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"t ‘ "‘ ' I . u. ‘ A ' en- . _ b 0.4 ' fin: . , l.. 5 O 10“.. : 'I ‘. ‘fi‘ '4 .5 o‘wr’x ‘ .. I‘ ‘ .' ~\ ‘I.\4O I ‘4. -‘ ‘0". n‘ r“ p A... N. ' ._. ‘ - , --‘ ‘ -.'~- ‘ ‘ . ,. ~‘l' -‘ '." ‘ . . ‘- r‘ :l‘d I :‘h ..‘ . . ‘72” "‘ :‘o "A"; ." ‘u ’g ‘ 3' "1 ’14-. ‘- I‘ M ‘ ‘ '..'?~. ‘ ‘ .. ‘.“.‘ ‘5‘ '3." . .Uq. ‘3 ; ‘V V“"‘ _ Q ‘ .I“ I. ‘ “ .'\ 'I' ~. ~ Us ‘\_"E n.' v - 0 ‘ H ; ° ‘0‘ \ ‘. g “‘Y . ‘ u. » ‘l ‘ - '/ ~ . . ‘1 War] III Ur: fi‘ 31% .. . mrfi. . . , Ix . . n. .. . \ffir f)... .4 . w .‘ _ . .1 hi. NH» 2...? fifffii- ; 2...: .Faa . A Study of the Water Supply of St. Joseph, Michigan A Thesis Submitted to The Faculty of MICHIGAN STATE COLLEGE of AGRICULTURE AND APPLIED SCIENCE By J. Donavon WeLLe Candidate for the Degree of Bachelor of Science June 1953 THERIg Q0\L\ Preliminary Investigation: Before the present pumping station and filtration plant was con- etructed, the city of St. Joseph, Michigan was rated as 7th class under the National Board of Fire Underwriters' Grading Schedule. The various gradings placed by that schedule previous to March, 1952, were as follows: Iater Supply, 6th class; Fire Department, 7th class; Fire Alarm Bystan, 9th class; Building Laws, 8th class; Hazards, 9th class; and Structural Conditions, 5th class; averaging 7th class protection. The water supply of the city is obtained from Lake Michigan. The following figures prove conclusively that the raw water is polluted and needs purification: ' Daily Av. Daily lax. Daily Min. l’resumptive Bacillus 001i 545 827 286 Confirmed Bacillus 0011 573 825 85 " 1° Lake Michigan, near the shore line at this location, is, of course, always polluted to some extent. The cause of excessive pollution of the raw lake water is the location of the St. Joseph River which is approx- imately one mile north of the intake. On days when the lake currents carry the river water in the direction of the pumping station, the water is highly polluted and contains a high percentage of solids; the turbidity being raised in excess of that of the average day. The former plant of the city was constructed in 1892 and, by the standards of that time, was well designed. The plant and equipmt con- sisted of the following: a single 16" intake extending from a point 1500 1. Taken from Supt.'s annual report. 4‘ Ft." F” ‘ .1. a," a! Li. éw feet off shore at a depth of 25 feet in Lake Michigan to a suction well at the shore. It i. to be noted here that this same intake line is still used although an entirely new suction well, which will be discussed in detail later, has been constructed. Two steam pumps, each having a rated capacity of 1,500,000 g.p.d., dres the water from the suction well and discharged it into a 12? main. Two boilers, each 85 horse power, were used to supply the steam for the pumps and auxiliaries. A coarse screen in the suction well which served to keep fish and other aquatic life out of the distribution system was the only means by which the water was protected against dirt or~foreign.matter. A standpipe erected at a high point on State Street provided some small storage at a usable elevation. In addition to the pumping equipment, a gas producer, gas engine, and generator produced sufficient electrical energy to take care of a portion of the street lights. The remainder of the lights were served by purchased current. i It was, of course, not to be expected that this thirty-eightfiyear old plant would be of sufficient sise or proper design to:neet present dey requiruents. Today the users of water expect, and have the right to expect, that mc- furnished then shall be clear, sparkling, and free from objectionable odors and tastes, and shall be furnished in whatever quantity they may demand and at an adequate pressure. Then, too, it is further required that the supply be adequate not only fer domestic service, but for fire fighting purposes. From‘flhe standpoint of good business, the pumping equipment should be of efficient design so that the Operating expenses nay be kept a minimum. The former plant fulfilled none of the requirements Just stated. lith no purification other than sterilization by means of Chlorine, the water was frequently dirty and at times carried so much sand and clay that it stopped up water meters. With the fonmer size and arrangement of the pumping equipment, a rate of 4,000,000 g.p.d. was approximately the highest that could be maintained, and that supply proved insufficient at times, during the summer of 1929 to supply the demand for water except at a reduced pressure. Another thing to be considered here is the fact that there was no reserve available for fire fighting purposes during periods of'mmximum demand. Then, too, the cost of pumping was very high in comparison with modern plant costs. In view of these facts, it was recommended to the city that it construct a new modern purification plant and pumping station. Ln considering proposed hmprovements to any plant, it is necessary to make a forecast of what the fUture demands on the plant will be. In the case of a water plant this is done by estimating the growth in pepulation and detenmining from past records what the per capita con- sumption of water has been under various conditions and then estimating the future consumption from.these figures. Recognising the fist that the population of St..Joseph is greatly increased in the summer'months, the per capita consumption figures of the engineer's preliminary report were referred to the pepulation shown by the census. This estimation follows: f The growth of population since 1890 was as fellows: leer Population Percent Increase 189° 57:: 1900 5155 58.1 191° 5956 15.2 1920 7251 22.2 195° 8565 15. 5 Assiming 18% increase per decade, or approximately the same rate of growth as in the last thirty years, it is estimated that the 1940 population would be 9868 and the 1950 pepulation 11,641+. Present: the revolution counters on the two steam pumps follows: the pump slippage which occurs in all pumps of this type. Year 1922 1925 1924 1925 1926 1927 1928' 1929 The actual pumpage is somewhat less than that shown, because of later Consumption Gallons 552,883,417 564.007.257 576,181,208 391,541,595 562,805, 641 559. 522, 291 579, 144, 645 405,886,448 The per capita consumption, based on census populations and on assmed uniform growth from 1920-1950 follows: Tear Assumed Papulation May June 1922 1925 1924 1925 1926 1927 1928 7475 7555 7695 7806 7917 8028 , 8159 118 123 115 157 117 108 158 l4) 17‘! 127 178 127 157 156 July Aug. 158 175 157 145 162 155 181 140 150 150 151 168 167 165 Sept. 165 140 142 11“ 152 145 M2 Other 7 “Ole 115 121 129 128 121 109 111 The water consumption for the past eight years as estimated from Av. for Year 129 131 154 157 126 125 127 1. Iear Assumed Population May June July Aug. Sept. Other 7Mos. Av. for Year 1929 8250 126 142 175 188 155 119 155 125 146 158 160 141A 119 150 '1' Q Average 111s maximum day's pumpage in the years 1929-1950 was 2,225,088 gallons on August 21, 1929, or a per capita consumption of 270 g.p.d. n1. maxim. three days' pumpage during the two years was on July 17, 18, and 19, 1950, when a total’of 6,264,684 gallons was pumped, or an average of 2,088,228 g.p.d. This is equivalent to a per capita consumption of 250 g. p.d. The maximal hourly pmpage was at the rate of 4,000,000 g.p.d., or a per capita rate of 478 g.p.d. lhile these rates seen high in comparison with per capita rates in gueral, it must be remasbered that the census papulation has been used rather than the actual population at the times of consumption. ' Future: Based on the foregoing figures, the estimated future consumption for 1940 and 1950 follows: Av. Daily 0011s. 1940 1950 May ( 125 ) 1,215,764 1,452,212 June ( 146') 1,440,728 1,700,024 July (158) 1.559.144 1.859.752 Aug. ( 160) 1,578,880 1,865,040 aopt. (141') 1,591,588 1,641,804 Other 7 Mos. '( 119 ) 1,174,292 1,585,656 entire 11-. ( 150 ) 1,282,840 1,515, 720 Max. Daily ( 270 ) 2,664,560 5,145,880 Prom report by Gordon and Bulot, Chicago. 1. Av. mily Gone. 1940 1950 Av. Max. 5 Days ( 250 ) 2,467,000 2,911,000 Max. Hourly ' 4,716,900 5,565,852 '1' The National Board of Fire Underwriters has compiled and uses a - .- . standard grading schedule for determining the classification of cities and teens for insurance rate purposes. For a city of 10,000 population, the standard grading schedule requires an available fire flow of 5,000 g.p.m. for a period of ten ( 10 ) hours. This is in addition to the domestic sonsmsption which is assumed to be equivalent to that of the maximum day. The Michigan Inspection Bureau follows the grading of the National Board of Fire Undersriters in recounending a fire flow of 5,000 g.p.m. and in their 1950 report on St. Joseph, recommended the construction of a filter plant having a capacity of at least 4,000,000 g.p.d. The only storage available in the old plant was that afforded by the standpipe. his has a total nminal capacity of 152,190 gallons. However, only that portion of the water shich is stored in the upper part of the standpipe is at a sufficient elevation to provide adequate pressures. Because of this fact, the National Board of Fire Underwriters? grading schedule considers only the storage in the top 25ft. of a standpipe is available. In the case of St. J oseph, this is equivalent to 55,050 gallons. hiring the winter months, however, even. this amount may be reduced by the formation of ice within the, standpipe and the difficulty of carrying the standpipe full. In arriving at the storage requirements, it is desirable to consider the needs of future years in order that a plant constructed at the IE“. present time will not be outgrown within a period of a few years. The engineers, therefore, in their preliminary survey, considered what storage will be necessary to serve the city for a period of at least 20 years. Their estimation and recommendation follow: ' Gallons Estimated Max. mily Cons. ( 1950 ) 5,145,880 Req'd. Fire Flow 10 hr. per. 8 5,000 g.p.n. 1,800,000 - Total Quantity Required 3:925:88; Filter Plant Capacity 4,000,000 Total Storage Req'd. , “9:15:88; Storage Available’G Adequate Press 55,050 Additional Storage Req'd. 55:53.0 le would recs-8nd that additional storage of 1,000,000 gallons be provided by the construction of a reinforced concrete covered reservoir at the pumping station. " 1' Many years ago filtration became the standard method of treating water for the ruoval of turbidity and the production of a water of a high sanitary quality. The process consists of adding chemicals to the water which, upon agitation, will produce a floc, thai passing the water through a sedimentation basin, where the greater part of the suspended matter is carried to the bottom by the floc which has been formed, and then allowing the water to flow downward through the sand filter bed and into a storage reservoir. It is then ready to be pumped to the distribution systu. lhen a filter becomes clogged so that it will no longer operate 1’ Ibid. at its rated capacity, it is washed by forcing water into the underdrainage syst- under pressure and up through the gravel and sand bed. The dirty water is carried off by washwater troughs placed with their tops some distance above the sand. Several chuicals can be used in the treatment of water to produce a floc, but alulninum sulphate or lime and iron are the most commonly employed. Practically all of the plants treating Lake Michigan water use alumim sulphate. The filter beds ordinarily consist of a systen of underdrain piping with a graded layer of gravel placed above the piping and above this a layer of filter sand which serves as the filtering medium. Rectangular concrete tanks are usually used for the filter units. The process of washing in a vell designed and well operated plant diould not be needed oftener than once in every 24 hours, although microscOpic plant organisms may cut down this period materially at times. The length of time required for washing will ordinarily vary from two to five mimtes and the quantity of sash water should not exceed five per- cent of the total amount of water filtered, and many plants Operate on as little as two percent. Lake Michigan water is comparatively soft, the total hardness being about 150 p. p. 111. There is little necessity, therefore, for eoftaiing the water. The turbidity varies greatly throughout the year, but the average turbidity will run around 10 p. p. m. The engineer's estimated initial cost and operating cost and reco-endations for a pumping station and filtration plant for St. Joseph follow: ' The estimate of cost of the prOposed pumping station and filtration plant has been made from preliminary plans prepared after a study of local 1. 2. conditions. The best location for the plant was determined from a coneideration of the tOpOgraphy, and a site was selected to the north of the present station. ' 1' Plate 1 is a plan showing the present location with respect to the old location. This location is well adapted to the topography and permits extension room. " The pumping equipment would include three low service pumps ( motor- drin centrifugals ) of one, two, and three m.g.p.d. capacity respectively, two high service motor-driven centrifugals having a capacity of one and two m.g.p.d.3 and two motor-driven cuitrifiigals for fire service, having a capacity of one and seven-tenths and three m.g.p.d. respectively. One of the motor-driven pumps for fire service would also be provided with a gasoline engine so that it could be operated in case of complete failure of power. In addition to these pumps a pump would be provided to supply washwater for the filters. " 2° The low service pumps are used to lift water frcn the suction well to the mixing tanks where the chenicals are added. The water flows from this point through the coagulation basins and filters by gravity. From the clear water resemoir it is pumped into the distribution systaa with the high service pimps. The fire pumps are used when it is desired to raise the pressure on the distribution system, or they may be used to supplcmmt the high service pusps if required. Likewise, the high service pumps may From report by Gordon and Bulot, Chicago 11) id. be used to supplement the fire pumps. Because of the nature Of the Operating characteristics of a motor- driven centrifugal, the capacities of the high service pumps when used to pump water at fire pressures would be materially reduced. ' The following is an estimate of the cost of the improvanents recs-Inded: Buildings and Structures Building, inc. heating, lighting and plumbing 1,000,000 gal. Clear water Reservoir Coagulation basin Equipment Filter Equip-Cit. Underdrains, washwater troughs Sand and gravel Operating tables Rate of Flow Controllers Pumping Equipment Switchboard, Transformers, etc. 1317 Feed Machines Meters and Gauges Aerating and Mixing Equipmt Valves and Piping lithin Building Outside Total 5,200 4,100 1,620 15,500 5.760 861.560 '20,500 18,000 10,920 15, 424 8, 700 1,050 1,000 4,500 17,260 m- lfl, 71A 158, 714 Add 10% for higineering and Contingencies 15,871 Total 817E585 ' 1° The above estimate did not include the cost of changing over the . Sdgewater and downtown circuits, so that current may be supplied them from the pumping station. The cost of this change was estimated by the City hgineer to be about 82, 500.00. ' The estimated cost of Operation Of the proposed plant, using the 1929 figures on later Consumption and power required for street lighting is as follows: Cost Of Power Estimated K.W.H. req'd. per m.g. pumped 955 Total Pulpage ( 1929.) 405,886,000 gal. Pumping K.I.H. 587,621 Street Lighting K.I.H. 295,200 Total x.v.H. ' 682,821 682,821 LLB. G 1.5¢ 10,242 Labor: ‘ Chief Eigineer 1920 Ass't. Engineers 4680 6,600 Ohmsioals Alum 610 Chlorine 100 710 Oil and lasts -- 50 Miscellaneous 300 11) id. Maintenance and Repairs Machinery and Equipment $58,854 2 1% 8588 Building 861, 560 e .57. 507 895 Total Operating Expense 813.797 ' The actual cost of Operation of the Old plant for 1929 was as follows: Light Dept. @rWater Works Labor 81565.75 Materials . 00ml 81,158.64 Freight . 1, 240.87 Unloading Coal 225.60 011 and Grease 285.16 Repairs 284.11 Incidentals 45.56 5.257.94 Current Purchased ---..- 4,508.54 59.512.25 later Dept. .........- ‘ Labor ( Operation and Repairs ) $5,550.05 Supplies . Coal 82,050.98 Freight I 5,615.87 Unloading Coal 1,060.58 Chlorine 167.28 Oil and Grease 198.68 Pump and Boiler Repairs 492.49 Miscellaneous 460.64~$8,052.52 15,562.57 “a...“ Total 22,674.80 " From the above comparison it will be noted that the estimated saving in Operating expenses for one year of the prOposed new plant over the existing plant, based on the 1929 pumpage and street lighting load, is in excess of $5,800.00. Charges fOr interest and depreciation on the prOposed plant are estimated as follows: Int. Dep'n. Total Amount Machinery and Equip. 358,854 5% 2.4% 7.4% 84,555 sanding. and Structures ' $99, 860 5% 0.8% 5.8% 85, 792 Eng. end Contingencies ‘ ' 915,871 5% 0.8% 5.8% 8 921 Total 811:;68 The total operating expenses and fixed charges for the proposed new plant would therefore be: Operating Exp. 413.797 Fixed Charges 11,068 829.865 This is only 373190 more than the charge for Operating expenses alone of the existing plant for the year 1929. This difference reprcscnt. an increased cost of $17.71 per 1,000,000 gallons assuming the 1929 pumpags, or less than 1.8% per 1,000 gallons. ' Conclusions and Recommendations 1. The existing pmmping station is inadequate and incapable of furnishing water of a satisfactory quality. 2. The capacity of the intake under existing conditions is not l. 5. 4. 5. 6. 7. 8. 9. sufficient to take care of the maximum.demands for water during periods of high consumption. The beilers and pumping equipment are 58 years Old and are expensive to operate and maintain. NO reserve is available for fire fighting purposes during periods Of high consumption. A new pumping station and filtration plant having a capacity of 4,000,000 gallons per day should be constructed. This new plant and all street lights should be Operated with purchased current. The cost of Operation of’the new plant, hncluding filtration and the cost of street lighting, will be at least 85,800500 per year less than under the existing method of OperatiOn. The estimated cost of the prOposed plant is 8175,000. Charges for interest and depreciation on the new plant will add less than 1.8% per 1,000 gallons to the present cost of pumping water. ' 1‘ From report by Gordon and Bulot, Chicago Intake and Suction Iell: As previously stated, the Old intake is still in use and is primarily the same as before the construction of the new plant. It consists of a 16' pipe, so constructed as to form an inverted C, that runs from the shore line to a point 1500' out in Lake Michigan. The pipe is held in place at the intake ad by (wooden crib filled with broken rock. The crib is built up on piles and thoroughly anchored to the spot. The only change is that a 20" x 165 reducer was installed near the location of the old suction well and a 20'3 line continues from this point to the new suction well which is located in the southwest corner of the pumping station. The suction well consists of a circular shaft 10' inside diameter which extends downward 52.58'. At elevation 585 there is a floor and above the floor the well is rectangular in cross-section. The circular portion Of the suction well was constructed prior to the construction of the pumping station building or of the low lift pump pit. The low lift pump pit, also circular in design, houses the pumps required to place the water at the necessary elevation for adding the coagulant and settling. This pit has an inside diameter of 20' and was constructed in a similar manner to the suction well. However,-well points and pmping equipment were installed inside the pit to hold the ground water level below the bottom of the pit while the concrete floor was placed. Ihile this water level was being maintained, the 16" suction was installed between the low lift pump pit and the suction "11, end was concreted in place. The Opening in the wall of the low lift pump for the suction pipe has a cepper strip set in concrete which providefi a water- tight joint between the wall of the pit and the concrete placed around the pipe. The low lift pump pit is used for housing the following pumping equipent : Pump H.P. of Motor Type of Motor l-Low Service 10 Squirrel Gage 1.,- w 20 w s 1..» n 25 i i Mixing Chambers: The mixing chambers, two in number, are octOgonal in outline and are fed from a triangular chamber thru 16" sluice gates. lhen the water is pumped from the low lift pump pit, it pesos. into a triangular chamber, which is directly connected to the mixing chambers, where the chuicals are added and from this chamber the water may be fed to either or both of the mixing chambers thru two sluice gates. it this stage the water is stirred by two motor drivm coagulant mixers which consist of vertical paddles attached to a central vertical shaft, which is guided at the bottom by a line guide bearing supported above the drain Opening at the center of the tank. The shaft is supported frm a steel base plate by means of ball thrust bearings, and is driven by a fi-phase, 60-cyc1e, “IO-volt motor of the variable speed.type directly connected to a vertical worn gear speed reducer. Bach coagulant nixcr is capable of imparting horizontal velocities to the water of from li' per second to 5' per second. After mixing, the water flows over a weir and into the sedimentation basins. The water is passed through these basins, also two in number, by means of gravity alone and tests have shown that the required time for the water to pass thru is approximately five hours. The tanks are horse- shoe in shape and have a vertical baffle passing down-thru the eenter around which the water nust circle before leaving the chamber. The two tanks m be run in parallel or in series. However, it is very seldom necessary to run the water thru both tanks before allowing it to go to the filters as the water of Lake Michigan is not of such a turbidity to dmsand it. Upon leaving the chambers, the water again passes over a weir into the apposite ends of a trough and from this trough is fed to the filters. Filters and Equipment: The filtration equipment of the water supply system of St. Joseph consists of four filter tanks each.having a espseity of one and a half million gallons per day with a total overload capacity of about sevmi and a half million gallons per day. he filter underdrainage system consists of a concrete box channel on the cutter line of each filter and located inediately below the filter floor, together with pipe msnifolds,each consisting of a cast iron vertical nipple .bedded in the concrete forming the top of the box channel previously referred to. "This box channel, with the exception of the slab forming its top, was poured at the same time that the floor of the filters was poured. After the concrete had set up, the inside forms were rmnoved from the sides of the box channel, and the slab which forms the tOp was poured. However, before pouring the slab, the cast iron tee, laterals, and the short length of cast iron pipe which is ubedded in the concrete were made up and set in their final positions. The cast iron pipe has an inside diameter of 5'. and, according to specifications, may not have a wall thickness of less than i'. These pipes were reamed to rmlove all burrs. Each lateral pipe is drilled with 5/8' holes, in the bottom, staggered on two gauge'lines 60 degrees apart and having a pitch of 5". The end of each lateral adjacent to the wall of the filter is closed with a saat iron dink. told-d to the pipe so as to make a water tight joint. All the pipes and castings of the underdrainage systms were coated on the inside and out with coal tar pitch varnish. According to the job specifications, this coating was required to fulfill the specifications of the American later lorke Association for coating standard cast iron water pipe. The cast iron laterals were screwed into the tees using white lead. The laterals are supported at the proper elevation by a .all block of concrete as shown in the accompanying drawing ( Plate lVa ). renewing ere‘the job specifications for the filter gravel: f m gravel diall consist of hard rounded pebbles with high specific gravity, free fra sand, loam, clay, dirt, and organic impurities, and from splinters and flat pieces. It shall be durable and of such a nature that when digested for 21: hours with warm, strong hydrochloric acid, at issstssx shall ruain insoluble. '_ The gravel was screened and placed in the filter tanks in four separate layers. The following table gives the grading of the gravel and the depths of the layers in the order in which they were placed: Layer Thickness Passing Retained on - lo. Inches Screen Size Screen Size 1 e 2" 1"_ 2 6 15' p? 5 1‘ t“ 5716! 4 5 5716' lo-sesh The gravel was deposited in the filter tank very carefully, the first layer being placed by hand around the laterals of the underdrainage systa and so as not to cover or partially cover the perforations in the pipes. After the gravel was placed, it was carefully protected from any disturbance until the filter sand, was placed over it. The job specifications for the filter sand were as follows: " Filter sand shall be free from clay, loam, dust or organic matter, and flat or laminated particles. Special care shall be taken in handling and transporting the sand to prevent contamination of any sort, and sand which may be found dirty or contaminated by organic matter will be rejected. The sand shall be composed of hard, durable grains which will not disintegrate, and shall contain not less than 95% silica calculated as Si 02. lhen a sample of sand, crushed and powdered, is digested for 24 hours in strong, warm hydrochloric acid at least 95% shall remain insoluble. The sand shall not contain more than 1% calcium and magnesium taken together and calculated as calcius carbonate ( 0a 065 ). Not more than 2% of the powdered sand shall be lost on ignition. .The sand shall have an effective size of preferably forty-five hundredths of a millimeter, but not less than forty-three or more than forty-eight hundredths of a millimeter and a uniformity coefficient of not more than one and five-tenths. '_ the send bed as placed is 27' thick and was placed in re; filter tanks with great care to avoid any disturbance of the filter gravel. The rash water troughs, semicircular in cross-section with a 10! radius, are placed with their edges 27' above the tOp of the filter solid or a height of 6'-6' above the floor of the filter tank. These are so constructed that-they all drein into e cannon channel at the back of. the filters. There are three wash water troughs for each filter with a distance of 5335! between their centers. Each of the troughs is supported in place by vertical rods from the cross walk above the filters and by bolts projecting thru sleeves set in the baffle wall. - Bach filter is equipped with a filter effluent rate of flow controller. The controllers are actuated by meme of a venturi tube. his normal rating of each controller is one and a half million gallons per ‘ day, but the controllers are adjustable and permit flows varying as much as 25% either above or below normal. The accuracy of regulation is within h} of the indicated setting what delivering with the water in the reservoir up to Elevation 592.0. The controllers are so arranged that when the head of water in the reservoir rises above Elevation {92.0, the rate of flow is gradually diminished until Elevation 594.0 is reached, when the flow is practically stopped. All of the wetter supply and drain piping for the operation of the hydraulic valves is of genuine “Ought iron with malleable 'serewed fittings. Each filter is equipped with a rate of flow gauge and an indicating loss of head gauge. Each of the rate of flow gauges is so constructed that it is connected with the venturd meter of the rate controller. The gauges are graduated fru 0 to 15 mg [.24 hrs. The control wires are enclosed in mlall sized pipe. be less of head gauges are graduated fm 0 to 12 feet. These gauges are actuated by the difference in pressure head of the water above the sand in the filter and" the water in the lateral effluent line between the effluent gate valves and the rate controller. Olear lelle and Reservoir: Underneath the filters are two clear wells, one of which is under three of the filters and the other of which is under the rmsaining filter. The concrete floors of the two- clear wells were poured without construction joints. However, stub bars and a 20 gauge copper strip 6" wide were placed at the construction joint between the floor and the walls before the pouring of the floor slab. The outside walls of the two clear wells, and the interior wall that separates thms, were also poured without any construction joints. The two inlets to the clear wells and the filtered water conduits were poured at the same time the walls were poured. The inlets to the clear wells are provided with tight covers. he inlet under the three filters hes a steel frame end cover while the inlet to the clear well under the one filter has a wood frmae and a plate glass 007.1' s [tn the clear wells below the filters the water passes thru a filtered water channel into the million gallon reservoir which is at the some elevation as the clear wells so that the water in the two will be at the same level. The construction of the reservoir was carried out in much the same manner as the clear wells; the floor. slab was poured first, using a minimum number of construction joints. me vertical steel for the side walls and a form for the construction joint at the wall were set in place before the slab was poured. In this case as in the other, a 20 gauge copper strip 6" wide was placed vertically on the center line of the wall to insure a water proof joint. his strip was so placed that half of it was embedded in the slab and half in the wall. A similar copper strip was used at all construction joints in the floor slab, roof and walls. The walls were poured with two construction joints made in the following manner: The joints are a stepped type of joint, consisting of a vertical joint from the roof to a point 5' below the under side of the roof, than a horizontal joint for e distance or 10', end then e vertical joint from this point to the floor. flie wall betwemi these construction joints was poured continuously frn footing to roof. The floor of the valve vault was poured at the same time that the wall footing forming part of it was poured. The walls of the valvevaalt were poured continuously with the pouring of the side wall of the reservoir. The pipe connections in the reservoir consist of a 16" inlet cmnection, a 16" outlet connection, a 12" overflow, and an 8" drain. The drain consists of an 8' flanged and spigot pipe, inserted in the sleeve in the wall of the reservoir, and an 8“ gate valve. Miscellaneous Equipaent: Other equipment in the plant consists of a washwater meter, a 1' autumtic water jet eductor, chmsical feed machines, an oil burner for. heating, and an exhaust fan in the chlorine room. The washwater meter is of the electrically operated type, and consists of a flow nozzle, a sending element, and two indicating gauges, and one recording and one integrating gauge. The orifice nozzle is located in the vertical run of the 16" discharge free the washwater pump at a point 18'_ below the flange of the 16'-90° ell. The sending elmsent is located ' i-ediately back of the nearest column in the pipe gallery. The two indicating gauges are of the flush type and are mounted on the two washwater control panels. The recording gauge and the integrating gauge are mounted on the gauge board located on the amp Room floor. Each indicating gauge has graduations ranging from 0 to 50, and are so calibrated that the 50 graduation represents a delivery of 7,85h g.p.m. thru the meter nozzle and the other graduations represent proportional amounts. The ordinary flow thru the meter is approximately 5,250 g. pm. ' A 1" automatic water jet eductor is located in the sump in the Low Lift Pump hit. This eductor hes e suction capacity of 500 gallons per' hour andie provided with e ball float which Operatee the pressure water connection to the eductor. It is also provided with a foot valve strainer. There are two- ehesieei feed machines in the p1ent, each of which has a range of feed in pounds per 21} hrs. of 50 to 2,000. The machines are ompiete with scales and are arranged with a water connection and with discharge connections which convey the solution from each machine to the following points: The 16" inlet to the triangular chamber between the mixing chambers end each le' sluice gate leading to each mixing tank. These connections are so arranged‘that each location may be fed directly from. either machine by changing pipe connections at the machine itself. A l-k' capper pipe is used for conveying the chmsical solution to the points . designated. he capacity of the hopper of each machine is 5.5 cubic feet. seen machine is furnished with a single phase, 60 cycle, 110 volt meter, with the switch mounted on the machine. The oil burner used for heating the plant has a continuous electrical ignition while the oil is being sprayed into the fire box and is pesitively controlled in its operation so that if anything occurs to affect the safe operation of the burner, it will automatically step and not operate until started manually. The oil pump is directly connected tothe motor and is of sufficient capacity to supply oil of any gravity betwemi Baume' 25° and 155° for the full capacity and lifts the oil directly fras the underground tank without auxiliary equipent. The oil used, however, is as heavy as will flow without heating either the flow lines or the storage tank. The storage tank is one of 2,000 0.8. gallons capacity and is made of Open hearth steel with all seams welded and caulked. The entire tank is buried about 2'-O' below the regular grade. The entire oil burner systes is automatically controlled to meet the following emergencies and conditions: 1. Failure of power supply. 2. Short circuiting or ignition failure. 5. hccssive motor current. ll. Lack of oil in tank. 5. hxcessivs'water in tank. 6e “0pm. in Oil lines. 7. Failure of combustion. The exhaust fan in the Chlorine Roan hes a 12' blade end is so designed as to deliver approximately'l,400 cubic feet of’air per minute. The fun is installed back of a grille and the motor is of the totally enclosed type. Conclusion: During the first ten months of operation of the new plant, a total of 256,454,500 gallons was pimped, giving a daily average of 844,500 gallons. A total of 264,525,540 gallons of water was filtered during this period, of which 10,612,900 gallons were used for washing the filters. The washwater expressed as a percent of the total amount filtered gives a monthly average of 5.69%, a monthly maximum of 6.07%, and a monthly minim of 1.0%. The monthly average chemical application to the raw water was as follows: Alum, 1.10 grains per gallon; Armenia, .14 p.p.m.3 Chlorine to raw water, .59 p.p.m.; Chlorine to filtered water, .55 p.p.m. The high service discharge after treatment showed a B-Ooli count of 0.0 and a residual chlorine of .17 p. p.m. The total cost of plant operation for this same period was 810,765.08 or a daily average of ”5.19. This is equivalent to a cost of $4lt81 per m.g. pimped as compared with a cost of 055.90 per m.g. in the old plant and the estimated cost of 346.50 per m.g. that was given in the engineer's preliminary report. Thereara, however, two elements that enter into . the difference in the estimated cost and the actual pumpage cost in the new plant. The estimated cost was based on the 1929 pumpage which was much greater for the same period of time than the 1952 pimpege. 0n the other hand, the engineer's estimate was based on a plant having a capacity of 4,000,000 g.p.d., while the existing plant has a capacity of 6,000,000 g.p.d. The nmnber of organisms in water is known as the 'bacterial count', and is the actual number of organisms present in a small.amount of water‘ tested. Beginning with the raw water, analysis are made wherever a change is induced in the water, either by chemical application or by physical operation. The percentage of bacteria reduction from.the raw to the finished product is one index of the purification efficiency of the plant. is shown under laboratory analysis, the monthly bacterial count of the raw water was 52 organisms per lc.c., and the average bacterial count on the finished water was 2.2 per lc.c. This is a 95.1% reduction. Besides the constant endeavor to reduce the number of bacterial organisms present in the water, special attention is given to analysis for the purpose of determining the presence of the I'bacillus coli', more commonly known as 'B-Ooli'. The number of B-Ooli organisms in l00c.c. of water is referred to as the 'B-Coli' index. This index furnishes a method of rapid comparison of water. -Ocnparing the at. Joseph index number with those listed in the State Department of Health report, one finds that the St. Joseph supply ranks with the best of those using surface water supply; also, the finished water 's-colif index, which was zero ( 100% reduction ), ranks at the heed of the.list with four other plants in the state of Michigan. The new plant has improved the water supply in a good many ways, but chief'amnng these are the following: 1. The doing away, to a great extent, with the chlorine taste in.the water. Before the new plant was built, sterilization by chlorination was the only'means of purification.and consequently the water generally had a very high amount of residual chlorine and at practically all times had a disagreeable taste: 2. The addition of s filtration plent which eliminates the turbidity of the ester end gives a water which is clear, sparkling, and free from.any foreign.matters, odors, or tastes: 5. The reduction in operating cost of the plant: 4. The addition of extra storage space by the building of a.million gallon reservoir to supply the city in the event of a breakdown of the plant; and 5. The capacity to supply the maximize domestic and fire fighting d-end at an adequate pressure. / tight; ’POOKET CO NTA‘NS3 1 f ’Pim-e I - Gannon. Laxou‘r - I " DETAILoF SUCTmNWzLL TIE— SED‘MENTATION BASINS " III—- SecrIONTsno FiLTEB e, m- ,e as at ~ 11' " Queens/cue. r . ‘l f If ! —‘_ (I q n-‘ W'Viii; 5 . ' anbbrEwEménz-dd ‘6‘ ““g 01A Suction Wan , .13‘73. M"\\'s .J t. W“ A ”hi-‘13 “ J i, l. '. I‘ an! ~\ Eeurfli" i 6" To ti“ \ -“ grflOQ ‘3:me "emf“ 4‘ I! u 1: OK 1: €33 V‘ O .wswfl" I —-— n .t'L'amLaLl ‘ ~ . e :l ‘- ealfiAfintJ y, 5:383\‘ff;/i33 j-y‘I-,Tr- IA ‘ . w j .:.v\ i, ' ' r _ l Aimt‘am \ /’ C \ /. C /’ ° v /"*".\ o -—/’a I’m..‘ ’- I’.o-O / a- -" ‘ — __‘ g __ _. 1 E,\.608.58 ‘AL‘ . LIMj Am MMOL D EOAD ’— ,_,__.._..-a»—- ’ ”J, PLATE. PUMPINGE I FILTQAT 5A \ON Isle-F JOSEPH , MlCHfiEAN—r NigAl- -—---~ LAYOUéN CALE'-- t“: ' TRACtD BY:- mnouzsgaN wELLs ,..-— ,..-/ keuoTIoN WELL CASING (commerci- ifififiTH: $3.58" (be 50w floor) 1 ‘-"‘.”.-"I«TM T'Wu'Y—T‘ : 'fi I 4-! I I: l I f" l I o I 'N ' N _I 9‘- 4“ l I <1 ‘ I ’ I . I l l ' ' I . I ' ‘ ' in "I— —-_~'~ | I ~f _, / ‘I‘ \ l 4 | ‘2“ '9“ r _ / 4’-s" ‘ ’___;! a / /, 1 : I j / / g E / K"? I / <9 46-14— /‘ ' / _. , LOW SERVICE m {I L at I pump on- 4 .. "" posterior. wwi I ' __ _ g \ Y- Y are 3": 95" Lo pies-prob 't‘. Loy“ Service. _4 —_ e , _ r. i - —. _ pump er \ I ~ J I \ \ on 5,9,. \ V\ I \ \ .\ i \ 39 \ i \ N \\--_ ..J t 1- \ I 90? ?~ ~_ -___ L: &F*::,/ r = ‘3'- P LATE]! PUMPtNG & FiLTRATION PLANT SAINT Joesph, MUCt-HGAN DETAH. 0F 8UCT‘0N WELL. sent-12%": I50" - TfiACED bYI-e J.DONAVEN WELLS L. 17'- 0" J A 5‘; 6.. VIM? N“ :2}! x ‘u‘ v _, “-2 2 j a v .' I. _____ _:;L_._....___.________.__"E’JL_______ _.__________ ’o ‘I Q Note: . .' Repeat dram outlets 320' in other beam. 4:. m f .. . .' :0 CODraInEIiJleRD é z-‘e'WIscIe mm~m__._____.___._._._______________________ .__..__.__ ________.__.__ __.________J__.________—........__.__ ‘ '1 x J ' J——1 I——I_ ‘ l___l J LJ / V [.___._____ _ ._._ _..__. __.___.. _____...____________.___________ _.I_ _.__.___...._...___. 10"Droin Outlet Repeat Manhohs ‘In other bosim mm- ” -,-r my: map, ' ‘ "Mi“ W, p-orp 1w I7'—0" I, Ix, e / “.1" ’ “ l ; i f b \ / / I I l I I 7 \ \ / L--- _._l l__..| L_-J ‘ a i \ \ / r _J_-—L. r..._.‘_ _J_—-l_ f“ *1 *i-gflu ; _-___.____________ ______ .1 J_________________-j_L__.-_, __ _______________ ________.______.____.-_ -.-, i L”: ‘ __ L.‘__]— ~L ___J— L... J ‘ L! i .- 4: 43;) W M ~— ' *’ .27".- it) GENERAL. LAYéiDUT'. PLATE!!! humanist FlLTQATtON PLANT sAINT JoeaPr-I , MIcmeau SCDIMENTATIOH w bAaifls , SCALE. 55". V- o" iTQACED BY: J.DONAVEN WELLS 9339.59.33 \mznaku 37:47:? MAW " 541)} -#‘3£3:.’~3£‘- .£-4:-'g‘-".‘:‘.’§AJ TBA3 :% |.\.r l (fidvaIllIl. .Wbllnhfixuhtfl‘ Ft.\drtl1 I mefs 3" J. 2. flbu Sleeve l/«rz Anchor bow: l2." 4: 6" f M M .— . ¥ T em— ’OII I H H2 5" mmmmmmmmmfix \frfifg f = u‘— 4" . .. \ 7',‘ 2'— 6' 5 .4_J, 2‘4," 0” 32. Spaces 9 8" l4“ 44.4,..- ‘l'- 5" SAND GRAVEL .. 5"__J ~— ..v {bow wh‘h sleeve 4 Nashu- ': \l . MI . 0. . _ t a _ m _ as. . _.. . _ . _ p . _ _ C o _ If C _ he . _ s _ t 0. w . _ r. “.1 _ a 7.. _ m z _ m _ 0 .b _ .4 _ d e A _n d m. . _“ m In. .1 I0. _ d .b _u MI. «WE _ E Lr . .V ._ I3“ .w , _ _. »L _ = .I w H _ / _ e w. _ In 5 _ .c E _ 0 .b _ {A _ n- a M w. _ _ _ _ j 1 I. w L4 Inn; .. "P_ “n.“ 97.3 g“. _ 7... _ _ _ _ _ _ _ _ _ . .3 . .I...I . __ a _ WI Luv ‘7" Ia" 353% 9H w>a~ .w mv E o" .1. Do NAVEN WELLs '-"i. PLATED: I PUMPING 8. FILTRATlON PLANT SAINT JOSEPH, M|CHIGAN SECTION THRU FILTER SCALE" m meaavmu mm W'Hfim mrmr .HOM .emaMI W. EA;- SECTl ON A—vA ‘— +A A ’/ R: (Weided pkg LA fi 2.2-Io" 2" ‘° If: mgr: not; Io" 0. l0" I04 I09 3 5 95 :Ivo‘ > $ "" '3‘ ”I". ”'1 q \ g "t u f 3 3 *L 3,!) cIeves \y3 3 I 4 ‘3’ “d .00 be“: (,slecvcs ~ é ‘threoded 4." fl 1'? {breaded 41' be“. ends-I , Top of baffle :3 N In 5‘9" .44 “LE. 7 513 1 .. «T : 3 u .9 "I 4' .I N 21*2173 L ‘5 ’II : ‘Io SAND _“," N I \1 @ 5"= 7’- I" , GRAVEL ‘.._ -' '5" AT: T/fi‘i.’ L N' j I o o O .L o L O Q O Lcstgiroeze D'C’CK T Ta .. m3" (2.1.pipat. flwcodcd for he] :29 It"; 17." SECTIO N B- B PLATE Wu DUMPING KIF'TLTQATION PLANT SA|NT JOSEPH, M|CHI GAN SECTlON THRU FILTER J. DONAVEH WELLS “VTjJu‘” ‘I? ‘A A‘ ””1“”3 IA I T. HIDINQIM Ithf')‘ m A N s L A L n. G L I... E N m . w 0 I .0 II.‘ o- TMRJW plo- v. A Ingram . I Imnmau M .6 n T L D. 0 mo L _.r 5 a A J J...— TGVIH p no m. _ _ _ MW .muU Ba“ 7 IIIIIIII III] I IIIIII IIIII II IIIIIIIIIIIIIIIIIIIIIIIIIII III-II .II III III IIIIIIIIII III '4' All I IIIIIIII III-II. III II KI " "I . . 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