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SCIRPC? by .V A»- ‘. . L.F. Hanger a.a. Schreur U .’ Candidates for the Degrea of Bachelor of Science June 1955 IHESXS t0 \“JJ TITL? If’ffifjgl’JCTI-fim 00.000.000.000...cocoa-0.000.000.0000. I;:.C!-.TICN fit: r35": coco-9.0.0.00000.000000000000000... U“ [Hui-{3n L71; S'l'fi‘fI-‘gs-‘i $1.33..» 00.0.0000.0.000000000000000... PC; 35:13.3}...31 H [133 [ZED RVCa'ki-ifg'f} TEXT) P L23??? CAPACITY ‘ ' ‘ ’ ‘ fialbfifi a: SOIL AND a P? OF ix; iLCTIQfi vnwrccan .. Eillfifl CE CQEPOfiffiT Pkffs 0000noooooooooooooo-ooooo Flooded Area and Volume of tater ......... m h. 0 Design of Ehetl and Generatcr ............ 5. Tesign Of Spillwuy coconocoonooooooooooooo Ifltt.~.kfi 19111-119 loo-0.90.00.00.00.- "b 4. 3051 n O Q. he *m 5. 363163 6 Draft THUG OOOOOOOOOOOOOOOOCOOIO a G. EGSiQn O Eridxg 0V“? 59111W&y 00000.00... a 94’»: “_,... j , _..,, . ,.. H > :,v;.L.,.~;.u D Cu-upf C4} PJ CI. 000000000000000000.06.00. n...‘ 'r‘ ‘s—_ -~.‘ . - i’;..--;.3‘!t.l‘:3.:'. I;,-'-(_,.:;:27.. OOOOOOOQOIQOOOOOOOOOIOO0009.00.00. {.qgixjfllgjfifi 00000.000.000.00000.000000000300000... 1o INTRUDQCTIIN The purpose of this thesis is to obtain infarna~ tlan a! to the posaible power cutout and development costs of a preposoa dam and power plant to be constructed on the Sturgeon River, near Gaylord. alohigan with a view to de- tormlng the feasibility of transmitting power and light to the town of Gaylord. Aprolimlnary survey was made to deternine the location of dam site. availsolo head, flooaeo area, urgin- ugc area, and typo of dealmost suitable under the greaent conditions. From this survey, and all other information gathered, a preroaed dam and power plant has been a931¢neu and from this has becn uetermineu the probable cost of such a project. h hggff‘}? 2.‘ iaTifl Pbaim UR bTURGQUN RIVER EOCATIWH 0F Dag: The site of the propose; dam on the sturgeon {ivor with which this report has to do, is located in T-ol-E, R-é-fi, 023633 County in Section 26. Starting at the north- west corner of Section 2o, thence Que east ol70 feat, thence duo loath 1700 feet, thence south 60 degroos b6 minutes root 890 foot to a bench mark in the east Bide of the river. 33o353L§ STRTAM FLoo: Ho records were available as to the flow of the Sturgeon River at the site of the proooseu dam with he ex- cootion of a meosuromcnt mode in 1:19, ot wkich time tho tmount of water in the atream was fauna to Do oo.b cuoio {not per second. The river ataéo at that time was said to be normal. The drainage area of the stream aoove the dam is aporoximately fittoon square miles in extent from which an average runoff of not more than in c.f.s. coula De expecteo, under ordinary conditions. However, the reason for the greater flow of 50 cef.s. is undouotooly one to the foot that the Sturgeon River is spring fed and is not subject to extreme urouhhto. In fi;ur1n5 on the probable power output the value of o0 c.f.a. has been utilizeu as tho average ctream flow. It is ,3331019 trot the flow will be less than this over short perious of time after a grotructou II. U. dry spell, but for the greater purtof the year it is believed that a flow of at least so o.f.s. can be realized. POSSIBLE HKLDS ARD H~Cuo¢2ND¥E PLART CRPACITZL ins measurement of the cross section of the valley at the proposed site shows that a head of ob fort Can Do economically developed , while the ground elevations are such that a 50 foot head is possible it a long dike is built. The probablc load for the town of Gaylord waulu us as follows: for pumping city water a continous loud of o4 Kw.) commercial lighting load about 11 Kw.; street li¢htin5 about 8 Kw. This gives a total continouc twenty-four hour load of to En. It vill thus be soon that if the strcun flow remainlv at $0 c.f.l. as assumed, and we have a head of so fest we could doveloy the following: H.Pfl: G5XCOI%2.5 z 80? ‘ Iii-5‘ {a ilv' KW. 2' :101051 746_ = 75 1000 From the above it follows that the recommended head should no 65 feet, because from this no could suoyly the ore- ssnt load and have an excess of EZKI, for future development. If a 50 foot hand were used this would give u Kilowctt out~ put of about one hundreu and twenty-seven. uncover, it is var; doubtful that the &Vuilubls market would ever be such as to absorb an output of this umcunt, unu'clso one to the auuou sxyensc of ouiluinU a fifty foot heuu dam it seons adviSublo to install a cum with a J5 foot hood. 4. N!s.'i‘U?-23i7 02" SOIL 1WD i'y,?if: 01C "5'" 1.?‘1'7'6‘50‘1'1373‘4 F’HTFP 35' I?! Sounding: were taken at the time of the preliminary survey at the propoaeu site by means of a pipe driven down into the ground. From.thoee soundings it was found that hurdpun was located at an average depth of eight feat ve- lou the river bed. ihe overlying soil is a mixture of sand gnu clay winch should make $304 fillinv mattritl far an earthen den. Owing to the amhll amount of power outalnaola from the proposal dam, it is evident that an exgensive con- crete Itruoturo cannot be considered since the initial oust would run so high that the financial returns waull not be sufficient t0 meet interest charges, operating exyenses, etc. It has, therefore, been assumea thut the main yart of the dam will be oomgosed or earth which will be taken tron the high banks adjacent to the proposed dam. The embankmento have been figured as flat 310393, the upstream being 1 0n 3. the dawnstream l on 2. The top of the fiam or berm will be 12 feet wide as it is not necessary to have a wide tap, be- Cauaa the dam is in a locatinn where a readwuy for hiuhway traffic would be out of the question. In muting the width of top twelve feet it wag anuidei to $39 a wiuth nnly of sufficient lhlo to take care of any purpose curriei on around the dam. A reinforced generate corewall. built in rectangular sections, in to be placed in the upstream tau. or’tho dam seventeen feet from who center line of the dam. The corowall will txtend into the hardpan «sent two and one- half feet. Below this, built into the corewall one foot 5- will be driven steel sheet piling, twenty-four feet long. From.tho east and of the dam the corewall will be three hundred and fifty feet long and hDOut eightecn foot high, just enough to reach into the harapun for a good foundation. Below this section will also be driven sheet piling, twenty- .four feet long. Over the remainaer of the don the corowall will b0 about fifty—two and one~hulf foot hi h. Tho tail- wator elevation in 68.0. and the top of the dam is at ele- Vation 110.0. The head water has boon taken at elevation 105.0 which Lives an available head of thirty-seven fovt. inking in all the losses from racks to whopl the effective head will be about thirty-five feet, the desireu amount of head to be used. The too of tho corowull is at elevation 110 also, giving a five foot allowance for freeoourd be- tween normal water elevation and the top of the core all. Water will be taken from the pond or floods; area of one hundred and fortybnlno acres to the wheel by means or a spiral rivotod steel oenstock, three and One-half feet in diameter and one inch thick. The vertical eection of the penatock will be encased in concrete to groviae a suit- able foundation for intake opening, guts: unu racks. Also. under the base or this founaation will be place; wood pil- in; on three root centers. Flood wager will be taken care of by manna of a mesh reinforced, cancrete, overflow agilquy one hundred and twenty feet tron the east cnq of the dam. The apillwuy is to Do twenty-seven foot wide, one hundred uné fifty feet 6. long and one and one-half feet deep, the crest of tho spill- way being at normal water elevation. &t the enu of the spillway il locate; an energy diaaapator and from here the water will be carried back into the river by means of an o earth trench. A wood plank bridge supported on sterl I beams will be laid across the apillway or auitaolo design to carry any palsible load soon as setting in a new bone- rator. Jn overflow tyoe of agillwuy was desibnol oecauae a lpillway of this construction will allow for any discharge of ice which may form on the oonoed are aoove the dam. The followin3 estimates contemplate the use or a hiLh efficiency propeller type wheel, uirect-connoctod to a vertical typo generator. The vheol is to De pvovlded with an automatic oil greasure governor in order t) mointuln pro- per apood. Only one wheol anJ generator is to Do usou in time project because the low amount of power aVuilablo does not warrant putting in two units, one to be USGJ in ease of a breakdown. and 3130 DGCauso of the odds“ expense. Due to the fact that the fire undrrwritors require presoure to 0v mointainao in Gaylori in Cone of fire, one of the lerLo lumner companies, which doveloo their own kowor, is naud for this purpose. fiherofore in coso of Droaxdown at the com, power could be obtained from this company until ropuirs were made. However, this could be obtainoq only for a very short time. The power house superstructure will be mice of con- creto, the outside dimensions beinU ailteon fett a; twenty. The foundation will be not on wood piling, sixteen felt long .7, spaced at four foot centers; A five ton crane will be install- el to taka care of the setting of plant machinery and for any necessary moviné after the initial setting. The scroll case will be of concreto as this has been founo to be the most economical type of settin5 for a low head plant. Ho dwelling! for pporatorl at the dam have Deon os- timutodg as it will probably be found feasible for the ope- rators to live in Gaylord and drive back and forth, the d13- tanco being only about five miles. DESIfifl OF COHPUNiHT PARTS fiHQ GsfiPUffiTISEE: 1a Comyutations to uetermine flondoo aroa and volume or water; 103 lino % 28 x 100 ‘ 40.6 69 105 line a 1739 x 100 = 33.9 63 95 line ==13b5 x.loo _* 17.a7 £3 - 90 line - 7.3 x loo g 15.8 o L5 1130 -= 50‘ X 103 _ 4.935 \ To— 80 line = 59 I 100 1: 1.604 75 I‘RO :: .5 I 100 ’04-‘35) .ET 7. 70 line = '.11 x 1o ._ .160 -_3§.._ Volume of outer 100 to 105 contour 2 40.6 225.9 I 160390 1 5 = ESGUuUUO 95 to 100 n _ 95.9 17.9 x looooo x 5 = 17blUOJ0 "' 2 90 to 95 ” = 17.9 715.8 x looooo 1 o * ltqoaooo a: Eb t0 9v ' =4_15.8fi‘é.fion x liOuuU x o =- c2ooqoo 8v to 8“) fl = 4.9:) 1.1.} x IUUUO- 1 b = 249-1000 2 2 70 to 7b “ =, o4ob .16 1 160000 3 5 ‘ ._§§Z§QQ z 'l'Othl = GQBJQUUO 011.3”;- 1. Flooded Lroa 8. Area = 40.6 x 160000 - 149 acres $0560 2.Dosibn of theel and Generator Effective head.=totu1 hoad- locoea up to the wheel \- n-asn 6 22' - "‘5' t h =OU' Q“ 90 Cofoao H1136]: Eloy. __ 35‘- X UO :5 {13.5 = lUloU w » (7- Using one unit 0911. cup. = 131.5 3 7‘33 75 FW. 1390 From Lager Power hngineering by Burrows, table 78, NS or Specific speLd * 1&0 a: z [(11% 4. B = 390 z 55 = 1105 1‘.p.m. 1101.5 tram Fig. (39, PU = .0016 Z % hp‘= gph - .K ..2 a 1010‘} '5 .uolmmo -z "* ’ TV) D _ lUlifi = h‘ym 7" x (1 #30913 x hwy D = 17.4 or use 18 Use a propellor tyge wheel, 1& inches in oianeter Loneretor cayucity 75 Kw. Use a 100 Kw generator ( 125 kva ) at 1103 r.p.mo Use a 2600 volt, 60 cycle, 0 phase unit. 9. 025103 0? comcoa RT PARTS £33 CfiH7UTfiTI§HS cano'n 1 5. Dining or 533111qu Using Fuller's blood Formula. The value of C for the St. Lawerenco River basin a 9.2 Q = 9.2 x 1% DrainaLQ area = 15 sq. mi. = 80 0.1“.3. 0n the basic of a flood occuring once in twenty- flvc years, the ratio of the average discharge t3 the max- imum 24 hour flood = 2.12 Q0: an x 2.12 = 170 c.f.s. Rationof maximum flood to average 24 hour flood for & Catchment area of 15 square miles = 1.9 ngxmo x 1.9 - $25 c.£‘.a. on the oasis of data ootuinou concerning northern Michigan streams it nus uaciueu to desin¢ the sylllway for a maximml discharge or three times the normal dischnrge instead of using Fuller's formula therefore Q =‘5 x 50 - 90 c.f.s. on several dams which have boon uuilt in nartnern aloh1¢an, tho Iplllways have Deon éoslgneé for twice the normal diachargo. As a good factor of safety we han 3394 three times the normnl discharge. Let Q SO c.f.a. H s 12 inches Eben u ‘= 3.33 l B L = GOA-9‘ 27 f9‘?t I500” 10. I? .zlif-E'é 1" CAKE? #5“??? P14213235} MET) <3<“.-'.--'-‘."!'..-"u‘;:l'on: a: nu”: 4._§esi;n of Intake Flumc.# Using a spiral riveted stool flume with a concrete acroll case, the velocity at the entrance to scroll ease should be equal to .07‘{§;;_ v =.o712.—’§n =' .07 7‘ 225.2; - c.3535 ft./ sec. 1.: “.30 c.f.s. v =o.of-.‘:5 <-av 8 “*i2*_. = 9.1 sq. ft. o.¢co unfirz 1-": 9.1 ,, 2.57 :- =1.co fl' - 30~6n If D &'~G” , then v =o.1o ft./soc. which is O.K. for the velocity cpuat the racks. Calculations for thickness of yenstock by hoop tension 0: E” t 16000 ‘ 55 x .454 x 531 t t = .0/99” 2. by external pressure a 1: .26 x d I 3_ t2. 1 ~ f-z t ‘ ’8 7 9'3 X 95 —— IGUVU 7. t .__. 1m_.g;o t ' 1" Use a Spiral rivctoJ steel penstocx, 5'-6" in diameter and vitn a thicxncsa of 1 inch. 11. ‘% l_-. 1“. .J g." fl-W‘f .a’f‘. V.“ A n'." ; ’ .~ . - b- ‘n .u ‘n- - _~ ._‘ .fl I - .11»: r c .. um: :51?- C?” I-[u 5-15: r 4:: 5. ;:§-;n of Frcrt fiuao For a low hand whcol, the velocity at wheel dis- charge should EQULI .5 Shh ‘-'=&V " 8 X .3 ’3‘}? . . Z Eda-'04 2 77.1. 1 "3 :3. If . 4- . -~- r - ‘900 r - G.8 or 10 inches D'rtQ inches L"23 or L - 40 inchcn . ‘ . O In modern deaiag the flare conuld be 6.6. thoro- fcrc, uz= £0 inches (13.7.3131 21 incfics d Almafa‘ 7QZ$€ Zkfl?bnv of Avé/V Ln/ 1 '. I’Il 'II‘N 05' "‘Il¢’l' :flll‘”! l'FF :, r i' , ‘ I‘L'")!V""k‘ l‘.bit ‘t l"1¥..|’ 6. Eesign of Bridge ovnr ruillwe? 4". ‘* Jul... 40:: 4.900“ 3’qfiv—3”—4 r 8 C 1 [Pt I 1 RM ' Pl ~—- 8? : 4 6’6 ______1r _ r ‘ _z 2- 2. t if: Ll+de(L'1-Ifz)+ r11 L a T", a, (Ll-a)... I320 ([EU) :——-2 Z a: 0+ é".-..“.1g‘0' - ‘1'.‘\.-"w.-£_ Lt.“ (81.5 3.5) x 2 Lei) b4f 23030 x £4 75" - 2w ;~.-:,3= +3403 303. / ft. 3* =m+ £1" .-'- a ‘A RLX .o- 4uuu r u may - 0+&.bRL- lewo Rm leis; 5:99 __.. 21:30 Acadia-{r5 23150 103 ‘00 R' 6622-0 1‘08. M +464 0 _%540 —¢veo tourimun RM 3 llEhU 10. ft. 5’ .. 1" Try m x" x 12:" t3_v r:a x 12 x G _ 1‘: x 8 0.3 8 , 118P0 x 13 x 4 := 1110 #/ sq. in. o1? This is unuor the cilowoalo streaa f)r av rage wood, thorcfore nag an 8" x 1;" ylcflfi fzr fID‘Pln;c '.- ‘ P,-,.- ---1 “hi-..l.x- I." gar,” \§v\'a'~c" 0-"; ”-.v of..." _'_,... .. -,. n. r1 \3- -" .:' (1' , .J ' ' f1 ,7}. ' - ' .. ' ‘ ‘ 'i‘,’Yn ‘. ‘p._ I 1-. ”c, {9' I ' . 2 ‘->"‘|~ . _ .; v. ' C. '..'. . .‘ l-.- . , .n t. I . w y... a 7. :‘Tfligin O L c. P.L‘w~ :3 SV‘1“ $ !-"-L¢.1." {ALL r‘ ‘ch au] “CF. 5": = .‘.-3§,U x 23 x 3. = 13.451115). ft. iFQQ w 10 r 12 I 1Q.E in. ”Hm—7*mom ”mu- 3' “-..—.- g H . V’UU 0 An &”x 4" I Uvfifl weighing 12.4 103. / ft., hug a mndulus a? ruptirc of 1c.3 inchca. Tu? nugnluc 0a rap- tqre is 19.8 inches, thcrcfure this 1 coca will co autis- fcctary. Te will L orcf;ra uac 6- &”x 4“ I can 3, 15.4 1pc. par f03t. dd f9;t ion, no acrinwcra for tho uridgc. 3E9 atrinwcra will av £115» ah {ha enst Ln“ wont enda of tho bridgo and will cc mDVufilc ovar raw centnr 3109, thus allow-inQ for any exgunainn of the beans. ,ciliin'l‘D (3.5.1? 0; FF-i’df CT: Clourin¢ dam site . 109 Coffcrdam and pumping 2&3 Emanment, choc-o gas. «sum! 1.25720 Concrete for intuxe, 15 st. Z i 18 35h Concrete for Spillwuy, 117 yua. 1 4 1b 1735 Concreto for Corewall, 2610 gas. “ g 15 30150 Powerhouse 1&00 Steel sheet piling 3000 Rood piling 330 Etowl pcnatock, 145 ft. T c 8 1160 Turbine, Generator and Governor 1- Sb kva direct-connected unit ) 1- Governor )) 6300 Switchboard 380 Transmission line t) erlfird «coo Evidgo EGO fiiacl. items and contingent ) ) £600 Engincuring and supervision ) Contractors profit 91.0 14. 15- Pwotfinrw Inc ¢¢x At the Sity of Gaylord it was found that the pre- sent power canaunptian is 43,850 an. hcurs per munth. 33- timutinfi a charge of 5% a Kw. hour. the income would be J 13, 416 per year. ihc charges against the hyuPO-GIECEPiG ucvclnpncnt nust next be investigctoi in order to determine as to the financial hSRGCt of the preposc- installation. If W9 fibure interest charges at 6:. depreciation at éfi and insurance and taxes at iii, the annucl Lixcu charges mill acount to 113?. which cyclicu to the investicnt of 4 Eb,é03 require; for the b5 ft. head. will make an annual char¢c of g 9&57. To Ope- rate the plant it will be nccsacory to have ct lcast two operataro ht glove per year and a general utility flan at @1030 yer year, who will act as relief man, putral trans- mission lines, etc. miscellaneous anyplics, maintenance, etc., would probably amount t) .cco per year. The tctal annual Opnrcting charges would, therefore, be auoco, which, adds; to the fixed charges c,ivcc a total annual cost of t 16,;37. It will thus be scan that if a total income of ; lc,é16 par yi&P can be obtained from Gaylord, it will be possible to pay interest un thy rcguircu investarnt, and to make prayer proviflivn tor maintcncncc uni ucgrcciution. Due t3 the fact tint we hLVc oyccss power over and above that to be USCJ by Gaylord, it wculu be possiule t0 obtain a wider amrket fur our power frwn surrounuing local- ities such as Vanderbilt. if this could he accomplisheu, 16. it would increase the income, can 81 make the project & moro profitable one. .. .p'u1 If: n... jg.- C I}; s:‘1.,'x.ls. 1,: {1.3.3: tn the aeolnption of a stream flow of co cuoic feet per second, it is obvious that there is much more tower in the aturgoon River than is required for pros nt oyrrating conditions at Gaylord and possibly Vanderbilt. one :5 ft. head dam it can be soon woulo furnish sufficient power cnu preliminary figures indicate that it should no gossible to obtain sufficient income from tie sale of power to make the proposed development a success financially. where would not, however, be sufficient earnings over and acove the total charges to make possible chh more than a 6% return on tho inveotmont unless it should be found possible to attract additional power customers, in which case the obvelopnont would apgeur in a more favorable liwbt from the Stunugoint of earnings. If a contract is entoroi into to cup 1y power to Gaylord anu other locations, it shoulu exteno for a period of not less than 50 years th a mininum monthly or ycnrly charge should be stipulated in order to protect the invent- me nt 9 .. l.- : \bokxum/ TN. \U%50\\Q:x.o. 93..ka \mkxq tommflkbummx ”CK to EOQ .Ow0000\0\ KO COxxomm/ 000.0 \ovxomhmm O®© \N " I m DU %5\.$N- mth 453% \mmxmuL b». R \ b k ..b.mu\m\ It...” 0.00 5...... xbbfiww . r x 0.00 \w *o .8 - L 0.09% llkxlr 0.0.9 \w Coowoxoxfi _ , \ p , . .? .. .1 ..( .0. .0. . . .Q. .2. . .0... .0 . . 0 .°.. . 7 . ..Q...v....'.....(...V.W..0....¢...0. .0...0.0. sm ”0.0.0. .0. ..... ..0..o.0.... ll. . 0.00 \M ./ b . . . . . . . o . i . . . . ||.|l.| 9 0 CNN mubkxbmv .OQDDKG \DRRWQO _ . _ \mekw/btb .anbmv KRASKCOU 00 OK“W®QNMWWWVS \bx\®k0§\ Wboxkkvnu. \mkg \RK . . \\D\S 9.50 0. K0 mu \VUXDEQQQO.‘ verQob bvuxourfixvfix . l7. . 10 ‘ 0.6 s. , SK $.on « \ l l \\.\..u\ QKKDM. % v0 w* UOONQOU \090 I .\ / bwb b\% 850\ *0 \w\v\ I ll IVHUIIH FJI :0 b Q‘N\\S \Om\\§00 6Q . b0\ VI.“ 009$wa \mxb\& {Avxx ox 009.939 bwwooxxm \\T O .o\.\ \N QR: b99009 EDQ .5 w TSL 0 .0\\. Q meVQbkx- uon $.wa Qommkbkml \bw\8m; “\m \mquQ .33 SEPRV .0Nfl..\ ”\OUM) “smug K0 J r - a~ .- pa ’ I'4 .v t o 0V... n c. . ... .oV .....V\... 0m h . 0 o. n. » ... ...fi...m....0.... . .2530. was0n\ m QVQ medQOQQ. >>\4Q\ Ibk wtm/ .. 1.. . . . a. w.“ . .6 n... .\\ 3H .. . .. ..ax . mtxkox boo}. ..Vx - «I ‘1 m .... ..... 0-0. ‘0 \s l 0»\O* C\ % .Mmlbot \bknm‘ {uSonIh 93.x 00m; WwOAU . a 4.! a. 64 we 2‘44 nod :v .m .. . ......_.........H..: . on.- A . u .0 ..G. .. o. l.. oh .0 l. . mfxxxox .009: b\ v 1 ’a I I c .a —. u a, u .. A...\ ...! ....u ....\. .HN . .. . ..»(.. .. d... . ~ 0 . .. .- .... h .d .. . . . . .m‘ ”.8 . .. Mm, - m9 ‘NWE 383% .8. ER 80% EVE 0*.UDK 9 . MN by {9.5%. \ {uoxntvox \wvxw boxy)? \bxew, v m, bvtbkao .OCOQ lb ImlTbiT mi . 264.0 w WWN