0; .3'1. ' "’[!).¢'§.ir$ I f I-fo‘l‘._,. 5.. .’va-n" . _. d o t b 'X 5' . - -. _ .1 | . I n. 0 ‘ 1 'l . " 'u‘ A . I D 4 '. '0 o .- "I - ' On . . O , . v" . -_ o ~i'_". .la ;». . . ..f . ‘ I. . ‘ :- up. ., ‘ "t. 'l A .I 't . ,. ._‘ LIBRARY Michigan State University SUPPLEMENTARY 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 RECALLED with earlier due date if requested. DATE DUE DATE DUE DATE DUE 6/01 c:/CIRC/DateDue.p65-p.15 //é;wer System for Ovid, Michiga?// A Thesis Submitted to The Fachty of THE MICHIGAN STATE COLLEGE OF AGRICULTUFE AND APPLIED SCIENCE by A. F. Sheldon F. W. Robb fl Candidates for the Degree of Bachelor of Science in Civil Engineering. June 1925. Fore word In view of the fact that all of the states are passing laws compelling all sewage to be treated before dumping. , into natural water courses and forbidding the use of private vaults and cesspools in municipalities; the writers deemed it wise to investigate a suitable small town in view of designing a sanitary sewer system and diSposal plant. The writers have chosen the town of Ovid, Michigan, for this purpose due to the fact that is is a general problem with no existing system. It is also desirable as it is the home of one of the writers and interest in the welfare of his townspeople was uppermost in his mind. -1- 5 WP 101 ft)<"; Location and Present Condition The town of Ovid up until the present time has no system to care for the sewage. the town is located along the Maple River wnicn for a few weeks in the Spring might care for the sewage by dilution. The rest of the year, however,the flow is so slight that any quantity of sewage dumped by a municipality would polute it. The land lies in small ridges with intervening valleys making a simple system hard to obtain. The southern portion of the town is very flat and low and can be drained directly to the river. The north part of town drains into a valley and tn water is brouwht down a natural ditch to the river through the west portion 0: tne to n. These two natural divisions brought toqether in the southwest part of town. Ovid being of small population has never deemed it necessary to install a sewer system. it is inevitable that in the near future they will be forced to do so. it will be much more necessary if the population should increase and the protiem which is now relatively easy will become much more difficult. There are at present a few old sewers extending through the business section to care for storm water. The seWage problem is cared for by private outside vaults and cesspools. These are far from being the best of their kind and some improvement must be made in these if the problem is not solved otherwise. The storm sewers empty into the river at the foot of the main street and consequently all its effluent, of which some is sewage, must flow past a large portion of the town. The sewer line from the school empties into a small natural cpen ditch and thus causes a great deal of odor before it reaches the river. As the town is located in a very fine dairy district it has its share of creameries. The largest of the two is the Ovid Creamery Company. This in itself presents a big problem for Ovid as this Creamery is a substation for the Connor Ice Cream Company and consequently has a great deal of waste. it uses 268,000 gallons of water and as near as can be figured pours the same quantity into the river during the morning hours. At the present time this Creamery has an eight inch line from its plant to the river emptving just outside the town. The other creamery called the Clinton Creamery is a great deal smaller using 4,000 gallons and dumping 3,800 gallons during the day. They dump this into an cpen ditch. This stream is slow flowing and the area around the ditch is contaminated with slimy precipitates and a very foul odor is emitted. The only solution of this problem is to allow these plants to use the municipal system or install suitable drains to a point well downstream from the to n. The latter will be tne logical solution as will be shown later. some action must be taken immediately due to orders from the Board of Health of the State of Michigan. Preliminary Survey The writers having chosen this torn thought it advisable to consider any existing lines with the thought in view of including them in the proposed system. These were carefully investigated but were found to be so inefficient and so undesirably located that any thought of incorporating them in a new system was dIOpped. The first field work to be done was to make a tepographic map of the town. This was made during the winter vacation 1924, '25. It was thougnt'sufficient, after looking over the ground, to take elevations at street intersectisns and at intermediate points on the east and west streets as this is the long way of the blocks. in some cases it was necessary to take them oftener due to sharp breaks in grade. After this work was done and the elevations figured, the map was plotted which will be seen as Plate 1 in the bacx of this book. A system of semi-permanent bench marxs w.s left the whole length of Main Street, taking the elevation of the mean river water as 100. The water elevation on the west side of town on Front Street was taken and found to be about five feet lower than at Main Street. This slope insures sufficient velocity to carry off treated sewage. The high water mark was taken and at the location of the disposal tank the elevation Was found to be 104. Preliminary Design The next problem to be faced was the design of the sewer system. Because of the lowness or the southeast portion of town, it proved very difficult to met a satis- factory gravity system. We, however, overcame this but found that we had five places at which we must secure per— mission to cross the railroad. We were assisted by the fact that the city is using the river bank as its dumping ground. Eventually the around outline on the included map will be raised to anepproximate elevation of 110. We then interviewed the proper railroad officials as to crossings under their right of way. They would under no consideration allow five crossinrs. The maximum number of crossings they would allow was two and these on one condition. This was that they be allowed to lay the pipe with their own fang or to be allowed to send an engineer to superintend the work. This obstacle caused an almost entire abandonment of the original system. We then started in on an entirely new design. The primary idea or thought that had to be held in the mind of the writers was to cut the cost to a minimum and yet to have as effecient a system as possible. This is die to the fact that Ovid is made up of retired farmers who are more or less well to do. They do not wish to spend an exhorbitant amount of money but still wish to have everything necessary to comfort and well-being. Therefore we were forced to keep as near as possible to their conservative ideas of finance. -7- Final Design These obstacles surmounted and the new design under way we found that a gravity system would be enti ely inadequate. This necessitated a pumping plant to raise the sewage at the disposal plant. This gave us approximately nine more feet of fall. Thsrneant that we had Slope enough at almos: all points to obtain cleansing velocities. These velocities as given to us by Col. Rich, head of the Michigan State Board of Health, are as follows: 6' SIOpe not less than .e% Vel. not less than .6’/sec. 8n n n n a _25W n a u n .4. n 10" u u u a .2 n u a u .29: n 13. n n n n .2 n a n a .33: n 15" a nu a n .15 u u u n .15: n 18I I n I I .15 I I I I .15! I 20!! I II 3 n .15 n I n I! 008' ll As was stated, at almost all pdnts sufficient fall was to be had to give these slopes and velocities. At the points where there was not, we put flush tanks iito Our design. These tanxs which Will be shown later are of the automatic tyce flushing four times each day. These require very little care and as the municipal water supply is unmetered it will prove a verv cheap and efficient means of cleansing the sewers. In designing the size of the pipes we took an average block and counted the people living in it. Then after com— puting the area we found the average population per acre. This figure we took as fifty for the residential section. For the business section we took a higher figure of ninety. As the water is not metered we had little to go on as to the water consumption. We arrived at the figure of eighty- five gallons per capita per day after study of conditions of other small towns and what little data we were able to collect at the water pumping station. We decided that the greater portion of this water would eventualiy find its way to the sewer and with the increased quantity due to cistern water the same amount could be used as the sewage per capita per day. From the study of charts it was found that the maximum hourly flow was approximately three hundred percent of the average hourly flow. This large quantity is the quantity for wnlcn the sewers must be designed. After the amount flowing in each line was found the size and velocity were determinei from charts drawn up from Kutters formula. The lots in Ovid are on the average sixty feet wide. This made it easy to stOp the lines back a considerable distance from the intersectisn and save considerable expense. It was at first thought advisable to run all the lines at each intersection to one manhole but after proving the above statement it was decided not to. This system has one advantage, however, that during the cleaning of the system there is only one manhole to locate rather than three or four. This is often a great help especially on gravelled or oiled streets. Values will be given to prove the economy of the stOpping the manholes back from the intersection. Take for example a corner where there are two lines ending and one going straight across. Cost per ft. for digging, laying and backfilling $1.00 Cost per ft. of tile, average, .90 Total $1.¢0 Cost of one manhole $35.00 if tile are stopped fifty feet from prOperty line we have: 50 + 50 4 50 (for street) = 150' saved. $245.00 Saving on tile. 150 x 31.90 3 x$35.00 $75.00 Extra cost of manholes. $245.00 -$70.00 = $175.00 Total saving on one intersection. These figures are, of course, only approximate but go to snow that the plan adopted was by far the most economical. -1o- Our final design had only two railroad crossings and after further negotiati ns with the railroad company they agreed to put these in for cost plus fifty percent. The section under the tracx is to be made of acast iron pipe as clay tile would crack under the vibration of the trains. it W18 possible at most poinb.to keep the sewer down to a minimum depth of seven feet so that it might be used as a cellar drain. At the greater number of such places as it was not possible there are no houses and so it will be possible to set the houses at such an elevation as to still be able to drain their cellars to the sewer. This eliminates the extra expense of a storm drain at a great. enough depth to care for these drains. -11- DiSposal Plant The diSposal plant as has been previously mentianed was placed in the southwest portion of town on the river bank. The pumping plant is to be on the east side of the river while the lmhoff tank, dosing chamber, filter beds, and drying bed are to be on the west side. The sewage will enter the well pit at an elevation of 101. There will be a small tans here to care for the maximum flow. it will flow from this tana through a screen made of iron rods placed at an angle of 45 degrees across the opening to the sump. it will be pumped up by means of a centrifugal pump capable of caring for 250,300 gallons per daz. This pump Will be supplemented by a pump of twice the capacity to be used in case of emergency. The sewage will be raised to an elevation of 110. it will be carried across the river in an 18" cast iron pressure line. From this it will go to the lmhoff tans. it is here that all of the solids are deposited. The tank will be described in detail later in this write—up. The effluent will leave the tank at an approximate elevation of 109.5. it will go to the dosing chamber. This is a tank which collects the effluent and discharges it at regular intervals onto the filter beds. This is done by alternating siphons. As we have only two beds there will be only two siphons necessary. -13- These are so set that they will trip approximately every six hours. This gives each bed a dose every twelve hours. Each dose is large enough so that it will taxe approximately six hours for it to drain through the bed. This gives the bed six hours to rest or aerate. The beds are underlaid with tile whicn carry the effluent to the river. This effluent is not in a nearly stable condition. That is, all solids have been removed and all of the nitrogen oxidized into nitrites and nitrates. There is no ouor emitted and there will be no danger to plant and animal life in the water. it will hot, however, be entirely free from bacteria but near enough so that it will be free fr0m them within a ver few miles. There will be no other treatment necessary to comply with the new state law v n of MiChigan. J Pumping Hlaht The savage is taken into the well oit through a screen made up of 2" X %" strap iron with 1?" Opening between them. This takes out all debris that might fall into the sewer,also anything in the nature of cloths wnich might be flushed down the sewer. This mater‘al if allowed to pass into the pump might break it or at least clog it and cause a great deal of expense and delay. Also they would not be digested if they reached the lmhoff tank. This screen sho.lu be cleaned at regular intervals. The sewage pit is ten feet deep and twenty feet square. This gives a storage capacity of 25,000 gallons to care for the rush flow. The bottom of the well pit is seven feet above the bOttom of the sewage pit. Tnis means that a flap valve wilyhave to be installed in the top of the suction line in order that the pump will prime automatical y. The pump is to be Operated by an electric motor. There is an automatic shut-off and starting box so that the p.mb will stOp automatically if the sewrge pit becomes dry or the pump breaks or will start automatically if the sewage rises above a certain point wnen it is not Operating. -14- There is to us an auxilary pump to care for floou flow and to care for the flow in case the regular pump breaks. The motor on this pump is to be automatically Started if the sewage reaches a dangerOus level. The capaci1y of the regular pump is to oe 250,030 gallons. daily and of the auxiliary pump twice that amount. A detailei drawing of the well chamber will be found on the next sneet. 085/3?” ofVVel/ C/Iarn'ber Capacify of Pif 25000 90/. Max In {low IZOOO 90/ Well hat/.58 l I l l I n l : To Imhoff fonk i ctEj// ' _:_ l l? / " Pres: are Mair] Groogd_ §/§u_ I/o' __ _ .. _ __ ‘(F:—-— __ ‘ " Cenf‘rl-{ga I PU” nuoos Cap. 350 00 Elev. IOZ / f r , l _,' Q'H— 1250" r sewage : Well x? : t 3’ a l 0 O . \ sl t b. l ! zl-o' :1] P/a/el' -15- Defai/ o/5creen 123* pomp/hf] Chamber I l g ;/ m7 fi—I \D /f”/flfel’"/ [n/cfzo" ____.______. k Zo'-o" 6'"— _ 0 7‘ 2f— 0” ll - 7 trip! 2”" :13":- 51‘rap Iron .3" [’81th rel)»: bar; -17- P/af'e/3. Imhoff Tank This tank is for the most part merely a seiementation chamber. The sewage will remain in the tahx for an average of four hours. At the time of day when the maximum flow occurs there will a larger percent of liquid so that a four hour retention period will not be necessary. There are baffels at both ends of the tank to break up any currents which might form at the entrance or outlets. This insures an even undistrubed flow causing the solids to drOp out very rapidly. These solids are collected in the lower portion of the tank in the sludge chamber. The sludge is allowed to remain here for a period of eight to ten months to ripen. At the end of this time the solids are in a form of sludge of wnich about eighty-five percent is water. The portion of the sludge in the power portion of the tank is drawn off and Spread on the drying bei. After a short time this will have drained out and be in a spadeable condition. Only a small portion of these shlids are drawn off each time except in the fall when it is drawn down as far as vossible and still not have raw material come out. This is because there can be none drawn off during the winter. The hydro- static pressure is as a usuall thing enough to force the sludge cut as the outlet is below the water level. if, however, -18... the pressure is not great enough it can usually be started by loosening the sludge by means of a stream of water forced down the vent in the outlet pipe. There is a considerable amount of gas formed in the digestion of the solids and sometimes this does not escape readily due to a thick scum which forms on tOp of the sludge. This scum must be brOken up or the tank will overflow. This is done by forcing rods or streams of water down through the gas vents on each side of the flow chambers. This tank is tventy-five by fifty-one feet inside measurements. There is a wall extending through the center of the tank the short way to divide the two sludge pits. The flow chambers extend the whole length of the tank. They are nine feet and one-half wide and fifteen feet deep. The last six feet is on a slope of one and one—half to one forming a V bottom. The detail view of this tank will be found in the bacn as Plate 2. -19- nrying Bed The dry ng bed as has been mentioned previously is to tits care of the sludge reroved from the lmhoff tens. Tpis D square. It is cons‘ruct.d With a 5 gr baa is thrity-five fee' \ floor of puddeled clay. On t0m of t;is is #laid th? dra'n tile. There are six in. vitrified clay drain tile laid with a side joint to permit 543 quick drawing off of the 1iQuid ‘ these are spread graded Cinders 5") in the sludge. On tor o Jith fine on toy. The tile should be covered to a dent; of A ‘. about six inches. The siias are naie the saze a t.e floor (13 and extend four feet above the cinde_s. The effluent from this bed is carried directly to the river. The dry Sludge is 18 oiorless as :he ve: ani forms very good ferfilizer. -30- Dosing Chamber This tank is fifty feet square and seven feet deep. its use,as has been stated,is to collect the sewage and dose it onto the filter beds at regular intervals. The average interval for each bed being twelve hours. This dosing is done by means of twin alternating siphons. These worx together so that one dumps every six hours approximately. There is a slight loss in head of three and one-half feet through the tank. Tne effluent entering at an elevation of 109 and leaving at 105.5. The sides and bottom of this tank are of reinforced concrete. There should be a roof over the tans but this can be of wood conStruCLion. A detailed View of this chamber will be found on Plate 2. - 21.. Filter Beds These beds are to be two in number each containing one-half an acre. The sides and bottom are to be formed of puddeled clay. The bottom to be twelve inches thick lith tne sides thirty-six inches thioh and twenty-four inches high. 0n the bottom there is to be laid six inch vitrified clay tile with open joints as in the drying bed. Over this there is to be six inches of coarse gravel or enough to just cover all of the tile. Above this is to be three inches of graded gravel between i and & inch. On the top is to be three inches of fine sand of .3mm diameter. The sewage is to be distributed by means of troughs. These troughs are built so that they discharge at several points over the surface. This insures an even distribution of the liquid. The surface of the filter must not be allowei to become clOgged or the filter will lose its efficiency. During the winter months the surface should be furrowed in order that the sewage can thaw through morareadily. The action of the filter will not be very great for about six or eight weeks after it is first put into Operation or after a washing of the sand, which should be done annually. -22~ This is because the bacteria must have a chance to collect on the sand particles and it is these organisms that do the greater part of the breaking down of the free ammonia or nitrogen. There is to be a by-pass around the dosing chamber and the filter beds so that if any thing should happen to either one the effluent from the lmhoff tank can be sent directly Tto the river. Also there will be a gate valve in the pressure line across the river leading to the lmhoff tank so that during repairs and during high water the sewage can be dumped directly into the river. However, it should not be run directly to the river unless absolutely necessary as it is apt to be dangerous. it may be that it can be sen: to the river without filtering daring high water without serious danger. -33- Cost Estimate The data for the cost estimate was collected from several different sources. mhe prices of tile were obtained from .Briggs Company and Young brothers and Daley, both dealers in Lansing. For prices on excavation, concrete work, trenching, laying and back filling we went to several of the prominent ccuitractors of Lansing and East Lansing,also to the City Engineering Department of Lansing. We were given comparative cxasts on lmhoff tanks by the State Board of Public Health. We divided the town into districts to facilitate the ccnnputing of the cost. These districts are shown on Plate 1. Fer each of these districts we found the amount of each size ‘tile needed also the number of tees, of which we left two eaverv sixty feet for house connections, the number of manholes, and flash tanks. The cost of each of these were then found and the total of each district foand. This method of computing will make it possible to tell how much it will cost to construct any portion in case ‘the peOple did not feel able to pay the whole cost at once. After the district totals were found we totaled these ixnd added the general expenses which do not fall on any INirticular district. These include the cost of the pumping lilant, the lmhoff tank, the dosing chamber, filter beds, and engineering expenses. The complete estimate of cost will be found immediatelv following. :. 24:. 0/5 fricf I Coat“ . .\ ._ . ~ .. - -‘-~ ——.————~ , “h—«ivfi + fit/:01 I 1-c m Ou on} f] Unif' Price dma uni: / Trench/W9 loaio .60pee-Ft 6510.00 2 soc/r Filling 10850 .10 / 085.00 3 Man holes 37 ’35each ‘ Izvaoo 4- F/us/r fan/r: 0 40 O 5 ”fr/fled Pike 6 ” Film 7030 ' ./7J'perft IZ30-00 8" pike J‘J‘o’ .273 .. .. /6‘o.oo lo" P’Pe léoo ’ .4075" - 65.6700 /2." Pipe Izoo ’ .5265“ ~ 630-20 6 Tee: 6'— 4 " Tee: 250 1.05 each 2 70. oo 87- 4" Tees /3 Ass £8.40 /2"-4 " Tees lo 3.24 32. 4o 7 Laying Pike 6” PIP? 7500’ .Zaperff. 2100.00 8' Pike $50 .30 /6500 /o" Fabe— léoo .30 480.00 /2” P606 /200 .32 384.10 8 Sfoppers 4" sroppers‘ /a4 ./0 /8.40 __9 C/ean/hy Up 60m 50”! 25.00 V; fiath‘a/ninj fro/fro Sum dam 5.00 4 707‘0/ l53.5'/.5'0 lefr/c )‘H— Codf‘ 12:“ I fem Guam-f; umr Price 0m.unf- / Tkehching 739.5" ’to 4437.00 2 Baa/r fill/r79 7595’ .10 737.50 3 Nan'ho lea Z 7 $3.500 945100 4 Flask ran/rs z ’40 80.00 5 Vi fri fled 73p: 6 " Pipe. 48 7o ' .1755 8-52. 25‘ 8” Pace 575' .273 /57.00 Io" Pike //00’ 4-0?! 44270 /6" Pike 400 Loos 403.20 4 Tee 5 6:4"7'ees /60 [08 I74. 40 6:6"7’666 Z /.08 . 2J6 814-“ Tees /9 [53 30.02 /o'-4" Tees ' 3.5' 2.5.8 88.20 A514" Tees /3 4.32 .5616 7 lay/>7} P406 6 " Pike €3.30' .36 I46 7.60 8'7’0393 J75" .30 l72..5'o lo” Ptke ' //oo' .30 330,00 _ A?" 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Jam 50m 250.00 A ay/hg Pipe 6 " PIP: 3/745 ~86 8800.00 8" Pipe 3-5-50 .30 [065.00 ,0" P1P: 3050 .30 //.6‘.5'.00 12" P:,‘oe .36 5'0 .32 ”68.00 /5" Pipe 26" 70 .35” 8?9.5'0 10" Pike 3325 .35' ”as. 75 .80" P1278 300 .35" /OJ.00 /0 Mai}; fork/0’ Tmffic 6.0m 50m JC. 00 // Im/rof-f-Ténk 50m 50m 6650. 00 IE Ra}/r00d'fec 50m 50m I47. 00 /3 P0 mp0- (rec/kfoaafifivfiug 175:7“ P0”? I 200 £00.00 250.9«1 PUMP / ’60 l60.00 l4 CanIron Pipe ' /6”Plpe I66 2.76. 456.50 l5" Pike 66 2.10 ”a. 5‘0 /5' We// Cfiaméer 50m sum £059.56 I6 Ff/‘I‘EP beds - '60”; Jam 7000.00 [7 5/05”} No for: 31%}? Enju'oe / 68 68.00 6 h"? Efiflke / ?6 ‘78. 00 /8 005/09 Chamégr J0"? 50"" 460. oo /7 Ell—’5’?!» Jam 70 7000. 00 grand 7374/ 070053157?! . 7047.1“ J Conclusion This plant will with prOper care dispose of all the sewage that the town of Ovid will produce for many years to com . ts capacity is approximately 2500 peOple. This is almost 75% increase over the present population. The units installed are, however, as small as will Operate effectively and efficiently. As has been stated the two creameries should be refused permission to dump their wastes into this system. This is because dairy wastes are verv difficult to digest. They also are apt to precitipate on the walls of the tile causing them to stop up frequently. There are cases on record where dairy drains had to be cleaned at least every two weeks.. This wolld cause a great deal of extra expense. Also, the Ovid Creamery Company dumps as much waste as the rest of the town which would mean that the town would have to build a plant of twice the capacity of the prOposed one. Uf course one might argue that if the company paid the extra expense incurred it would be fair. it must, however, be approached from the sanitary view point. If these dairy wastes got into the tanx and were not digested it wo-ld cause a weaxening of the lotion on the rest of the sludge. The sludge then drawn off would be very offensive and not fit to be cared for preperly. The sludge content of the dairy waste is much -35- higher than that of seware and this would still further increase the cost of the plant as the sludge tank is one of the most expensive items. in this design no effort was made to plan the smaller details of reinforcing and other parts of the various tanks but have rather Sp nt the time on the things actually concerning the caring for the sewage. The main sources of information on which we based our design were Sewerage and Sewage DiSposal by Metoalf and Eddy, and Sewage DiSposal by Fuller. We also received much helpful information from 001 Rich, dr. Heppler, and Mr. Faust, all of the michigan State board of Public Health, also Professor Allen of the Michigan State College. The problem of Sewage Disposal is at best an unpleasant one to pllce before the people of a municipality as it is one of our natural tendencies to look only to our own COmfort. 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