;'\ a ."2‘ m ,5.._. o {fHESlS . ‘VHVW-V‘, . « N1 r . 3.: - n. p s... . . o 4 N» r . - .‘Afi. ‘H I .\ tax I! Juaflfkr? L . .- -1. era: .1 . Ewart“. V I,“ .‘a. x x. .l A. ‘ . .: Us a. ..... .x. .L x . 0.! . 1 . d w . “magma .3: .5. .. u! ... x A fl. 1 - INVESTIGATION 09 T13 WATER SUPPLY SYSTEM OF JACKSON, MICHIGAN, WITH RECOMMENDATIONS FOR FUTURE IHPROVEMENTS. A Report Submitted to the Faculty of MICHIGAN AGRICULTURAL COLLEGE By K ‘ (\IU .1 William 0: Johnson Carl M. Waltz __~_ Candidates for the Degree of BACHELOR OF SCIENCE. June, 1924. THES‘S PART PART PAPT PART PART PART I. I N ‘I‘J-ICDUGTI (I N. II. PRESENT SYSTEJ. III. STUDIFS AND ESTIMATES. IV. ELLA SHARP PARK PROJECT. RFCOIIENLED PLAN. VI. TEE |~3 1003M.) 8 ON SIX NFW WFLIS IN LOSEY AVENUE. PAP? I. Introduction. The investigation of the water supply system of Jackson, Michigan, was undertaken with the idea of showing just what the conditions are at the existing water works plant, and with a view of determining its adequacy and efficiency. It is pr0posed to criticise favorably or otherwise and to recommend improvements if they are deemed necessary. Criticisms, recommendations and conclusions are based on references taken from treatises of good water supply methods as presented by recognized authorities. The authority in most cases being: 1. Public Water Supply, - Turneaure and Russell, 2. Hydraulics, - Hughes and Safford, 3. History of Jackson County, - G. A. Morton. The authors wish to thank H. K. Vedder, Professor of the Civil Engineering Department, who permitted us to write a report on the "Water Supply System of Jackson, Michigan". To Dr. Town of the Public Department of Health, Superintendent Hatch of the Water Works Department, and to Professor H. C. Woods of the M. A. C., gratitude is expressed for the helpful suggestions and time spent on this investigation. History of Jackson Water berks. During the early days, the peeple of Jackson Hichigan obtained their supply of water from the Grand River. But as this water was very poor for drinking purposes, a meeting of the Citizens was called in December of 1069 for the purpose of voting a sum of money for the construction of a system of water works. The result of this meeting was the formation of a company to take the enterprise in hand, as the charter terms Opposed such an investement on the part of the city. During march and April of the year 1870 contracts were made for engines, pipes, hydrants, machinery and buildings. The erection of the water works house was begun April 26 1870 and finished August I, 1870. At this time the water was taken from the Grand River and passed through ergo filters. But some time about 1890 steps were taken to obtain the supply of water from the ground. The first wells that were drilled yielded a supply of water under a head sufficient to cause over flow at ground surface. And at this time these wells were connected direct to the suction lines of the main pumps. After a short period of use the ground water head was considerably depressed, however,so much that additional wells were found necessary. Within a few years following the first drilling, the level of the ground water continued to be depressed to such an extent, that it was found necessary to construct a suction well from which the pumps might draw their supply, and into which the several drilled wells might be discharged through siphonic action. At varying intervals up to the present time, there have appeared recurring evidences of the gradual and steady depression of the ground water table in the vicinity of the Municipal Water Works. In 1901 a pump was installed on the siphon lines to increase the yield; in 1916 a storage reservoir of about 50,000,000 gallons capacity was built to carry the peak loads of the plant; in 1917 & 1918 an additional supply was deve10ped in the area south of the Grand River and west of Losey Avenue. By the establishment of these water-works the city has been singularly benefited. A supply of artesian water is brought into the very homes of the people, and hydrants at regular intervals are ready to offer opposition to the fire fiend. This artesian water is known to be of the very best quality and is said to equal that which is obtained from the celebrated artesian wells of Eur0pe. But through out the years since the first construction was undertaken, there appears never to have been a time, when there was assured an adequate supply of water for any great time in the future. PAP? II. Description of Present Plant. The present high-service plant is located on the small strip of land lying between the Grand River and Water street. An area of approximatelly 2.25 acres in extent. The engine house is built of brick and was designed by J. F. Coots. It is rectangular in shape being 76 feet long and 56 feet wide. It is 20 feet high with a tower 45 feet, rising from the main building, and close by the lofty octagonal chimney shaft rising to a height of 78' The roof is a mansard, slated and tastefully ornamented after the french style of architecture. Adjacent to the main building we have the suction well and the % million gallon reinforced concrete reservoir built in 1916. The machinery comprises one 6 Mil. gal. per. da. Holly Gaskell pumping engine; one 10 Mil. gal. per. da. Holly Gaskell pumping engine; and one 8.Mil. gal. per. da. Snow pumping engine. The boiler equipment consists of two batteries of two boilers each, with usual auxiliaries, such as boiler feed pump, air pumps, etc. The design of the three engines is to vary the supply of water according to the demand, only two being needed for the ordinary supply, and the other in case of fire. An extra supply is commanded by simply Opening a hydrant and be it ever so far away, this action acts automatically on the machinery, giving fresh impetus to the pumps, supplying the increased force necessary for the extra flow in a few seconds. At the same time an alarm is sounded to warn the engineer, so that the accessory engine may be set in motion. The water is forced through a 24 inch main, and thence through smaller pipes leading to the less pepulous districts of the city. Losey Avenue Pumping Station. The recent constructed low service pumping station near Losey Avenue, consists of a brick and concrete building, 18 feet square, and extending to a depth of approximately 15 feet below the ground surface and having one story above ground. This station house at present has a 12 inch motor ‘driven centrifugal pump. To this pump is connected the suction line from four 12 inch drilled wells in the adjacent area. The water from these wells is lifted and pumped through a 20 inch wooden force main into the receiving well at the main pumping station. General Character and Condition of Existing Plant. Practically all of the equipment at main pumping station, with exception of Snow pumping engine is in a very depreciated condition. The two Holly pumping engines, have expended practically all of their useful life and little Justifcation can be found for their further operation. The Snow pumping engine is a comparatively new piece of machinery, and has evidently been well handled, as it appears to be in excellent condition. The advance in the art of pumping stations and the design of pumping equipment, alone has rendered many of the elements of the old plant obsolete, even if they were not worn out. The available area at the site of the main pumping plant is so limited, that there is no Opportunity at this site for an expansion, such as will be necessary in order to furnish the city of Jackson a sufficient water supply in future years. Geological Considerations Affecting Ground Water. It has been stated by some investigators, that the municipal supply of the city of Jackson is drawn from the Marshall sandstone stratum underlying this region. A careful study of geological records indécate that this is probably not the case, however, as it is generally accepted that the Marshall sandstone under Jackson is found at a depth of somewhere around 1,000 feet. While the municipal wells are in general drilled to a depth of about 550 feet. It is more probable that the city supply is taken from the Parma sandstone stratum. It may be possible that the water origanally comes from the Marshall sandstone, and is forced by artesian head into wells which reach only into the overlying formations. It is probable that the catchment area for the water which reaches these wells, is in the table lands lying south of Jackson some 25 to 30 miles, and that the ground water flow is general from south to north. Present DevelOpment of Ground Water Supplies in Jackson. Drawing number 1. of this report is a map of the location of some of the larger water supplies, which are taken from the ground in the city of Jackson. A number of the industrial plants in city depend almost entirely upon this source for their boiler supply. It will be noted that most of the wells are located along the course of the Grand River, and it is possible that some of the supplies are taken from the ground water flows in the drift, comparatively near the surface. Others of the supplies, however, go down several hundred feet and draw their water from the underlying rock formation. It has been estimated that the normal amount of water taken from the ground by private supplies, independent of the municipal water works system, will reach a total of about 5 Mil. gal. per. da. This is a little more than half the amount used by the municipal supply on the average day of the year. On reference again to the map it will be noted that some of the municipal wells ( indicated in black ) are located well within the area, in which are many of the large private supplies. The private wells are shown in red. At the present time there is noted a marked interference between these supplies. During certain pumping tests which were made some four or five years ago, at which time the city was drawing heavily from the ground water strata, a number of private well supplies failed entirely. Others of them were very noticeably reduced. The general lowering of the ground water table, due to heavy pumping of municipal wells, broke the suction in some plants, where the equipment was not arranged for such deep pumping. It is very apparent from a consideration of the facts at hand, that if the city attempts to develOp the ground water supply near the present main pumping plant by air lift pumping or any other means, which will further lower the ground water table. It will result in the failure of many of the large private supplies new in ues in the city. It appears to be incontrovertible that the central area of the city is at the present time almost completely develOped so far as ground water is concerned. I’ll?! y.\. .. ’1‘. ..r;l .l ‘11:)! Nari . v. d\/ H% . /\\‘ 1 Es. VERSUS [js DEED \Dll:l U [:JCZJE \\ c O F L___l[: 1 «VD [:1E:][:i W51, 5 QS :I[:|E:1 \ 3 . i__\ j C: gamma ' 3:] \ §\ Available Sources of Supply. There is no question concerning the fact that the city of Jackson must by some means develOpe a more adequate and dependable water supply. The present wells could probably be made to yield a slightly greater quantity than is at present drawn from them, by air lifting or some other means, which would cause a further depression of the ground water table. The amount of water which could be obtained by any such method however, would not justify the effort. There are two possible sources of water supply which are available. The ground water supply at and near the city of Jackson is by no means depleated, even though there may be a local depression in the immediate area of present develOpment. There is also a possibility of develOping a supply from the many available lakes, streams and other surface sources near the city. Through a carefully designed and properly operated filter plant, a water supply from the latter sources would prove entirely satisfactorly for municipal use. The area in and around Jackson is underlain with water bearing strata, which can be made to yield great quantities of water of fairly good quality, although containing a considerable amount of iron. This abundance of ground water has lead to a develOpment of supplies from this source to a rather unusual extent. Water Main Construction in Jackson Michigan. From the available data shown below, and attempt has been made to show by graph, the number of miles of water mains constructed each year in the city of Jackson. Also along with this, the total number of miles of mains up to and including last year. The first water mains were laid in the year 1870 but no complete record for the numbers of miles of mains lain each of the preceding years up to the year 1908. But the total number of miles of mains laid was shown to be 67. 2 miles. Below is shown the number of miles of mains laid each year from 1908-1924. Also the total number of miles which is 117.156. Years. Miles of mains constructed Each year. 1908 5.00 1909 2.78 1910 4.25 1911 2.60 1912 .50 1915 4.25 1914 2.72 1915- 2.10 1916 8.50 1917 2.50 1918 2.60 1919 .656 1920 .89 1921 .56 1922 2.00 I925 5.07 From an investigation of the graph it is seen that very little construction work was done during the years 1919,-1920-I921. This was Just at the closing part of the world war when there was little growth in the city of Jackson. And at that time labor and the material for construction work were very expensive. B t in 1922 construction work begain to pick up a little and in I 25 a total of 5.07 miles of water mains were lain. In 1924 there will probably be still a greater number of mains constructed because of the extension of the city limits of Jackson and also due to the new reservoir and pumping station which is now under construction. Size of Maine. Length of 4" 131,545 Ft. 24.91 Miles. " " 6" 574,908 P 71.10 n w , a" 26,666 " 5.05 n 7 . 10" 54,870 7 6.60 n n , 12" 44,444’" 8.41 " , , 16" 5,040 n .575 " " " 18" 500 n .057 n " " 20" 2,020 N .587 v " " 24" 380 " .072 " ‘M 'IOIIOVI 'IO‘QD AJI’UIAINR _ _ sauna-mm ‘ [a mu- Prior to the year 1904, a great many services had been installed in the city of Jackson. But the per cent of these services that were metered were surprisingly small, which was due to the fact that it was not compulsory. But beginning with the year 1904, an attempt was made to motor all services, which prior to this year was supplying water to the consumers free of charge. This has been a very difficult task, but at the present time it is estimated that the percent of services, which have been metered is about 99.8%. The curves on the following page indicate how rapidly the work of installing meters in all buildings and factories has been carried out. The effect of this compulsory metering of all services upon water consumption reveals the very interesting fact that metering has so reduced the consumption of water, that the present water supply has served at least ten years longer than it would otherwise have done. At the present time there are eleven different kinds of meters used in the city of Jackson. The Artie has gained the most favor and is the only one which is now being installed by the Water Department. The other meters in use are the Hersey, Worthington, Crown, Gem, Keystone, Thompson, Empire, Tryden, Lambert and the Niagara. The greater part of these meters are either 5 8" or 5/4" in size. There is one 6" Keystone and several ", 5", and 1 1/2" meters in use at the present time Services and Percent Metered. gear Total metered % Metered. 1904 3963 937 23.64 1905 4197 1077 25.66 1906 4444 1105 24.86 1907 4767 1209 25.36 1908 5091 1363 26.82 '1909 5409 1972 36.52 1910 5876 3565 60.50 :1911 6318 5519 87.20 1912 6797 6201 91.10 Services and Percent Metered. Year Total Metered % Metered. 1915 7266 6754 92.50 1914 7700 7250 95.60 1915 6069 7675 95.00 1916 6756 6192 95.60 1917 9255 6717 94.20 1925 15000 14998 99.60 10079 935% 66%% 60% . % % MM. 23 % 1.3 2.3 74 3 6 0 . b a 7. .b .5 so 4. .4 meant: “scum rel fiw 1? 3 3 % In 2 2623 13572 6&7. 2076 .33 .33 was aama ko~m~ msma 92 ~54 ismx .m 51 «am. .n 61 .53 .22 dxm‘ mom. Gama .soma .weaa wOma Igooo MI 0 8 WNOxk “Chum... 143000! 12,0067 Iqoooi b000 4000 2000 . ewe to NE Neg. YEA R5. A study of the death-rate or case-rate of typhoid fever in the city of Jackson for the past number of years, illustrates in a striking way, the relation that exists between this disease and the general character of the public water supply. From the data shown below, it is easy to see that the number of typhoid fever cases about the year 1911 was rather high. According to Dr. Town of the Health Department of Jackson, the water at that time did not give very favorable results on being tested. But since that time more precautions have been taken and the number of typhoid cases have diminished fairly rapidly. But in 1920 and 1921 we find that the number of typhoid cases increased somewhat. 0n investigating the cause of these cases, it was found that some of the private wells, of which there are several in Jackson, were in a very bad condition, and that the majority of the people who were sick with typhoid fever, had been using water from these wells. The use of water from these wells was then prohibited and the number of cases at once became fewer. The water supply of Jackson is from the best artesian wells in the country, and so there should be very few typhoid fever cases in Jackson at any one time.. Data. Years Cases Deaths 1911 75 8 1912 66 5 1915 44 4 1914 65 7 1915 17 l 1916 50 6 1917 0 0 1918 10 l 1919 4 0 1920 17 4 1921 20 5 1922 12 2 1925 5 0 MICIIILiAN AGRECULTURAL COLL 5"“? makes“ SHflW/Né‘ .rrpfloip , «@4555 FE}? xenon; 1a.; E: S3. a. ._~»1.sl...e‘. , ._ .' - ~ - DEPARfMIJNT 0F nut-«Stun;- 1 m Comparison of Pumping Statistics for the Years 1922-1925. 1922. Revenue sale of water Meter deposits Miscellaneous sales Amounts payable Amounts receivable Gas Heter Tests Earnings (service repairs) Testing meters Gas penalties Show permits Total Revenue Expenses $119,156.56 Capital account 8,926.10 Operating expense3110,210.46 Total amount pumped for year 1922 Cost of pumping per 1000 cu. ft. for year = 1923. Revenue sale of water Meter deposits Earnings (service repairs) Accounts receivable Miscellaneous sales $150,402.54 5,080.00 1,041.52 1,167.55 5,587.56 56.00 1,665.00 60.00 $141,100.57 Revenue $141,100.57 Operating expense 110,210.46 Income S 50,890.11 = 222,722,00 cu. ft. 50.4946 $147,626.24 4,222.00 1,564.47 489.60 405.44 Show permits 60.00 Gas penalties 28.50 Gas meter tests 15.00 Pumping rental 16.00 Testing meters 7.00 Total Revenue $154,456.25 Expenses $115,945.46 Revenue $154,456.25 Capital account 7,855.40 Operating expense 106,090.56 Operating eXpense$106,090.56 Income $ 48,545.69 Total amount pumped for year 1925 = 241,845,000 cu. ft. Cost of pumping per 1000 cu. ft. for year a $0.458 Reduction per 1000 cu. ft. for year 1925 over 1922 was $0.056 The Water Department does not charge for fire servicd, but for domestic and manufacturing purposes, they charge 51.00 a 1000 for the first 5000 cu. ft. consumed in a month, and 75¢ for all above 5000 cu. ft. The gas is tested every three hours, and if it falls below 540 B.T.U. at any one time, the Gas Company is fined $25. The amount of chlorine used is about .4 parts per million. PAP? III. Population Studies and Estimates. The population of the city of Jackson from the date of the earliest United States Census, up to the present time is given in the following table. Table 1. Population of Jackson, Michigan, by U. 8. Census Returns. Year Population 1850 2,565 1860 4,799 1870 11,447 1880 16,105 1886 18,919 1887 19,588 1888 19,858 1889 20,528 1890 20,798 1891 21,256 1892 21,674 1895 20,112 1894 22,550 1895 22,988 1896 25,426 1897 25,864 1898 24,505 Year Population 1899 24,742 1900 25,180 1901 25,805 1902 26,450 1905 27,055 1904 27,680 1905 28,505 1906 28,950 1907 29,555 1908 50,181 1909 50,807 1910 51,455 1911 55,594 1912 55,555 1915 57,516 1914 59,277 1915 41,258 1916 45,200 1917 47,500 1920 48,474 1922 50,000 These records indicate a steady, but not unusual gain over the whole life of the city. From the curve it can be seen that during the World War, the increase in polulation was very small. But as soon as the soldiers returned from the war and the factories began working under normal conditions, the population has increased more rapidly. An effort has been made to estimate the future growth in pOpulaticn for the city of Jackson, up to, and including the year 1950. Curve Number 1 of this report is a past, and probable future increase in pOpulation for the year 1950. This estimation for the future was made by per- cent increase per decade. Estimated Future Population of Jackson, Michigan. Year Population. 1950 65,000 1940 95,000 1950 118,000 To attain a pOpulation, which has been estimated in this forecase, the city of Jackson will not be required to eXperience any unusual growth, but just a normal increase, such as may reasonably be expected of any Michigan city. Water Consumption Studies and Estimates. The records of the Water Works Department of the city of Jackson have yielded some valuable information con- cerning the average daily quantity of water consumed for recent years. The following table gives the data which is available for the years 1910 - 1922. Table 2. Data Concerning Water Consumption at Jackson, Michigan, For Years 1910 - 1922. Average Consumption Rate in Million GallonSper Day. Year 1910 1911 1912 1915 1914 1915 1916 1917 1918 1919 1920 1921 1922 For Year 2.92 2.71 2.90 2.89 2.95 2.55 5.11 5.75 4.12 4.25 4.51 4.56 4.56 For Liax imum Day 7.70 4.97 4.96 6.17 5.45 4.15 5.66 7.46 6.94 8.55 7.42 8.55 7.90 For Minimum Day 1.84 1.85 2.04 2.15 1.75 1.92 2.15 2.16 2.40 2.25 2.89 5.05 5.10 For Maximum Hour 15.62' 15.57 15.54 15.00 Table 5. Ratios in Per Cent. Max. Da. Min. Da. Max. Hr. To Average To Average To Average 264 65 185 68 171 70 215 74 185 59 162 75 182 68 200 58 168 58 197 55 522 165 64 500 191 70 550 175 68 558' The following table is a record of daily average gallons, and daily consumption per capita in the city of Jackson, for years 1886 - 1925. While these figures might be taken to show that the per capita consumption might be expected to continue to be about 90 gallon per. It is shown by curve Number 2 that for the year 1950, it will be about 108 gallons per capita. This curve was constructed from the following data, and the estimation for the future was made by per cent increase per decade. Table 4. Daily Daily Year Average Gallons Consumption Per Capita. 1886 1,750,000 92.5 gallons 1887 1,600,000 85 " 1888 1,650,000 84 " 1889 2,010,000 100 " 1890 1,805,000 90 " 1891 1,770,000 84.5 " 1892 1,750,000 80.5 " 1895 1,955,000 89 " 1894 2,542,000 104.5 " 1895 2,550,000 102 " 1896 1,945,000 85.5 " 1897 2,180,000 92 " 1898 2,460,000 101.5 ” 1899 2,290,000 95 " 1900 2,200,000 87.8 ” 1901 ,2,240,000 87 " 1902 1,855,000 70.5 " 1905 2,150,000 79 " 1904 2,150,000 78 " 1905 2,120,000 75.5 " 1906 2,610,000 90 " 1907 2,255,000 76.5 " 1908 2,605,000 87 " Daily Daily Year Average Gallons Consumption Per capita. 1909 2,410,000 78.5 gallons 1910 2,760,000 88 " 1911 2,770,000 85 " 1912 2,720,000 77 " 1915 2,785,00 75 " 1914 2,745,000 70.5 " 1915 2,445,000 59 " 1916 5,055,000 67 " 1917 5,750,000 78.5 " 1918 5,800,000 79 " 1919 5,960,000 84.5 " 1920 4,105,000 95.5 " 1921 4,210,000 89 " 1922 4,600,000 91.5 " Basis of Design for Future. As a basis upon which a design for an improved water works for the city of Jackson may be carried forward, the following conclusions have been reached. That the general features of the plans should be designed to adequately serve a p0pulaticn of approximately 118,000 persons, which pepulation should be attained about the year 1950. That an average consumption of 108 gallon per capita per day should be provided for. That the ratio of consumption rate during maximum hour to the average, be taken as 520 per cent. That the ratio of consumption during maximum day to that of the average day, be ta en as 150$. That the design should provide for a: average pumping rate of 12,000,000 gallons per day. {coeva .5770 “We PAS? me new“ Fermi/r ‘ \ l i reg YEAR 7’3 , Ava RAGE PUMR‘ING “RAT: M'Ch".-.IV A :':I“L.UL.TUF'(,.‘.'_ COLLL'I“: .--.--.—- -—— -- ’ ,vL, ' r' ‘ ! l as: i 1 : flier I V m! ”Te-61. u 7 $5551 '2 " » r ”6251' W cm NA. :1. 01‘ -~ a." u‘ N 61 \ 35107799 "NO/“IUW Inf": It)” b, {er 0 w: m, N 4. .‘Aa—— -m'.— :7 ,4 __i, L: w W [brutal-Ln"! car lanai-IA [I'- ,‘. _,....._.,._.c._ . . 1...- 1 I 7 . p- . . *"’"“"—""‘—*4—"—, t_.__t‘._k 1.... J...__&—..r—> 47-4..-. fl .1, ._. . . LA»—-—>-r .4 p-......-.,........ ._..t-. »._1--o—- -Q- . 4.+«._.._. 4,-.—+—-r—4.... «p. ~ .4. ~. . ,_.,._- . . l A A t . . 1‘ IA \ g , v ..A ‘__:_~J-.._._. .._. ,_..—.-o.. . 0..., . 7""_+— . ' “"51744- A “—— 0 ..¢. fiaf‘fl‘ TV? .3... 5- 0 "Ella Sharp Park Project" It has been apparent to the pe0ple of Jackson, that the present system of obtaining water to supply the city of Jackson, will be adequate for only a few more years. In the minds of some peeple there exists the thought that the Ella Sharp Park is a desirable place for a water supply develOpment for the city of Jackson Michigan. Reference to this is also found in the report of Mr. S. G. Pollard, who acted as consultant to the city.of Jackson upon water works improvement in the years I917 & I918. It appears from Mr. Pollard's report that some little thought and investigation was given to this question at that time. In the present investigation of the water supply system of Jackson, attention is again drawn to Ella Sharp Park, as a suitable place for a future water supply development for the city of Jackson. The Ella Sharp Park is situated on either side of 4 th street just south of the southern limits of the city of Jackson. It is a beaut- iful tract of rolling land which under the terms of its bequest to the city, has been atristically landscaped. It will be a very valuable asset to the city of Jackson, if continued in a restricted use as a public park. According to the available records the highest point in the park is about elevation IOIO. This heighth of land coupled with the presence of small flows of spring water, in the lower levels, has prompted the suggestion for a water supply development at the park. Onecareful invest- igation, a water supply develOpment in this area may be along two different plans. The water supply might be taken from the ground water underlying the park, and be pumped to a reservoir located on the high land, from which it would flow by gravity into the city. Another plan might be is to obtain the water from some of the present wells and pump it across the city to a reservoir located in the park, from which it would flow by gravity down into the city as under the other scheme. In the study of these possiblities such calculations have been made which show conclusifly, that neither one of these two plans can be worked out satisfactorily. In the working of this problem it was necessary to determine which part of the city not only was the center of the business district, but also contained the tallest build- ing. This being necessary because under either of the plans previously mentioned, there would have to be enough pressure to force the water to the t0p of the tallest building. If this is not possible, under the present conditions in the city of Jackson, there is little need of fostering either of the plans, because Jackson is growing rapidly and will be constructing buildings, which are taller than those already existing. The center of the business section of the city is taken at the intersection of Hichigan Avenue and Mechanic St. At this place, is also situated the Peoples National Bank building, which is eight stories in heighth. At this point the elevation of the ground surface is 955 feet. The distance from the reservoir site in the park to the latter point is about 15,750 feet. Calculations as to the desirable size of main from the reservoir to the city,indicates that there should be at least a 50 inch main from the park in as far as High St. From that point it may be reduced to 24 inches on account of possible cross connections with the existing destributicn system. A study of the consumption rates which have been obtained in the past in the city of Jackson, indicates that the maximum hourly rate of consumption has already reached 15 Mil - gal - per - da. A rate of 15 mil - gal - per - da has occured several times in the past few years. Reference to an earlier page of this report indicates that any proposed develOpment. should be made on the basis of a probable maximum daily consumption rate of 18 Mil - gal - per - da. And a maximum hourly rate of 50 M11 - gal - per - da these figures being calculated for about the year I940. The following table brings together some of the results determined in a calculation of the friction loss in a 50 inch main, from a reservoir site in the park.to the intersection of Michigan Avenue and Mechanic St. Table 5 Data Concerning an Available Water Pressure Resulting from a Reservoir Located in the Ella Sharp Park. Rate of water Friction loss Elevation of Consumption in between Mechanic water in Gal.per.da. St. and Michigan reservoir. AVG. In feet. In feet. I0,000,000 28 IOIO 15,000,000 66 IOIO 18,000,000 79 1010 50,000,000 I29 IOIO Elevation of Elevation of heighth to which Hydraulic ground surface water will rise Gradient at at Lechanic St. at ground surface Mechanic St. and Michigan at mechanic St. and Michigan Ave. In feet. and Michigan Ave. Ave. In fact. In feet 982 955 47' above. 944 955 9' " 951 955 4' below. 880 955 55' " In order to determine the friction head for the data given in table 5 the formulae hf=f LV2 and V: g were used. 52g A L==the length in feet of the pipe measured on its axis. D==the internal diameter in feet of the pipe. V: the mean velocity of flow in feet per second. h:= the acceleration due to gravity, taken as 52.16. The results of these calculations will be considered in the light of the service, which would be rendered to a water consumer under the conditions previously stated. Now it is possible to determine just how high the water would rise in the Peoples National Bank building due to gravity pressure. The elevations of the different floors are as follows. Floor. Elevation. First. 955 Second. 951 Third. 962 Fourth: 975 Fifth. 984 Sixth. 995 Seventh. 1006 Eighth. 1017 The roof elevation is about elevation 1028. At a time of a consumption rate of 10 Mil. gal. per. da. The water would rise in this building to a point 47 ft. above ground floor or just to the level of the fifth floor. At the time of a consumptive rate of 15 Mil. gal. per. da. the water would rise in the building to a point 9 feet above the ground floor, not quite to the second floor. At the time of a consumption rate of 18 Mil. gal. per. da the water would rise to a point 4 ft. below the first floor. Even under a static condition, where no flow at all would be possible, the water would rise in a piping system of the building only to a point 75 feet above the ground surface, which is about 4 feet above the seventh floor. And under these conditions it would be impossible, without some additional pumping to get water to the eighth floor. Q==the discharge in cubic feet per second. A: the cross - sectional area of the pipe in feet. f: the friction factor, which with new cast iron pipes ranges from .02 to .05. Mr. L. Arnold, City Engineer of Jackson,states that they have found that the friction factor .055 is best suited for all computations concerning new cast iron pipe. For a rate of water consumption of IO Mil. gal. per. da.thrcugh a 50 inch pipe for a distance of 15,750 feet, the following results are obtained. Q: 10,000,0009-6465I7='I5.4 discharge cubic feet per second. Area of a 50 inch pipe 5.02 feet.. V: 154+ 5.02: 5.1 mean velocity of flow in feet per second. hf: f.LV2:.O55. 13,750 (5.1)3=28. friction loss. 52g 2.5 64.5 For a rate of water consumption of 15 Mil. gal. per. da through a 50 inch pipe, for a distance of 15,750 feet, the following results are obtained. Q=-I5,000,000%-6465I7==25.2 discharge cubic feet per. second. Area of 50 inch pipc=:5.02 ft. V=25.2-I-5.02=4.6 mean velocity of flow in feet per. second. hf: f. Lv3=.055. 15,750 (4.6)2266 friction loss. 52g 2.5 64.5 » For a rate of water consumption of 18 Mil. gal. per. da for a 50 inch pipe, for a distance of 15,750 feet, the following results are obtained. Q: 18,000,000+ 646517: 29 discharge cubic feet per second. Area of a 50 inch pipe=:5.02 feet V==29é-5.02= 5.8 mean velocity of flow in feet per second. hf=f. 1.72:.055. 13,750 (5.8)2=.79 friction loss. 52"g' 2.5 64.5 For a rate of water consumption of 50 Mil. gal. per. da through a 50 inch pipe, for a distance Of 15,750 feet, the following results are obtained. Q=50,000,000;'- 646517: 46.4 discharge cubic feet per. second. Area of a 50 inch pipe is: 5.02 feet. V=46.4%5.02= 9.28 mean velocity of flow in feet per. second. hf: f. mg: .055 13350 (9.2e)2= 129 friction loss. Tag 2.5 64.5 For a consumption rate of IO Mil. gal. per. da. IOIO- 28= 982 feet. 982-955==47 feet above ground surface. For a consumption rate of 15 Mil. gal. per. da. 1010- 66 = 944 feet. 944-955=:9 feet above ground surface. For a consumption rate of 18 Mil. gal. per. da. 1010- 79=951 feet. 951—955=4 feet below surface. For a consumption rate cf 50 Mil. gal. per. da. 1010- 129: 880 feet. 880-955::55 feet below ground surface. In a business district a desirable water pressure is about 60 lbs. per. square inch or 158 ft of pressure head. In order to provide such a pressure at ground surface of Michigan Ave. and Mechanic street, during the time when the water consumption rate reached 10 Mil. gal. per. da it would be necessary that the reservoir be located on the high hill in the park, be elevated to a point 90 feet above ground surface. And with a rate of 15 Mil. gal. per. da ,the elevation of the reservoir would have to be at least 150 feet above the ground surface. While for a consumption rate of 18 Mil. gal. per. da, which will soon be reached in the city of Jackson. The reservoir would have to be at least 142 feet above the ground surface. In order that the reservoir can satisfactorily meet the fluctuations in consumption, its volume should be about 5 million gallons. An econmically proportioned reservoir of this volume to be built at the ground surface would be 175 feet square, with a water depth of 14 feet. To construct a reservoir of this volume at an elevation of 100 feet or more above the ground surface, would be impracticable from any stand point; and the cost of such a structure would be very high, and so prohibitive. In view of the fact that this land was given to the city of Jackson as a pleasure park and as it has already proven itself to be very valuable, it will not be feasible to construct a water supply system in Ella Sharp Park. It has also been shown by calculations, that a water supply system situated in the Park will never give satisfactory service over the whole city of Jackson. nfhm v fi_j." . Recommended Plan for the DevelOpment of a New Water Works Plant. A definite and final conclusion has been reached, that it is not practicable to consider any further develOpment. or enlargement of the municipal water works plant at its present site. between Water Street and Grand River. An investigation of the quantity of water, which might be available from the area now partly develOped by wells near Losey Avenue and from adjacent areas in this . vicinity bordering on the Grand River, indicates that there can be obtained from this area, sufficient water to meet the needs of the city of Jackson. No other site, which is available to the city of Jackson, offers the possibilities approximating those, which may be had in a develOpment in the Losey Avenue area. This being partially due to its nearness t0 the present plant, and the ease with which the two systems can be joined together. General Plan. Drawing 2. of this report shows a general plan of a possible arranging of structures, necessary in the development of a water works pumping plant in the above mentioned area. While this plan shows a definite location for the several structures comprising the plant, it is not to be understood that this particular arrangement will be final in all reapects. The tepography is such that the general relations of the several structures may be kept alike, even though the location and orientation of the plant as a whole be changed. At the present time the water works structures situated in this area consist of the four 12 inch wells, and the small electrically Operated low service pump station, which forces the water from the wells to the present high service plant situated along Water Street. Under the proposed develOpment. six new 12 inch wells will be drilled in the area adjacent to existing wells already drilled. These wells will be connected with the present line leading to the existing 10w lift pumping station. The present pumping equipment consists of a 12 inch motor driven centrifugal pump supplemented by a new 15 inch motor driven centrifugal pump. These pumps will draw water from the wells and discharge it through appro: iate piping connections into a new storage reservoir, to be located south of the New York Central tracks. The preposed storage reservoir will be of approximately 5 million gallon capacity. This reservoir will be of sufficient size to meet the demands of the maximum hourly rate on that day of the year, which has the maximum consumption. The use of such a reservoir will make it possible to draw on the wells at practically a constant rate during the night time, and at other periods of low demands for water, the water from the low service pumps will go into storage in the reservoir. During sprinkling hours and other periods of high demand, the water from the low service pumps will go directly to the high service pumps and this supply will be further augmented by that volume stored in the reservoir. A new high service pump building, which when completed will replace the Water street station will be located on the land lying between the Jew York Central and Cincinnati tracks. This pump building with the adjacent boiler house will be given an architectural treatment, which will make these structures different from the usual factory type of construction, and which will enhance the value of any park or landscape development which may follow. The high service pumping equipment to be housed in this building, will consist of the present 8 Mil. gal. per. da. Snow Cross compound high duty pumping engine, now in place at the Water street station; one new 8 Mil. gal. per. da. cross compound high pump engine; and one new 8 Mil. gal. per. da. turbin driven centrifugal pump. In the pump room there will also be housed two 100 K. V. A. turbo- generatcr sets, which will be used to supply electrical energy for the low surface station. A connection will also be made with the commercial electrical power service for use if required. Necessary switch boards and other auxiliary equipment will of course, be provided. The boiler plant equipment will consist of 5 160 H. P. boilers with their necessary feed-water heaters, fuel pumps and other auxaliaries. The coal supply for the boilers will be brought in over a spur track from the New York Central lines. This track will be elevated from the coal pit in such a manner, that hepper care may dump their leads directly on to the coal pile. The high service pumps will take their suction from the low service discharge line or storage reservoir. They will discharge into a supply main leading from the plant to Beldon Avenue and continued through the public streets to a connection with the existing distribution system at Milwaukee and Otsego streets. The following tabulation presents an estimate of cost of those parts of the recommended water works development, which should soon be under taken. This amount of construction will provide a thoroughly adequate supply, equal in quality to that at present enjoyed and much less liable to contamination. It will provide pumping capacity sufficient to meet the maximum demands upon the water supply system for the next twenty years. It will provide the nucleus of a plant, Provisions for Plant Expansion. Chemical analysis of the water from Losey Avenue wells and from other deep wells in Jackson, show a hardness of about 275 parts per million. While it is probably true that the people of the city of Jackson are accustomed to a water of this hardness and may not at present feel the need of softening it; yet a consideration of this contingency is most important at this time. When the city of Jackson will have completed and placed in Operation an adequate water works plant, supplying sufficient quantities of water, it will doubtless be found that many of the industeries new obtaining their supplies from private scources, will revert to the municipal supply as being cheaper and more reliable. These consumers will demand a supply reasonably soft and suitable for steam purposes. The public in general, is taking an increasing interest in the quality of their public water supply, and it is only a question of time when the domestic consumers also will appreciate and demand the advantages of a softened and filtered water. With these considerations in mind, the general plan has been so laid out, that it will allow of a develOpment for softening and filtering the water when this may be desired. Drawing 2. indicates in light lines, these structures and parts of the plant, which may be develOped at such time as a softened supply becomes desirable. Under such a completed design the Operation of works will be essentially as follows; The low service pumping station will take its supply, as at present, from the several wells, but will pump through a low service main to the chemical building, where the water in its flow will be treated with the required softening chemical. From this point it will continue on to a sedmentation basin,which may be located on the high - land a little way south and east of the main plant. In this basin the resulting precipates from the chemical softening reactions, and other foreign matter will be settled out. From the sedimentation basin the supply will be carried through a pipe line into the filter building and on to the filters, where a further purification will be effected. The effluent from the filters will be carried over and stored in a large reservoir. From the storage reservoir the softened and filtered water will be drawn by auction into the high service pumps, from which it will be discharged through the pump main into the distribution system. ' which may at a latter date be expanded and develOped into a thoroughly complete softening and filteration works. The time which has been available for these studies has not allowed the making of plans complete in all their details, nor as to the investigation as to the actual cost of many of the parts and pieces of equipment. It has, however, shown conclusivelythat these works may be constructed at a very reasonable figure.No allowance being made in these estimates for such lands, or right-of—ways as may be necessary in the develOpment. Preliminary Estimate of Cost of Recommended Water Works Improvement for City of Jackson Michigan. Wells. Consisting of six new 12 inch drilled wells. The wells are approxmately 400 feet deep. Total cost $I2,000. Low Service Station Improvement. Consisting of necessary piping connecting with wells; a new 15 inch motor driven centrifugal pump with valves and piping; and a 24 inch Class A cast iron pipe main peading to the high service pumping station. $16,000. Storage Reservoir. One covered concrete reservoir of 3 million gallon capacity $65. 0000 High Service pumping Station Building. Consisting of pump room, boiler room stack, coal storage area, Spur railroad track, trestle, roadways and general grading and ground improvement. $94,000. High Service pumping Equipment. Consisting 0f the resetting of the present 8 Mil. gal. per. da. Cross compound pumping engine; one 8 Mil. gal. per. da. turbin driven centrifugal pumping unit; two 100 K. V. A. turbin generator sets; 3-160 H.P. turbin boilers and other necessities. $128,000. Connecting Main. From the high service pumping building to connect with present city distribution system. $85,000. The total cost of recommended immidiate construction, not including rights-of—way is s4000,000. PART VI. CITY 03 JACLsUH, LICHICAN. Report on "“A‘ :vq 'P‘rx ,‘1 TT‘C ‘rx " V v". | .ansalIir-l Ul.‘ .u'u‘v VILY I-uJTJ L) Summary of Tests Well No. l was tested Oct. 9th and 10th With the follOVing hinim 3 rate of pumpage 171,000 Gal./La. haximum " " " 088,000 " " Averaee 420,000 " " Lowering corresponding to min. rate pumpage n t Y? ., t? n r ‘3 ' V' ' max. &.a0 '0 H H '\ W U ‘ L liver 0 l 0 70V " 'Jell No. 2 has tested 00L. Lth and 0th Mith the following results: (7“ hinimum rate of punpage £2,000 Gal./Da. V’ W H Kaximum 942,000 " " Average " " " 719,000 " " Lowering corresponding to Lin. rate pumpage 4.86 ft. 0.27 ft. 77 n n 1"th n n u C " " " Afar. " " 4.:7: " 'Jell he. 8 was tested Dec. Lth and 0th with the follOVing results: ijnnmm rate of pumpage ILaximum " " n Average " " " 502,000 Gal./Pa. 726,000 Gal./Du. 052,500 " " Lowering corresponding to Lin. r~te pumpage 5.17 ft. I? 7' H 1 ax . H " U . 40 7' " V, Y" ‘2. ‘18 I. . Y' Y' '7 . Ob " Jell No. 4 was tested Nov. 2nd and 0th pith the fOllCUiDF Linimum rate of pumping 408,000 Gal./Ea. haximum " " " 942,000 " " Average " " " 660,000 " " Lowering correSponcing t0 yin. rate pumpage 5.80 ft. " " " Lax. " " 0.90 " " " " aver. " " 4.678 " Hell No. 5 was tested Oct. 20th and z7th with the follow- ing results: Lamina-1 rate of pumpage 464,000 Gal./1‘a. 1.8;;ti:; " " " 1,000,000 v n Ave l‘ug e N H > H 701 . 000 'Y Y! Lowering of head corresponding to Lin. rate pumpage 4.41 ft. n n n n n 1.:&LX. H n 6.41 n H I? H H H AVer. N Y? 4 .10 W dell No. 6 was tested Nov. zlst and 22nd with the follOW- ing results: hinimum rate of pumpage 407,500 Cal./Da. maximum " " " 1,001,000 " " Average n n n 690,900 " n Lowering o N .0 .L I? head corresponding to Lin. rate H H H H " tax. H " Aver. pui'up‘age H cohsiiisox 03 rULPIKG 1922 0,020,200 4,922,100 4,092,000 4,700,100 2,174,000 4,721,000 4,621,900 2 & 1922. fax. Day (Pumping) 1922 4,270,000 9,200,000 2,291,000 r 8,222,800 7,207,000 2,021,000 Daily Average (Konth) 1922 4,211,22= 4,079,020 2,940,020 4,101,920 4,411,000 5,400,200 9,910,000 5,447,000 4,204,000 Iain. Day 1922 0,200,000 2,210,000 ,244,600 (a re 2,001,000 4,420,000 2,297,100 2,422,900 ,240,900 P \7 ,100,000 ft”. ,207,900 (2‘ 1922 4,200,000 4,007,290 4,774,020 4,022,200 4,050,400 0,202,490 0,022,200 0,242,990 4,920,470 ,200,000, (Pumping) 1922 ,4J0,000 (3 ,270,100 to (H <1 0“ C," C) C‘ 0 ,027,400 (\1 )1 ',210,000 r ,274,000 (0 4,029,100 4,001,400 ,001,000 f 0. ,711,200 b” .95" ,400,000 2,200,000 Daily Ave 1922 Oct. 4,287,000 Nov. 4,000,900 Dec. 4,117,000 Average 4,000,700 haximum of water pumped in one day, I? I! H Y? H H H Kinimum amt. of water pumped in one H H H H H H Y? Average daily amount for year, 1922 I? H N H H 1980'; Average daily increase of 1981 over Per Capita Consumption 1925 Total amt. of Water pumped 1921': - 1 $41,842,270 cu. ft. Total amt. of water pumped 1922 - l 222,720,201 cu.ft. Increase pumpage of 192: over 1922 rag e (140111.11) 192; 4,905,82 4, 99,090 4,“22,710 4,952,090 192“ - 7,904,000 Cal. 192: - 8,222,800 " day,1922 2,106,800 Gal. " ,1922 7,216,000 " 4,880,700 Gal. 4,922,590 " 1922 291,890 Cal. 99 Gal. ,000,9e7,700 Gal. or ,602,947,800 Gal. or - 142,029,920 Cal. Water Pumped 1925 Coal Used Chlorine Used Daily Total Daily Total Daily Total Aver. Aver. Aver. (021.) (021.) (Tons) (Tons) Lbs.Oz. Lbs. Oz. Jan. 4,288,800 152,222,800 5.88 181.88 12 7 284 14 Feb. 4,807,290 129,004,400 8.79 190.14 17 0 478 2 Ear. 4,778,820 148,074,800 8.59 204.5“ 17 12 521 12 Apr. 4,821,280 142,002,000 8.22 188.89 18 18 589 14 Kay 4,850,480 144,182,500 8.57 205.80 19' 7 802 5 June 8,202,490 189,105,000 9.22 2 9.48 20 8 812 2 July 8,052,200 187,852,500 8.81 275.07 19 12 811 15 Aug. 5,242,990 182,529,900 7.47 211.47 19 0 289 2 Sept. 4,980,470 149,415,000 8.85 199.02 18 1 481 4 Oct. 4,982,220 152,888,500 8.49 201.27 15 10 489 14 30v. 4,499,090 124,972,000 8.29 197.87 14 0 458 8 Dec. 4,255,710 151,884,700 8.47 200.44 18 14 £85 4 Daily Average water pumped 4,952,590 Gal. Total Hater Pumped 1,808,987,700 " Aver. coal to pump 1 £11. Gal. 1.41 Tons Total Coal consumed 2,549.04 " Total Chlorine used 8,592 lbs. Average parts per.Yil. Chlorin .45 .qvx "“7117”! L‘ 77-1 f‘T" 1 *j'fi’fi—I‘ iLJQJ.-.LJU OJ ink” VJ. Y The contract With The Artesian Well and Supply Co., which consisted of drilline six twelve-inch wells for the City of Jackson, bus been combleted. Each tell, upon com- pletion, Wes test 1 by gumging, measuring the lowering .0 01 the :round water and recordin? the discharge. There are two important ress us for testing the tells; first, the clcsnins of the tells, and second, to determine the probable yield of the tells.' The tabulation below Rivos the depth of casing, the amount of uncesed V811, and total depth. Hell 30. Length Cased Length Uncused Total Depth 1 70' - 1/2" 229' - 11 1/2" 400' - o" 2 85' - 9 1/2" 224' - c 1/2" 298' - 8" c 88' - 1" 225' - 11" 554' - o" 4 88' - e" 224' --o" 292' - 8" 5 73' - 1 1/2" 212' - 10 1/2" 288' - o" 8 52' - 9" 228' - 7" 290' — 4" 297' - 2 1/2" 1954' - 1/2" 2,251' - 4" The deepest well is 400 ft. and the shallowest 284 ft. The longest casing is 72' - 1 1/2" and the shortest is 58 ft. 1 in. The source of supply of these wells is from The Hershall sandstone strata which is first encountered about 200 ft. below the surface of the ground. The direct \ pumping method will be used. From the above date it was possible to Vorh out 8 head-discherge curve or to obtain a curve which Mould give the yrobeble yield for one foot lowering of the ground water. In conclusion it tould seem ressoneble to believe that by lowering the ground water eight feet the six wells.wou1d yield 8,000,000 081. in 24 hours and by lower- ing the ground water 10 feet, the yield of ten wells would be 7,000,000 Gel. in 24 hours. .v-jt'w V"' f" ‘u‘f‘j‘. 01111101101114 iJii in for HfinD-DIQCEARCE CURVE Well 20. Average Pumping Lotering Rate 1 1.708 ft. 420,000 081. 2 4.:7: " 719,000 " 7 7.080 " 552,000 " 4 4.878 " 880,000 " 5 4.100 " 701,000 " 6 4.285 7 090,000 " / Equation of Curve - r = 182,900 h. Linimum Pumping Hell No. Lowering Rate 1 1.18' 171,000 081. 2 4.88' 822,000 " 2 8.17' 502,000 " 4 5.80' 408,000 " b 4.41' 484,000 " 8 2.L0' 407,000 " 7 Equation of curve - r = 121,880 b. Karimum Pumping ‘ e 1 1 No . L o‘s-‘I e ri I??? Rb ’59 1 2.20' 585,000 081. 2 . 8.27' 942,000 " z 5.40' 728,000 " heximuu Bumping (COntinued) Uell No. 4 5 8 DATA F03 HinD-DIJC Rate 240,000 0 228,800 484,000 £02,200 844,000 888,000 821,800 872,000 27,008 778,000 820,000 880,000 Equation of Curve, 0 2 Lb " H l? I? H " IV " Lowering 8.90' 8.41' 8.18' 1. T.‘ 9 “31" '— Au“. J .4 Rate 942,000 321. 1,00 0,000 " 1,021,000 " 4.:4' b.07' CU 1"] ‘ "'1 ' ‘T‘T-‘r‘rtn '5" WW» I.. .4 [A ._ 1211 .JAJJ .1 .4 -JAJ...¢Q. Head Lotering r = 188,000 h 33.1'2.; Well No. 1 to m c~ C.) Hell (‘0 (fl ('1 0) Well Ca ‘7 170. IJo. Lowerinx 0' en m ('1 O D“ <1 0“ ‘.40' 5.90' c.41' 8.18' :10“. 0 I‘ll??? 1.18' 4.00' 0.17' 5.00' 4.41' 2.00' Lowering 1;? sximum Pump i ng Rete 585,000 912,000 728,0t0 042,000 1,000,000 1,011,000 Minimum Pumping flute 484,000 407,500 veruge Pumping Rate 420,000 719,000 080,000 701,000 890,000 ‘r‘f ',‘ ’,w¢.'.‘ ylVlT V... l 7' \fi“ V“ j ‘J-)L |JLJ J -A1-LY ItaA’lA)-,.‘I 64C 1);-1U1; CLI .L 081. H Y? Y' " “I h l o n 1' 081. V? N Y? 'TY ' .v ‘ L) Yell 310V. 910.12 910.2 913.2 914.4 915.2 010.5 910.; 913.3 015.1 910.2 910.1 915.0 915.4 918.2 1:0. 1 0' 0" ._ O; ..é;.LOI‘ .Jt’LI‘t at £1.15 Poll. (Continued) Discharge .00 .00 .00 Elev. 91£.9 a 914.‘ D 914.1 914.1 914.2 914.5 ‘1 914. P 914.2 910.4 916.3 910.1 915.4 916.1 910.4 910.0 910.1 911.0 ‘915.5 915.6 915.6 915.9 915.7 915.5 915.7 (Continued) Discharge (h) Elev. 0f Jater Discharge (h) Elev. of Water .54 915.5 - 912.8 .54 915.5 .45 915.8 .02 915.0 .50 914.2 .55 915.6 .50 915.2 .45 915.5 .45 914.9 916.1 914.9 910.7 915.8 916.7 914-8 916.6 914.0 910.4 915.0 916.5 915.2 916.5 915.1 915.1 914.4 915.5 914.6 910.6 912.4 - 912.4 - .45 915.4 - 915.6 .50 914.9 - - .57 915.1 - - .57 915.1 - - .55 - 915.4 - 915.4 - 91.5.4 - 914.2 Discharge (h) Start at 10:15 A.M. .77 .76 .76 .75 .74 .74 .74 .74 .74 .71 .70 .71 Well‘No. Elev. of Jater atert at 10:00 A.M. 912. 911.9 7' N 7' 911.8 911.8 2 Discharge .75 .76 .76 .76 .72 .76 .78 .78 .76 (h) Elev. 911.8 911.7 N 77 914.2 912.7 912.6 912.2 912.0 '7 N H H 912.1 912.1 912.0 911.9 914.2 916.2 of Water Discharge (h) .80 .77 .80 .79 .77 .77 .75 .74 .74 .74 .75 .71 .74 .70 .74 .74 .74 .74 .74 .74 .75 1310‘; 0 (Continued) 917.0 916.9 917.6 917.8 918.0 917.4 917.4 915.4 912.8 912.5 912.4 912.2 912.2 912.4 912.2 912.2 912.1 912.5 912.2 912.4 912.1 912.4 912.2 912.2 912.4 912.4 J) \' _ w! 0.1. t-UteL _. . 3150.5' Elev. 912.4 912.2 912.6 912.5 9912.6 912.6 912.4' 912.7 912.8 912.4 912.8 912.2 912.1 912.1 912.1 912.1 911.8 911.5 911.4 911.5 911.2 911.5 911.7 911.6 912.1 915.8 of Veter Discharge (h) Well Elev. Start at 8:45 A.M. .72 .72 ‘3 o a. .70 .70 .70 .70 .69 .70 start 7? r 110 o 0 of Voter Disclarge at 8:45 11.1.1. .68 .68 .68 .71 .70 .66 .70 .69 .70 .68 .70 .68 .69 .67 .69 .66 .70 (h) Llev. 910.0 909.4 909.6 909.6 910.4 909.9 909.7 910.8 909.4 909.0 909.4 909.4 909.9 909.2 909.2 909.0 909.5 909.1 909.9 909.2 909.9 of Yater Discharge (h) .70 .69 .69 .68 .69 (Continuec) 909.4 909.4 909.9 909.7 909.6 910.2 911.4 910.2 910.1 910. h" 910.6 909.6 909.6 910.2 910.4 910.2 910.2 910.1 910.1 910.8 910.9 911.1 910.4 910.6 911.9 510v. of Water Discharge (h) .67 .65 .69 0‘29 .69 .69 .69 .67 Llev. 910.7 911.2 911.9 910.8 911.1 910.6 910.9 910.2 910.7 910.5 910.2 910.2 910.8 910.8 910.8 910.9 911.1 910.5 of Water Discharge (h) Start 2:55 2.x. .58 at 1.7011, ITO. 4 Elev. of Eater dtart at 2:30 P.L. 917.04 914.0 912.4 911.: 911.4 911.9 911.7 911.1 911.4 911.2 211.5 911.4 911.6 911.6 911.1 911.1 911.1 Discharge (h) .74 .68 .74 .72 Elev. 917.0 914.4 912.0 912.2 912.4 912.2 912.0 912.0 912.1 912.1 911.7 911.4 911.4 911.4 911.7 912.0 912.2 912. 913‘ .0 913.4 914.2' 915.0 f Vater (Continued) Discharge (h) Elev. of‘Juter Discharge (h) Elev. of Water .80 - .72 914.0 .70 912.0 .72 " .74 " .72 " .72 " .70 " .70 912.2 .71 912.4 .72 918.8 .70 914.0 .68 914.0 .70 914.0 .72 913.8 .70 915.4 .72 915.7 .74 914.0 '.72 913.5 .72 912.0 11,81]. 1:0 . E.) Discharge (h) Llev. of Jater Discharge (h) 118V. of Tater Started at started at .76 912.7 4:45 P.L. 6:20 P.L. .70 916.8 .72; ‘ 919.99 .70 917.9 .67 912.: - 917.8 - 912.3 .74 918.2 .72 912.6 .74 917.4 .71 912 6 .70 916.; .7: 911.( .80 917.2 .77 912.1 .62 916.” .71 911.1 .78 - .74 - .76 - .64 912.6 .76 916.5 ~65 912.8 .74 915.4 .72 911.5 .76 - .70 910.8 .60 910.8 .6 918.3 .74 911.2 .66 - .76 911.8 .62 912.8 .76 911.3 .69 912.8 .76 911.2 .78 912.6 .76 911.8 .76 - .76 911.2 .80 - - - .78 912.1 .68 - .80 - .74 911.8 .76 911.5 (0011011111011) Discharge (h) Elev. of later Discharfle (h) Alev.of Water .00 ' 911.0 .00 911.2 .70 911.9 .7: 911.2 .70 911.9 .70 911.2 .70 911.9 . .00 910.0 .72 911.2 .00 910.4 .74 911.0 .00 910.4 .72 912.0 .70 910.4 .74 912.0 .00 910.4 .72 910.4 .09 910.0 .70 912.9 .70 910.0 .74 912.9 .09 910.0 .74 912.0 . 2. 910.0 .74 912.4 .71 910.0 .68 912.2 .70 910.5 .70 911.2 .70 .72 911.1 .71 .07 911.2 .09 .00 911.9 .00 .09 911.0 .09 .72 911.5 .09 .71 911.0 .70 .01 911.: .70 .77 911.4 .72 911.4 .7; 911.0 .00 ' 911.2 7611 NO. 6 (Readinzs taken every 16 minute2) Elev. of Vater Discharge (h) Elev. of rater Discharqe (h) Start at .69 915.4 0:00 2.2. .68 912.9 .02 910.22 .07 912.4 .09 912.40 .00 912.4 .02 912.90 .02 912.4 .000 - .02 914.4 .99 914.4 .02 914.9 .01' 914.4 .71 914.4 .02 — .09 912.9 .0- 912.1 .00 - .02 912.1 .70 914.4 .01 912.4 .74 912.0 .01 912.4 .74 912.0 .00 912.9 .79 912.4 .02 912.2 .72 912.4 .00 912.4 - 914.0 .00 912.9 - 912.4 .27 914.5 - - .07 911.9 .77 912.2 .70 911.0 .70 912.2 .00 915.4 .70 914.4 .00 912.2 .77 914.4 .07 - ' .02 9 2.2 .00 912.4 .70 912.9 .07 912.4 .77 914.1 Discherfie r, .0; .77 (h) 310v. (ConLinued) «o H A O .45. L“ H P‘ O (A 91L.9 ( A H 0N. O “X 914.4 91C.9 914.1 910.2 911.1 910.2 910.0 of Water A1echerge 7".“ .(v .69 .67 .77 .77 .08 .76 .77 .76 .82 (h) Elev. 911.1 911.5 911.5 909.1 909.0 909.2 906.4 900.7 9Lb.t 90b.9 909.5 909.4 909.5 909.6 9L8.6 90b.6 900.5 01 Eater Probable Available Yield of Ground Water at Losey Avenue Site. From the curves which have just been shown in this report, we are able to make some estimates as to the quantity of water which might be expected at the Losey Avenue site. These curves show the tests that were made upon the six new wells drilled in 1923. The following conclusions have been drawn after a study of this available data, and after a personal investigation of conditions at the new pumping station. That the available yield of one of a number of 12 inch wells Spaced 300 feet apart in the Losey Avenue area, would be at least one million gallons per day, and probably would amount to nearer one and one half million gallons per day. In the area at the Losey Avenue site, there could be develOped as many as ten 12 inch wells spaced 500 feet apart. That such a development would have very little effect if any, upon any existing ground water development in the down town section of the city. That such a scheme of development might be continued in adjacent areas, south of the Losey Avenue site. That in lowering the six wells eight feet, there would be a yield of six million gallons. It would appear that there might be develOped an average daily rate of 10 to 15 million gallons of water in the immediate vicinity of Losey Avenue, and that this amount could probably be increased during the hours of greatest demand. According to Superintendent Hatch the six new wells will be connected to the existing pumping system some time in June of this year. He also says, that contracts have been let for pumping machinery and boilers for the new plant, which will be of the latest and most efficient type. The work on the storage reservoir with a capacity of three million gallons is well under way at the present time. If there are no delays in the construction work, the new station will be in Operation early in the year 1925. his will give the city of Jackson a water system, along with adequate supply of water, which will serve an estimated population of 118,000 in 1950. J I . . >l , k 7 7 "‘5 -' , ,2: 1 v. :1' :3“ [17" W 1 g " L :1. . , ‘. ’ '7: u > > 1 1 .7 ; f, . 'A' ‘ ‘ ‘ Y : ‘ , _ 7 "v v ’ " " r; 1 1 _ - a . .7 , mpimmcmma 9 . '1 1 ' “ ' ' L7 7 I, _ A», 7‘ .‘K ‘ 7-7 1 , ‘ 1 1 > k ‘ ‘ '11,» r 1 ~ I . 3w . ., K I . ,K a l H ‘ w 7 . i: ‘ ’ . 'Z / J ‘ 1 f» H T ;_-;_:_:_“.i‘ .1“.:..‘.'.;;_.<‘2...;;:_“‘...:.'_'.;..;_... -.._..;.;._.... ._ '.._i.. --...- .. ' L v- DEFAI‘IMLNI 0F HATN‘IATII.I flex 91 14675;" ”“5ij 0/33 céar . g HEAD & DIJC‘HARGL' CURVES 3 WELL Nae Awmyc Disc-£017: 7.1.2000 60//d@ Minimum ~ 52% 000 " g "" Moximwn " 942 000 “I ’ " Disciayo. ‘5‘ arc;- M'en ’9 8. 01:31.1g34557caalrn/ns4acvaanrra N” M 77')»: —...-.... . . - 1.1.. 11m .9 .Wfid‘l/ARGE (”10145.5 7 ’ . WELL was 1 .7 Amway: mecca/éhy ' 1, ‘ " g: ’7' ”lam”: " Moan ‘7 ”r I Maxim ‘n' 726900 ’99 .. l!"‘i"‘b.“ll‘ g I‘ 1 11344-1177 1"- a'q‘vg I a a 4 .r. ‘27-'11, , 4-77 ' .. ..-... ' -:.r ruliT-itw‘ia-nuu Q , , < , . ‘ ‘ A I, w. ' 44 map/5mm {03115.5 ,_ 1.3;, 1 . . e r ‘ WELL 1114.4 , .r 1,, v. F ‘7 1 7 J MIMIBIMW “”99”“ 1 "17.3-Mm1mum' ._ 40%”0 ..i .. “ ‘1, Mom ‘7 ”t, 099‘: i. 30’ 1 ,. 3x; ’ . 5:74:10 2513131 ' “5 L..— } -333,” ’ fitrfir ,, ‘ - ‘ 70$th 7 1 _ - . g ‘ I; Ea , f ’ j“ V '2 _ ‘ ‘ ,gni4u'cva Inna/1 r4-,.-‘ ,..~uu"’ ‘ ’ , A! 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I I I 1% : ‘W—Afixl LI .4 ‘ Aramyébzgaflrgz éfléééofal I 79177: L. _, ,1 ,I. , - ‘ , H. ._ __ ,H. . _ I , _ ,_ .<__ ,. ., .~ ., ,,_ , . 5.. _ ._.. ... . - ... ‘ ‘ ..-—... -—I .— 7 :“rj‘mhr'nfirwi‘r '2‘ $ 2i 3“ ‘r d' s azn‘yr‘r a J'yrf: ‘ ‘ M N _ - I‘;.'\‘% ." 1.111 I .1 Ali'" -.r I.” hr‘tfil..r\'ll'r'l l 3"“ 91534 dflénaéaV3nr-6fiméfir£k§r Seance lagoon 703000 609000 Jagooo 409000 aoqooo 204009 2 9m 3 saw; Afl5¢0 JHOW5€U%ARMQE CZ#?ME' lqruummwumallatze lfimaa’zkn~1vvh5r-IQb¢7L .4 912.54 HEAD & DASCHARG'E CURVE ATAVEMEE RATE Wm mm , mqm 800,090 cognac 609909 Mcéeqé f 501 Flt/- 04y 630,000 '4 I0 Zacaaa lag I/eoa’ lower/by -.- Fce/ ‘ I 2 3 4 .5!" 6 7 O 9 - ~% 11 W4 34.954 OHM Slag? .9/24‘4 _ M474 - muff W W4 902:4 saw Olaréorgc -. 60K fir-Day . %~ . a 2 2 3 § § % é % g 3 % § I 95:4 911:.» m HEAD & DISCHARGE CURVE A 7' MAXIMUM RATE 4. h . 2‘ 4;: 3' [at Iliad l awe/1'5, - Fcrl‘ z a 4 6’ 6 r I 91354 012.64 31154 .9"? 999.64 300.54 907.74 9 99m HEAD a: 0/5 CHARGE cam/5 AT VARIABLE RATE dkoqooo ”@000 moon 4399990 fitvgaao g E II o $ 0 8 Didcéarye - 59/. hr Day g 3 ‘8 8 8 “gene qupum I _9m§acd aoqooo zogm (a - « - o Hcoa’ lower/:79 * Ref / z 3 4' .4" ¢ 7 O a . [a u I: 9m m antc- 9'3.“ 912.90 sum was: 909.54- Oooac 907.94% W “a” ‘ m {€00,000 ’ 1300,09; Diccfiarye - 6'0/ Per Day M.“ as. an.“ m.” ”a.” 30.99 W4 {304900 300,990 (109,999 § § § acquo 7049-0 60am flqaoo imam-m soapoo (cacao ’0” . I SUMMARY HE AD <5 DISCHARGE CURVE 51 ‘X z! 41 z. 3" 6‘0 .6 4o 30 [x 2. at J. 1. .¢ 4. R: Met/mum Rafe .M/II/rnam Rafe all veraye Rafe l/tad Lower/r79 - Fec?‘ z s 9 a" 6 7 C .9 ’9 II I? am We 909.54 M Dogs-4 on.“ 935 00 9:202 Elm; of Gmund. 980.00 925300 azaoa mE/zz ‘1 «5067/00 Line mil—Elev. of Ground Wafer 91000 n'e/a/ /. Mix 601/24 lira. ML Pro bab/e ‘ w...—Pra$aé/e Vie/J [5 Mil EaZ/Z‘? HAS. 90500 90 0. 00 A~ To CITY DISTRIBUTION SYSTEM. NWw‘ \} ’6’- PRESENT Low Senw PUMPDNG STAT N 12" lb“ 1‘4, FuTuR , M. BUILDING r v FUTURE ISEDIMEMTATIO4 I BASIN l . JACKSON NHOflGAN REPORT UPON WATER SUPPLY GENERAL PLAN OF PROPOSED WATER WORKS IMPROVEMENT SCALE I'Ezoa’ MAY/3,1324 BY ‘ WCJOHNSONA)‘ C.M.WALTZ. SOUTH STREET MILL POND AT THE WATER WORKS. '.. 4 L BRICK BILDINM OVER CENTRIF‘UGAL PUMP‘FSETTLING WELL. é MIL-GAL. RESERVOIR 0N WATER STREET cur-W'— l/«) 2' J’ z . .l ’\ N .‘v7_ {u I'Las -’ CONTENTS OF POCKET. /. Map of JaCKson wzrn Wafer Mains I. Wat/n3 of Plan of Pump/n3 37%wa LMa/o of New Pump/n5 Sfaf/on No.2 LMa/o of Hcsenf Wells Nd! 4.Nega7‘/ves -' «7 H a —¢.l-‘ TO CITY DISTRIBUTION SYSTEM. $040 N‘MON‘D Uv' aaH‘LvoN N \ BOILER House 0 r--- l L--- PUMP Bun. am 9 \Q l I FUTURE ISEDIMENTATIOIJ BASIN ' I I l ________ ...I GRAND RIVER MILL POND ‘ PRESENT LOW SERVI PUMPING STAT N e \D \ JACKSON MICHIGAN. REPORT UPON WATER SUPPLY GENERAL PLAN OF PROPOSED WATER WORKS IMPROVEMENT SCALE /"=zoo' MAY/3,1324 BY WCJOHNSON. Sf C.M. WALTZ. 12" STREET CITY ti/Ts WATER MAINS 2 4" zo——-——-——- lb" .V_.__ ._ ....g _ .. [2 __._-._.._____.____._ 10" .__ --.... --.... 8" fl UDUEDDD EDD CITY L/ers/ <5 KEELEY PARKE Michigan Sfa'l-c Prison Lands MAP OF THE B!" °" JAIKSIIN ’V MICHIGAN ~ B'Yf VMCRRNWMSONfiVafidefiuTZI N u R E w N STATE IIHIHHIIHIIIIHII IIEEH 2 3056 u‘imnu 3 1293 0306 ...»—