upgvtvmoo‘-. Q . . 19490:: . u M. ' fit 09 [a g i. g aPhflsJM' H L \ 1 \ l I” III I III 4 DESIGN OF A WATER SUPPLY DISTRIBUTION SYSTEM 30R VERMONTVILLE, MICHIGAN Thank for the Degree of Ba 5. WCHTGAN STATE COLLEGE Cl Rhfhnflh i946 .THESIS ‘ T TTTTTTTTTTTTT TTTTTTTTTTTTTTTTTTT I3 312 293010885220 TE“. PLACE IN RETURN BOX to romovo this checkout from your record. TO AVOID FINES return on or bdoro one due. LIT-ED ‘ij IQ 7 DATE DUE DATE DUE DATE DUE MSU Is An Affirmative Action/Equal Opportunity Institutlon Mums-9.1 The Design of a Water Suhnly Distribution System for Vermontvllle, Uichlgan A Thesis Submitted to The Faculty of XICHIGKN STATE COLL238 of AGWICULTUTE AND AFFLIED SCIESCE by G. R. Smith Candidate for the Degree of Bachelor of Science July 1946 THESIS TMEWOFCQUEE '11 TI ACEQIOYI'LBmf-TEHTS....oo.o.....o......ooooooo-0°°°°'°"°°'°'"""" Fm-nlimngoococoon-00000.00.oooooooooooo-o-oooooooooooooooooOOoooo PKRT Io...-000009-0000...oooooooaooooooocc.onoooooooooooooooooooo POPULATIOHIAHI’COfiSJMpTIOH STUDYOOOOO0.000.000.6000...0.. Population and.Estimated.Growth...................... conS‘dnlption rates.....on.....oo.o.....o.......... PmT III...0.0.00.0...OIOOOOIOOIIOODOOOO.OOOOOUOOO.0.......I.I.OI an 'cn r4 r4 rt F‘ of m WAT‘Ifl IXS'TflIBUTIO'? SYS?WI................................ Instribution Pipes................................... Location.......................................... Size.............................................. Vdrvas and Fittings.................................. Hydrants............................................. Pressure............................................. Eflevatcd.Storage..................................... Purpose........................................... arr-)6.-oI.OOOCOOOOOOOCDOOOOOOOOOOOOIOCOIOOOOI.0.... IO‘OQCOO'D‘IQOUIUI c‘zpaCiWCOOOOOOOCOOOCCO.CICCOOOO0.00.00.00.00...O. IO Location of overhead.storage...................... Service pipes and meters........;................. 9 PJRT 111..............o.......................................... 11 ESTIEIATED COST 0? m SYSTEJ............................. 11 LISP 0i. RmfiICESQIDOOOOOOOOOOOOOQOOOOOOOOOOOCOOOOIOOOOOOIOOOOOO 13 APD'ETDIXoooo0.00.0000...oo-ooooooooooooooooooooooooooI...00000000 13 8’7. 3,1,“, GT14‘I” ACEIOIILBmIIEXITS me write 1113199 to apron his appreciation for an anis- tanoo and cooperation given him by the Civil Engineering anartmant. Ho 19 partimzlafly indebted to G. 1.. Allen. Professor of Civil niginaoripg. c. B. Andrews. Associate Professor of an}. Engineering, and I. W. Oceans. Assistant Professor of 01711 mgineoring. M”?(ED his design of a. rater supply distribution gate: is for the village of Vemontville in Eaton County in the State of Michigan. Yemontville is located in hilly country with no previous water distribution and with no sewerage. It is a. smell taming com- munity with no industry and no prospects of growth, Neither 1. Vermont- ville a wealthy village. a. factor which has largely influenced the design of its proposed water supply gates. The entire cost of the project is to be raised by a bond issue to be retired over a. long period. me indebtedness of the village will be rather large. so filmughout the discussion and design. costs have been kept to a minimum. It is the only way Vermontville can afford a water mpply for the public. The source of water is to be non wells driven in the central part of the village. from the wells the water will be pumped to an elevated storage tank and thence by gravity throughout the distribution system to the consumer. more is no water treatment plant. the features of fine design included in this thesis are: 1. Design of the pipe system 2. location of valves and hydrants. 3. Design of the elevated storage tank in respect to height and mcity. 4. A cost estimte of the systan excluding the wells and pumps. PART I POPULATION MID CQISJPIPT ION S'lUDY Bmgulati on and Estimated Growth 'Ihe village of Vermontville is a typical farm center with no industry and with no reason for it to grow. It has had an almost con- stant population for the past twenty-five years with a maximum of 585 in 1920 and a minimum of 564 in 194‘). A comparison with other villages of the same type, population, and lack of inmstry,shows no probability of increasing growth. Hone of the standard methods of estimating the future pennie- tion gap]: to this village as can readily be seen by looking at the graphic represmtation of its youth in Fig. 1. However. mme allowance must be made for the possibility of gowth however shell that possibility is. After considering all probabilities. 50 per cent was added to the present population as a possible increase diring the life of the system. This gives a worldng figure for design of 800 persons to be supplied with mter. gpnsumption rates On comparison with otha‘ toms of the same pornlaticn, and con- sidering the following item. a figure of 80 gallons per capita per day was decided on as an average daily consuls-“non to be expected. Factors affecting consumtion rates are: no 0 I? “'0 ’9‘0 ’00 800 600 500 1/00 200 Ma -3- 1. firstan will be metered. 2. There is m indsitry. 3. Average water rates are expected. 4. Vernontville is a mall commity. 5. Geographical location of VermontVille. 6. Quality of water expected to be @od. 7. Normal pressures will be maintained. 8. more is no smverage system. A break chm of the expected average daily consumption rate is shown in Fig. 2. Use 2 Gal. per capita per day I Per cent of total » z : —— A a mmestic 3 ‘D t 50.0 Cornercial : 10 i 12.5 Public : 20 i 12.5 Loss and waste I so : 25.0 'ibtals : w : 100.0 3 ! ‘ihe maximum daily consumption rate can be expected to be 1% per cent of the ava‘age day or 140 gallons per capita per day. The mximm hourly consumption rate can be expected to be 150 per cent of the maximum day or 210 gallons pa‘ capita per day. The fire demand is determined from fivicliling'e ibrmla on the basis of fire stream of 250 gallons per minute where Q = WO/I’Opulation in demands” . Q = 700/300 """’ . 625 gallons/min. The total demand at any time is equal to the maxim hourly -4- rate plus the fire demand or 210 gal/capita/day '-' 115 gal/min 1* 625 gal/min Total " 740 gal/min or 43.4w gal/hr. PART II WATER III SMIBUTI (II 381‘”?! The water distrihltion systen includes the pipes and fittings. valves. hydrants. meters. and overhead. storage necessary in controlling the water from the pumping station to the consumer. mstfibution Pines Location All water pipes mom on the maps are placed as near the pros—- pective consumcn's as possible. A few dwellings desirous of water are neglected the to their isolation which mices the price of service too great. The centers of streets were reserved for possible future sewer installation. and the water pipes are to ‘be placed between the street edge and curbs at a. minimum depth of 4%; feet. Since these are design and not constmction maps. the enact locations of mains are not shown. 'me pipes are shown on the side of street containing the greater number of prospective consumers in order to conserve expenditures in service pipe installations. Gross connections are as close together as economicaliy practi- cal. The dead ends although not good design, were unavoidable (he to street layout and extra. expense involved in closing than in. All dead ends are fi tted with risers for flushing if a hydrant is not on the end. Trial and mm has proven the best method of desigiing the sizes of the pipes in a distribution system. Since the systen is of the gravity flow type, the writer first secured elevations of all street intersections and of the prospective site of elevated storage. He found the bulk of the town fairly level except for the end of South Hain Street which was 100 feet below the ground level of file storage tmk site. The governing features of design are the desired fire flow and pressure at the most distant points firm the elevated storage. and a. minimum desirable size of six inch pipe as recommended by the National Board of Fire Underwri tere for satisfactory hydrant supply. Five hun- dred gallons per minute at s minimum of 20 pounds per square ind: pressure is recommended by the National Board of Fire Underwriters, and these figires were used to determine the satisfactory size pipe lines. These were determined by the head losses in the cast iron pipe from storage to outlying points of the system, using the Hazen-Hillims formla and desi"’ning for 20 to 33 years hence. me differmt heed losses for trials of different size pipe IBTO compared with necessary height of elevated storage until the discharges at the control points of the system were as sham in Fig. 3. ‘ihe dis- charges shown are from a 100 ft. storage tank timing: the size pipes shown on the mere. The total water consumption for other than fire does not enter into the design of pipe size because it has sich a slow rate in compari- son to fire demand. Fig. 3 I I T I I location I Distance I Equivalent I Loss of I Read loss/ I Recharge I from I pipe size I hydraulic I 1000' 8 in gals. I elevated I I head in t I per min. I storage I t ft. at I I I I I eoflnn I I End of H. train I SILESOT I 3.4" I 65.3 I 18.95' I % I I I I I " " S. " I 3900 I 5.0 I 173.8 I 44.5 I 530 I I I I I " " E. " I 4110 I 6.5 I 72.3 I 12.3 I 610 I I I I I " " s. " I 2810 I 6.3 I 87.4 I 33.1 I 845 I I I I I Valtles and F1 ttincs Valves are located in the $811531 in sich a manner that no more than two blocks and not more than a. thousand feet of pipe need be iso- lated in event of a bad leak. They are so arranged that ‘ not more than two or three valves need be riosed to do this. Crosses or toes were placed at all points where streets may be devolOped in the “future requiring additions to the system. All valves are gets valves that can be oprmed and closed from the surface of the grouncL Hy drants Hydrants are located on corners throughout the system wherever possible with 800 ft. as the minimm distance between. Exceptions are found in cases of isolated groups of homes which resulted in a consida- able saving. Ibrdrants are all on the 831218 side of the street as the pipe which saves the additional cost of crossing streets and redices head loss in the branch pipes. ~8- Wi th hydrants arranged as snows on the map. there can be at least four streams available on any building. The hydrants are to be six inch. Uprld'lt. with two outlets. A mte valve is placed in the braid: pipe near the hydrant. Pressure With the determined 100 ft. storage tank. the available head is 115 to 12D feet. Other than the case of fire, this head will main- tain a pressure of 45 to 50 pounds per square inch tbrmgnout the system. ‘lhis is an entirely satisfactory figire. for there are no buildings of over three stories in the millage. It is also the recmended pressure for cast iron pipe systems. Elevated Storage 036 The elevated storage tank will serve numerous needs of the system They are: 1. Insurance against power failure or break down of pumps by the storage of one or more dye 811an of water. 2. The equalization of hourly and daily fluctuations of demand. 3. The equalizing of pressuretr domestic service and for fire lighting. 4. The maintenance of nearly uniform head and di 3- dxarge for pumps. thereby reaming; Operating costs. -9- 5. Improvement of pressures at distant points from the storage (hiring maximum demand. 6. It will avoid 24 hour pumping operation in this installation and permit pumps of sreller capacity. thereby r ednci ng cos ts . 'lhe type storage tank will be of steel construction and built entirely above the gound. It was previously determined in the study of pipe sizes to make the heig'zt of the tank 100 ft. Canaci fix The especiw of the tank is designed in respect to the purpose it is intended to serve as well as safety and economical Operation cos. In this case. the capacity is based on the storage nee- ‘= m {a ‘ E5 _ , @ :Eioc bk ‘ \\\\\\ see ”M \\\\\\\<<\R\\\\\\\ 1%?" \ _ ‘1‘ . ' .' /7/e B J ‘ . -/V07'E5 ' ' -. ADAMS. SIDE/N9 ‘ ;‘ 1‘ .579557- //7 add/172317 '7‘0' Vd/Ves‘ Mam - ' . . on map, gdfe V4/Y68' are robe ; ,_ . ' . . ,_ _A a} Pl. A TE 1 ref one/I brave/)9: fbfiyo’ranfa’ _ ' 1 , ‘ E ' _ ' ; _ . ‘ e. WATER SUPPLY “_ at ‘ ' -‘ ‘, ” " ' ' ’ ' _D/57R/5U770N 5Y57EM . ~ ,, * . VERMONTV/LLE MICHIGAN. ' M/CH/GA /v 5 7A TE COL L E GE JCALE - 1":200’ DATE: 6-20-46 -G. R ISM/TH f 5 TREE-r 3960 F667“ 7‘0 ”WALAGE Luv/(r; \\\\\\\‘ \E . ;;\\\\\\\\\\\ a \. \‘\\ ‘A a?“ 103.3 . Ls‘ . \ \ \\\\ f:- ’7' '\{\T\R\\<\ £YT¥?£?£?7T' ' 11‘ e \\\-\ \ .. J0!/77* ‘ g, \ .5». .5..55' -6“... _ 16.934 . . . . ' . .’ _ . . H .'d;, .' 7 .i,‘ -~¢‘.‘a‘.4._'; >3"? 5.1". -77... __- ~_ - A" x ‘ , -; 7571/1/35 1-... .--.'s .‘ -.- “ .- . .r’. e . - ' V ‘ l 7‘ ‘ I' > > < ‘ ‘ ., A idle. 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R 5M/ TH £3 All/IV .57: ‘ A‘H MA ”v __.:7ve££7‘ MERCANT/LE ’ ' 0/5 TR/C 7' PLATE 4 WA 775/? SUPPLY DISTRIBUTION 5 Y5 TEM VERMO/v 7' V/L l. E MICHIGA N M/CH/GA/V 577475 - COLLEGE J‘C‘A LE : 1": g 50’ 0/} 7'5.- 6-22 -46 G. R. 5M/ TH 1.11“ y. . vtva .. I. .l‘l‘l‘ EDPILE I MICHIGAN STQTE UHNIV 1 1 11111 1 I1 119 1111 1 1111 101M 088 LIBRRRIES 111 1 11 5220