h i dis .. . . ddla of s , r ing o v O I ~ • he avorage total sea f :. o al flo of t e ·hole t m fo r f i f tee n ears i s 19, 500 er e - feet. 6 la r ger _ rt of thi s water wi l l be cons erved i n t he tr ee ron os d r esar v i r s . he se asonal r uno f f i nt o eac· r e e r voi r is a 0 um6d a foll ows : bove ha l f '/ T'~I . IVER RI~S ~ V I - - - 21/ - - - 2 3 , 000 acre -feet ST E.A ST T o t a 1 " n r - - - 45~ - - - 4 9 , 6 0 11 - - - 34/4 - - - fl 10 /4 - - - 1 , 5 0 ti .1 h e m ain rivor re qe rv oi r • lo ted out three l th mout h of th C nyon . I l a n t ·i be t r 0 mi l es with an ver a 6 i dt h of 0 e- t hir 0 ile - 4 - ( S 66 r odG ' s 6 is) n " ' • i l e s ' one Gn the proposed dam, 200 feet high fro the rive r bed and 800 feet long at the crest , is comnleted . 'he ca~acity of the reservoir .·ill be 43,700 acre-f eet, ri ch is ors than tv1ica s large as one of the nscassa . . ca city. 1he object o the larger c acit i s t o s ore t h6 fl ood si b le. tr a much s os- he 1 ast 1 eservoir · ..... the farthest one ; it ic lo cated on the e st branch about e · ht · 1s s from the jun tion . rihe writer had reat difficulty o 1 ate t hi re c r v oir as there i~ hardly on th6 e st bran h . -olace brge e · u h f or a rffi erv ir site ·owevar, afte r a thorou h invs ti a- tion, the rit6r repose ~ to make a reservoir at its res ent site . ~hs cap .city of this re ervoir - 111 be little oYer 15, 0 a re-fest . ~ro. a sreful stu "' f hy ro r a h, a u i n~ th flow of th6 rive r ove the Dast ~ .esarvo i r i 4 1 0 o t 6 ·h la tern, he riter found that the average monthly runoff forte driest se s on ( he mont s of .u ust. 0 6 te m ber , 0 tober, vember) is 700 a re-f est, hi ch i e ~uivalent to 11.3 second f eet. The next f o r o hs, n ely ,. , June , July, d ace . bsr, give a n averag m onthly flow of 2 60 re-f et, i ch i c- e ui v 1.e t to • 2 s s c o n d f G a t . h ow the tot 1 defi is c . of 1 ,10 r ~-~ st f or the eight dry nths in ordsr to discharge . ? s ond feet c o tinuou - ·or develonlll6nt o electric nower • .... ~o c . pan at e ti defi iency it i ecess y t o u ·1 m 240 f set i h abo s h resent river bed . -5- he ·est e ervoir is on he st Fork, bout th ea quarters of a mile from the ju ction. r h w t r which flows into this reservoir from the vario1 J tribut ris s is 45 1 ~ of the ·hole system. t he avGrage monthly runoff for the drie t sea ·on is 900 a re -fee t e quivalent to 14.5 sscond f et; and for the next our months , is 2650 acre feet, e quivalent to 43 .5 second feet. Therefore the tot 1 deficiency ill be 23 1 000 acre-feet in ord r t o supply 69 .l cscond feet continuously . However, ths riter pro ose t o build a reservoir,capa city of over 3 ,oo acre-feet, r i d m 95 f e e high ( b vs the r Gesnt bed to ain rsa o bla he d . s he re li inar inv6 sti ·a i on in 6 lo~· ng the .. ear- est bed · rock t o the s rf' e id· s c ra c r by mens of diamond drill , ash . t 0 i n ~ , 6 C •, is aver i ortant fa - tor in selecting th - its . r unh i nvG~ i tion i be ond - e 0 co e of the !.. :rsse t ork • .ivoreover , th r 6 i 0 C C V te to ogTaphica l mp t o stud h e x c t sh n of slo~e; lthough there is a 10 food conto r map of the &no (100 feet bove t 6 bed of he t re am) , r o t e mouth o th - junction oft o bran hes, · th ti is ot su fi ia t for the r e en T6 s, h rite r as um he ·r i te ( 1 ) r v6y · ( ; l e t b6 o ·r - 6- rvs or ' r ose . f i • B t or t e se ma , o · e h d . i ta b id of magnif i , 1 • · ,1 0 he .. ~ ., urne th bed rock to e from 2 to ,.0 fest beloN ths ~r sent river bed . · 7 r the de iigning o ... da s, the r•r i t6 r f ollo ad t a e rule s: · r st: ' 'I he line s of r re 1st lie · i thin the cent re third of the -pr of ile , heth"r the reservoir be full or 6 t • • " . h6 _ axima pressur e • ·he ason the • l ry or fou d tion m ct exceed rt . fixed l imit " never C in • ird : " he frictio bet 6 t € a d its ound - tion, or bet iveen y two rts into hich the dam may be di- vidad b~ a or . zo 1 an, must be s f icie t reve id·n 1 • - ' he fulf i 1 t 6 fir t conditio t it rev ts te le tres s . 1 0 f ctor of safet of t n 1 !J ures le ~ t t o ·n t the overtur i moment . ·o s tisfy he 011dition,, ·he pr·t e r s urned firct a certni.u ,Nidth of both ere t i bottom or in high tra ez oid . r hen apnlying the formula ( ere i horiz r1t 1 a 16 r s u • ht 0 cone ete e 1. oeffi ient, k ·n . 72 length o · 6C . 1.on or l ine . t b 1. e 0 n nli- ion f . I ' C 0 ne 6 V •t T O t i 11 -roxi lus of · t o • hi - 7 - ~~s one , h r ferre d to the ot er romi ent d ms which are edifie d th6 °hape o · the pr onose d dams , on€ f t er th6 other, nd o erved w ich dam ·ould give t he most satisfa .tion i t h th To determi ne the nr essur e 1:ne of 6 ss s -pen e • d, m it e r c c. se , · ~ he the r the reservo · r be f 11 or e mpty , 6 ·ri t e r divide the cros~ S6 C io into 6V r 1 sect i ns , sucl s f et , 75 f at , 150 f t. and 225 feet sections , stc . h of bo va s tions inda ende t t nd 1 cated t 6 oin s · ·her - both - re 8 rs - ins s cut the S6 ; . then co :ne cte t e S6 in i th th 0 hGrs to ·iva t 6 6 B - sure l i nes of the hole sy tem . o insur e the tability , t he wr it e r to ok the m oment at the lower co r ne r of down st r eam f Go the a e of he ·0110 irR s quat· o s : > X - 2 - . er e. 1~ the to 1 eight o · d m 1 ' ormal res . ..; r . f tar . 't 6 n i tio of m be f o W1d 'T th6A6 for m ul .J. .. I ' Ye ( y t ' + n ) 06 ter Ta it~ 1 ' + ) n l of r. y ( l ' i is ,o...,t~ 1-+ - - · ••• ··+Y"a., Y ~ + K a -t ~ - - .. -t 'f,, k >1 ) of 6 res re ..i . • I I l. "2 he r e a,, 4. 'l... 6 C • re he re s 0 ori~ont 1 section len . .,_ 1., l1, et • 6 t € h ortest . t nee l. rom t 6 r orm . to ' center gr vit of etc . ine 6 ' -a- late I hows t he tr e v ie the lain i Er 1 --- ich ' i g . I repr e s e nt s th6 front ap 1 eara cs of the dam n ete d; ig. 2 shows the highe 0 t cro s - section of the da with its gat eway and spillway ( a.ote d l i ne ste s) ir the back r ound ; j\ig . 3 i th ton view o · the .. a e dam , •ith he s maller s le ho -ing the l ope of the pillway . he lightsr linec 1th the figures are 50 foot co to . e maxi m hight f this d is 220 f et above tts r o- • os e c rock b6d d 190 f eet igh fr . e ref ill riv r bs • 'h6 lengt h oft 6 C T 6 tis n d th ~ bottom· 1 0 f e e feet i d e • .!. hi re rs t o 1 cone "e t e of 200 , 5 0 ub i c yards . "' king ·5 . 5 0 6T Cl • ~ • t then th total ost 1ill be ·;·1, 1 • o. h 6c t · on of . st .. .- 6 • da 1n . exactl cro s srvoir -1 6 - st . I t . 12 . f et lo 1 ta L .6 s 6 er 1S • II Q t top • t i C: d i '"' cJ tine the t a ight 0 s e Vl ' l ~pillway . e tot 1 v olume of on rete is 2 0 , 500 cubi .Jo~t of c on .ruct ion, a 0 B t . i · '1 . 7 · er cubic ard , Nill be )1 , 5 , 0 • lat e III repress .ts thr 6s vie ·s o to}) , fr l, r:t , nd er ss section of ast ~essrvoir • •i t h t . of 500 f eet . l;i maxim u r s a 1:' C • r 1 U - height of th i dam is 25 f at a '"1d i t t . J f et ere lS l on • t 6 i th of top nd bott om is 1 f st n 17 feet • tiv 1 Thi da t . 8 172 , 0 cubic r a d res 6 • co l. t i coQt i 1 bs . ?1 , 075 , • t co 0 t of one te mi 6 . 25 Gr bi rel . - 9 - - E o i rati on of fl o d o tr ol is ne oft e . o t impo r tant i t e ms. In gsn r 1 , the 1 e o t e oun- t ins of the n G briel \Jer h a re ver st can on rev r arro • ~ hensver . r a of di c r e rs r 1 . hin its a 1 , its e v ho rs, i h hi h velocity . 1 h 6 d s · i h he r·ter ro o es re t o sto e l ood t r , but ~o i it · im~ s sib l t o old th entir flow o v o _ d e tr ct·ve r noff overt the writ r nro oQes t buil for sech da • i ] 1 i y 6f r e goin i to I'-6 de t :1 o 6 X • 1ne 0 of the .e c o str -ct i on , o far a s the Lo e ngeles our.~ ecord ~how , t e st ru off • l C 6 r curre abo 46 , _J sec on f eet , e • 2 , 18 9 . I ic: Qa..i.d hat the 1 8 9 f l oo · ·•:s rob by h highsst i hr ill 1o t occur often . 1914, .. t tr1 e axi mu.m b gers an on • 16 1 - • hes • t r:e in rom 1)6 k 0 ordin8r int Q _ he C n · 11 ol h ' the ms . f he e k h 6 d t r fl oo 6X 86 6 1 riel i ver . uch flow ext r e t fl ood 0 2 ' 6 0 6 and f est, ake iust . it ion of h. Q t or was rec • er 0 de th t the t ~6 ;vr l of • bov t 0 th 6 riv r 6 . .. 00 f 6 I t 6 • ' h 1"' 6 . 7 0 er *Reports of Flood Control-1915 - 1 - l-o5 (ounTy ~ccording t o thA c unty report, it is propo sd to construct 21 check da . s on ths ·est ~ork c i ts tribut rie s 1 with n an .roxi ts c st f :>56, 0; lso a nu her of s 1 11 che c ... da s to b e l oo te t t e head wat rs nf the ' St branch and slsewhers, with an proximate c ost of ··272, 0 00 . ~t the completion o raducs bout 3 , . / t fl ood ou_ ld be ab "" he ave rag€ ut ne-third 0 these da , the eak of flood · · 1 be in other words, t e 1 e k of the 1914 t 17, 00 or 18, 0 s e c ond fat. isch rge ab ve the -~ t e ervoir i s :hol e y t e • t 6 hi he t flo 1 i o · t .. 6 r i ver, .fter t · c o - l etio of ch e ck a s , be 4 , d -f t ~GC O ~66 , 6 o e-t hird of this a out • 6c ond l.S t f eet. ' O - ake care of t is mo t of ate r, it • necss t o ltld snill of 6 ' 75' d lS r a X r a rs- I l eo se-tu~nel of 6 I X 6 . 0 th 'ast 6 srv • he ir • s levation o - t r fro th t i l r a c f 6 re l e c. e -t ur: 6 t he of t ' . at • Vl"i 1 1 be out 2 f SU ce e . g r 1 .6 'he runoff of the t br h . ab ove t ; est e n riv e r e e ~e rv . • bout 5/11 of t . 0 1 6 te m· thsn the ax .... ir l.S 6 ' f thi ~ids of the riv e r ~ i ... l be 11, 0 , 0 se co d i u 1 f lo f est . heref ore, 175' x 6' s i l lwa 1 a 4' x ' r6 - le 1 S -tunnel is s uffi ient for t tf e t e e r v o i r • he c cit of the ~ i n iver re srv ir i a out five ti i e s 1 ~rg r than it ho 1 b e , he n ce ·t ·i l l hold c l ost ny flood. B t for afet' sa e, th6 writ r de- i ned s illwa of 2 'x ?' a t ur ns of 6 1 x 7' . -11- t. C C T he flood conditio o he n very severe, n a large o t of b ou l e r Q i 7 V n f ~ om the numerous tr ibu aries eve r flood . !fThens ver e ,ineers discuss a.tF. r tora 6 on t 1 an brie ' th fi st 6Q t i o - . 'liow lo \ i l . ke i l l he ervoir ith l S: l 0 u r6 0 lder " he . b 1· hi e diffi t be "r1 r vs~ u '::t. revented 6 0 tr t · on of number l oo 6 rock s , . it OU vsr €X b bl 8 • ro ks u e e , 1 0 , from ver-h ngi g cliffs . Su h d a b e loc t - t - one t 6 out of I 0 .1 1 or • d t er 0 he . ,.. . • L 1 ..:tre . t belo · th t of ·l • b 1 ork; . d J 0 1 1 0 e abou f r he ' t ) • be OV6 -~ serv r . C r. f F,et hi • fter h m l e ... ion 0 he t _Q t6 st . he fl oo condi . hs . 6 er voi r ' on 0 6 n ve r ... 6 er- o i r ·i 11 ot be . b6t t er t o b ild 0 • 0 6 er , . ' ·o l ooQG d - one in (J . 6 0 bo 1t uarter of ' mile fr its outh , the her the i . . jt Cl 0 0 river, below Gr ve , r d l,;ci on. he Cunt of Lo e n ll. 6 q 1- r 1 0 c o r t u be 0 chec a on the 6 t 'ork . tributar ie f ore • it of l r, • r re l. C' 0 6 C ' t i 1 i g e tra one on thi 6 . WATER SYSTEM The genera.l lay-out of the water system is shown in Plate IV; its vertical scale is one inch, e r~al to 100 feet, Rnd its horizontal scale one inch , equal to 2,000 feet. It also sows 50 foot contours of the reservoirs with the scale of one inch, equal t o one- fourth mile. The dimensions of the flumes, siphons, and the head loss of var ious parts are shown in t be s me plate. 11 0 determine the size of open flumes, the vlri ter a sumed the velocity of ~ - : ter in the flumes between 'A" and "G" (refer to 1late IV) to be 2. 5 feet Ja·r second; between nH" nd "I", and bej;ween "J" and "K'' to be 3 feet per second. Aptlying Chezy's formulas: 1 : A V : AC (RS) 2 - v 2 1 - C R (Where C is constant, 97 in thi s coefficient of regoeity N = .17} rticuler ca se, taking * Q is quantity of water. A is area of cross-sect j_on. C and yfare constants. V is velocity of w ter. L is length R is ~c.d;u s is slope. 71 (. 5 TJ; ",-,, "'~ ,- "f 5,frhlJJ? e -13- The writer found the head lost by friction, a nd the cro ss sectional area, taking the quantity , 25% more than the nor mal fl.ow. The following formula s are used for the s iphons : .l... L v 2 f jJ .2g - - 0 6 • 3 {!J_.; 1J s- -1t ( f )._ ) .; In this case the assumption is made that the friction,• - .02i; and the velocity, V, of w ater is 5 feet. The writer chooses a rather high value for Vin order to present settlement of dirts in the lowest part of the siphons. h e dimensions of flu.me s and si hone, lso tle ead los t of various p rts, are sown in the s .me plate. The length of wa ter-ways from the int ake of Power ouse #1 to Power 011se #3 is 49,600 feet by ay of pens tocks, f ore bays, flumes, tunnel, and siphons; from the intake of ower House #5 to #4 is 7,100 feet; and from ower ~ ouse , 2 to # f is 16,300 feet. Tota1 lengt of the whole system, including the three reservoirs, will be as follews: Flum es and f orebay - - - - 59 ,000 feet. Siphons - - - - - - - - - - 6,600 Tunnels - - - - - - - - - - 8,700 Penstocks - - - - - - - - - 6, 700 Reservoirs - - - - - - - - 40 000 t Tarbraces,etc. - - - - - - 2,000 T o t a 1 1 23 ,000 -1 - " " l " n " The folloWing articles show an approximate cost of the water system. Flumes and forebays 59,000 feet long re quire 46,000 cubic yards of concrete. ~ssuming the average co s t of con struction ,"6.50 per cubic yard, then t he tota l cost is $6.50 X 59,000; '383,500. Total excavation for flu.mes, f orebays, siphons, etc. is 125,000 cubic yards. At an expense of ~ ,.70 per cubic yard, the tot" l co s t will b e 'p 8 7 ,500. The length of siphons i s 6,600 fe .t; and it cost per linear foot i about .3.30 f or ~" t hiclme s s and O" diameter. Assuming carrying and i ns t alling expenses for a linear foot to be wl.20, than the total co 0 t is -33,000. It is proposed to make 5' x 7 tunnels. T king the co s t of constrnct i on at 18 . per f oot (lined ) , it will re qui re "157,000. ] ow summing up the whole cost of t he ·ater syste as follows: T o t a 1 - - 1,120, 000 - - - ?~ in River eservoir. 1,335, 000 - - - · est Reservoir. 1,075,000 - - - ast " 383,500 - - - Flumes and f orebays 87,500 - - - Excavation 33, 000 - - - ~iphon 157,000 - - - Tunnels 4,190,000 -1- - GENERATING PO V ER he selection of machines and sp aratus is a most im portant feature for engineers. I n general m ost electric power companies of this country use estinghouse or General 1 lectric machines, or those of both com panies. There is not very much difference in using achines of these companies. the writer propo ses to ~nstall entirely G •• machines and apparatus. he generators and tr nsformers to be used in this project are mac ine e which can stand at least 15~ over load con~ tinuo11sly, and 25 o over load for a fev;- hours, without any harm. For producing water power, t l1e writer prefers to put elton tangential water wheels in stations 1 nd 3; an for the other plant~, the writer chooses elton Francis type tur bines. It is proposed to install ten generators in the whole project, which will produce 8 ,230 Kw . under normal conditions. The power generated in this system will be transmitted to Los Angeles by rneans of 33 ~ · ooo volt transrnission lines. There will be six power houses and two s~itching stations in t he San Gabriel Canyon and one substation in Los Angeles near East Lake J arlr. 11 power house s will be concrete buildings. Theoretically the horse power produced by falling water is W/550, where His head in feet, is discharge in second feet, and is weight of !1er cubic foot of a ter. But in prac- t1cal oases, the power developed by falling water i s t he t heorical value minus the losses. The a ou.nt of the losses -16- varies from 15% to 30% of theoretica.l value w11ich means the efficiency of 70~ to 85% . In dealing with t he present work, the writer takes the mean value, in other words, 77.5 6 / of the theoretical value, which will be developed at the axle of the wheel. A field exciter requires :from l 7b to 2% of pw er to generate excitin current. Assuming the power used in this purpose to be 1.51 and m echanical loss of them in generator to be 1%, then power delivered to the switchboard will be 75% . In calculating power of . c ines, the writer uses 75~ of the theorical value. POWER HOUSE #I • fl ewer hou e t l i ~ locate d about one ile north of Azusa at tl1e foothill near the present hydro-electric power plant of Pacific Power and Light Company. T he floor dimensions of the machi ne room will be 20' x 30', and next to th·s room i s the transformer r oom r nd office t o be 15' x 30' in size. Above the tran f ormer room second· floor of the same size will provide for 3,000 volt bus and oil switches . he inst~ll ~ti on of machines an _ ap iaratus of this station is as follows: (a) One 12« O w. , 50 Cycle, 360 • • • , 2300 vol ts~, .c. generator, horizont l rotating field type. (b) O ne 20 Kw . 230 v. exc i ter mounted on;f; e me shaft. (c) O ne set o elton Tangentr 1 ~ ater wheels connected on the me shaft, one on each ide of the gener ator. , ch w heel develo ~s 850 h . p . -17- (d) Three 515 K.V.A. 2300 v/33000 v. water cooled, ingle phase transforrners·~ (e) One transform er of same t rpe in reserve. (f) One set 2300 V. three phase oil switches. (g) Three single phase 33000 v. oil circuit breakers (one extra) (h) One 3 phase 2300 v/220 V transformer for house service. (i) 33000 Volt Bus Bars. (j) 33000 Volt luminum lightning a rrester set. (k) Switch bound sets: l A .c. and l T . C. Voltmeters; t A.C. C1nr/l1J.f. Ort,n1@;,, 1 l Recording attmeter, l synchronizer, l reverse time rel· y, nd 1 volt regu- lator. (1) One private tele phone, and one commercial telephone. For regulat i on of the water wheels, it is proposed to provide automatic governors; lso a surge t ank and rel ief valve in order to prevent dangerous water hammer. OV/ER HOUS # 2 r his plant i a bout 150 fee t fror:i the :I in ~iver _:am . This dis t a.nee is :provided to avoid any danger i n c a c •e of over flow. The capacity of this station is ~ 20 Kw. during the nine month of year, a nd decreases to 680 K w. in the other three months. It is intended to lead a penstock directly from tl1e reservoir to t he reoei ver t nk o f the plant, from which thrc ·.e pipes lead to the turbines. The inst llati ~•n of macl1ines and apparatus is as f ollows: -1 .- (a) One 650 Kw. 50 c oles •• -.f. 2300 volts .c.generator,· horizonta.l rot ting field, driven by set of tnroines. (b) One 270 Kw . 50 cycles • - .•• , 2300 volts, ~ \ . C.generator driven by one turbine 230 volt exciter. (b) One 14 K w. 230 volt exciter mounted on the shaft of la.rger macr1ine. (c) One set o:f elton-Francis ~urbines drives, the la.rger generator, and one single turbine of s me t , J e for the smaller generator~ (d) Three 400 i~ .V.A. 2300 V/33000 V Oil cooled single phase transformers (e to l} ame as r .~.#1~ POWER H O USE #3. This eta -ion is the largest one in group; its normal capacity is 4600 Kw; and in the wet season it carries about 10J 1 over load. On the other hand, in the driest season, the -1 machines work at 1070 under load. his variation is caused by change in seasonal flow of Cattle Canyon. After a careful study of hydrograph and comparison of the area o~ the canyon with the other part of system, the writer finds it will ive at le st an Everage fl.ow of five second feet for five months nd ten second feet for the ot .er three months of year , assuming no flow in summer. This amount of water ca n be obt ined by constructing a little diver 0 i on d m and s .. i 11 flume wi tho11t very much expense . I t is proposed to make an intake of this system just below the mont of Coldw ter C nyon. ~he co - -19- tinuous discharge from the East Reservoir is 53.5 seoo,nd feet. Adding to this 5 second feet ill give 58.5 econd feet flow for five months n the discharge of the other three months will be 63.5 second feet . General arrangement of this plant is sam e as that of Power house 1. The only di f ference is that this station has two units of larger machines on account of high ~ ead . 'he machines nd apparatus to be inst lled in this power house are: (a) T ~o 2300 Kw, 50 cycles R ••• 2300 volts, A.C.Generators, horizontal rotatin fields. (b) Two 34 Kw . exciters m ounted on the s m e shaft of generator. ( a:) Two sets of Felton tangenti l impulse turbine , • ach wheel develops 1590 h . p . (d} Six 910 K.V.A. 2300V/34500 v. single phase water cooled transformers. (c} O ne transforme r in reserve. ( f to k} Double in numbers of ~ - ower H ouse #1. (1) One priv' t e telephone, one commercial telephone. The length of the penstook of this plant is 2700 feet with a, head of 12 .:.0 :feet , i gh. Such a long pens took needs pecial protection. It is proposed to construct a numb er of concrete anchors at intervals of fifty feet and a heavy anchor at the foot of the penstock. The overnin nd protecting devices are the same as ower .L ous e }1. he gener 1 arrangement of the wiring system of the station is shown in late V. In case of Stat· ons :;-l a nd -' 2 only one et of t ese connection,.. is required· . - 20 - OWER HO UBE #4. TAis plant is located just opposite station 3. Its oapacit is 1090 Kw. and only one generator is to be used. The arrangement of the plant is same as .H./1; however, the capacity of this station is little less than that of the form er and consequently all apparatus will be smaller. The ma chines to be installed are: One 1090 Kw •• C. Generator. O ne 1500 h.p. ~elton Francis ype turbine Three 500 K.V.A., 2300V/33000 V., water cooled trans formers, and one extra. Other apJ)ara tus see rr e to 1" in . -. 1. Power Houses 5 a nc1 II 6 ower House 6 is situated just below est Reservoir, about 200 feet from the dam. Its caps.city is 590 Kw. in the wet sea s on and decrea ed to 3 v0 K w. in the dry sea eon. It is proposed to inst 11 two enerator, one 400 Kw. nd t he other 200 Kw., wl1i ch are driven by 555 h. p. nd 273 h. p. ·el ton Francis turbines respectively. In the dry sea son, it is in tended to drive t he 390 K w. gener~t or with the low ~ ead tur ine (one ddi tion 1 low e d turbine inst lled for t his ur ose. ) ·ower Hou s e , 1 6 is located about 1, 000 f et from the -21- East Reservoir. Its oap city varies from 800 Kw . to 300 K w, as the season chang s. The machines of this st~ 1tion a.re 500 w. and 300 w. generator s ; two high head turbines of 625 h . p . and 410 h. p . · and one low head turbine. It is intended to install four 250 K. V.A. and four 160 K.V. , 2300 V/34500 v., oil cooled tr nsformers in ower House #6. he transformer of ·ower Ho11 s e _.··6 are four 335 K.V.A. nd four 125 r.V. A. 2300 V/36,300 V. For the other pparatu9 refer to e to 1n in ~ . H.#1. The followin - data show the ener 1 features of pOlier development of the whole system: P<JNER DEVE LOPMENT DATA. (1) (2) (3) ( 4) ( 5) (6) ( 7) (8) (9) #3 37,000 4 53 . 5 1240 4,200 16,800 ( 5 sec. :ft from Cattle 5 58 . 5 1240 6,350 4,600 4,600 23, 000 Canyon) (10 sec. ft . 3 63.5 1240 4,980 14,940 from Cattle Canyon} #6 2.5 53 . 5 235 1,100 800 800 2,000 5 53.5 145 493 2,405 4 .6 5~ . 5 85 293 1,320 #4 49 , 500 12 69.1 250 1,500 1~090 1,090 13,080 ( 5 2 . 5 69.l 135 820 590 590 1,475 9 .5 69 . l 90 394 3 ,736 ·;t 2 23,000 30.8 From# 3 " 122 . 6 ~ v 4 9 . 5 153.4 95 1,280 920 920 8 ,740 2.5 " 70 682 1,705 To . T /\ -76 • • -, l 1 2 --V,"7-.4 370 1 ,780 1,230 1,230 14 ,7 60 - 12,830 8 , 230 104 ,1 20 *P. (see note next a e) 610.QQ -22- 110,120 ( 1) ·ower House. (2) Acre-feet sea~onal supply from dre inage area, impound. (3) M onthsoperated per year. (4) Second-feet available for time in (3) (5) Static head at plant. (6) Horse-power inst lled (water wheels) (7) Kilowatt instr lled (gener __ .tors) (8) Aver .ge Kw. (9) ~verage Kw . times months of operation. *(note) There is not enough water t o oper~te ;.L. & · • Azusa plant under its fu11 load throughout the year, the writer a ssumes th t the deficiency would amount to full load on the st tion for three months out of the ye cr. his deficiency coul be suppl i ed fro m the re ervoirs outlined. Jee also Brade's Thesis, note 9, ~here he as- sumed five months out of the year. T RA S l SS N LI • lat VI shows the whole syst em of the transr -1~ s ion lire s. It is pr oposed to build double circuit t hree phase lines, 00 wires, carried by single pole s , between t he I os 1ngeles ~ub st ~: tion a nd the :Jwitchin s t ation A near "ower ot1.s e 1· -1. Be- tween t he sta t ions anc B the lines (# 2 wires) of each hase . are carried b t ·/o epcrate oles . From . to i ower _ _ ol1se~r;E5 and # 6 single c ircltit t riree phase lines ( ·8 wir es) are llC1ed • • ll) i i:-_;ll _ c -'~ ) J r, . G installed in this syster • The telephone line s run on the same p~les a s transmiss i on lines. The approxima t e cost o the line s allows: eight of co1per - of poles - o. of insulators - 30 ·,200 lbs. Cot 680 ( 200 ft. i n terval) Co st 2400 :pin tirpe" o t a 1 -23- - - 45, 800 10,000 1,800 57 ,600 The total cost of power ho1 1sea, electrical equipm ent, a n c tur bines is a s follows: Switching quipment, including transformers, oil switche s ,etc . - ~123,000 Buildings - Generators - - - - - - - - - - 40,800 - 132,000 > ens tocks and anc hors - - - - - - 40,000 Transmission lines - - - - - - 57,200 Telephone Lines - - - - - - - - 5,000 Tailrace, e t c . - - .- - - - - - - 60 , 000 ubstati on - - - - - - - - - - - 20 , 000 T 0 t a 1 473, 000 • T HE TO TAL CO . T OF CONSTR UC TION I S AS FOLL0 1 S: H ydraulic forks 9 - - - - Electric orks - -- -- - - Construction of Roads,etc. G R ,L ND T 0 L COI'lCLUSION ,1~4 ,190,000 473,000 137,000 $5,000,000 The power generated by t hi s proj ect ·ill be 110,1 20 Kw. per month • . ssu.ming t he marke t val ue of electric energy be one cent per Kw . - hour , then the t ot l value ill be ·802,000 e r a nnum . ~ow, t he t ot 1 expenditure for t he construction is 5,000 ,000. Five per c ent. interest on the inv , tment wi l l -24- be ~250,000 per a n ,~u.m. This s hows 662,000 annual profit from power development, i f the power can be sold. M oreover, water supply in the San Gabriel valley is not sufficient, especially in summer time when it is mostly need ed. Upon completion 0£ this project at least 50,000 acres may be irrigated by the water so conserved. Great benefit would also result from this projected power developm ent becaus e the flood s of the river would be effectively controlled. -24- BIB LIO GR A HY. - -- - - - - - - - ..... - - THE DESIGN AND CONSTRUCTION 0] DAM. - - HYDRAULICS -- THE ELEtIBNTS OF ELECTRICAL TRANSMISSION - - Wegmann. Hughes and Saf ford. Ferguson REPORTS OF THE FLOOD COllTROL - 1915- Los Angeles County. HYDRAULIC POWER A ID HYDRAUL IC V .ACHI IBRY - STANDARD HAND BOO K FOR ELECT IC AL E I ERS CIVIL NGINEERS POC T O OK DYDR ULIC PO /ER ENGINEERING W AT R PO , '!ER E!GINEERING HYDRAULIC TURBINES IRRIGATI ON ENG INE RING (1905) ELECT ICAL ENGINEER OCKET BO K A[ERICAN CIVIL ENGI1 ERS OCKET B OOK UBLIC W A TER SUPPLIES - - - - obinson. G. Croydon arks Daniel Gelpke ilson Foster erriman • - ead Russel-Turneaure .... AJiERIC N INSTITUmE O F ELECT ICAL E GINEERS Vol. XXXIII. ◄ . . - "' .. ... -~ = I ,. ~ I ~ I • I I I I I I l ' ' I I • • I • ~--1 , f • I • \ -· Spil -- 160' - ,-. -· "I . _,_ ,_ .... • ,. . r - - · I P _ LA tE .I Mui,i .. 'fl I '(e.~ · sc.q/e I ., . . .:: ·t,0 ~C<.'t , J .-- ..... . ' • J 0 ,. .e' --- .. ,.. . l., , . - ~ 'l/r] ., ). .. - ~ • .. . . ... ,• ' .•. .. . . . • I·. , I, /' . . . r.- ..I --- • . T -· " . .,.._ -,.____ . I .. • •· I . . I• ,... I ( . . . . f~ PO'r\fer. wr,ne/ ,. . . . ..,,. • I • '!' .. -- , -~ · •; / l . _.. . ' - / ' . ' . . - .. r- J:19 ~ - Plari r7 '. "I ~ c · a/-e ✓ .. ~loo' • . ' f . . ' - 0 "" 0 - • .-;, ..,,.. ' . . C, ,. "'· - : o .. - . "' - ·o. ·- 0 ~ ~- .! ZJ,-_o ... ,,· 6 - ~1 _ __ ........ .... ... .. ' . M. 1\11· WQ o1: .. - . •' I.. J_ r . ,. ,..,- '· . • . , ., I o_ .. -· j . ' I ' -:- ',,-.J .. .. . 7 ' i-------_:_.-..:.J \ - t •• f:: ,. t I I ..... ~ r I I I. : ..... __ . I I l . .j • .. -I. .\ ,, __ __, . ,.... • . r • - - ,.... ... \. .. I· .....:. r • / f /. " ... ; . / /. • , . . . . . Power- Tunn c1 '1> TvrJ .. ., - · { -1· . I ... ~ ...: I '• ' - ..... ., • . - I ,,. •11 1 • · . . . . '· - I .,;;L I I ·, l E a:,·· -:- j ·p , . ........ 7 -~ .:.,,~ -A TE ) e,..-. 1, ,,, i-- ~ • I / . ( I . /!- - / I , . t • .:0 ./10' - _, h' !I ! Pf~;:, ·A • • rn - - ·- \- . r I I I I I. ; I I. I I . . ' ., • 0 -~ ~ "' . ~ - .. r . . · I' .. , .J T~ c,oil (L::. 2 • '17. voe• I ---.,- - 7. OJ.::, . o~ . . b. 1.,1. " "~ .. . -.. /J"!i'7/r l7<J ,,-. c :1 1 .1, I oi ~<Jo - . ' .- - . __ __ ,, ., ,, r r • I . . . . ' I..,. ,,. I .,. l • .. . . ,r i... : -'] .. • I . . r' • . ... . ' " ; . ... .. ... .. ' • • t • . .. - ; . -...-----------------;""'.'.._.,..... _______ ..,.,... ______ ..,;_ _______ .,...:_.:_~ __ .;.,._ _ _ .;.___, ..... ....__,..;;.._ __ ,,_... _____ _ _ ... , ,.. ...... ,.,,., ,· . .: I ,, "\. .: ...;. '; ..... . · - J~oaiJ Y.' Tr, nsmission Lines t ' • •• • Showing . . ··Lo catipo of l/nQ·s"an._ . Powei- H.ouse · I /Vl,/e Seal / ":: . ,..,. J .. . \ y . (j a - t,4 , , r'l i 3 ~~ .. -....,,.,-• : . •., ~""$f . . • · : .f ('j i'-r_ / .rn ~ ~ ..,j '"'"~- · { . ----· .. ·C .; , \ t - ' ' -- , ( ., ., ' .,/- . I "f' ~ 1,:, I, . .. ~ i . , ..J ' y \ ', . ' J • ! . ' .r ( I , .. ' Oll_l ao;ny Line . -fo P. H .if f . I -_,,_,_ .J;,,c.i,-,,,.,/119 L,~e Pr-om IJ.P.# ,f- :zn. J I 'r"""r"-_J_ 9wlflh Shif1't,77 liJ~_ 1 C 0 ,17-n r ·c7i,.,I"; af· J,;iom,119 t,,,t . Fr• m H .P.*~ . C'I e C• •./ .. .. -, . ( . ...,., - ~ . •7.,._,,.- .;I :--: - . ·.- \ ' · ,, ·-· 1 ·. • I · Busses I• 1.l ',, ' . 1- lnt"5 ,.,. L... . ,; 6'• 1' I~r<il11'fo,- ..,.,~ r .Joi -.:, r • Inc min!) Li, ::._rr \ # 6 ,,... I • • ....,_ ,· •. ., I . ·- . \ . . 1 ' . ./ . ... ·. .r t \. " \ < • ... ' ' - ., -e ~- . ~ , \ ~ - . · . ... ~ • • - -- - r . . ., :. _, 'i • . .(' ,. . o' .., "· ,.,◄ • • ...r-· I t.f . ·. 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Creator
Kawamoto, Masasuke
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Core Title
Water storage and hydro-electric development on the San Gabriel River
School
College of Liberal Arts
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Bachelor of Science
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Electrical Engineering
Degree Conferral Date
1916-06
Publication Date
06/04/1916
Defense Date
06/04/1916
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Los Angeles, California
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University of Southern California
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