I‘ Ii II I I l .CDCDO DESIGN OF IMPROVEMENTS IN THE WATER SUPPLY SYSTEM OF MICHIGAN STATE COLLEGE THESIS FOR DEGREE OF B. 8. 192.6 ‘ -'."mm \J . Iii-mag“ mI[IIIIIIILIIIIIIIIIII ‘ ”I” U ‘GQI. 87‘ SUPPLEMEAT’IDTW MATERIAL IN BACK OF BOOK PLACE IN RETURN BOX to remove this checkout from your record. To AVOID FINES return on or before date due. MAY BE RECALLEDwith earlier due date if requested. DATE DUE DATE DUE DATE DUE Mums 6/07 p:/ClRC/DateDue.indd-p.1 melon or memos m m um Sum! exam ' or 11mm sum demon. ' A Report antenna to the malty of moment arm common or AGRICULTURE m‘mm acumen. W. 0. GUNN Genuine for Degree or Bachelor of Boionoe. Jane; 1926. ‘THesrs In the eelection act the anhject for thie fheeie the‘lriter is indebted to h'oieeaor n. e. wooe- a: the 01m Engineering Departnent, and to Mr. Lam:- and. 111:. Miller of the Department of Builainge and Grenade. ' ‘ Since the problem ie one that till inthe oouree or a tea nonthe be covered to completion in the field. and ie at a highly practical nature, the writer ie well eatiefied. in having obtained it for a meeie. . The writer elee Iiehee to expreee hie appreciation of the euggeetione ma cooperation ahioh were accorded him by Proteeaer c. 1.. Allen, Head. of the civil Engineering Department, Preteeeore Killer and. woods also or the Civil Engineering Department, and Ir. Laura and Mr. Miller of the Department of Buildinge and Granada. mmiptiondmblu .000....OOOOOOOOOOOOOOOOOOOOOOO ”mm 0.0.0.0....OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO mm‘ “mtiu .1 &. w.urmp1’0000000000000000 selection of hpe er Hemoir and ite Diaeneione .... 0 'dl mm mumu‘ 00......OOOOOOOOOOOOOOOOOOOOOOO 11 n.0‘11m0“ Equipmt OOOOOOOOOOOOOOO0.0000000000... 15 worm” OOOOQOOOOOOOQOOQOOOOO0.0.0.0000... 14 mm 00.00.0000...0.0.0.0.0.0.0....OQOOOQQQOOOQOOOOO M ".11 m. OOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOOO :6 1 DESCRIPTION OF THE PROQEM. it the preeent time the water enpply ayatem at liehigan State College is inadequate for the needs of the College. Water comes entirely from wells, a aniflcient number having been em, but only two have pumpe capable of. supplying water to the crater. One of theee purpe ie a two- erlinder reciprocating pup which till furnish the amount or water that the College ueee for ordinary consumption, mile the other ie on air lirt pump. the reciprocating pup ie in good repair and can be claeeed ae a dependable piece or machinery, but the air lift pmp, mile being iteeli' mice; condition, is dependent for air on a null empreaeor operated by an engine incapable of running at' a high enough rate of. epeed, which leavee the unit of no real value to the mtea. he College is dependent on the City or Eaet Lancing for all ite water at on time it becomee neceeeary to chat dean the reciprocating pump, and also dependent in the race of any unusual demand each ae a fire. the College ueee a coheidereble amount or water (about 290,000 gallons per ee hour-e) and hen power available to pmp thie water and operatore caring for preeent machinery who can operate and maintain the mm. for reaeone of eatety and economy the Intern eheuld be improved. a chart time ago the State Legielature voted an apprOpriation of $85,000 for improvement of the eyeten. i'he Department or Bnildinse and creche: is planning te improve the eyeten in the enter e1 1926. It ie the till). or the Department to build what inproraaente it ie pouible to make, liberal enough md laeting, to the extent that the college can depend on these improvements to be all that the demands of the Gollege will require then to be for an indefinite period in the future. !he problem or thie theeie ie to turnieh a general deeign which will mower theee requirements and which can be built iron the funde available. he atepe iollowed in working out the problem, and as found in thie rheeie are ac followe: ' £1353, the topography of the ground in the region whereallthoehengeearetobenadewaetahen,‘ aeithaean influence on the design. m, fhe type or puaping equipment, amount and kind or! etorago, and all nieeellaueoue equipment wae decided upon. gm. the reeervoir wee deeigned. m, the piping and pmping ayatuu was designed. m, Ehe coat wae cheered. me 1eet item could be done only approximately, due to the'linited tine available, ad does not appear ae a eeparate part or the Iheeia,‘ but it no oonaidered in picking equipment as nueh no existing intonation allowed it to be. It ie certain that when final figured, are available acne chmgee mt be lade, but it the design talle within reasonable linite and the general layout dcee not need to be altered, the reaulte hoped tor in working thie problen will be reached. 1020M "‘— Before atartim work on the napping of the area of wells aid reservoir it was necessary to obtain data on the college triangulation system in order that features of the nap, and elevations, night be in accordance sith naps of the o-pus. college triengulation station rubber Eleven canes just within the area of the nap wish nade the orientation of the nap and reference for levels easy to obtain. College Station author 3 was sighted iron Station 11 for orientation. Data obtained froze the Givil Engineering Department was as none»: isinuth of line 6 to 11 - sis-Q o'r- - sea". Elevation of Station 11 - 848.51 ft. ill elevations and directions are based on these two things. to obtain several accurately known points of reference a closed mm» was run from Station 11 and the ssinuth and length of each line recorded. Later a second traverse was attached to he west side of the first. !he error of closure of each traverse and of the shale figwe as one traverse was casputedsndasitwasfoundtobesosnall (Rim) aetobe of no account, and the traverse” was not balanced. lest, a line of levels were run from Station ll, heir; trmree corners as benches with a few convenient benches at other points. ' lost of. the features and all contours were run in by transit and stadis. With the instrulent over sass station and orientated and the telescope level the rod was sighted setting over a desired point. he station, ssinuth, ctadis 4 distance, object, and in are cases the level red reading were recorded. isinuth angles were taken as measured clock- wise from the south. contours were taken at 1 ft. intervals. Iith height of instrusent known a rod reading was oonpatee which would place the foot of the red on a desired centeur. dbmdwasplaoedaroundtherodatthisreadingandthe rodnovedupmd down slope mtil this bandwas out by the horisontel cross-hair. lete headings given above were then entered under. this located a point on the eonteur and e. amber of such points at apparent turns, allowed the contour to be traced on the nap. Later levels were run to all well pipes and static water levels detenined. they aere found to be sincst enactly the me. Elevations of pinp rem floor and of other objects having a bearing on the design were also taken. i'he majority of results obtained are included on the topographical nap or in acne part ef this meeie. lotes taken in the field include all data but are held by the Deparhant at Buildings and Grounds. In tbs writer's epinien‘the laps and be depended upon to the'extent that any distance an be sealed with an error of not over 8 feet. m: oomggog 0! m gun! mm. , IhsOollegeisncwusin‘,ashasalsaysbeathe case, a ground wgter source of supply, seeuring it from coal ' measure sand-stones. be present wells are five in nusber butonlytwesreheekednpto supplysstertothe system. ‘oheertheeeierupedwedeep-eumehdthe othsrby air-lift. it the present rate of ccnaupticn the deepowell pupisabletosupplythe celleceifnoabnorssldmdssre placed en it. he deep-well pup is a two-cylinder reciprocating lift pup, which pups directly into the seine. It is in good repair having tut been overhauled and on be classed as a reliable piece of machinery and a good one to retain in the systn. be well itself is a 10 inch being the largest well sndoapabla of supplyinanore waterthanawwell inthe system. hiswellandpusparelocatedbackoftherhysicsluildisg several hundred feet re-ote iron the other four sells. he r-aining four wells are located in the region oftheboilerreos. fheyarealldinchcsseddowntoadspth of qproxisately 80 ft. rho oldest ef these sells was driven in 1000 and has been puped, until recently, by a centrifugal deep sell pup. his equipent has been Junhed and nothing resains but the sen and sell-house. no remaining three sells were sunk in about 1900. rec of then have been hooked up with air lift pups while the other has hater been in use. One of theairlifts canbesade to discharge thruapressnrepup to the system but the other discharges te the sewer and has been used only for test purposes. running equipsent tree the air-lift teneine consists of a'BupleI: reciprocating eta. pup located in the basosnt of the poser house. Arrangement of this pup , between well and resins is to be condoned. 1 men is required endutyat all fines thattheplsp is usedfor if itpusps faster than flee well aupplys it it pups vacuu, and if slower the pup rose is flooded. ‘ Storage and pressure regulation is obtained free an elevated tank 156.5 ft. high lining a capacity of 80,000 gallons. Gonpressed air is furnished to the air-lift by a Burg 14' r 1d“ single stage horiaental eupresser driven by a single cylinder 18" r 18" vertical steam engine. Due te slow speed and rihretien ef the engine and poor qualities of the compressor this sediment is practically worthless and makes it impractical to pulp water with it. he seans are provided for supplying fire demand. one is to turn on the city of But Lansing, and the other to pup from a cistern connected to the river. the former is troublesme and costly and the latter is apt to. be acre injurious than a fire for it pollutes the mains. Iriefly. the only real supply equipment the college now has is flee one reciprocating deep well pulp and a 50, 000 gallon elevated storage and pressure regulating tank. his i “we this means that so long as the reciprocating pusp operates continuously and there are no abhor-Isl demams that the college _ 7 cm furnish its on sater but inthe face of any brash down or musual demands it will be entirely dependent on outside IOWOIe 8/ At the start of this problsn it Isl known that none storage nust be provided. It is a fact established by good practice that storage sust be provided to absorb peel: loads, to aid in purifying the water‘,‘ to allow closing dam of the Niall pups for short periods,“ and to supply abnormal demands Iithout the use of expensive standby equipment which night not be needed for long periods of ties. Because all water has to be puped and there alreeu see an elevated tower for pressure regulation, it was also established that the reservoir sust set on the ground; or mder ground if possible to keep the water cool and sore sanitary. Ihe problem then in selecting a reservoir was to decide on type and siss to be used. he types of reservoir could be used, steel and f reinforcsd‘csncrete. Points in regard to each used in eating the selection are as follows: Steel 03cm Eggcgvog. 1. Cost approximately M00 per 800,000 gallon capacity. (unording to en estimate from Chicago Bridge 1. iron Works). a. Iaintenance cost high. 8. Life cooperatively short. d. shape of reservoir affords very little settling space. 8. rank is high and so scene a large lift from the sells, 6e 7e 8e 1e 1. 8. 4. 5e 6e 7. Be higher panning costs, and an intermediate pulp if air-lift equipment is used. Inflexible. If the tank. is cleaned there can be no storage in the meantime. Used but little in similar syetaos. Affords but slight protection against heat and cold. 0o te Reservo . Cost approximately $10,000 per 000,000 gellens. (According to crotch estinate received in: Christan hm). Iaintcnance cost los. Life couparatively long. Rectangular shape provides very liberal settling area. Height can be made to set low leaving a los head against the well pups. A flexible unit allowing one section to be shut dean ‘ wile another is cleaned. Used almost exclusively in good practice. Protects sater from extreme temperatures. A study of these facts showed the concrete tank to be sore expensive but otherwise for more desirable. It was decided that a sore serviceable and in the and cheaper tank could be built fro concrete. 10 sci an sic . Data effecting required capacity was found to be as follows: Largest fire denand necessary to design for {5-2.50 gal. standard fire stresss - in gel. per minute. llsximm possible rate of pmping - eso gal. per minute. Nazism duration to be expected of any fire - 5 hours. By scanning a £00,000 gallon storage reservoir designed to never contain less then imam gallons',‘- it see possible to solve .for the minim. and maximal duration of fire it would be sufficient for. [animus duration - M— - 350 ninutes - 4 hours and ' 1,250 - 850 10 minutes. Karina duration e s x 4 hrs. 10 sin. - 8 hrs. to sin. inese figures show a capacity of £00,000 gallon to be satisfactory. bison siogg . t It was found that two tanks each 10' x 30' x 75' inside built on a common foundation slab offered a flexible arrangement for water circulation, gave room for piping, did not sake the resisting head against the sell pumps too great, and provided the necessary capacity. fen feet of depth allows for an extra foot at the top in which to put distributing pipes. ll "" um. MEG agggwr. Snell consideration was given to cry type of pups other than sir-lifts. Other types were considered but as the odds ssre heavily in favor of sir-lifts, only the reasons for picking them will be given. 1. Rare aster can be secured free a sell w sir-lift pups thanby any other known means, asking a‘ valuable fire systes. s. the. over-all efficiency is good. 3. the college already has some air-lift equipment on hand. i. there are no noving parts and hence a simian of upkeep . at the sell. d. lbs sells can all be operated from the power house ' simply by turning a valve. . d. hen already engaged in the poser plant can operate the systems. 7. the wit is flexible allowing a new sell to be installed ’ with a eininne of expense and sithout «setting the rest of the system. c. All aaohinery is under cover with operators present ‘ m shenever it is used. .9’ he first coat is‘ not abnormally hm. 10. lacs installation cost. ll. Air-lifts are becoming a favored type of pulp. 18 la. i'he City cfi-ansim has used all types of well pusps and nos is using sir-lifts. boostg. f ‘ he use of air-lift pumps brought up the questions of getting ester to the reservoir since sir asst be separated from sster before it gets far from the sell, or trouble will arise in the fans of a partial separation and back pressure. ho semen methods of doing this sere considered. . gig}, sir separators setting high enough to cease graviw nor to the reservoir. ' mpg, Boosters set underground and saintsinisg a pressure to force reter into the reservoir. Quotations chewed um the boosters would cost about $100 more per well then sir-separators but this being a smell item in eapariscn with total cost and there being many points in favor of boosters, no decision sea sade to use them. fhe reasons for doing this are as follows: 1. Everything is under ground shich eliminates maxing. ' troubles and unsightly piping. a. the efficiency conpares fsvorably with other methods. 5. l‘ipes to reservoir can be made maller. i. he pressure in the booster can be varried te suit the ' particular requirsnents of am well. d. Details of the piping system are simplified. ls " lawns 33W. l'or convenience of the operators and the betterment of the syst. tse additional pieces of apparatus are suggested. One is a s 19;: pipe leading free the reservoir into, the - peserhouse aid connected with a static head recorder. Ibis sill give at a glance the amount of nter in the reservoir. fhe other is a recording venturi-neter to be set on the discharge line fras pressure m. 14"” W- the plm of. the reservoir had teen settled as two tanks on a canon base (separated by a partition well) each. 10 it. deep 1 so test wide x 75 it. long,‘ depth of water to he 9 ft. _ Ecol ad Johnsen's concrete desig tonsnlaes and senatents have been need throughout with conservative values or I, and f. to insure against cracking. Formula“ and nnenclature are to he rend in either Ecol and W Yolne I; or in their Concrete Engineers' Handbook; am that 2...... will not be given here. 111 desip 1- for a section 1 it. in width. lzazd nix. 1's 5- 12,000 to a 500 n e 1?. Done producing evertwining I W - 25:? lbs. rant at base or wall - mm a: 9/3 . 7531 n. m. ._ {I}; am . lOe‘ A 74. WdelOi inches-Dela" Steel ratio p - .00... y-phd-wowxlsxloi-Ow'lsq. in. 15 Use 8/4." round rods spaced 6 inches on centers 1. - 0.88 Bhear V I 2527 v- 7' J1 l Ze82.61hspe1'sq,.in. we is x 10.5 x .889 me 1- m. as 40 is allesahle. .. ‘v .- :- fit .57... amid 3e5561830e88911098 his is safe as ea is allowable. umtsn. ”'W’+'m' Ratio or steel routine here to that at bottom - new.» lmthtt.npele-sao. Ratio of steel required here to that at hetton - 7% ' 0e03, ceramtmruarrounpstt., methndnpefi., us one sixth tp tep. thhengh computations show that this such steel is not neededit is not advisable to do away with rare because or danger of shrinkage creche. lecessarrlugthoi' inhednent -r "£7 -W - sea Bo he on the safe side run the wall steel a distance of 8 it. into and along thahase slah. 16 Root m Designed as flat slat. Span - £1 it. ' rs - ifiooo to - 350 s - is (X Assume a?) per it. - lsof Live lead per ft. -_s_gf_ \ v - I00! x-i/euB-i/exsooxnxn .11,soo:t. lbs. d eyhmoo . 10.7 ' 107.4 as: d I 11 inches, D a 13“. taper to an desired thickness at edge. . ‘ ' rating concrete at 180 lbs. per cubic it. the assured and ' actual nights check very closely. p . .0077 is - .0077218 cll al.02 Use 514- round reds spaced 5 inches on centers is e 1.0; ‘ u. in. per it. v-s/enI-S/exsoOxzi ~3088 7 . J.- - “93 i - 35.4 Satisfactory. bad 13 3 e874 2 11 n . .1.— .. 0 “3° ._ - 49.4 Satisfactory as 2031 8.856 3 13/5 3 0.3% r 11 a bend stress of 80 is allowable. 17 w- Several widths or! base slab were considered before the one given was chosen. It was picked because it gave the least variation in stresses‘and hence the nest unirorn required depth. tor shear and wants sanple computations only will be given. 0% tions for Em Stresses. three conditions were taken as being the one well would bring out macinm stresses. m, Live lead on root with one tank full. mil» lead on roof with both .m. tall. E5, Live load on roe: with both tanks upty. Eterials and Stresses. ihese values are conservative to insure against cracking. ‘ I lit 1:19. is - 500 is - 18,000 n ~18 Barth Pressures. no reservoir was designed as setting on top on! the ground although it is expected to eventually partly bury it. his is on the saie side and provides for stresses before burying. \ pl ( Pa *1 Forces ACTH)? OI) Base 3/06 4/ m One 7506 Fill And 018 Era-’97} If . 4-; x, l" '"' {““”Z/E'235f¢?123e—+7;J ———————————————————————————— l r" — “f— ————————————————— I“! ““““““““““ "“ " 2: ——————— ‘ I _ “Silt _$‘#‘—3\ _ 5:]I2# 68'7é. 3/15‘ I 4 :LI Em??? { : WaTbr : I I I ' ‘ I I I l m 11,2324“ l : l I‘v— 22’ ___ I . l Zfl7~r | : : l \ ___._. 4 . I l ‘T”‘ i I I -I IH’ I r“ ‘irfl n w I” «1:471» it 1:. ID * Is I: z I I ' I l ‘ ' "NI ' ' I ‘ v. M}? I i I . I r : [:IK‘ I: 5 ‘: I I“ I I x I .c I l Compararlon 0f.,4£ove Forces Roof reacnons consular-m; roof as a I 7‘ 9/96 confinous Over 3 SUP/Darts 0072»- reactants tag-ml: % xzaax2/,5‘= lug-*eac‘ _z #7729»; 3 3’22 4* Inner- r'eacrlon =gw—P:%xaoaxg/£ ————————————— :t 53375 Wrof Wal/s = /0x 150*: l5oo#ea.cA- 3Wa/&-- - - — — --——: 4,500 W)? of founder/oh =1fix/5'0'-"""—“-"""”""""“"" 7*: @759 7375/ wt of canal-er é — —-—--———... __ _ ______ _ 2 19,849” 5 4F}; :- /5/z+/500== 3,1 12* F5 ———-:= 53751-1500 = 5,975"e W7? of wafer- :: 62.4 82.0 x9 = 14.232“ 73.40:? mommrs 45007” hf)“ ear] 9( ulna/47.10" .. .98 9x l/ZJZIJ ’ Darn/’7' °”’ ‘7‘ m ' {gave/4232. =Z6'294 Excearr-qu', 326-294- ---22. 5:: 3.734 '- Un/T 501/ sure n14; $.47 = /,t_ 9 = 5/ 08/ 4. 6x379 : / 04.04 HIE/“J" Iaru-s C m) j; ( ‘é—J *ég.“(/-— ”r5 ) ) Increase Penff 3' 1%: I5.5*//7-' from WAICA urn?” ifresses/ff 07' The Vet-mas secfian: an: as s/uown. Horizohn/ force of wafer 2—6357 g 9 " 9 3 2527 #- P7 7/ off 15 g 3 3'u/7. 18 W. he walls were considered as 1 it. thick to airplay computations although they are 13 inches at the bass and 10 at the top. Mt of Concrete. Concrete was taken at 150} per cu. ft. and the base slab considered to be uniiol'nly 1 it. thick for design purposes. Ibis proved to be reasonably near to correct. Positive fl ge‘ative mats. A positive ment was taken as one which puts cospression in the top Iibers and a negative moment as one shieh puts compression in the bottom tibers. D1 1. M’ 4,, up~102531xi~slaxlxixslsolboxiu«its. lfi-lOOtrssl+3lrzxi‘xlds-7moulsxi- 1501211 --7578. ID (By forces to right). '-dOOszxll .mxesxixuwv-uerou-voel- sllzxso.s-160xssxll-+aloe; (By torces to left). -5i1:83:ll.6easaxuxix'IJ‘I-marzlJ-v 6876:}87‘581-150335111J +4170. Hal-10,081. Dua7r‘am 2' Forces Act»? On Base. Slaé Bar]. Tan/rs Fir/I ’ . . 4'3fi a — fl l 0523ng 327.5 5°C“? : : —-———-— —————————__,_'_ —~————.—.—~————~—~H ~. gurxocg :h ,, .. , 1 la 3:1 23‘ 6 a? 3’.J I _ l P5 I I if I I . I I I : 1/,sz 164332;? : ! zze . : I 2.527! (2. gas-€25; r : IL I I , ~’I L“ i ‘H’ {L IA :8 IN wzlsoi/ft IC 1" I0 iii; ’T‘I I l I It ,. [Q s. l l I I Com/04173770» Of Aone Forces 5.. 5,a°nc/ Fa. are as allow»? an die ran, 1 Al/ forces due To Wafer are as 5 own on Jlayram 1 w/TA exec/7770" 7770/ £077: farm‘s are #ull. s ToTa/ w)“, on soc] = 19,649+ex/4a31=4e,312* (yr/7‘1; I70 etccflffi‘clfr) Unir 501/ Pressure: 1%: 97‘0‘t'fzer‘ 67-2477 19 113 s .1155 . HA I +98 “9 s .8721 In I ligflt 3.13.2.2.- v, - .1033 one . was Vii-8118 +150:z-108518 -.m7 '1) - - 1-132: 2: 4 lie 2 as + 11,252 + 5112 - ~14” 7° - aces '3 e .2698 VA s +800 VG I asse V3 - +808 . m. t . W. ”P1 m ° n, -eerlxiolSOxi-oses lg-quZIl-Vaal ~mlexeolsoxle --7587 In (B; forces to right). - 9.0 x z: x 11 - 11,132 x 10 - veal - all: x 20.5 - 150 all - +7485 (By forces to hit) som'xesxn,s -ee'zaxi- 7581 ~ellzzzl.e -_ 150 x 25 x 11.5 - 11,352 x 11 s .7476. so - .. 11,457 _/ Fences Acne»? On Base 514$ 3073 Tahoés Eur/7} D’“?Pam J. (A a if ‘- rfi__._L ____________________________________ i” ‘~ w ”00%: :92: 14:4. _ .1 7.. __________________ 1 r“? ------ _-— ' . ' I I as 6945* I A I ‘ I I ' t I I . g l , I ' I hf .123; I ' I I I l I I i i l , J, ,k—I’ {WIS I” wzlsvaF/ff (cw Is TI I F'- Comlpurarlon Of Aéove Forces 5; [5200:J E are as o‘er", on Jliaymm. Fines 7f Wafer- an: Inch», anal five/t [5 I70 ecc. curt-16,7}. I, 2‘ 9 8+9 — . 4-, /$$. . t “v 7‘ SO// fressure _L_.z____—4_; _ 4- Fer‘ 57 f ’5 -{g Y, .' ~9d0 «t 150 . ~790 ‘ Vfi-JdeB #3118 once-+1532 in e 940 x 82 + 11.,st It all: + 150 x 28 . 4,055 v5 . - 772 hog Dime 3. m2,- ltp III 145 [E a 097‘ up I- .11.?“ Shears. Yr I 0-291 73 «- +2530 7]) '- 65890 Yé I- 0880 Nazism sonents and shears at each section - moments in it. lbs. . and shears in lbs. WQJWLF II «Lu-o l. s 6 <3 laments + m .. ' ‘ ‘ , " 10,08: - _ 7557 14,455 shears + see .2550 son .,a.. - 790 case 856 5,056 laments at other sections correspond to the above. Intent 5 1t. 1raa partition wall tor forces on diagram 1. ~541:17:8£~e265xl?xix5.67~150rl‘7: ai- 5112 x 15.5 - -7,890. lament 2 1t. tron partition wall. ~541150310 +518:20:§rd.67-5llaxla.5- lmeOslo-+l,ioo - he above computations show that the ment is 0 1 distance or s} it. from the partition sell and that the rods should be carried about 1.5 it. each say beyond this point to meet any unl'orseen conditions. mg 01 51gb. Section 3. . a - 3%? - 10.6 saw 11" 8eotio_l_li . a - M - 13.95 Bay 14'. u - gection 0. a.l9-:£;—i’£-ll.e Sula“. tor advantages of uni10rnity the 14 inch depth with a total depth at 16$“ will be used throughout. g 32.1 gt rartition Hg. i'ry 5/4” round rods spaced 6" on eentere u I- 0.88 p.£ .439... .,oo§g5 bd l: x 14 table 5 at handbook shows 1o: p - .0055, k - 0.895 and ’ a - 0.901 z-pia J -.oosas:ls,ooo:.eol {one u - m3 in lbs.- in 1t. lbs. - 55.3 x 14 x 1. - 11.150 1t.lbs.- s. - 1 10 111.48 inch lbs. - I} 1s w ft. lbs. - i x 500 x 0.901 x 0.395 x 14. r 1d a 15,100 1t. lbs. I. - p is :42 it. lbs. . .00525 1 122000 I: 0.901 x 1. a: la - ll,‘ls0 1t. lbs. these results all show the resisting moment to be slightly higher than the actual mat and hence the arrangement 01 steel is satisiactory. lake these rods extend 4 it. each side ot the center or 8 1t. long. 1? 0-9120! m L. - .9039 i 14. x is - 1.15 Beet/d inch round rods spaced 4 inches on centers.” - 1.52 mm these rods within 1 1t. 01 the partition wall and to the outside 01 the foundation. 1“ 8.3t1fi e the mat at 1 is so asll that a arbitrary amount at steel can be used; say i inch rods spaced 18 inches on Cm.”e .. Invggtigggcn tor shes; at worst section. T 3 W . 88.6 13's m Ugo inch. - 3&t1lf30t01‘7 18 I 9889 I 14 kinematics for bond a} ”2.1m. n - “m a ‘ I 55 1b.. pr .1. in. 8,355 I 5 I 0e889 x 14 satisiactory. 2.1.2.213. the piping was sispliiied when information was received from use dirterent sources that boosters would work. According to the Sulliva naohinery Coupany's Bulletin 71-5, the preper sise booster to handle a discharge at 150 gallons per minute, is 50 inches in diastol- and has an outlet pipe 5" in disaster. 1 suction line already in the ground, for the purpose 01 pimping raw river water for iire use shortened piping design. still more. his line is so large that it can be used without question. ' It seaed advisable to use check valves on the boosters and run all wells into a season line increasing the sise o1 line as another well was added. Area 01 5 inch pipe - 19.555 sq. in. ‘II '5' II . 50.255sq.in. - . ‘lo ' i . 75.54 sq. in. “ to avoid using several sises o1 pipe it seened desirable to use 5 inch pipe to the point where the second well Joined and 8 inch from there to the reservoir where the tourth well Joined. Inside the reservoir 10 inch. this gives a greater increase in'area in every case than the addition 01 110w 1ron a well calls for. 25' mm. The only design needed tor sell pmps is the elevation 01 1ootpieces. since static water levels were found to be practically the sac in all wells the operating levels were reasonably assumed to be the sL'ae. Height 01 point 01 discharge was taken as a theoretical point shoes elcwation is elevation 01 discharge pipe at 39.10379311” fractional loss in booster and pipe line. these losses could not be computed by hydraulics because 01 the probla in the booster but iron data received iron the Sullivan Machinery Oompay it seemed saie to take it as 5 it. necessary operating submergence was taken at 55$. Elevation at discharge pipe at reservoir - 8d5.00 Read less I- 5.00 Elevation 01 discharge point (Theoretical) - 851.00 nevation 01 static water level - 810.00 1t. Drawdewn . 100.00 operating elevation .. 710.00 ft. 551 - 710 - 141 it. . total 1i1t - 40% o1 required length 01 pipe. I Length 01 pipe (theoretical) - Lfi . 31g! 851 - 518 - 559 - required elevation 01 foot piece. 26 !he greatest bottom elevation recorded for any well is 55? and asthere is much silt in the bottom at the wells it appears that this elevation 01 1cot pieces will be satisi’actory for after the sells have baa pumped a in hours the silt will clea out and give aple clearance. U5 "3 I . l.!biIsi\I....l\lll('bIl 7.15.5. '. I _ . n. a .. . _ n ... w... “l .— . . . ... A. . ... .0. . a ”a n) .m. .-.... M . ... . w... L ... u, n V .5” u ml . m .n w 3' . ...\\u .u w. -5, E m n a. ...-q.“ . ...u m ...-1.1., 1v. _ w . .1. at. a... .... .. . .. .. n. {“0 E 4: m . can ... . . if. m .3... . 1 . . .4 . . v . . .. ... inks .1. 14...“... .... .. ......_ .. I .x .. .... 1.. . i. t... U... . . n , . “w n. ..n. WEB... J... .. z ...m I. ...X..... . . w. “M w “.4 .. X Ham." ...... . ma .... . 1...... . ...r». t .... .. _ ... MIL“: ...: aw .\ . . ./..n. n «mu? 1 r m. .p . w i. . . H v . I . . 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Still). :4, fulfill: Illrvtlntvll I) SIDE ELEVATION 1347; —+——[—— 3—13; Jr-I I flflfl TITIII IIIIIIIIIIIII IMWNJN. J! .Fer lo f7": of yer-flea, wall *- 3-7 Cu. yd:- s‘flKVe“ “wtoaawd 0 0000‘s.. J J 1 3.3.... He" .. .Il" ‘Il‘l. n a as .... 8. spar. \ _ o x 4. — Beer/ass 5 E— __1_I mIX "3?" ‘d ’l‘ 32: ConcreTe —- / Carmen?- a. O O ghouls 12* 1. r2. é Ii . #— — .lll’ .UHMIIIIHIGUIIII\ 45—3" 1 l_./_é .... LC 5” $7on a"; 15 5 ~ anew“? 1:- :I t : weft CROSS-t SECTION AA 43% 0" 73> .5 ~25” lohj« Io" “ 14"3 H31. $71“ -<—————A, = Io'-9-"—-————->- \éwg‘fon ~5flg 5'5on we 72 n ”2575-; WALL STEEL _ . _ «on whiter?“ _ .5 4—— A2= 6'—-o" f 1E A023,_ou ICHIGQN STRTE UNIV. LIBRRRIES III“ 6 1718 312935002