OMISSION. 
 
 Cincinnati, March 25, 1896, 
 
 Honorable Board of Administration , Cincinnati , Ohio: 
 
 % 
 
 Gentlemen, —In making up our report on Extension and Better¬ 
 ment of the City Waterworks, March 20th, an oversight occurred in 
 not calling your attention to the Intake Tower and Tunnel under the 
 Ohio River at California, compared with the Intake upon the Ohio 
 side of the river at Markley Farm and Force-main from Markley Farm 
 to Subsiding Reservoirs at California. 
 
 It was our intention to include this in the general report, and the 
 omission was not discovered until Saturday, when the notes turned up 
 while looking over the original papers connected with the report, and 
 upon consultation with my colleagues it was decided to present to your 
 honorable board the following statement: 
 
 The cost of an Intake Tower, Tunnel, and double line of Force- 
 main to the Subsiding Reservoirs for the Intake on the Kentucky side 
 of the river at California would be $384,067.25 (Appendix H). The 
 cost of a double line of Force-main from the Low-service Pumping- 
 station at Markley Farm to the Subsiding Reservoirs at California 
 would be $477,112.16 (Appendix I). The difference in cost in favor 
 of the Intake Tower on the Kentucky side of the river at California 
 and brick-lined tunnel (12 feet diameter) under the river to the Low- 
 service Pumping-station on the Ebersole Farm and a double line of 
 Force-main from the Low-service Pumping-station to the Subsiding 
 Reservoirs would be $93,044.91. 
 
 In view of the fact that 'the location of the Low-service Pumping- 
 station at Markley Farm brings all the works, including the water 
 intake, upon the Ohio side of the river, and within the limits of Ham¬ 
 ilton County, we believe it advisable, notwithstanding the difference 
 in,cost, to place the intake upon the Ohio side in preference to the 
 Kentucky side. 
 
 Hoping you will pardon this omission in our report, which was 
 altogether unintentional, I remain 
 
 Very respectfully, 
 
 JOHN W. HILL, 
 
 President Engineer Commission. 
 
Excerpt from Resolutions adopted by the Honorable Board of Adminis¬ 
 tration of the City of Cincinnati , December 21, 1895, appointing 
 an Engineer Commission on Extension and Betterment of the City 
 Waterworks: 
 
 Resolved , That competent engineers be appointed by this 
 board to investigate and report upon the subject of enlarging and 
 extending the present waterworks of the city; such engineers to 
 proceed with such investigations, having in view an enlarged 
 capacity of works, combined with a quality of water which will 
 satisfy the requirements of the most advanced hygienic regula¬ 
 tions for potable water; said plans to be developed upon lines 
 which will conform to the modern requirements for economic and 
 convenient operation, durability, and practical utility as a whole 
 as well as in detail, and be submitted with full details as to 
 manner, method of construction, time to be .occupied in such 
 •construction, as well as its cost, and the capacity and quality of 
 water to be furnished, and the cost of operating after construction; 
 and be it further 
 
 Resolved , That said engineers be directed to investigate and 
 report upon sources of supply other than the Ohio River which 
 may, in their opinion, be capable of meeting the requirements of 
 the city in quantity and quality, and which may be regarded as 
 practical sources for the present and future needs of the city, and 
 worthy of consideration by this board; and be it further 
 
 Resolved , That John W. Hill of Cincinnati (Ohio), Samuel 
 Whinery of Cincinnati (Ohio), and Geo. H. Benzenberg of 
 Milwaukee (Wis.) be and they are hereby appointed as such 
 engineers, and that they be directed to submit the results of their 
 investigations and their report in full for the consideration of the 
 board not later than March 20, 1896. 
 
Report of the Engineer Commission, 
 
 To the Honorable Board of Administration, Cincinnati, Ohio: 
 
 Gentlemen, — The Commission of Engineers appointed 
 December 21, 1895, under a resolution of your honorable body, 
 to investigate and report upon plans for the extension and 
 betterment of the City Waterworks herewith present for your 
 consideration the following report: 
 
 The first step in a work of this character, when no specific 
 instructions are given with reference to the population to be 
 supplied with water, is to estimate from such data as may be 
 obtainable the probable population which will depend for its 
 water-supply upon the city mains at the end of a given term 
 of years. 
 
 After an estimate has been made of the probable population 
 to be supplied by the works at the end of the period selected for 
 the purpose, the next step is the determination of the probable 
 average daity per capita consumption of water by this estimated 
 population. Having the population and per capita daily con¬ 
 sumption, the average daily consumption of water becomes the 
 product of these two factors. 
 
 In regard to the population to be supplied, it has been the 
 experience of several of the largest cities of this country, when 
 similar problems have been under discussion, to underestimate 
 this factor, the ratio of growth of population frequently being 
 greater than that deduced from the previous censuses of such 
 cities. 
 
 The growth of populations does not always follow mathe¬ 
 matical laws. If it did, there would be no difficulty in estimating 
 from its previous rate of growth the probable population of any 
 
 / 
 
 p \ ^ "5 
 
4 
 
 THE CINCINNATI WATERWORKS. 
 
 city at the end of any given interval of time. Certain factors 
 which may have influenced the rate of growth in the past may 
 cease to exist in the future, and causes now unsuspected may 
 materially affect the growth in decades to come. While mathe¬ 
 matical rules may be applied to determine the population of 
 cities and countries, some allowance must be made for the proba¬ 
 ble deviations from the results so obtained. 
 
 The period of time upon which the proposed improvements in 
 the city waterworks are based has been taken as forty years, and 
 from curves projected by the method of least squares, with data 
 deduced from the population of the city and Hamilton county 
 for the past five decades, 1840-90, it appears that the population 
 of the city of Cincinnati in 1936, or forty years from this date, 
 will be 646,000. Of this population it is estimated that a portion 
 will be obtained from annexation of the suburban villages, some 
 of which now, and perhaps for all time, can be supplied with 
 water for domestic purposes and fire protection at less cost from 
 small waterworks which they now have than by extension to 
 them of the city mains when they become parts of the city 
 proper. 
 
 After careful consideration of the population which will or 
 may be supplied from these small outlying waterworks, and all 
 the other conditions involved, it appears to your Commission 
 that a reasonable estimate of the city population which in 1936 
 will be drawing its water-supply from the works herewith pro¬ 
 posed will not vary largely from 550,000. This estimate we re¬ 
 gard as conservative; but should the supply be found inadequate, 
 the capacity of the works can be readily increased to meet the 
 demand, while if provision is made now for a larger capacity 
 than will be necessary at the end of the period chosen, it would 
 mean not only an unnecessary expenditure now, but interest on 
 the additional amount thus invested. 
 
 In estimating the daily consumption of water by any large 
 community due consideration should be given to the method of 
 assessing the rates for water. If this is by survey, the consump¬ 
 tion will usually be large, and if by meter, the consumption will 
 not only be relatively low, but bear a more just relation to the 
 real requirements of the consumers. 
 
 To secure the best possible information on the present daily 
 per capita consumption of water from public works in this 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 5 
 
 country, inquiry has been made of twenty-nine of the largest 
 cities of the United States for the rates of consumption during 
 1895. From these it appears that for the fifteen principal cities 
 of the country embraced in the list (Appendix A) the average 
 daily per capita consumption for the past year was 124 gallons. 
 An examination of the list of cities from which statistics were 
 obtained reveals the interesting fact that in those, like New York, 
 Providence and Milwaukee, where the larger part of the water is 
 furnished to consumers through meters, the per capita consump¬ 
 tion is low, while in cities, like Washington, D. C. (which has 
 a gravity supply), that furnish water by survey rates the per 
 capita consumption is usually high. But one exception to this 
 condition is found in the city of St. Paul, which is furnished 
 with a gravity supply, but can not be regarded as a metered city. 
 Of the fifteen principal cities in the list, the following, according 
 to the last issue of the Manual of Waterworks Statistics for 1891, 
 are the percentages of taps metered in each : 
 
 New York... 
 
 Chicago. 
 
 Philadelphia 
 Brooklyn. .. 
 St. Louis.... 
 
 Boston. 
 
 Cleveland ... 
 
 Buffalo. 
 
 Washington . 
 
 Detroit. 
 
 Milwaukee.. 
 Minneapolis. 
 Providence.. 
 St. Paul 
 Louisville... 
 
 20.30 per cent. 
 2.53 “ 
 
 .30 “ 
 
 2.53 “ 
 
 8.20 “ 
 
 2.00 “ 
 
 5.80 
 
 .23 
 
 •.26 “ 
 
 . 2.12 “ 
 
 31.90 
 6.33 “ 
 
 62.34 “ 
 
 4.21 “ 
 
 5.63 “ 
 
 From the last report of the Water Department of this city for 
 1894 the percentage of taps metered is shown to be 4.6 per cent- 
 A careful consideration of the question of per capita daily 
 consumption indicates that with the general introduction of 
 meters in this city during the coming forty years the average 
 daily per capita rate should not exceed 130 gallons. 
 
 With reference to the use of meters, it may be well to state 
 that these are not intended to restrict the proper use of water in 
 any city, hut to correct the abuse of the water privilege, and 
 avoid the enormous waste which we know is now occurring in 
 nearly every city where the w T ater is supplied under survey rates. 
 
6 
 
 THE CINCINNATI WATERWORKS. 
 
 The same rule that applies to the use of gas from the street- 
 mains should apply to the use of water. The theory that the 
 use of water from the public mains should be as free as air is 
 altogether wrong. If the supply of air to any community re¬ 
 quired that it be pumped, purified, and distributed as is water, 
 then no one can doubt that it also should be subject to such 
 regulation as will prevent abuse of the privilege of drawing upon 
 the public supply. 
 
 The pumping, purification, and distribution of water repre¬ 
 sents a large relative cost to any community, and if one person 
 is permitted to use or waste large quantities at no greater cost to 
 himself than to his neighbor, who is careful to draw only so 
 much water from the public mains as may be needed in the 
 proper supply of his residence, store, or factory, an injustice is 
 perpetrated which affects the whole water-consuming population. 
 
 With the use of meters, the present great waste of water 
 through defective plumbing and connections would be avoided. 
 Few consumers, if required to pay for their water by the gallon? 
 would tolerate for a day the large loss which they would have to 
 pay for through neglect of bad connections and fittings in their 
 houses. On the other hand, it is not likely that any one would 
 forego the proper and necessary use of water when the cost to 
 him is less than one cent per hundred gallons. 
 
 Assuming that the precedent set by certain other large cities 
 in this country, in an effort to prevent unnecessary waste of 
 water, and which from year to year is being more generally 
 adopted throughout the country, can be, and possibly will be, 
 adopted by this city, then we believe that our estimate of 130 
 gallons per capita per diem is safe for the purpose of determining 
 the capacity of works within the period of time which has been 
 taken for estimate. 
 
 The investigations have been conducted upon the basis of an 
 annual average daily consumption of water of 
 
 550,000X130=71,500,000 gallons, 
 
 with an occasional maximum daily consumption of one and 
 one-half times this quantity, or 107,250,000 gallons. 
 
 The average daily consumption of water for the year 1894, as 
 shown by the report of the Water Department, was 41,355,800 
 gallons, and the maximum daily consumption 59,214,817 gallons. 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 7 
 
 The purpose of the investigations with which the Commission 
 has been charged by your honorable board is disclosed in the 
 first and second clauses of the resolution under which its work 
 has been conducted. Acting upon these, we have pursued the 
 investigations with the following objects in view: 
 
 * 1. A source of supply which at all times will be sufficient 
 for a daily consumption of 107,250,000 gallons, plus such addi¬ 
 tional consumption as the growth of the city and the wants of 
 the consumers may demand. 
 
 2. An arrangement of pumping-stations and pumping-ma¬ 
 chinery, which shall have a capacity of from 80,000,000 to 120,- 
 000,000 gallons daily, so arranged as to permit the enlargement 
 of the pumping-stations and the increase of pumping-machinery, 
 as the future may require. 
 
 3. The adoption of the best type of pumping-engines and 
 boilers, and the concentration in each pumping-engine of a rela¬ 
 tively large capacity, whereby the greatest economy in the cost 
 of fuel and labor will be attained in the pumping of water to the 
 reservoirs. 
 
 4. Such treatment of the water, if necessary, as to make it 
 comply with the requirements of the highest practical standards 
 for purity in water for domestic uses. 
 
 5. An arrangement of the works, as a whole, and in detail, 
 as simple, efficient, and economic as is consistent with the nat¬ 
 ural conditions surrounding the available locations for the im¬ 
 provements outlined. 
 
 With these objects in view, the motives which have governed 
 the Commission in all its work can be grouped under these two 
 distinct heads : 
 
 1. The people of Cincinnati, who are both the consumers of 
 water and the supporters of the waterworks, are entitled to a 
 quality of water which, within practical means and at a reason¬ 
 able cost, shall equal the water of any large city in the world. 
 
 2. The city of Cincinnati is entitled to waterworks which, in 
 the character of its pumping-machinery, reservoirs, pipe-lines, 
 and all other adjuncts connected with the pumping and distrib¬ 
 ution of water, shall be capable of supplying the water required 
 in the most efficient manner and at the least cost, interest and 
 operation considered. 
 
8 
 
 THE CINCINNATI WATERWORKS. 
 
 The Commission has investigated the several sources of water 
 for the supply of the city; has prepared, and presents with this 
 report, a set of several plans, with carefully checked estimates of 
 cost, based upon known quantities, as far as these were attainable 
 within the time allotted for the work, and a statement of the 
 probable time required to construct and put in operation the im¬ 
 provements herein recommended. 
 
 THE QUALITY OF THE PRESENT WATER-SUPPLY. 
 
 Before proceeding to a discussion of the various sources of 
 water-supply and the recommendations which follow', the Com¬ 
 mission deems it proper, in order to demonstrate the absolute 
 necessity for the extension and betterment of the city Water¬ 
 works, to direct your attention to the condition and quality of 
 the present supply and its influence on the public health. 
 
 The source of the present water-supply for the city of Cincin¬ 
 nati is the Ohio River within the city limits. Above the Front- 
 street Pumping-station more than four and one-half miles of 
 built-up territory extends to the easterly corporation line, from 
 which considerable of the sewage and all surface drainage is dis¬ 
 charged into the river above the pumping-station. 
 
 Upon the Kentucky side of the river all of the towns of Day- 
 ton and Bellevue, and part of the city of Newport, opposite the 
 easterly portion of Cincinnati, sewer and drain into the Ohio 
 River above the pumping-station, and, considering that the pres¬ 
 ent water intake is on the convex side of the river, some of this 
 sewage and drainage is doubtless swept over to the Ohio side by 
 the current before it passes below the pumping-station. 
 
 The Ohio River before it reaches Cincinnati receives the 
 sewage and surface drainage from many cities and villages, 
 aggregating at the present time a population of over one and 
 one-half million people. In these cities infectious diseases prevail 
 sometimes, possibly at all times, the germs of which, directly or 
 indirectly, come into the Ohio-river water. For five years past, 
 the city of Pittsburg, at the head of the river, has had the repu¬ 
 tation of being a typhoid-fever center, and other cities and towns 
 of smaller populations upon the river and its tributaries, have 
 contributed their quota to the annual loss of life from this and 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 9 
 
 other infectious diseases. Notwithstanding that to some people 
 the statement that typhoid fever may be charged to a polluted 
 water-supply is vague, while others deny the claim altogether, it 
 is the universal opinion of all investigators along this line that 
 typhoid fever is a water-carried disease. 
 
 Some facts from the table of Typhoid-fever Statistics (Ap¬ 
 pendix B) may be instructive upon this subject. The cities of 
 New York, Brooklyn, Boston, and Newark depend upon im¬ 
 pounded water gathered in large reservoirs and carried in storage 
 for many months, excepting Brooklyn, which, in addition to 
 impounded water, draws a portion of its supply from driven wells 
 and several small protected streams. These cities for the latest 
 given year in the table had typhoid-fever death-rates as follows: 
 
 New York. 17 per 100,000 of population. 
 
 Boston (1894). 28 “ “ 
 
 Brooklyn..16 “ “ 
 
 Newark (1894). 15 “ “ 
 
 Average for the four cities.... 19 “ “ 
 
 Compare these rates with those from three cities taking their 
 water-supply from the Ohio River or its tributaries: 
 
 Pittsburg . 77 per 100,000 of population. 
 
 Cincinnati.. 36 “ “ 
 
 Louisville . 77 “ “ 
 
 Average for the three cities. .. 63 “ “ 
 
 Now, let us turn to certain cities abroad, where sanitary rules 
 are founded upon careful study of all the conditions affecting 
 health, and their observance by the municipal authorities is 
 enforced by imperial law. The water-supplies of Vienna and 
 Munich are the purest possible natural waters, from springs in 
 thinly-populated mountain districts, and brought to these cities 
 at great cost through aqueducts and conduits many miles long. 
 The average death-rates by typhoid fever for these cities for the 
 five years ending December 31, 1894, were as follows: 
 
 • Vienna. 7.0 per 100,000 of population. 
 
 Munich. 7.1 “ “ 
 
 Excepting the year 1893, when the death-rate of Munich rose 
 to 15, the average for that city during the period 1890-94, inclu¬ 
 sive, was only 5.1. 
 
10 
 
 THE CINCINNATI WATERWORKS. 
 
 It may be urged that such a water-supply as these cities pos¬ 
 sess is not available by the city of Cincinnati at any cost. This 
 is true; but the natural condition of the Ohio River can scarcely 
 be worse than that of the river Elbe at Hamburg, where it is 
 carrying the sewage of six millions of people and the urban 
 drainage from scores of cities and towns on the banks of the river 
 and its tributaries. Hamburg takes its water from this river, very 
 much as this city takes its water from the Ohio River, but instead 
 of pumping the polluted water to its citizens as it comes from 
 the river, Hamburg attempts to fit it for domestic uses before it 
 is permitted to enter the city mains. 
 
 The filters of Hamburg were started in 1893, aiid the first full 
 annual return is found in the Register of Vital Statistics of that 
 city for 1894, when the death-rate from typhoid fever was 6 per 
 100,000 of population. Previous to the starting of the Hamburg 
 filters the average death-rate from typhoid fever for the several 
 years embraced by the table was 28, a very low rate when com¬ 
 pared with the average of American cities, and yet regarded so 
 high as to justify the expenditure of large sums of money for 
 what, at present, is perhaps the most elaborate combination of 
 subsiding reservoirs and filters in Europe. 
 
 It may not be safe to rest an argument for high quality of 
 public water-supplies upon the experience of two or three cities, 
 because certain favorable conditions may exist in these which 
 could not be duplicated in other cities. Your attention, there¬ 
 fore, is respectfully called to certain other cities abroad, which, 
 in our opinion, make the conviction irresistible that high quality 
 of public water-supplies goes hand in hand with low typhoid- 
 fever rates. 
 
 The following are death-rates from typhoid fever for the five 
 years ending December 31, 1894: 
 
 The Hague (Holland).4.9 per 100,000 of population. 
 
 Rotterdam (Holland).5.2 “ “ 
 
 Christiania (Norway).6.8 “ “ 
 
 Dresden (Germany).6.9 “ “ 
 
 Copenhagen (Denmark)... 7.9 “ “ • 
 
 Berlin (Germany).8.0 “ “ 
 
 The statistics already given indicate the probable typhoid 
 fever rate to be expected by any large city upon proper improve¬ 
 ment of its public water-supply to the German standard. The 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 11 
 
 possibilities, however, are greater than the rates just quoted. In 
 comparison with the lowest recorded typhoid fever death-rate for 
 Cincinnati—36 per 100,000 of population—consider 
 
 The Hague, 
 
 1890, with 
 
 a 
 
 rate of 
 
 3.0 per 100,000 of 
 
 population 
 
 U 
 
 1892, 
 
 a 
 
 a 
 
 4.0 
 
 U 
 
 a 
 
 U 
 
 1893, 
 
 a 
 
 a 
 
 2.0 
 
 • a 
 
 a 
 
 U 
 
 1894, 
 
 a 
 
 a 
 
 3.4 
 
 a 
 
 a 
 
 Rotterdam, 
 
 1891, 
 
 c. 
 
 a 
 
 40 
 
 a 
 
 a 
 
 U 
 
 1893, 
 
 a 
 
 a 
 
 5.0 
 
 a 
 
 a 
 
 U 
 
 1894, 
 
 a 
 
 a 
 
 4.8 
 
 a 
 
 a 
 
 Christiania, 
 
 1892, 
 
 a 
 
 a 
 
 40 
 
 a 
 
 a 
 
 u 
 
 1894, 
 
 a 
 
 a 
 
 3.0 
 
 a 
 
 a 
 
 Dresden, 
 
 1892, 
 
 a 
 
 a 
 
 5.0 
 
 a 
 
 a 
 
 u 
 
 1893, 
 
 a 
 
 a 
 
 4.5 
 
 a 
 
 a 
 
 Vienna, 
 
 1894, 
 
 a 
 
 a 
 
 5.0 
 
 a 
 
 a 
 
 Munich, 
 
 1892, 
 
 a 
 
 a 
 
 3.0 
 
 a 
 
 a 
 
 U 
 
 1894, 
 
 a 
 
 a 
 
 2.5 
 
 a 
 
 a 
 
 Berlin, 
 
 1894, 
 
 a 
 
 a 
 
 4.0 
 
 a 
 
 a 
 
 —with an average of the possibilities of 3.8, about one tenth of 
 the lowest rate recorded for this city. In short, if the quality of 
 the water-supply can be advanced to that of several of the cities 
 mentioned above, the typhoid-fever rate should be diminished 
 nearly ninety per cent from the lowest recorded rate of the city, 
 which means an average saving of 151 lives per year. 
 
 That typhoid fever is a water-carried disease seems to be well 
 attested by the experience of all the cities where improvement in 
 the quality of their water-supplies has been followed by a marked 
 reduction in the case and death-rate from this disease. The 
 experience of London, Berlin, Hamburg, Vienna, Munich, and 
 Newark goes far towards proving that typhoid fever is a disease 
 depending largely, if not wholly, upon the quality of our public 
 water-supplies. According to Mr. Allen Hazen, late chemist of 
 the Massachusetts State Board of Health, “ In parts of Germany, 
 where the water is of exceptional purity and under governmental 
 control, typhoid fever has ceased nearly to exist.” 
 
 From the later annual reports of the Massachusetts State 
 Board of Health we learn that with the improvement of the 
 water-supplies in many cities and towns of the state there is a 
 corresponding reduction in the typhoid rates. The change of 
 source from the two-mile to the four-mile intake crib for the 
 Chicago water-supply reduced the typhoid-fever death-rate (ac¬ 
 cording to Dr. Arthur R. Reynolds, late commissioner of health) 
 
12 
 
 THE CINCINNATI WATERWORKS. 
 
 from 104 in 1892 to 42 and 31 in 1893 and 1894, respectively, per 
 100,000 of population. 
 
 According to Mr. Stoddard Dewey, in “ Popular Science ” for 
 December, 1895: “In the French army stationed at Paris in 
 1888 there were 824 cases of t 3 ^phoid fever, and in 1889, 1,179 
 cases of typhoid fever. During this time the army had been 
 drinking the sewage-polluted water of the river Seine. In 1889 
 the water of the river Vanne was substituted for that of the 
 Seine, when the number of cases for the next four years (1890-3, 
 inclusive) was reduced to 299, 276, 293, and 258. Through an 
 accident the water from the Vanne became contaminated, and 
 for the next three months the cases rose to 436. The Vanne 
 again became comparatively free from contamination, and for the 
 next four months of 1895 but eight cases in all occurred, and 
 these were charged to some other water than that of the river 
 Vanne.” The river Vanne is a mountain stream of great 
 natural purity. 
 
 Previous to the introduction of bacterial tests of the quality 
 of water color was the principal standard of purity. If the 
 water was limpid, odorless, and tasteless, it was accepted as suit¬ 
 able for all domestic purposes, including that of drinking. Upon 
 the application of bacteriology to water-supplies, it was found 
 that water could be free from color, taste, and odor, and still con¬ 
 tain a large number of bacteria, some of which might be disease- 
 producing germs. This knowledge brought about rapid changes 
 in the standard for potable water, and caused cities to seek their 
 supplies in sources beyond the reach of sewage contamination, 
 and to revise the methods then in vogue for the purification of 
 water by artificial means. 
 
 The effect of the change in the standard of purity for filtered 
 water is well shown by the experience of London, in which city, 
 during the period when chemistry alone furnished the determin¬ 
 ations for quality of the filtered water, the typhoid-fever death- 
 rates ranged from 90 to 100 per 100,000 of population, and after 
 the bacterial standards were adopted the rates fell to 24, then to 
 18, and finally to 14 per 100,000 of population. 
 
 As an index of the trend of public opinion upon the liability 
 of municipal corporations and water companies for the trans¬ 
 mission of typhoid fever through the medium of public water- 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 13 
 
 supplies, your attention is respectfully called to a suit recently 
 brought against the Ashland (Wis.) Water Company by Mrs. 
 Julia L. Greene, of that city, for the legal value of her husband’s 
 life, who died during the winter of 1894 of typhoid fever. The 
 suit is based upon the theory that the water supplied by the 
 water company was polluted with sewage and infected by the 
 typhoid bacillus; that this condition of the water was pointed 
 out by the local board of health some time prior to Mr. Greene’s 
 illness and death, and that in spite of the warning given by the 
 health board, the company refused or failed to adopt any means 
 of purification, and continued to supply this infected water to 
 its customers; and that from this source Mr. Greene imbibed the 
 germ of typhoid fever, which was the cause of his sickness and 
 death, for which the water company, by its negligence, it is al¬ 
 leged, is liable. 
 
 Of later date a gentleman by the name of Smith has brought 
 a suit against the Duluth (Minn.) Water Company for the loss of 
 his son’s life by typhoid fever, the germs of which were taken 
 from sewage-polluted water and distributed through the city 
 mains. In addition to the civil suits above mentioned, criminal 
 prosecution has been begun and indictments returned against 
 the manager of the Duluth Water Company for the pumping 
 and distribution of a typhoid-tainted water. 
 
 So far as we are aware, these are the first suits of their kind 
 ever brought in any court, and if damages should be awarded 
 the plaintiff, it will establish a precedent which may fairly over¬ 
 whelm every city or water company in the United States with 
 similar suits. If the city of Cincinnati were to be held liable 
 for the fatal cases of typhoid fever only, the damages for the year 
 1895 would aggregate $1,200,000, an amount considerably greater 
 than will be required to construct filtration works upon a very 
 elaborate plan. 
 
 Your Commission feels that it ought not to be necessary, in 
 addition to the reasons given above, to resort to purely sordid 
 arguments, of the most unpleasant character, to enforce the im¬ 
 portance of improving the water-supply of the city; but, on the 
 other hand, they feel that the case ought to be presented to you 
 and to the people of Cincinnati in the strongest possible light. 
 There can be no doubt that the great mortality from typhoid 
 
14 
 
 THE CINCINNATI WATERWORKS. 
 
 fever in this city is due to the polluted water now supplied, and 
 we believe that we are justified in presenting the following state¬ 
 ment of the estimated pecuniary loss to the city and its people 
 from this disease. 
 
 The average annual loss from typhoid fever in the city of Cin¬ 
 cinnati during the past six years was 164 lives, which, under the 
 laws of this state, may be valued at $10,000 each. For each fatal 
 case of typhoid there were not less than five cases which recov¬ 
 ered ; or the probable number of cases, exclusive of victims who 
 perished in their battle with this disease, has been an average of 
 820 for the past six years, making a total of 984 cases. The 
 average cost of medical attendance to all cases can be put at 
 forty dollars, and the average loss of time from work or school 
 of those who recover is found to be about six weeks, which time 
 can be valued at common laborer’s wages, or one dollar and a 
 half per day. The cost of burial of those who died can be taken 
 on an average at sixty dollars each, from which we deduce the 
 following yearly cost of typhoid fever to this city alone: 
 
 164 fatal cases.at $10,000 00 $1,640,000 00 
 
 820 x 36 ca<-es.at 1 50 44,280 00 
 
 984 doctor bills.at 40 00 39,360 00 
 
 164 burials.at 60 00 9,840 00 
 
 Total. $1,733,480 00 
 
 a sum which, if capitalized at four per cent for forty years, rep¬ 
 resents $34,310,162.92. 
 
 This estimate, of course, does not take into account the num¬ 
 ber of cases and deaths among non-residents who may drink the 
 water while in the city, and return to their homes before the 
 symptoms of typhoid develop. 
 
 A comparison of the typhoid statistics of the cities of Cincin¬ 
 nati and Covington indicates a lower average typhoid-fever death- 
 rate for Covington than for Cincinnati. Thus for the past six 
 years the rates have been as follows : 
 
 Cincinnati... 50 per 100,000 of population. 
 
 Covington. 37 “ “ 
 
 or the Covington rate has been less than three fourths the rate 
 for this city. Inquiry into the quality of the water as it is taken 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 15 
 
 from the Ohio River shows no great difference in favor of the 
 Covington water, bnt investigations which we have conducted 
 for this work along the bacterial line indicate a remarkable 
 difference in the condition of the water as it is delivered to the 
 respective consumers. 
 
 In order to reconcile the difference in the typhoid-fever rates 
 of the two cities for the past six years, samples of water were 
 taken upon the same dates from a tap in the Glenn Building, 
 this city, and a tap in the Post-office Building, Covington, and 
 tested for bacteria, with the following results: 
 
 Date of 
 
 inoculation. 
 
 Days of 
 
 growth. 
 
 Bacteria. 
 
 Percentage of 
 bacteria 
 in 
 
 Covington 
 
 water. 
 
 Reduction of 
 bacteria by 
 sedimen¬ 
 tation. 
 
 Colonies per c. c. of water. 
 
 Cincinnati. 
 
 Covington. 
 
 Jan. 17th.... 
 
 5 
 
 1472 
 
 272 
 
 11.68 
 
 88.32 
 
 23d .... 
 
 4 
 
 1599 
 
 194 
 
 12.13 
 
 87.87 
 
 28th.... 
 
 4 
 
 5062 
 
 172 
 
 3 40 
 
 96.60 
 
 28th.... 
 
 4f 
 
 • • • • 
 
 182 
 
 3 59 
 
 96.41 
 
 Feb. 4th.... 
 
 4f 
 
 1656 
 
 53 
 
 3.20 
 
 96.80 
 
 4th.... 
 
 6 
 
 2042 
 
 56 
 
 2.74 
 
 97.26 
 
 8th.... 
 
 71 
 
 1561 
 
 63 
 
 4.04 
 
 95.96 
 
 11th.... 
 
 41 
 
 1526 
 
 75 
 
 4 91 
 
 95.09 
 
 17th.... 
 
 7 
 
 684 
 
 20 
 
 2.92 
 
 97.08 
 
 21st .... 
 
 4 
 
 329 
 
 26 
 
 7.90 
 
 92.10 
 
 21st . .. 
 
 7 
 
 1232 
 
 112 
 
 9 09 
 
 90.91 
 
 26th.... 
 
 3| 
 
 1144 
 
 84 
 
 7.34 
 
 92.66 
 
 26th.... 
 
 5 
 
 1436 
 
 102 
 
 7.10 
 
 92.90 
 
 The water for Cincinnati is taken from the Ohio River and 
 delivered to the consumers with but a few hours subsidence in the 
 Eden-Park reservoir, while the water of Covington is carried for 
 an average of thirty-two days in the subsiding reservoirs before 
 it is delivered to the consumers. 
 
 From these tests the average reduction of bacteria, and pre¬ 
 sumably of the dissolved organic matter, in the Ohio-river water 
 by thirty-two days subsidence amounts during the months of 
 January and February to nearly ninety-four per cent. 
 
 The difference in the quality of the water supplied by the 
 two cities, then, accounts for the lower typhoid rate of Coving¬ 
 ton ; and it is altogether probable that if a careful census were 
 made of the victims of typhoid in Covington during the past six 
 
16 
 
 THE CINCINNATI WATERWORKS. 
 
 years, many would be found who had imbibed the infection from 
 the use of Cincinnati water. 
 
 From the foregoing review of the quality and influence on 
 health of the water-supply of this city, we feel absolutely certain 
 that water for domestic purposes must either be procured from 
 other and wholesome sources, or that radical measures must be 
 adopted to render the Ohio-river water fit for drinking and other 
 dietetic uses; and with this motive in view we have considered 
 the following several sources: 
 
 1. Cumberland Plateau Project; 
 
 2. Lake Erie; 
 
 3. Dayton (Ky.) Sandbar; 
 
 4. Ground Water-supply; 
 
 5. The Ohio River. 
 
 Some of these sources are so clearly impracticable that your 
 Commission would not have thought them worthy of serious 
 consideration, except for the reason that each one has been advo¬ 
 cated by prominent and intelligent citizens. 
 
 Cumberland (Ky.) Plateau Project. 
 
 This project contemplates the creation of one or more large 
 impounding reservoirs on the plateau of the Cumberland Moun¬ 
 tains in Eastern Kentucky, which marks the divide between the 
 Eastern and Western Kentucky watersheds. Here, at an elevation 
 sufficient to deliver the water by gravity into Eden Park, reservoir 
 storage basins would have to be constructed which will gather and 
 retain a portion of the rainfall upon the tributary drainage area. 
 Where such gathering reservoirs would be constructed the country 
 is wild, with few settlements and thinly populated, and offers 
 the nearest approach to the conditions of a virgin watershed at 
 an elevation sufficient to furnish a gravity supply to the city. 
 
 A project of this kind would necessarily contemplate the 
 gathering of a volume of water very large in proportion to the 
 daily consumption by the city, and storing the same in reservoirs 
 for months before use. Such pollution of the water as might 
 occur from land waste and vegetable organic matter carried into 
 the reservoirs by the runoff of rainfall on wild land would be 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 17 
 
 almost wholly eliminated by the slow natural processes of sedi¬ 
 mentation and the action of the common water bacteria on 
 organic matter in solution. 
 
 Such water would compare with the water supplied to Boston 
 from Lake Cochituate and the Sudbury River, or that supplied 
 to New York from the Croton watershed and to Newark from the 
 Pequannock watershed, with the advantage in favor of the Cum¬ 
 berland Plateau that is much more sparsely populated than either 
 of the watersheds mentioned above, and less liable to serious 
 pollution at any future time. 
 
 A water-supply of this character requires that the works as a 
 whole should be projected upon a basis which shall have for its 
 factors the population to be supplied at the end of a given term 
 of years, and the probable average consumption of water per 
 capita per diem. The term of years has been taken as forty; 
 the population to be supplied in 1936 has been taken in round 
 numbers at 550,000, and the average daily per capita consumption 
 at 130 gallons. (Appendix A.) 
 
 The quality of the water should be superior to that now sup¬ 
 plied to either Boston, New Y r ork, or Newark; and if the plan 
 involved a series of several storage reservoirs, all connected with 
 the supply conduit, in each of which water might be carried for 
 a long period of time before it was drawn for consumption, there 
 can be no doubt of its equaling that of the spring-waters abroad, 
 which constitute the sources of supply for the cities of Munich 
 and Vienna. 
 
 Natural or artificial lakes at high elevations, the watersheds 
 of which are wholly unpolluted by the wastes of civilization, are 
 indeed ideal sources of water-supply available by but few cities, 
 and while a source of water-supply on the Cumberland Plateau 
 may not be altogether perfect, when viewed from a hygienic 
 standpoint it would approach the ideal source very closely. 
 
 The limited time at the disposal of your Commission pre¬ 
 cluded the possibility of any surveys of possible locations for 
 impounding reservoirs, or of the most practicable and economical 
 route to be followed in connecting the impounding works in 
 Kentucky with the Eden-Park reservoir in the city. To present 
 the plan, therefore, in such form that its probable cost may be 
 considered by your honorable board, recourse was had to the 
 2 ° 
 
18 
 
 THE CINCINNATI WATERWORKS. 
 
 geological and drainage maps of Kentucky and the notes gathered 
 by the State Geological Survey. 
 
 These meager sources of information indicate that it is possible 
 that large impounding reservoirs might be located in Magoffin 
 County, the water surface of which would be at an elevation of 
 1,000 feet above sea-level, or 330 feet above the flow-line of Eden- 
 Park reservoir, taking the latter at 238 feet above C. D., or 670 
 feet above sea-level. In order-to secure the necessarv watershed 
 mentioned later on, it would be necessary to construct a number 
 of storage reservoirs on the branches forming the headwaters of 
 the Licking River. The flow from all these reservoirs would be 
 gathered into a single conduit-line, which would probably follow 
 the valley of the Licking River and the most practicable route to 
 cross the Ohio River, and make a connection with the Eden-Park 
 reservoir. 
 
 From the limited data at hand upon this subject, the only 
 reliable statement that can be made is that a source of water- 
 supply can possibly be had upon the Cumberland Plateau, and 
 that the water can be delivered to Eden-Park reservoir by gravity, 
 thereby avoiding pumping-stations, pumping-machinery, and all 
 other adjuncts, including the continuous daily expense of works, 
 which will require the pumping of all the water to an elevation 
 high enough to supply into Eden reservoir by gravity flow. The 
 estimate which follows is largely based upon assumed conditions, 
 which surveys may modify materially, but it is not believed that 
 the actual conditions will be found to favor a lower estimate of 
 cost. 
 
 Impounding reservoirs forming the sole source of supply of a 
 city, or calculated for the wants of a given population, are usually 
 planned upon the theory that the least volume of water stored 
 should equal 180 days’ consumption, and good practice would 
 require that in no event should such reservoirs be lowered to less 
 than two-thirds of their total capacity. From these factors it 
 will be seen that the capacity of a system of storage reservoirs 
 for the water-supply of this city should not be less than 19,305,- 
 000,000 gallons, based upon an average daily consumption of 
 71,500,000 gallons. (The present average consumption of water 
 is about two-thirds of this quantity.) 
 
 Taking the lowest recorded rainfall in the locality where the 
 reservoirsjand watershed would be located as thirty inches, and 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 19 
 
 estimating the least available runoff of rainfall per annum for 
 storage purposes as thirty per cent of the precipitation, then it 
 appears that the area of watershed tributary to these storage 
 reservoirs should not be less than 166.86 square miles, or 106,790 
 acres. The watershed would represent in the aggregate a tract of 
 land 12.91 miles square. 
 
 From ten previous compiled estimates upon this class of works 
 the probable cost of reservoir per million gallons of water stored 
 may be as low as $130, from which we deduce the cost for suffi¬ 
 cient storage works as $2,509,650, to which must be added the 
 value of 2962.45 acres of land occupied by the reservoirs at five 
 dollars an acre, or $14,812.25. The probable length of conduit 
 would be 130 miles, and with a grade of 2.538 feet per mile, the 
 diameter of a circular conduit required for a daily maximum 
 discharge of 107,250,000 gallons would be seven feet ten inches; 
 and assuming this pipe to be made of 60,000 T. S. steel with an 
 average of five-eighths inch in thickness made up of single sheets, 
 each ring eight feet long, the cost, including manholes, blow-off, 
 and air-valves, would be about $21,864,592, or over three and one- 
 half million dollars more than the cost of the Southern Railway. 
 
 This conduit would cross the Ohio River in a tunnel under 
 the river-bed, which would cost about $144,000, and from the 
 Ohio end of the tunnel the conduit would follow the most 
 practicable route to the Eden-Park reservoir. 
 
 Grouping the estimated cost of the project under the heads of 
 storage works and conduit-line, we have the following statement 
 
 of the probable cost (Appendix O) : 
 
 Storage works. 2.524,462 25 
 
 Conduit-line. 22,008,592 00 
 
 Total. 24,533,054 25 
 
 Contingencies and expense. 2,453,305 43 
 
 Total estimated cost.$26,986,359 68 
 
 The annual interest and sinking fund charges upon this 
 amount, assuming the bonds and investment both to be placed 
 at 3J per cent per annum, the bonds to be redeemed in fifty 
 years, will be $1,150,428.51. Aside from the objections to this 
 scheme, due to its excessive cost, is the further objection that 
 quite all the important works would be located without the 
 
20 
 
 THE CINCINNATI WATERWORKS. 
 
 boundaries and jurisdiction of the state of Ohio; which, how¬ 
 ever, might be remedied through legislation by the state of 
 Kentucky. 
 
 Considering the distance of available watersheds and eleva¬ 
 tions for storage reservoirs, we are not aware of any city in the 
 world attempting a feat like this of obtaining water from the 
 Cumberland Plateau. The nearest approach to it is found in 
 the water-supply of Manchester (England), which has recently 
 bought Lake Thirlmere in Cumberland and its adjacent drainage 
 grounds, and brings the water to the city through a conduit 
 about 102 miles long. Vienna brings its water from the Schnee- 
 berg, a distance of 60 miles; Munich brings its water from the 
 Mangfall Valley, a distance of 37 miles; Glasgow brings water 
 from Loch Katrine, a distance of 30 miles; Liverpool has its 
 source of water-suppty in the Vyrnwy Valley, in Wales, 65 miles 
 from the city ; and the city of Paris has had under consideration 
 for several years a supply of water from Lake Neuchatel in the 
 Swiss Alps. Recent information from Paris indicates that no 
 attempt will be made in the direction of Lake Neuchatel until 
 the practical results are known of elaborate experiments which 
 are now in progress upon filtration of the polluted waters of the 
 river Seine. 
 
 The Cumberland Plateau project may therefore be considered 
 as impracticable for a city of the present population of Cincinnati. 
 
 Lake Erie. 
 
 Another project that has been talked of is that of bringing 
 water from Lake Erie to supply the city, it being assumed that 
 in this way an unlimited supply of the purest water could be 
 obtained. The impracticability of this plan should be evident 
 to any one giving it intelligent consideration; but inasmuch as 
 it has been seriously advocated at various times by citizens of 
 the city, it seems desirable to call attention to some of the con¬ 
 ditions that render it impracticable. 
 
 The mean level of Lake Erie is about 135 feet above low water 
 of the Ohio River at Cincinnati, or about 103 feet below the water- 
 level in Eden-Park reservoir. The common belief that if a proper 
 channel on a regular gradient could be provided the water would 
 flow from the lake to supply reservoirs at Cincinnati by gravit\ r 
 
REPORT OF THE ENGINEER COMMISSION. 21 
 
 is, therefore, erroneous. But between Cincinnati and the lake is 
 a ridge or divide, which at the point where it is crossed by the 
 Miami and Erie Canal is 378 feet above the level of the lake. 
 The water would, therefore, have to be pumped over this eleva¬ 
 tion, which is 140 feet higher than the water is now lifted from 
 the river at its lowest stage to Eden-Park reservoir. 
 
 The distance from Cincinnati to the lake is about 250 miles, 
 and a conduit of sufficient size to properly supply the city would 
 cost over $40,000,000. In addition, it would be necessary to 
 tunnel out under the lake three or four miles in order to get 
 clear water, free from shore contamination* as the cities located 
 directly on the lake-shore are compelled to do. When such cities 
 find that the problem of getting pure water from the lakes is a 
 very difficult and expensive one, it will be realized how imprac¬ 
 ticable is the plan of procuring from that source a supply for 
 Cincinnati. 
 
 Water from the Dayton Sandbar. 
 
 It has been suggested that the sandbar in the Ohio River 
 upon the Kentucky side, opposite the towns of Dayton and 
 Bellevue, might serve as a natural filter, and furnish by means of 
 wells or filter galleries a supply of pure water which would be en¬ 
 tirely unobjectionable on hygienic grounds and ample for all 
 purposes. 
 
 Certain conditions are always necessary in a natural as well as 
 in an artificial filter-bed, in order to produce a water of requisite 
 purity, which conditions again depend upon the character of 
 water supplied, whether the same be merely tainted with a vege¬ 
 table growth, or carries a large quantity of sewage, or in addition 
 contains, as in the case of the Ohio-river water, a large amount 
 of sediment. 
 
 Pockets or beds of stratified sand in large layers found deep in 
 the drift deposit of the earth’s crust, which furnish water that 
 is often wholly free from organic matter, with a small number of 
 bacteria (and those of the harmless kind), must not be classified 
 as to results with such filter-beds as a sandbar in a polluted river. 
 
 The natural layers of sand found in a drift are usually over¬ 
 laid with considerable thicknesses of clay, layers of non-water- 
 bearing sand and tillable soil, through all of which water from 
 
22 
 
 THE CINCINNATI WATERWORKS. 
 
 rainfall must percolate before these deep-lying water-bearing 
 strata of sand are called upon to perform any filtration at all. 
 Moreover, the water which falls upon the overlying soil is not 
 polluted, but the purest of waters from the clouds, and is not 
 such water as is usually found in a large river carrying the 
 sewage and surface drainage from a territory of many thousand 
 square miles, and from a population numbering over a million 
 and a half of people; therefore the quality of water obtained by 
 means of driven wells should not be taken as evidence of the 
 quality of water which might be obtained from a sandbar of un¬ 
 certain composition, through which has percolated the water of a 
 polluted river. 
 
 The best artificial sand-filters, which give satisfactory results 
 in the quality of filtrate, such as are found in the waterworks of 
 Berlin and Hamburg (German}’-), and The Hague and Rotterdam 
 (Holland), and of the waterworks of London, which take their 
 supply from the river Thames, Lea, and New River, require not 
 only a very compact bed of sand of uniform thickness under the 
 entire water surface, but require that this sand shall be clean, 
 sharp, of a specified depth, and also carefully graded in order 
 that a fixed percentage shall not be larger than some definite size 
 of grain. 
 
 As the object of the filter is to arrest all impurities and 
 disease germs contained in the water, it is natural that these will 
 gradually accumulate and clog the sand-bed, thereby decreasing 
 the rate of flow, and ultimately interrupt the same. 
 
 To prevent this, and to secure proper filtration of the water, 
 it is essential that a thin laver of sand shall be removed, washed, 
 and in due time returned to the sand-bed, and the whole of the 
 bed of sand must be occasionally removed, washed, and re¬ 
 placed. In other words, sand-filters, to give a high quality of 
 effluent, must be so constructed as to be under the complete con¬ 
 trol of the men operating them, in order that the filter may at 
 all times be closely adapted to the condition of the raw water. 
 
 This fact is further substantiated by experience abroad and 
 in some cities in this country, where the surface areas of such 
 natural filters as are found in the sand deposits alongside and 
 within the channels of rivers have in the course of time become 
 clogged with the silt and other matter in suspension in the water, 
 and possibly by a semi-gelatinous film produced by bacteria from 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 23 
 
 tlie organic matter in solution, so that the usual remedy has been 
 in such instances as have come under our observation, when the 
 surface of the sand has become clogged and refuses to yield the 
 required volume of water, to extend the filter galleries (or other 
 Works devised to utilize the water from these sources), and bring 
 new and unclogged surface areas of the sand-beds into service. 
 This experience is well exemplified at Lyons (France), where 
 along the bank of the river Rhone filter galleries have been con¬ 
 structed from time to time until now four, or perhaps five, of 
 these are in service. 
 
 The theory upon which the Dayton sandbar is proposed as a 
 source of water-supply is based upon the supposition that this 
 constitutes a natural filter in all respects equal to the hygienic 
 requirements for a public water-supply. 
 
 To determine the area of this bar and the nature of its forma¬ 
 tion careful surveys were made, and two eight-inch test wells 
 were driven, one to the depth of 80 feet and 8 inches, going about 
 two feet into the bed-rock, and the other to a depth of 70 feet. 
 
 During the boring samples of the sand were taken and 
 labeled, which, when tested b'acterially, showed a large number 
 of putrefactive bacteria, even at a depth of 60 to 70 feet, indi¬ 
 cating that the sandbar contains a large amount of organic mat¬ 
 ter in a state of slow decomposition. This fact alone precludes 
 the possible use of the sandbar for filtering purposes. Even 
 when a works for drawing water from a sandbar is first put into 
 operation, and the yield of water would be satisfactory in both 
 quantity and quality, it is certain that in course of time the yield 
 of water would be diminished and the quality deteriorated, in 
 which event it would not be possible to restore the sandbar to its 
 original condition, and make it furnish the same quantity and 
 the same quality of water as it did when first put into service. 
 It may be said, in partial answer to the objection that such a liar 
 would eventually clog with the silt and other matter in suspen¬ 
 sion, which would be drawn into the interstices of the super¬ 
 ficial areas of sand bv the draft of water to driven wells or filter 
 galleries, that when the river is in Hood, much of the material 
 which has clogged the surface of the sand-bed would be washed 
 away, and the surface as a filtering medium be restored to its 
 original condition. This may be true at times when the river is 
 at a high stage; but such cleansing may not be uniform over the 
 
24 
 
 THE CINCINNATI WATERWORKS. 
 
 entire surface of the sandbar, as it must be for proper filtering 
 effect, and during low stages of the river, with corresponding low 
 currents or velocities of flow, there would probably be no erosion 
 of the silted matter from the wetted surface of the sand-bed. In 
 considering a sandbar as a possible water-source, we are bound to 
 accept it as it now is and may become, with no known method 
 of rectifying any inherent defects it may now possess, or of re¬ 
 covering its original efficiency after it hag once deteriorated in 
 value as a source of supply. 
 
 Another most serious objection may be found in the fact that 
 at the season of the year when filtration of the water is most to 
 be desired, at the end of the dry months, when the stage of water 
 in the river is the lowest, the effective area of the wetted surface 
 of the Dayton sandbar is wholly inadequate to the requirements 
 of the city. At such time of the year the consumption of water 
 may at present reach 60,000,000 gallons per diem. 
 
 From careful surveys and measurements of the bar with a 
 stage of three feet six inches on the low-water gauge of the river, 
 the submerged surface which could be made available by properly- 
 constructed filter galleries amounts to 11.80 acres, while at least 
 20 acres of effective filtering area is necessary to furnish the 
 required quantity of satisfactorily-filtered water. 
 
 With the bar wholly * covered with water, the effective area 
 amounts to 82.73 acres, and if the sand was well graded this area 
 would be sufficient for filtration. The sand, however, is not well 
 graded, and that portion which is fine enough to constitute good 
 filtering material is found so low in the bar or bed (60 to 70 feet 
 from the surface) as to be wholly beyond the reach of a filtering- 
 gallery. 
 
 In order to obtain better information in reference to the 
 capacity of this bar to furnish water, and the quality of water 
 that might reasonably be expected from it, one of the wells pre¬ 
 viously mentioned was tested for capacity by pumping, and was 
 found to yield only 300,000 gallons of water in twenty-four hours. 
 At this rate it would require 200 wells, spaced so that the draught 
 upon one will not affect the yield of another, to supply 60,000,000 
 gallons in twenty-four hours, which is about the present maximum 
 daily consumption. There is reason to believe that at a lower 
 stage of water in the river the quantity of water yielded by each 
 well would be materially less than the quantity stated above. 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 25 
 
 4 
 
 The analyses of water obtained from a well sunk into the 
 Dayton sandbar, and analyzed by Professor Stuntz in 1880, pub¬ 
 lished in the ‘'Report of Analysis of Ohio-River Water,” 1881, 
 page 16, show that this water comes under the classes of “not 
 good” and “bad.” Indeed, when his analysis of this “sand- 
 beach ” water is compared with those of water taken from the 
 river at Markley Farm at about the same time, it will be seen 
 that the well-water from the sand-beach is not very much better 
 in quality than that obtained from the open river. 
 
 Aside from the doubt of obtaining at all times an ample 
 water-supply, the objection to the character of the water, and to 
 the influence of the deposited organic matter in the sand upon 
 the water, make it certain that the Dayton sandbar can not be 
 considered as a source of water-supply for Cincinnati. 
 
 V 
 
 Ground Water-Supply. 
 
 One of the sources of a water-supply for the city which has 
 been frequently spoken of is that from deep wells into the heavy 
 beds of sand and gravel that underlie the valleys of the larger 
 streams flowing into the Ohio River in the vicinity of Cincinnati. 
 The valleys of Mill Creek and of the Little Miami River have 
 been especially thought of in this connection. The opinion is 
 held by reputable geologists that in preglacial times the Ohio 
 River flowed through what is now Millcreek Valley to a point 
 near Hamilton, turning thence southward down what is now the 
 valley of the Great Miami. 
 
 It is thought that the Little Miami River, or a branch of the 
 Ohio, at that time flowed back of the city through the valley now 
 partly occupied by the Baltimore & Ohio Railroad to the main 
 channel in Millcreek Valley, the ground now occupied by the 
 city of Cincinnati being then possibly an island in the Ohio 
 River. It is asserted that the bed-rock along the line of this old 
 river channel has a constant and regular fall from Cincinnati to 
 Hamilton. It is believed that the advancing ice of the glacial 
 epoch first filled the channel and valley of the ancient river at 
 the extreme north end of the great bend at Hamilton, converting 
 the river into an immense dam, which in time caused the water 
 to rise until it overflowed the ridge directly below Cincinnati, 
 
26 
 
 THE CINCINNATI WATERWORKS. 
 
 and gradually cut a new channel, which it has since occupied, 
 from Cincinnati to the mouth of the Great Miami. 
 
 There is abundant evidence that the old channel of the Ohio 
 was very much deeper than the present one. The old channel' 
 from Cincinnati to Hamilton was gradually filled up during the 
 glacial period with alluvial deposits of sand and gravel and clay. 
 It has been thought that if this theory is correct, the underlying' 
 beds of sand and gravel have become a vast reservoir of water 
 supplied partly, at least, from water entering at the north end of 
 the old channel from the immense gravel and sand deposits of 
 the Great Miami Valley, and if so it would be reasonable to con¬ 
 clude that this underground reservoir in Mill Creek is practically 
 inexhaustible, and that by tapping it in a sufficient number of 
 places an abundant supply of water could be obtained for the 
 city of Cincinnati. 
 
 During the past few years a number of the villages in or near 
 the valley of Mill Creek have provided themselves with water- 
 supplies by boring wells into the strata of sand and gravel found 
 at depths of from 115 to 150 feet below the surface. Among 
 these villages may be named Glendale, Wyoming, Reading, 
 Carthage, Elmwood, Ivorydale (Proctor & Gamble), St. Bernard, 
 Norwood, and Madisonville. The table (Appendix R) shows the 
 depths of the wells at each place, the elevation of the wells, and 
 the elevation at which the water stands in each above Cincinnati 
 C. D. 
 
 If, as has been suggested, these supplies come from a great 
 underground reservoir filling the valley beneath the present sur¬ 
 face, it would be confidently expected that while the pumps were 
 idle the water in all these wells would stand at the same level. 
 An inspection of the table shows that this is not the case; but, 
 on the conlrarv, each set of wells lias its own water-level. Even 
 where they are less than one mile apart, as is the case with the 
 well at the Amusement Hall at Wyoming and the Wyoming 
 Waterworks wells, there is a material difference in the elevation 
 at which the water stands in each. 
 
 These facts seem to prove conclusively that these wells are not 
 connected with a great underground reservoir, as has been sus¬ 
 pected. It is probable that the water which supplies them has 
 its source in the rainfall over the drainage area of the valley, 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 27 
 
 which percolates into the earth, and thence hows through the 
 various pervious strata of sand or gravel into, and possibly along, 
 the valley. 
 
 [f this view is correct, it follows that the quantity of water 
 obtainable is limited to the quantity absorbed from the rainfall, 
 and transmitted to the strata of sand and gravel where the water 
 is now found. We have not undertaken to estimate the quantity 
 that might probably be obtained from this source, but we think 
 it very unlikely that it would be sufficient at all times to supply 
 the city of Cincinnati. There is no practical way of determin¬ 
 ing the quantity of water that such wells would yield except by 
 actual trial. The project of obtaining the whole supply of water 
 required by the city would, therefore, necessarily be experimental, 
 and would involve uncertainties and contingencies which your 
 Commission believe to be sufficient to entirely condemn the plan. 
 
 No city in the world of the siz£ of Cincinnati is fully sup¬ 
 plied with water from wmlls. Brooklyn (N. Y.) obtains a part of 
 its supply, about ten million gallons daily, from driven wells. 
 Memphis (Tenn.) obtains its whole supply, amounting to about 
 nine and one-fourth millions of gallons daily, from sixty artesian 
 wells, which have together yielded as high as, sixteen million 
 gallons per day. Davton (Ohio) obtains its whole supply of water 
 from eighty-seven wells, extending to a depth of from 40 to 60 
 feet below the surface, which yield about five and one-half mil¬ 
 lions of gallons daily. The city of Dresden secures a supply of 
 about ten million gallons daily from wells. A large number of 
 smaller citi< s and towns in this country and abroad are supplied 
 with water from wells, and for such cities this source of supply 
 is adequate. But when it is remembered that the quantity of 
 water consumed by the city of Cincinnati at present amounts, 
 at times, to nearly sixty millions of gallons daily, and that the 
 natural growth of the city will soon make necessary a supply 
 double that quantity, it will be comprehended that the obtain¬ 
 ing of such a supply from underground sources is purely 
 problematic. 
 
 Even if it were entirely certain that an abundant supply for 
 the present and future needs of the city could thus be obtained, 
 it would not be satisfactory for general use because of its hard¬ 
 ness. Water collected upon or percolating through the soil in 
 
28 
 
 THE CINCINNATI WATERWORKS. 
 
 limestone regions becomes charged with the carbonates and sul¬ 
 phates of lime and magnesia and other mineral salts, which give 
 the water the quality called “hardness.” 
 
 In addition to other inorganic matter, all ground waters in 
 this locality contain more or less iron in solution, which is ob¬ 
 jectionable both in water for domestic uses and in many of the 
 arts. 
 
 It is generally agreed that water having over fourteen parts 
 in 100,000 parts of inorganic mineral matter is unsuitable for 
 domestic and manufacturing purposes. When hard water is used 
 for cleaning and washing with soap, the salts of lime, magnesia, 
 and iron unite with and decompose a portion of the soap, render¬ 
 ing it useless, and leaving it in the water as a white curd, with 
 which those using hard water are familiar. The soap thus uniting 
 with the mineral salts is entirely wasted, since no part of it is 
 available for cleaning until this chemical reaction is completed. 
 The additional quantity of soap thus made necessary for domestic 
 and laundry purposes is so considerable as to represent the loss of 
 a large sum of money, in the aggregate, in a city of the size of 
 Cincinnati. 
 
 There is still a greater objection to the use of very hard water 
 for manufacturing and heating purposes. When hard water is 
 heated chemical changes take place, which causea partof the lime 
 and magnesia to become insoluble, in which condition it is pre¬ 
 cipitated, and settles upon the bottom and sides of the boiler or 
 heating vessel, where it becomes baked into a hard mass, adheres 
 to the iron, and is called “scale.” The scale, being a poor con¬ 
 ductor of heat, acts as an insulator between the water and the 
 metal shell of the vessel, allowing the latter to become over¬ 
 heated, or “burned” and destroyed. 
 
 It is not possible to estimate the loss thus caused to steam- 
 boilers and household heating apparatus by very hard water, but 
 it is recognized as so serious that costly processes and devices are 
 adopted for the protection of steam-boilers, and particularly 
 locomotive boilers, where hard water alone is procurable. The 
 water from the Millcreek Valiev wells is seldom used in kitchen 
 boilers, because the water-back and pipes leading to it become 
 filled with scale and burned out in a short time. In one of the 
 villages thus supplied two water-backs in a kitchen range were 
 
REPORT OF T1IE ENGINEER COMMISSION. 
 
 29 
 
 burned out and replaced within one year. It is true that there 
 are methods of chemically treating or softening hard water, and 
 these have been employed in practice on a small scale: but even 
 the simplest and cheapest of these methods, known as Clark’s 
 process, is so expensive that the cost of the necessary works and 
 of purifying the water-supply of a great city like Cincinnati would 
 be so great as to be prohibitory. 
 
 As an indication of the very serious opposition there would 
 be by the people to the introduction of such water for general 
 use in the city, it will be recalled that recently, when it was pro¬ 
 posed to turn the hard well-water of Lin wood into the city mains, 
 the citizens in the part of the city that would be affected sent a 
 large and influential delegation to the Board of Administration 
 to protest vigorously against such action. 
 
 The water supplied by these deep wells is, aside from the 
 hardness referred to’ above, remarkably pure and wholesome, 
 comparing favorably with the purest mountain spring-water. 
 The mineral salts constituting its hardness are believed to be, 
 except in rare individual cases, harmless. 
 
 It has been considered altogether feasible by the Commission 
 to procure a ground water-supply which will meet hygienic 
 requirements in quality and all purely household demands in 
 quantity, and that this water might be supplied to consumers 
 through independent or small mains lying parallel in the streets 
 to those now carrying river-water. The cost of— 
 
 (1) A duplicate system of small mains, 
 
 (2) The main pipe lines to bring the water from 
 
 the wells, 
 
 (3) Driven wells, 
 
 (4) Pumping-machinery, 
 
 (5) Pumping-station, and 
 
 (6) Land for works and rights of way, 
 
 would propablv be about $2,500,000, to which must be added the 
 cost of over 40,000 new taps and services at an average cost of 
 twenty-five dollars each, and the new separate plumbing to make 
 the water available for the domestic uses of twenty-five dollars 
 to each consumer, or a total cost roughly pf $4,500,000. To this 
 also must be added the expense of metering every such supply 
 
30 
 
 THE CINCINNATI WATERWORKS. 
 
 so as to check any waste, which, under the most favorable con¬ 
 ditions, would always remain limited. 
 
 If there were no other and better source of supply for the city, 
 then this project would he worthy, in our opinion, of very serious 
 consideration. 
 
 The Ohio River as a Source of Supply. 
 
 Every commission appointed to investigate and report upon 
 extension or improvement of the city water-suppty, after due 
 consideration of other possible sources, has turned to the Ohio 
 River as the only certain source through all time to come. Nor 
 is this strange when you consider the large consumption of water 
 which now occurs, and the larger consumption which will occur 
 in the future as the city grows in population. 
 
 There are other sources which either can not be depended 
 upon to furnish the millions of gallons required by the city from 
 day to day and from year to year, or they are of such a character as 
 to be impracticable by reason of their great cost. The Ohio River 
 has never been questioned as a source sufficient for all the water 
 the city may ever need, but has often and justly been condemned 
 as a dangerous source from which to take water for domestic uses. 
 
 Everv commission, from the time of Mr. James P. Kirkwood 
 (1865) down to the present day, has recognized the dangers lurk¬ 
 ing in water from a large river like the Ohio, carrying, as it does, 
 the sewage and drainage from many thousand square miles of 
 settled and built-up territory, and made, as it is, the channel for 
 the waste and filth of every city and town on its banks and on 
 the banks of its tributaries. No commission has ever recom¬ 
 mended the use of the Ohio-river water without providing some 
 means for partial purification before it was delivered to the con¬ 
 sumers. Mr. Kirkwood saw the objection to the domestic use of 
 the Ohio-river water as it flows past the city, and sought for 
 sources which in his day were believed to be beyond the influ¬ 
 ence of sewage contamination ; and after a careful investigation 
 of such of these as were near enough to be made available, he was 
 compelled to return to the Ohio River as the only certain source 
 which could be relied upon to meet the growing requirements 
 of the city for water. 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 31 
 
 After an elaborate discussion of the rainfall statistics of this 
 locality, and an estimate of the proportion of rainfall running off 
 the drainage areas of certain streams which he thought could be 
 utilized as sources of water-supply, he concludes this branch of 
 his report with the following statements: 
 
 “ In the valley of the Great Miami and in the valley of Mill 
 Creek three small streams have been indicated as possessing gath¬ 
 ering grounds at the elevation requisite for a gravitation supply 
 sufticiently extensive to warrant the construction of storage res¬ 
 
 ervoirs. 
 
 The drainage area of Clear Creek is.. 39.90 square miles. 
 
 The drainage area of Gregory’s Creek is... 16.00 square miles. 
 
 / — 
 
 A total of. 55.90 square miles. 
 
 Giving 4.40 square miles in excess of the 52.50 square miles 
 which we have estimated to be necessary in this district of coun¬ 
 try to meet a demand of thirty millions of gallons per diem. 
 
 “ This rate of supply would be more than doubled hereafter 
 by taking in, as wanted, the gathering grounds of the West 
 Branch of Mill Creek (28.50 square miles), Muddy Creek, in the 
 Little Miami Valley (10.25 square miles), and Turtle Creek, in 
 
 the same valley (27 square miles). 
 
 “In the neighborhood of the city, at such convenient place as 
 might be found best, a distributing reservoir would be necessary 
 to receive the waters of Clear Creek and Gregory’s Creek from the 
 conduit, and transfer them by pipe mains to the city. The 
 length of conduit would be about forty-nine miles.” 
 
 Mr. Kirkwood’s conduit was planned with a grade of one foot 
 per mile, and the elevation above city datum of the streams 
 which he preferred for a gravity supply are given in his report as 
 270 feet for Clear Creek and 220 feet for Gregory’s Creek. 
 
 Mr. Kirkwood evidently did not regard these sources as very 
 favorable for the city supply, and no estimate of the cost of mak¬ 
 ing these available is give in his report. % 
 
 As a matter of history, it may be interesting to note that Mr. 
 Kirkwood, in his estimate of the future population to be supplied, 
 fixed the population for 1890 at 431,644, or more than 125,000 in 
 excess of the true population at that time, and he estimated the 
 daily per capita consumption of water for that year (1890) at 
 sixty-five gallons, about one-half the present individual rate of 
 consumption. 
 
32 
 
 THE CINCINNATI WATERWORKS. 
 
 While Mr. Kirkwood’s predictions upon probable population 
 and water consumption, twenty-five years after the date of bis 
 investigation, were wide of the mark, bis recommendations in re¬ 
 gard to the methods for- purification of the polluted Ohio-river 
 water may be regarded in the light of prophecy. In speaking of 
 the clarification of the turbid Ohio-river water he says: 
 
 “That this result can be secured, I am not at liberty to doubt; 
 because the waters of certain rivers in Europe, discolored under 
 the same circumstances, are cleared satisfactorily by a simple pro¬ 
 cess of filtration through beds of sand and gravel. When the 
 river carries much sediment, settling reservoirs must first be used, 
 where the water becomes freed of the heavier particles held in 
 suspension, before being thrown upon the filtering beds. There 
 may be said to be three modes of attaining this end: 
 
 “ 1. By subsiding reservoirs of large area, arranged either in 
 a series, or, where space is not important, in the form of one 
 very large reservoir, through which the water in its slow passage 
 deposits all the sediment held in solution. 
 
 “ 2. By subsiding reservoirs and filter-beds combined. 
 
 ' “ 3. By the filter-beds alone. 
 
 “ In the first case, the subsiding reservoirs must be large 
 enough to clarify the water when in its worst condition without 
 the aid of the filtering process. Large reservoirs of still water are 
 not desirable in our hot climate. 
 
 “The second case is more economical of space. Filter-beds 
 have been resorted to, not because reservoirs of subsidence would 
 not produce the desired effect, but because these filter-beds made 
 the process speedier, and dispensed with the necessity for subsid¬ 
 ing reservoirs of large size. In this hot climate it is, besides, not 
 desirable that large bodies of water should remain longer than 
 necessary in an entirely quiescent state. The size of the subsiding 
 reservoir will depend upon the character of the water and on the 
 average daily consumption conjointly.” 
 
 At that time (July, 1865} Mr. Kirkwood had not made his 
 visit to Europe for examination of the filters then in use in 
 London, Berlin, and other large foreign cities, and of course had 
 not written his elaborate report to the city of St. Louis on the 
 u Filtration of River Water,” which by students of water quality 
 is now looked upon as a classic in engineering literature. While 
 Mr. Kirkwood died before it was known what filtration, com¬ 
 bined with proper subsidence, would accomplish in the hands of 
 such masters as Herr Piefke, manager of the Berlin Waterworks, 
 and Dr. Dunbar, manager of the Hamburg Waterworks, still to 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 33 
 
 him is due the honor of having pointed out a practical way to 
 improvement of the polluted Ohio-river water more than thirty 
 years ago. 
 
 Following Mr. Kirkwood came Mr T. R. Scowden, who in 
 1871 recommended the Ohio River as a source of supply for this 
 city, in the following words: 
 
 “ The first and most desirable site to locate works was at a 
 point about ten and one-third miles distant, by the nearest practi¬ 
 cable route, from the Garden of Eden reservoir, or what is known 
 as the Markley Farm. 
 
 “ The first location referred to, the best, is a point where the 
 water of the Ohio River is deep and free from drainage or any 
 other vitiating influence to affect its quality, perhaps for a 
 century to come, if ever. 
 
 “ The shore is bold, and with the bed of the river is a gravel 
 and rock formation, washed clean bv an active current at all 
 seasons of the year.’' 
 
 We have verified Mr. Scowden’s statements upon the character 
 of the river-banks and bed at and near Markley Farm by our 
 own surveys, and can confirm all he says with reference to the 
 desirability of the location of the low-service pumping-station at 
 or in the neighborhood of the point which he selected. 
 
 The Board of Experts selected by the Water-Supply Commis¬ 
 sion of 1888, in answer to Question No. 4, upon the source of 
 supply which it would recommend, replies: 
 
 “The Ohio River is recommended as the source of supply. 
 
 .The volume is abundant at all seasons of 
 
 the year, and the city can be supplied therefrom by the simplest 
 and least costly system of works, not excepting any other system 
 of supply within reach of Cincinnati, either physically or 
 financially. 
 
 “ It is, in fact, the only source of supply which, all things 
 considered, can be consistently recommended. 
 
 “ Much weight is added to this statement by the concurrence 
 of opinion of the engineers who have investigated k this subject 
 within the past twenty-five years.” 
 
 From an abstract of the report of a committee of the Academy 
 of Medicine upon the quality of the public water-supply (Appen¬ 
 dix S), we quote upon the subject of the water quality and source 
 of supply as follows: 
 
 3 
 
 o 
 
34 
 
 THE CINCINNATI WATERWORKS. 
 
 “Those conclusions with reference to the supply of Cincin¬ 
 nati are : 
 
 “1. The present water-supply of Cincinnati is dangerously 
 polluted, and should be abandoned as soon as possible; 
 
 “ 2. The Ohio River above all local sources of contamination 
 offers the best available supply; and 
 
 “3. This supply can not be safely used without purifica¬ 
 tion.’ ’ 
 
 To the opinions of Mr. Kirkwood (1865), Mr. Scowden (1871), 
 the engineers who constituted the Board of Experts (1889), and 
 the Academy of Medicine (1895), we now add that of this Com- 
 mission. 
 
 Considering the daily volume of water which this and every 
 other large city needs, it would be very unwise to aoandon a 
 certain source of supply for one of doubtful capacity. 
 
 Sources which might supply the suburban villages can scarcely 
 be regarded as proper sources for the city. All these known 
 sources in the neighborhood combined will not supply a very 
 large fraction of the water now consumed by Cincinnati, and in 
 all probability can not be developed to meet even the present 
 requirements of the city, not to mention the increase of con¬ 
 sumption which will occur with growth of population. 
 
 The problem, then, resolves itself into the question, Can the 
 Ohio-river water, polluted as it is, be rendered fit for domestic 
 uses? We unhesitatingly say it can, and b} 7 means which years 
 of experience abroad have shown to be altogether practical in 
 operation, and with intelligent and painstaking management 
 capable of marvelous results. 
 
 It has often been claimed that the water of the Ohio River 
 above the Little Miami River, at the pumping-station of the 
 Covington Waterworks and at Markley Farm, is of superior 
 quality to that at the present intake of the City Waterworks. 
 The analyses of water from 1880 to the present time do not, with 
 any regularity, indicate a very marked superiority of the water 
 above the Little Miami when compared with the water at the 
 present intake. 
 
 Upon this point we desire to quote from the report of the 
 State Board of Health, March 3, 1892: 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 35 
 
 “ The chemical and biological examinations are in accord with 
 the conclusions drawn from ocular inspection, and both demon¬ 
 strate beyond question that Cincinnati is now supplied with 
 water which is at all times, and occasionally grossly, polluted. 
 
 “ Is it possible for Cincinnati to obtain a sufficiently pure 
 water-supply above local sources of pollution? This question 
 should be fully answered before changing the present source of 
 supply. 
 
 “ Chemical and biological examinations of samples of water 
 taken from the liver three miles above the mouth of the Little 
 Miami River indicate that the river at this point would furnish 
 a water not greatly superior in quality to the present supply. 
 Ohio-river water unpurified can scarcely be classed among po¬ 
 table waters; and as the density of population along the Ohio and 
 its tributaries increases, the character of its water will continually 
 grow worse. 
 
 “It will not be necessary to present here the arguments, pro 
 and con , in regard to the self-purification of streams. While it 
 is possibly true that considerable amounts of putrescible organic 
 matter in running streams are by natural processes removed or 
 converted into harmless compounds, there is no evidence to war¬ 
 rant the conclusion that the vital elements of sewage, the germs 
 productive of typhoid fever and other diseases communicable by 
 ingestion, are removed or destroyed to an extent to justify the 
 use of water, unless purified, obtained from a stream polluted by 
 sewage. On the contrary, it may be said to be one of the most 
 firmly-established facts of sanitary science that typhoid fever is 
 propagated by means of a sewage-polluted water-supply, ana the 
 typhoid-fever death-rate of a city is held to be a just measure of 
 the extent of such pollution.” 
 
 In regard to the vitality of the typhoid-fever bacillus in water, 
 Prof. Percy Frankland has found that it will surviye for seventy- 
 five days in the Thames (London) water; Dr. Edwin O. Jordan 
 has found that it will survive for ninety days in the water of 
 Lake Michigan (Chicago, 1893); and Mr. Hill, a member of 
 this Commission, has found that it will survive for sixty days, 
 with full powers of reproduction, in the Ohio-river water (Cin¬ 
 cinnati), but perishes somewhere between sixty and ninety days. 
 The longevity of this bacillus in unsterilized river-water is stated 
 by the Massachusetts State Board of Health to be twenty-one 
 days (Merrimac-river water). During this time it is evident the 
 bacillus could travel down stream many miles, and be the cause 
 of infection to a large territory adjacent to a river. 
 
36 
 
 THE CINCINNATI WATERWORKS. 
 
 An examination of the several chemical analyses of the Ohio- 
 river water at the Cincinnati intake (Front-street Pumping- 
 station), and at California and Markley Farm, by Prof. Stuntz 
 (1880), Drs. Holmes and Langenbeck (1887), Prof. Dickore (1891), 
 and Prof. Simonson (1896), (Appendix C), indicate no certain 
 superiority of the Ohio-river water at the points so often urged as 
 sources for an acceptable public supply. 
 
 Comparing the several analyses upon the chlorine in the 
 water, which is taken as an index of sewage contamination; upon 
 the sum of the ammonias, which is taken as a measure of the 
 nitrogenous organic matter in process of decomposition ; and upon 
 the organic and volatile solids, which indicate the total organic 
 matter in the water, we have the following significant results : 
 
 According to Prof. Stuntz—Averages of analyses, in parts per 
 100,000 of water: 
 
 Source. 
 
 Eden 
 
 Reservoir. 
 
 Markley Farm. 
 
 Chlorine. 
 
 . 0.77 . 
 
 ... 0.47 
 
 Ammonias. 
 
 . 0.0542 . 
 
 ,.. 0.0337 
 
 Volatile Solids. 
 
 . 2.85 . 
 
 .. 2.88 
 
 According to Drs. 
 
 Holmes and Langenbeck - 
 
 — Averages 
 
 analyses, in parts per 100,000 of water: 
 
 
 
 Pumping- 
 
 Ohio River, 
 
 Source. 
 
 station. 
 
 Coney Island. 
 
 Chlorine. 
 
 . 1.85 . 
 
 . . . 1.70 
 
 Ammonias.. 
 
 . 0.0225 . 
 
 ,.. 0.0128 
 
 Vnlat.ile Solids_ 
 
 _ 7.50 .. 
 
 .. 5.40 
 
 According to Prof. Dickore—Averages of analyses, in parts j 
 
 100,000 of water : 
 
 Source. 
 
 Eden-Park 
 
 Reservoir. 
 
 California. 
 
 Chlorine. 
 
 . 1.33 . 
 
 . . 1.256 
 
 Ammonias. 0.0155 
 
 Volatile Solids. 7.704 
 
 Nitrates and Nitriies. 0.0441 
 
 0.0114 
 
 5.133 
 
 0.0421 
 
 According to Prof. Simonson—Averages of analyses, in parts 
 per 100,000 of water: 
 
 Source. 
 
 Chlorine. 
 
 Ammonias. 
 
 Nitrates and Nitrites 
 
 Cincinnati 
 
 Pumping-station. 
 
 .. 2.10 
 .. 0.0282 ... 
 .. Traces. . .. 
 
 Covington 
 
 Pumping-station. 
 
 .. 1.65 
 
 .. 0.0382 
 
 .. 0.0004 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 37 
 
 While these analyses may show a somewhat better condition 
 of the water above the Little Miami River than at the Front- 
 street intake, they clearly prove that the water at the former 
 locality is too greatly polluted to be fit for domestic and drinking 
 purposes. 
 
 Cincinnati can not at reasonable cost provide thirty-two days’ 
 capacity of subsiding reservoirs, but by combining subsidence for 
 a time sufficient to remove the suspended matter with filtration, 
 at reasonable rates, through beds of fine sand, the quality of the 
 effluent should be superior to that of water purified by subsidence 
 alone for any length of time. 
 
 Granting that a location convenient to the Ohio River at 
 sufficient elevation and of sufficient area can be had for subsiding 
 reservoirs of a capacity which will give thirty-two days for pre¬ 
 cipitation of the solids and reduction of the bacteria and dissolved 
 organic matter in the water to the condition of that in the Cov¬ 
 ington water, then the cost of such larger subsiding reservoirs 
 will be not less than $6,703,488.00 (Appendix P); or the cost 
 of the works herein submitted for the consideration of your 
 honorable board will be increased by $4,707,285.29 if precipitation 
 works were substituted for the combined precipitation works and 
 filters herein proposed. The interest and sinking fund upon a 
 four per cent basis for fifty years for this difference in cost will be 
 $219,124.13, which amount, equated against the estimated annual 
 cost of filtering 60,000,000 gallons of water daily ($87,600.00), 
 indicates an annual difference of $131,524.13 in favor of the plan 
 proposed by this Commission. 
 
 There is another aspect of the problem to which your atten¬ 
 tion should be called. The quality of water from precipitation 
 basins of a capacity to carry large volumes through many weeks 
 of time can not be regarded as equal to that of water which has 
 undergone partial purification in smaller subsiding basins, and 
 finally passed at moderate rates through filters of fine sand, 
 because the latter is brought to the highest attainable practical 
 standard of purification, and then delivered to the consumer with 
 the least delay consistent with the proper operation of the works; 
 while precipitated water in storage reservoirs of moderate capacity 
 (like those of Covington) is subject to certain seasonal disturb¬ 
 ances, which limit the degree of purification attainable by simple 
 subsidence. 
 
38 
 
 THE CINCINNATI WATERWORKS. 
 
 (Some data is at hand which indicates that the effect of these 
 seasonal changes in the stratification—if the term is admissible— 
 of the stored water would probably be eliminated by storage 
 through'a long term of years, but reservoirs of a capacity to carry 
 a water-supply for several years for this city are wholly imprac¬ 
 ticable.) 
 
 From experiments conducted by Mr. Edward Flad, C. E., of 
 St. Louis, upon the effect of limited subsidence upon the condi¬ 
 tion of the Ohio-river water, under the direction of the Water- 
 Supply Commission of 1888, it appears that a material reduction 
 in the quantity of suspended matter is effected within a few 
 hours. From the table of results kindly furnished us by Mr. 
 Flad (Appendix Q), the average for nineteen tests in the reduc¬ 
 tion of silt for a subsidence of forty to forty-eight hours was 
 66.54 per cent of the original weight in water. For a period of 
 thirty to forty hours’ subsidence, the average reduction was 60.60 
 per cent. 
 
 New experiments indicate that subsidence for from four to six 
 days will remove from the Ohio-river water a very large percentage 
 of suspended matter, and relieve the filters of that part of the work 
 which is chiefly concerned in the clarification of the water. The 
 effect of this will be to cause the filters to pass a larger quantity 
 of water per unit of area between successive parings or cleanings 
 of the sand. Such improvement in the quality of the water as 
 can be accomplished in subsiding reservoirs will represent a cost 
 for labor and water which is small when compared with the cost 
 of restoring filters of any kind to their original condition; and 
 the more completely the suspended matter is removed by subsi¬ 
 dence, the more exactly can the grade of sand in the filters and 
 the rate of filtration be adjusted to the work of reduction of the 
 bacteria and dissolved organic matter in the water. 
 
 The method which we herein propose for improvement of the 
 Ohio-river water, and upon which careful estimates in detail 
 have been made, is subsidence in reservoirs of medium capacity, 
 combined with filtration through beds of fine sand. From our 
 knowledge of the Ohio River, its silt-bearing capacity and its 
 chemical and bacterial condition, we believe that sedimentation 
 for from four to six days in subsiding reservoirs, supplemented by 
 careful filtration conducted upon bacterial lines, will produce an 
 effluent which will compare in all respects with the water of any 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 39 
 
 city in the world. This judgment is based upon continuous 
 experiments with the water through the past two years, and 
 from careful study of the methods of operation and results 
 obtained from sand-filters abroad, and from the experimental 
 work of the Massachusetts State Board of Health of 1894. It is 
 not pretended that sedimentation and filtration will furnish a 
 water chemically and bacterially pure, nor that such Water will 
 be absolutely proof against the typhoid bacillus. Water of 
 this kind can be had only by distillation. But it is maintained 
 that when viewed from a practical standpoint such water will be 
 so far advanced in purity that no one can object to its use for all 
 purposes. Chemically and bacterially pure water can be had, but 
 at a cost which prohibits its use by cities. 
 
 Sedimentation for a few days in subsiding reservoirs may 
 have no large effect upon the dissolved organic matter, nor upon 
 the bacteria in the water. Indeed, the numbers but not the 
 kinds of bacteria may increase during the time the water is held 
 in the subsiding reservoirs, but sedimentation of the Ohio-river 
 water, even for a period of thirty to forty hours, will, as shown 
 by Mr. Flad’s experiments (Appendix Q), reduce the suspended 
 matter in the water by upwards of eighty per cent, and subsi¬ 
 dence for the period of time provided for by the works which we 
 herein recommend to the consideration of your honorable board 
 will deprive the water of all matter in suspension which is of 
 greater specific gravity than the water itself. 
 
 In this condition the subsided water will go to the filters with 
 little of the matter which is known, in many works where filters 
 are now in use, to rapidly clog the surface of the sand-beds and 
 limit the capacity of the filter. 
 
 Therefore, while no marked improvement in the hygienic 
 quality of the water is anticipated from the subsiding reservoirs 
 alone, we deem them essential to the use of filters of fine sand 
 operated at ordinary rates of delivery. 
 
 Much of the work now required of the filters abroad will be 
 accomplished in the subsiding reservoirs, and by a fair division 
 of the work between the subsiding reservoirs and the filters, 
 relying upon the former largely for clarification and improve¬ 
 ment of the color, and upon the latter wholly for reduction of 
 the bacteria, better results can be had in the quality of effluent 
 and economy of operation than by filtration alone. 
 
40 
 
 THE CINCINNATI WATERWORKS. 
 
 The subsiding reservoirs have been designed for ready cleans¬ 
 ing from the silt and other suspended matter in the water which 
 will be deposited upon the bottom and slopes, and are so arranged 
 in unit capacity that at all limes at least 250,000,000 gallons, and 
 usually 300,000,000 gallons, of sedimentation capacity will be in 
 service. 
 
 The filters have been designed for a total capacity of 66,000,000 
 gallons per day, and a least effective capacity of 60,000,000 gallons 
 per day. The net aggregate area of water and sand surface is 
 twenty-two acres, allotting two acres to each of eleven filters. 
 The estimated rate of delivery is 3,000,000 gallons per acre per 
 day. 
 
 To obtain the highest quality of effluent with the maximum 
 allowable rate of filtration, regulators will be used on both the 
 inflow and outflow pipes, limiting the head on the sand-bed and 
 the loss of head between the water on the filter and the level of 
 water in the clear well to such measures as may be found to give 
 the most satisfactory results in practice. The construction and 
 proportion of the filters and arrangement of filtering materials 
 will be given in the general description of the principal details 
 of the works which follows. 
 
 In considering the question of filters and filtration, we Were 
 not unmindful of the use in a few cities and towns of this coun¬ 
 try of the so-called mechanical filters, nor of what is known 
 abroad as the Anderson revolving water purifier. We have also 
 had brought to our notice a novel plan for mechanical filtration, 
 devised and manufactured by a local company. But the exact 
 data upon the workings of these filters is very limited, and some 
 of the practical results of their use upon a large scale are not very 
 satisfactory, from all of which we do not feel warranted at present 
 in including mechanical filtration as a part of the improvements 
 herein proposed. 
 
 This view is not to be construed as a reflection upon mechan¬ 
 ical filters, because the future may demonstrate that after all this 
 is the best metho'd of filtration ; but that demonstration is not 
 now at hand, and we are compelled to incorporate in our plans 
 that type of filter and that method of filtration which long experi¬ 
 ence and careful investigation have shown to be competent to 
 render polluted waters fit for domestic uses. 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 41 
 
 The chief claim of the advocates of mechanical filtration is 
 founded upon the reduced cost of plant and higher rates of 
 delivery per unit of filter area, when compared with natural 
 filtration, as practiced in many European cities. But low cost 
 and high rates of filtration should not be weighed against quality 
 of effluent, if it be at all possible to obtain high purity by prac¬ 
 tical means at a cost which will not be prohibitory of the method. 
 
 The success of the mechanical filter is due to the use of alum 
 or some other coagulant, which combines with the suspended 
 matter and bacteria in the water and renders these susceptible of 
 easy interception by the sand-bed. If there were no room to 
 doubt the advisability of using a coagulant in the treatment of 
 potable water, then beyond question the mechanical filter would 
 not only be the least expensive to construct and operate, but 
 with the liberal use of the coagulant would probably produce a 
 practically sterile water. But the attempt to obtain a high degree 
 of bacterial purification with filters having beds of coarse sand, 
 and relying for efficiency upon the action of the coagulant, in¬ 
 volves a new danger, the extent of which is now unknown. 
 
 No injury is possible to water by simple filtration through 
 beds of sand, relying for quality of effluent solely upon the fine¬ 
 ness of the sand and the time allowed for the water to pass 
 through it. 
 
 Experience abroad, especially in some of the cities of Holland, 
 has shown that with beds of very fine sand and very low rates of 
 filtration the effluent, bacterially and chemically, was equal to 
 the purest of spring-waters, and this degree of purity was attained 
 without an} 7- possibility of injury to the quality of the water. 
 
 While alum and other coagulants have been used in some of 
 the filler-works of Germany, it is not known that any are used 
 to-day, because equal and in instances superior results are had 
 without the coagulants, and without the risk of danger attending 
 the purification of water with chemicals. 
 
 The objection in Germany and England to the use of a coagu¬ 
 lant in the filtration of polluted waters is based upon good reason¬ 
 ing, and the same conditions which support the opposition to 
 coagulants abroad exist with equal force here. 
 
 Discussing the use of a coagulant with special reference to the 
 sulphate of alumina, which is the agent generally used with 
 
42 
 
 THE CINCINNATI WATERWORKS. 
 
 mechanical filters because of its cheapness and efficiency in this 
 respect, it should be understood that the decomposition of 
 alumina in a polluted water is partly a combination of the 
 suLphuric acid with the lime and other bases in the water, while 
 the alumina forms with the suspended matter and bacteria 
 a gelatinous precipitate, which is easily intercepted by beds of 
 relatively coarse sand. 
 
 So long as the quantity of alum solution applied to the filter 
 bears a close relation to the quantity of lime and other bases and 
 to the suspended matter in the water, no objection possibly can 
 be raised to the use of a coagulant in filtration of polluted waters; 
 but the use of either more or less than is exactly required to 
 effect the desired combination leads either to the presence in the 
 water of undecomposed alum or of free sulphuric acid, or, upon 
 the other hand, to imperfect filtration. 
 
 The proper adaptation of the alum solution to the variable 
 conditions of the water from hour to hour, and from day to day, 
 requires a knowledge of these conditions upon the part of the 
 feeding device which is not to be expected from a mechanical 
 apparatus. 
 
 While very small quantities of alum or other coagulant or 
 of free sulphuric acid in waters may not, at times, be injurious, 
 there can be no doubt that the continuous use of such water may 
 lead to very serious disturbances of some of the animal functions. 
 
 Measuring the efficiency of filters by the reduction of the 
 typhoid-fever death-rates of the cities using filtered water, it is 
 very evident when viewed from this standpoint that the natural 
 filters of the foreign waterworks furnish a better effluent, but 
 perhaps at a higher cost, than the mechanical filters found in a 
 few of the waterworks of this country. 
 
 This is shown by the following comparison of the typhoid- 
 fever death-rates of five cities in the United States using me¬ 
 chanical filters with the same number of cities in Europe using 
 natural filters : 
 
 American Cities, 
 
 1894. 
 
 Average. 
 
 Foreign Cities. 
 
 1894. 
 
 Average. 
 
 Davenport. 
 
 ....26 
 
 21.4 
 
 The Hague... 
 
 ....3.4 
 
 4.9 
 
 Knoxville, Tenn . . 
 
 ...59 
 
 52.0 
 
 Rotterdam.. .. 
 
 .4.8 
 
 5.2 
 
 Chattanooga, Tenn., 
 
 ....48 
 
 80.0 
 
 Amsterdam. .. 
 
 .8.2 
 
 13.9 
 
 Atlanta. 
 
 ....43 
 
 93.0 
 
 Berlin. 
 
 .4.0 
 
 8.0 
 
 Quincy ,1111. 
 
 ....79 
 
 58.0 
 
 Hamburg ., . 
 
 .6.0 
 
 6.0 
 
 Averages. 
 
 ....51 
 
 60.9 
 
 Averages , 
 
 .53 
 
 7.6 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 4a 
 
 The average typhoid-fever death-rates per 100,000 population 
 for one year, or for five years past or less, during which filters 
 have been in operation, is about eight times as great in the cities 
 having mechanical filters as in the cities having the so-called 
 natural sand-filters. Moreover, the foreign cities using the natural 
 filters, with some exceptions, show uniformly low typhoid-fever 
 death-rates, while, with the exception of one city (Davenport), 
 the rates are very irregular in the American cities using mechan¬ 
 ical filters. 
 
 It is possible that the use of the filtered water abroad is much 
 more general than in the smaller cities of this country supplied 
 with mechanical filters, which might operate to the discredit of 
 the mechanical filters in a showing like this. But diligent effort 
 to arrive at the proportion of filtered water used in the American 
 cities mentioned above, and its relation to the victims of typhoid 
 fever, has resulted in the failure to obtain any reliable data, and 
 until this is done we are compelled to draw our deductions from 
 the facts presented above. 
 
 In the American cities and Hamburg the rates are taken from 
 the Register of Vital Statistics after the filters were introduced. 
 
 Increased knowledge of the theory and practice of continuous 
 sand filtration, as illustrated by experience abroad, especially 
 that of the German and Dutch cities, and of the Massachusetts 
 State Board of Health during 1894, indicate that filtration with¬ 
 out coagulants may be regarded as a material factor in the 
 purification of polluted waters for domestic uses. Sedimenta¬ 
 tion in large, deep reservoirs is also known to be a factor in the 
 improvement of polluted waters, and it is altogether certain that 
 when such waters are retained—first in subsiding reservoirs for a 
 reasonable length of time, and afterwards passed through filters 
 of practical construction operated under rigid regulations as to 
 quality of effluent—the greatest practical efficiency with artificial 
 means will be attained. 
 
 It will be obvious to your honorable board that success in fil¬ 
 tration of the Ohio-river water or any other polluted water will 
 depend upon the skill and vigilance with which this part of the 
 work of supplying the public with water is conducted. A filter 
 should be handled by those trained to its use, and we confidently 
 believe that when the attendants have been properly instructed 
 in their duties, and are held to a rigid account for the quality ol 
 
44 
 
 THE CINCINNATI WATERWORKS. 
 
 effluent produced, the hygienic properties of the Ohio-river water 
 will be surpassed by the public water-supply of no other city in 
 this country or Europe. 
 
 The city of Rotterdam takes its water from the river Mease, 
 one of the mouths of the river Rhine, a stream which is carrying 
 the diluted sewage of many cities and towns numbering in their 
 populations several millions of people. This water can not be 
 much superior to the Ohio-river water at Cincinnati, and it may 
 be worse than the water here. It is a fact, however, that no city 
 in the world enjoys a water of better uniform quality than Rot¬ 
 terdam, and this quality is due wholly to filtration through beds 
 of sand of moderate fineness. Shall it be said that what is done 
 in Rotterdam can not be done here? The skill and caution 
 which give the old Dutch city a reputation for its water-supply 
 surpassed by no other city can certainly be supplied in Cincin¬ 
 nati. If your honorable board will supply the same means and 
 exact from your employees the same vigilance as do these burgh¬ 
 ers of Holland, the results will be the same. It is simply a 
 question of how much the city is willing to give for a supply of 
 satisfactory water in order to have it. 
 
 Of the tw T enty-thfee known pathogenic bacteria found in po¬ 
 table waters, only one (aside from the cholera bacillus, which 
 we may never have to combat) is calculated to inspire us with 
 fear: the bacillus of typhoid fever. All attempts at the purifi¬ 
 cation of drinking and other dietetic waters are mainly directed 
 against this one bacillus. Keeping this single species of germ 
 out of our public water-supplies means the saving, of many vic¬ 
 tims from an early death or broken health. 
 
 We have spoken only of typhoid fever as resulting from the 
 use of polluted water; but while it is by far the most important 
 one in its disastrous results, there can be no doubt that other 
 diseases, particularly of the bowels, frequently owe their existence 
 to this cause, and that the use of such water is detrimental to 
 the general health of those who are forced to drink it. 
 
 Elsewhere in this report we have shown the money-value of 
 the average annual typhoid-fever rates for this city alone to reach 
 the enormous principal of $34,000,000, a sum five times the total 
 cost of all the improvements herein recommended to the consid¬ 
 eration of your honorable board. 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 45 
 
 We should regard ourselves as negligent of our duty if we 
 failed to emphasize the prevailing importance of a supply of 
 water for Cincinnati which shall be above suspicion, and rank in 
 its quality for domestic uses* with the best water found in any 
 city. The effect of such water will be promptly shown in the 
 reduction of the typhoid-fever death-rates of eighty-five per 
 cent, or from 36-67 to rates of 5-10, or even less, per 100,000 of 
 population. 
 
 With the general use of water of such quality as the proposed 
 works would supply, typhoid fever and other water-borne dis¬ 
 eases should become as rare and as isolated as they are in those 
 cities of Germany where similar means of water purification 
 have been adopted. The indirect benefits that the city would 
 derive from a pure water-supply, such as attracting population 
 and encouraging lines of manufacture and art for which pure 
 water is necessary, can not, in our opinion, be overestimated. 
 We need not enlarge on this branch of the subject, as its impor¬ 
 tance will be recognized by all. 
 
 THE PRESENT MAIN PUMPING-STATION ANI) 
 
 RESERVOIR. 
 
 Before proceeding to a description of the Extension and Bet¬ 
 terment of the City Waterworks which we respectfully recom¬ 
 mend to your honorable board, it is proper to consider briefly the 
 condition of the present works, so far as it relates to this investi¬ 
 gation. 
 
 The machinery at the Front-street Pumping-station, from 
 which the water is pumped to the reservoirs, is packed so closely 
 together that scarce room remains for the men to discharge their 
 proper duties. Some sixteen pumping-engines are required to do 
 the work which can better be done by four or five, necessitating a 
 much larger number of engineers and helpers than would be 
 required by engines of several times their average capacities. 
 Boilers are placed not with reference to the best connection with 
 their respective engines, but where space has permitted. More 
 than one-half of these engines are of the most uneconomical type 
 
46 
 
 THE CINCINNATI WATERWORKS. 
 
 known, and none are to be compared with the fine specimens of 
 modern steam-engineering which are found in the waterworks of 
 Philadelphia, Buffalo, Detroit, Milwaukee, Chicago, St. Louis, and 
 Louisville. 
 
 Considering the data furnished in the Table of Pumping Sta¬ 
 tistics (Appendix D), one can not avoid the conviction that this 
 city is far behind the other large cities of the country in the char¬ 
 acter and capacity of its pumping-machinery and in the arrange¬ 
 ment of its principal pumping-station. 
 
 A comparison of the cost for fuel and wages per million gal¬ 
 lons pumped in the city of Cincinnati, with the cost found for 
 other cities indicates that, with four or five modern high-duty 
 pumping-engines of 20,000,000 gallons daily capacity each, the 
 present work and the work of the near future in pumping w^ter 
 nan be done at less than one-third of the present cost. 
 
 The annual reports of the Water Department reflect upon the 
 character of the machinery now in the Front-street Pumping- 
 station (the principal pumping-station of the City Waterworks), 
 and it is evident that serious defects exist in the type of ma¬ 
 chinery, which can be remedied only by the substitution of mod¬ 
 ern high-duty pumping-engines and boilers adapted to modern 
 steam-pressures. 
 
 High economy of fuel in pumping-machinery can be had only 
 by carrying steam-pressures beyond the capacity of the boilers 
 now in use in the Front-street Pumping-station ; • by a proportion¬ 
 ing of steam cylinders which will admit of high grades of expan¬ 
 sion ; and by a design of pumps and waterways which will admit 
 of relatively high piston speeds. Low cost in wages can be better 
 secured by combining a large pumping capacity in a single ma¬ 
 chine. None of these conditions are found in the machinery 
 now in service at the Front-street Pumping-station. 
 
 It should be obvious that the wages of an engineer and his 
 assistant will be no greater while operating an engine which will 
 discharge 20,000,000 gallons of water into the reservoirs in twenty- 
 four hours than when operating an engine which will discharge 
 only four or five million gallons in the same time, while the cost 
 of wages per million gallons pumped to the reservoirs will be 
 three or four times more in the second case than in the first. 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 47 
 
 In order to reduce the cost of fuel in the Cincinnati Water¬ 
 works, the pumping must be done with machinery embodying 
 the most advanced practice in the use of high-pressure steam ex¬ 
 pansively. 
 
 With these objects in view, we have requested estimates of 
 cost from all of the principal builders of large modern high-duty 
 pumping-machinery in this country, upon engines and boilers 
 which will give a running duty of 110,000,000 foot pounds per 
 100 pounds of best Pittsburg coal obtainable in this city, and 
 for a pumping capacity in each single engine of 20,000,000 gal¬ 
 lons in twenty-four hours, and the estimate of cost for pump¬ 
 ing-machinery herewith submitted is based upon these estimates, 
 kindly furnished the Commission in confidence by the following 
 well-known builders of modern pumping machinery: 
 
 The Edward P. Allis Co., Milwaukee, Wis.; 
 
 Wm. Cramp & Sons, Engine and Ship Building 
 Co., Philadelphia, Pa.; 
 
 The Holly Mfg. Co., Lockport, N. Y.; 
 
 The Laidlaw-Dunn-Gordon Co., Cincinnati, 01; 
 
 Henry R. Worthington, New York, N. Y .; 
 
 Southwark Foundry and Machine Co., Philadel¬ 
 phia, Pa. 
 
 Each of these companies has submitted estimates, based upon 
 full consideration of the conditions under which the machinery 
 can be placed and operated. 
 
 Apart from the objections to the type and arrangement of 
 pumping-machinery in the Front-street Station, other objections 
 are found which will defeat any attempt to enlarge or improve 
 the waterworks, using this station as a base of operation. The 
 ground possessed by the city and the adjacent ground available 
 from private owners is not of sufficient area, nor is it of a form 
 to admit of the construction of a new engine and boiler-house to 
 accommodate new modern pumping-machinery. No suitable 
 land is available within convenient reach of the Front-street 
 Station for subsiding reservoirs and filters, and an effort to re¬ 
 model or enlarge this pumping-station, and carry out in connec¬ 
 tion with it such other improvements as we deem essential to the 
 
 % 
 
 City Waterworks, will, in all probability, result in the failure to 
 
48 
 
 THE CINCINNATI WATERWORKS. 
 
 attain the two principal objects, which this Commission has kept 
 in view— 
 
 1. An improvement in the quality of the water 
 supplied to consumers. 
 
 2. An improvement in the method and a reduction 
 in the cost of pumping water to the reservoirs. 
 
 Another objection to the location of the Front-street Pump¬ 
 ing-station is found in the constant danger of fire caused by 
 sparks from passing locomotives, and its inaccessibility on ac¬ 
 count of the many railway tracks in front of the station. 
 
 Other objections are found in the extremely inconvenient and 
 primitive methods by which the station is supplied with coal, 
 and to the lack of sufficient storage room for the same. The 
 principal pumping-station of any large city should be located 
 against possible injury by fire from without, and constructed 
 against the probabilities of fire from within, with ample facilities 
 for handling and storing coal, to reduce the cost of hauling coal 
 to the boiler-houses, and to provide against possible interruption 
 of traffic upon lines of transportation by which fuel is supplied. 
 
 A comparison of the cost of pumping the estimated average 
 Consumption of water by the city during the next forty years to 
 the same mean head as at present, 228 feet, with such machinery 
 as we find in the Front-street Pumping-station, and with such 
 machinery as we have herein recommended to the consideration 
 of your honorable body, shows that the yearly difference of cost 
 can not be less than $150,983 (Appendix E). 
 
 This estimated annual saving in fuel and wages, capitalized 
 at four per cent for forty years, will balance an investment of 
 $2,988,353.67. 
 
 Taking the present average daily consumption of water at 
 45,000,000 gallons, and prorating the cost of this with the cost for 
 pumping 41,335,800 gallons per day (1894), the present annual 
 cost of pumping to reservoirs would be $161,293.80, while the 
 cost for the same service with modern pumping-machinery 
 would be but $47,303.90, making a difference of $113,989.90, a 
 sum which, capitalized at four per cent for forty years, represents 
 $2,256,162.19, or quite three times the cost of a double set of 
 pumping-machinery as estimated in this report. From which it 
 is evident that even if no other improvement were contemplated, 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 49 
 
 the saving in cost of fuel and wages for pumping water will jus¬ 
 tify the substitution for the present pumping-machinery of 
 modern high-duty engines and boilers adapted to carry high 
 steam-pressures. 
 
 In short, as a plain business proposition, the city can no 
 longer afford to pump its water with such wasteful machinery as 
 is found in the Front-street Pumping-station. 
 
 The city has now only two storage reservoirs, with a combined 
 capacity of 105,000,000 gallons, which is less than two days' 
 supply at the present maximum daily consumption. It is 
 scarcely necessary for us to state that this is altogether inadequate 
 for the supply of the city, when the possibility of accidents, 
 which would stop or cripple the operation of the pumping-plant 
 or the mains leading therefrom is considered. 
 
 Only good fortune and extraordinary vigilance on the part of 
 the management has, at a number of times, prevented the calam¬ 
 ity of a water-famine in the city. The necessity for a larger 
 capacity for storing water seems so evident that we do not con¬ 
 sider it necessary to discuss the subject further. 
 
 THE EXTENSION AND BETTERMENT OF THE CITY 
 WATERWORKS AS PROPOSED BY THE COMMISSION. 
 
 The Plans for Extension and Betterment of the City Water¬ 
 works which the Commission herewith present for the considera¬ 
 tion of your honorable board embrace the following principal 
 •details : 
 
 A Low-service Pumping-station and Intake upon 
 the Ohio side of the River, above Five-mile Creek;. 
 
 A Double Line of Force-main from the Low-service 
 Pumping-station to the Subsiding Reservoirs; 
 
 A System of Subsiding Reservoirs at California; 
 
 A Svstem of Sand-filters at California ; 
 
 A Gravity Supply-pipe from the Clear Well of the 
 Filters to the High-service Pumping-station; 
 
 A Lligh-service Pumping-station West of California; 
 
 A Double Line of Rising Mains from the High- 
 service Pumping-station to the High-level Distributing 
 Reservoirs; 
 
 The High-level Distributing Reservoirs at Corbley 
 Farm ; and 
 
 A Conduit-line from the High-level Reservoirs to 
 Eden-Park Reservoir. 
 
 4 ° 
 
50 
 
 THE CINCINNATI WATERWORKS. 
 
 We have already shown that, all things considered, the Ohio 
 River is the most practicable source of a supply of water for the 
 city of Cincinnati, and the plans and recommendations herein 
 offered by your Commission are based on that source of supply. 
 
 Having determined that the Ohio River must be the source of 
 supply, careful examinations, and where necessary surveys, were 
 made to determine the best location for an intake and pumping- 
 station on the banks of the river. For reasons stated earlier 
 in this report, the site of this intake and pumping-station 
 should be located above the mouth of the Little Miami River. 
 Above that point to Five-mile Creek the current of the river is 
 largely on the Kentucky side, the Ohio side being occupied by 
 sandbars, partly caused by several government dams or dykes, 
 which tend to further throw the current toward the Kentucky 
 side of the river. 
 
 No suitable location for a pumping-station can be secured on 
 the Ohio side of the river between the points named. Above 
 Five-mile Qreek the river bends to the south, and the convex side 
 of the river for several miles is on the Ohio side, throwing the 
 current to that side. Furthermore, the Ohio shore above Five- 
 mile Creek is shown by examinations to be composed of stratified 
 limestone, forming a stable shore, and a good foundation for 
 stations or other structures. 
 
 Mr. Scowden, in his study of the subject, after careful and 
 exhaustive examination, decided that the only suitable location 
 for an intake and pumping-station was at Markley Farm, about 
 twelve hundred feet above the location, which, after a careful 
 study of the whole subject, we have decided as suitable for the 
 intake and pumping-station of the works proposed by us. 
 
 The pumping-station has been planned to accommodate six 
 sets of high-duty triple expansion engines, each of 20,000,000 
 gallons daily capacity, with the proper complement of boilers, 
 and an allowance of one-third reserve boiler capacity. Two 
 designs for the engine and boiler-house have been prepared for 
 consideration by your honorable board. 
 
 No. 1 in plan contains an engine-room 94 feet wide by 170 
 feet long in the clear, with two boiler-rooms as wings to the 
 engine-room, each 84 feet wide by 96 feet long. 
 
 No. 2 contains an engine-room 68 feet wide by 242 feet long 
 in the clear, and a parallel boiler-room 59 feet wide by 297 feet 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 51 
 
 long. Certain advantages belong to each design, which will be 
 apparent upon inspection. 
 
 The elevation of the water-table of the Low-service Pumping- 
 station has been fixed at 76 feet above C. D., or a few inches 
 above extreme high-water mark of 1884 (the highest recorded 
 level of the river), while the elevation of the pump-wells will be 
 carried down six feet below C. D., making depth of pump-well 
 from floor of engine-room 82 feet. 
 
 In the Low-service as well as in the High-service Pumping- 
 station, offices for the engineer, bath-rooms, wash-rooms, and 
 water-closets for the men employed in operating these stations, 
 and rooms for small stores, oil and other necessaries to works of 
 this kind, have been provided. 
 
 For lack of time tbe coal-sheds, machinery, and appliances 
 for lifting coal from the river and for distributing it to the boiler- 
 houses, as well the electric-light plant for the stations, have not 
 been included in the drawings, but the cost of these has been 
 considered in the estimate of cost for the pumping-stations. 
 
 The estimate of cost for the electric traveling cranes to handle 
 the various parts of the pumping-engines as these may need ex¬ 
 amination and repair is covered by the estimate for pumping- 
 machinery. The plans and design of the pumping-stations have 
 been adapted to convenience in operating the machinery, and 
 without attempt at ornamentation are made pleasing in external 
 appearance. 
 
 The pump-wells in both houses have been so arranged that 
 the water to any engine can be shut out by sluice-gates, the well 
 pumped out, and the pumps and valve-chambers examined and 
 repaired without interference with the operation of the other 
 engines, by means of which not more than one pump need be 
 out of service at any one time. 
 
 Design of Pumping-Station No. 2 has been drawn especially 
 for the High-service Pumping-station, but can be adapted to the 
 Low-service Pumping-station by reversing the relative positions 
 of the engine and boiler-room, locating the chimney and en¬ 
 gineer’s quarters in front, and providing a corridor fifteen feet 
 wide across, the boiler-room connecting the engineer’s, quarters 
 with the engine and boiler-rooms. Design No. 1 will work 
 equally well at either High or Low-service Pumping-station. 
 
52 
 
 THE CINCINNATI WATERWORKS. 
 
 Pumping-Machinery. 
 
 Each pumping-station is to be furnished with four engines of 
 20,000,000 gallons daily capacity, or with a present maximum 
 daily capacity of 80,000,000 gallons. Considering that the max¬ 
 imum daily consumption of water may not reach this quantity, 
 nor that the average daily consumption will exceed 60,000,000 
 gallons for many years to come, this capacity would seem to be 
 sufficient to meet the requirements of the immediate future. 
 It is possible, however, that the demand for water may exceed 
 our estimates, and that additional pumping-machinery may be 
 required at an earlier date than we have anticipated. In view 
 of such contingency the engine and boiler-rooms of both Low 
 and High-service Pumping-stations have been planned to accom¬ 
 modate two or more pumping-engines and accompanying boilers 
 of the same capacity as each of the first four sets of machinery. 
 The addition of one of these engines raises the pumping capacity 
 to 100,000,000 gallons daily, and when both are added each 
 pumping-station will have a capacity of 120,000,000 gallons per 
 day. With the liberal storage capacity in the Subsiding Reser¬ 
 voirs and the High-level Reservoirs, we have not deemed it 
 advisable to include more than 80,000,000 gallons of pumping 
 capacity in the plans for the Extension and Betterment of the 
 Waterworks at present. 
 
 The pumping-engines considered in the estimate are of the 
 triple-expansion high-duty type. The steam-pressure carried in 
 the boilers will be 130-135 pounds above atmosphere, and the 
 highest grade of expansion will ffie used in the proportions and 
 operation of the engines. 
 
 Each of the five builders of heavy pumping-machinery who has 
 kindly furnished us with an estimate of cost for our use has based 
 his estimate upon a running duty of 110,000,000 pounds per 100 
 pounds of best Pittsburg coal obtainable in this market, and it is 
 believed that each builder has made his estimate with a full 
 knowledge of the conditions under which the High and Low- 
 service Pumping-machinery will operate. 
 
 All engines are to be of the vertical, fly-wheel type, with cranks 
 set 120° apart, and each steam-piston connected directly with a 
 double-acting plunger pump. 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 53 
 
 Force-Main from Low-Service Pumping-Station to 
 
 Subsiding Reservoirs. 
 
 The Force-main from the pumping-engines of the Low-service 
 Pumping-station to the Subsiding Reservoirs at California has 
 been planned as a double line of 60-inch cast-iron pipe, with bell 
 and spigot joints. The maximum head on these lines of pipe 
 will be 105 feet, with the water in the Subsiding Reservoirs at the 
 highest level. The length of the Force-main is 15,485 feet, 
 including the distributing pipes at the reservoirs. The route will 
 be as follows: From the Low-service Pumping-station through 
 farm-lands to an intersection with the Cincinnati and New 
 Richmond Pike, at a point 1,200 feet west of Four-mile Creek, a 
 distance of 6,000 feet from the station; thence along the pike for 
 a distance of 4,400 feet to the Three-mile Creek, where it deflects 
 to the right to the Subsiding Reservoirs at California. 
 
 In providing for right of way through farm-lands for the 
 Force-main consideration has been given to the placing at some 
 time in the future of another line of pipe of same size parallel 
 with the two lines shown by the plans. 
 
 Subsiding Reservoirs. 
 
 These have been located upon the bench or plateau of ground 
 
 north of the Cincinnati and New Richmand Pike at California. 
 \ 
 
 The reservoirs, six in number, each having a capacity of 50,000,000 
 gallons when filled to a depth of thirty feet. The bottom dimen¬ 
 sions are 705 feet by 210 feet, with dimensions at the full water¬ 
 line of 855 feet by 360 feet. The top width of embankment has 
 been fixed at twenty feet, with inside slopes two and a half 
 horizontal to one vertical, and outside slopes two horizontal 
 to one vertical. The bottom and inside slopes are to be covered 
 with two feet of puddle, over which will be a pavement of 
 concrete six inches thick. The top of the embankment will 
 be paved with concrete, or concrete and small broken stone 
 rolled in place, to form a footwalk and driveway around and 
 between the reservoirs. The inner line of the top of embankment 
 will be finished with a cut-stone coping, 16 inches wide by 18 
 inches high, with awash on each side, and the whole surmounted 
 
54 
 
 THE CINCINNATI WATERWORKS. 
 
 bv an ornamental iron picket-fence with posts leaded into the 
 coping. The outer slopes of the embankment will be finished 
 with a covering of sod laid on a dressing of top soil. 
 
 The arrangement of the distributing water-pipes and sewers 
 to drain the reservoirs, not shown in detail, is such that the 
 water from either or both the two lines of Force-main may be 
 diverted to either reservoir; and, similarly, any reservoir can be 
 emptied and cleaned without interruption to the use of the others. 
 
 The elevations above C. D. of the reservoirs are as follows: 
 
 Top of embankment. 175 feet 
 
 Full water-line. 171 “ 
 
 Bottom of reservoir. 141 “ 
 
 Test pits dug on the site to elevations below the bottom of 
 the reservoirs revealed an excellent quality of material for the 
 construction of rolled water-tight embankments. 
 
 Filters and Clear Well. 
 
 The Filters and Clear Well will be located west of and adjoin¬ 
 ing the Subsiding Reservoir at California. These have been 
 planned as eleven in number—one group of six, opposite Subsid¬ 
 ing Reservoir No. 1, and one group of five, opposite Subsid¬ 
 ing Reservoir No. 3. The dimensions of sand-bed and water- 
 surface are 220 feet wide by 400 feet long for each filter. The 
 depth of the filter from the top of coping to the concrete floor is 
 eleven feet The filters have been planned with masonry walls, 
 vertical on the inside and battered by offsets on the outside. 
 Under the bottom of the filter a layer of puddle twelve inches 
 thick has been shown, and over this puddle is placed a con¬ 
 crete floor six inches thick. The walls are started on a puddle 
 foundation twelve inches thick, with a broad footing, and around 
 the walls puddle of varying widths will be packed up to the 
 level of the ground. 
 
 Each filter has two acres of sand and water-surface, and is pro¬ 
 vided with two main drains graded to six inches in two hundred 
 feet, each main drain being graded from the center of the length 
 of the filter chandlers to the effluent chambers at the ends of the 
 filter to collect the water from one-fourth the area of the filter, 
 and discharge this right and left to the effluent chambers. 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 55 
 
 The main drains are built of brick with port-holes in the 
 three upper courses to convey the water from the small lateral 
 drains, and are covered with closely-jointed stone slabs three 
 inches thick. The walls of the main drains are twelve inches 
 thick on a concrete foundation six inches thick. 
 
 The lateral dfains are of vitrified salt-glazed tile with butt 
 joint of arched section with flat bottom and perforated on the 
 top and sides. The inside dimensions are six inches wide and 
 eight inches high. These are laid on a concrete floor to a grade 
 of six inches in 105 feet. The lateral drains are spaced 11.8 feet 
 center to center of lines. 
 
 Over the lateral drains is placed successively fifteen inches of 
 coarse gravel; six inches of small gravel; fifteen inches of coarse 
 sand; thirty inches of fine sand; above which the water-line is 
 fixed at four feet. 
 
 Each filter is provided with one influent and four effluent 
 chambers, and each chamber is provided with an automatic regu¬ 
 lating valve to control the depth of water over the sand-bed, and 
 to regulate the rate of flow from the filters to the clear well. 
 Each filter is supplied through a 30-inch branch pipe connected 
 with a 48-inch supply main. Each branch pipe is provided with 
 a stop-valve to shut off* the flow to the filter when it is out of 
 service and being cleaned. Provision also is made for the drain¬ 
 ing of the water to such level below the surface of the sand-bed 
 as may be desired, or to empty the filter of water altogether. 
 
 The system of distributing pipes from the subsiding reser¬ 
 voirs to the filters has been planned to admit of the water from 
 any reservoir being supplied to any filter, and any filter can be 
 taken out of service without interference with the other filters. 
 
 The Clear Well is planned as a masonry structure, with walls 
 vertical on the inside and battered by offsets on the outside. The 
 clear well is started on a layer of puddle eighteen inches thick, 
 over which is placed a layer of concrete six inches thick. Out¬ 
 side the walls puddle of varying widths will be rammed up to a 
 level with the ground. The clear well inside has a length of 
 1,180 feet and a width of 148 feet, giving a net area of four acres, 
 which, with a water depth of fifteen feet, contains 20,000,000 gal¬ 
 lons, or one-fourth the daily capacity of the High-service Pump¬ 
 ing-engines. 
 
,56 
 
 THE CINCINNATI WATERWORKS. 
 
 The elevations of the clear well above C. D. are as follows: 
 
 Coping. 136.58 feet. 
 
 -Water-level. 133.25 “ 
 
 Bottom. 118.25 “ 
 
 Much thought has been bestowed upon the f problem of open 
 and closed filters for this city, and due consideration has been 
 given to the practice of filter construction abroad. In latitudes 
 where the winters are rigorous it is essential that the filters be 
 covered to secure good results. In warm climates, where the 
 weather may not interfere with the working of the filters, there 
 is still some advantage in protecting the water on the beds from 
 the direct action of the sun in summer. 
 
 In temperate climates, like that of London, the filters are all 
 open or uncovered. In the rigorous winter climates of St. Peters¬ 
 burg, Warsaw, and Dantzic the filters are covered to avoid the 
 dangers due to a complete freezing over of the water on the. sand- 
 bed, and more especially, perhaps, to avoid the freezing of the sand 
 when the filter is taken out of service. 
 
 Of the filters of Berlin, a city in a climate nearly like that of 
 Cincinnati, some of the filters are open and some are covered, 
 while the most elaborate filter-works of Germany, those of Ham¬ 
 burg are of the open type. 
 
 The normal mean temperature of the winter months should 
 govern in this matter, and we have compared the temperatures of 
 the three winter months for the past eleven years for this city 
 with the mean January temperatures of Berlin and Hamburg. 
 
 MEAN NORMAL WINTER TEMPERATURES 
 City. December. January. February. 
 
 Cincinnati. 36.75 . 30 66 . 34.27 
 
 Berlin. 31 . 
 
 Hamburg. 31 . 
 
 From this it appears that the mean January temperature of 
 this city is quite the same as that of the German cities noted; 
 but of the eleven years embraced in the average for this city, 
 seven had mean January temperatures below the freezing-point. 
 
 The rules of the Imperial Board of Health which govern the 
 quality of the public water-supply in Berlin also govern in Ham¬ 
 burg, and while these do not go so far as to indicate how the 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 57 
 
 filters shall be built (whether open or covered), they are very 
 exacting with reference to the performance of the filters. In the 
 light of the long and valuable experience of other German cities 
 in the matter of filter construction and operation, it is difficult to 
 conceive how Hamburg could have made a mistake in a matter 
 apparently so easy of solution as the covering or non-covering of 
 its filters. Altona, adjoining Hamburg, and subject to the same 
 winter climate, had used open filters for thirty-two years before 
 Hamburg built its filters, and although some complaint had 
 arisen in Altona against open filters, it does not seem that 
 this was strong enough to cause the use of covered filters in 
 Hamburg. 
 
 Mr. Allen Hazen, who has quite recently examined the filtra¬ 
 tion works in several of the European cities, says: “ When the 
 mean January temperature is 30 to 32 degrees F., there is room 
 for doubt as to the necessity of covering the filters; but, judging 
 from the experience of Berlin and Altona, covered filters are much 
 safer at this temperature.” * 
 
 Mr. Hazen has prepared a map upon which he has drawn the 
 normal January temperature line, indicating the cities above the 
 line as requiring covered filters, and the cities below the line as 
 not requiring covered filters. Upon this map Cincinnati is placed 
 below, although quite near to the line. 
 
 From personal knowledge of two of the Commission as regards 
 the winters in this city and vicinity, we are inclined to believe 
 that the average winter would not affect the working of open 
 filters; but, at the same time, we recognize that experience might 
 demonstrate the advantage of covers, and in view of the possible 
 necessity of these provision has been made in the spacing of the 
 filters to accommodate covers should it appear desirable at any 
 time that these be added. 
 
 High-Service Pumping-Station. 
 
 From the Clear Well the filtered water will flow by gravity 
 through three lines of 60-inch pipe to the High-service Pumping- 
 station, located west of the Filters, and from there the water will 
 be pumped to the High-level Distributing Reservoirs. 
 
 The High-service Pumping-station may be built after the 
 same general plan of the Low-service Pumping-station, excepting 
 
58 
 
 THE CINCINNATI WATERWORKS. 
 
 that the foundations and pump-well will be made only deep 
 enough to accommodate the pumps. The same conveniences for 
 employees and facilities for handling and storing fuel, and for 
 the examination and repair of the pumping-engines, as mentioned 
 for the Low-service Pumping-station will be provided here. 
 
 This station is designed to accommodate six sets of pumping- 
 engines of 20,000,000 gallons capacity each, with a full comple¬ 
 ment of boilers and one-third reserve boiler capacity, as in the 
 Low-service Station. 
 
 Two locations of the High-service Pumping-station are shown 
 on the general plans, but preference is given to the westerly 
 location near the Little Miami River, because of the shorter and 
 better alignment of the rising pipes to the High-level Reservoirs, 
 and the greater convenience and lower cost of supplying fuel to 
 the Pumping-station. The special advantage of the location of 
 the High-service Pumping-station at the same elevation and near 
 the Clear Well is found in its admitting of the pumps taking 
 suction from wet wells instead of through long lines of suction 
 pipes under pressure. 
 
 Rising Main. 
 
 From the High-service Pumping-station the water is delivered 
 to the High-level Reservoirs through a double line of 60-inch 
 pipe. Two routes for this pipe have been surveyed and estimated 
 upon, each of which has, in its way, certain advantages, and the 
 possible increase in capacity of the High-level Distributing 
 Reservoir might influence the adoption of one or the other. The 
 cost is substantially the same for the Rising Main, whichever 
 route be adopted. 
 
 In planning the Rising Mains consideration has been given to 
 the addition of another line of pipe of same size parallel to 
 the first two lines whenever the service and consumption of 
 water may demand this. 
 
 At the High-level Reservoirs a by-pass or direct service con¬ 
 nection from the Rising Mains to the Conduit-line has been pro¬ 
 vided, through which the water may be pumped at any time 
 direct to the Eden-Park Reservoir without passing through the 
 High-level Reservoirs. 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 59 
 
 The customary service contemplates the delivery of the water 
 from the High-service Station into the High-level Reservoirs, 
 from which, by regulation of flow through the Conduit-line, 
 Eden-Park Reservoir will be kept at nearly constant level. 
 
 The profile for the two routes for the Rising Main are both 
 favorable, and, with the exception of 325 feet of tunnel required 
 by the easterly route, present no difficulties of construction. 
 
 At the High-level Reservoirs the Rising Mains are arranged 
 for each or both of the two lines of pipe to deliver into either or 
 both of the reservoirs as the conditions of service may require. 
 In the same manner the connections of the discharge-pipe at the 
 High-service Pumping-station are made to admit of the delivery 
 from any or all engines into one or both lines of Force Main. 
 
 H IGU-LEVEL R ESERVOIR. 
 
 These are located about 800 feet east of the Dogleg Road 
 where it intersects the Salem Pike, or about one mile east of the 
 Little Miami River, and absorbs about 980 feet of the Salem Pike, 
 which falls within the south division of the reservoir. This pike 
 we have shown on the plans relocated around the south end of 
 the south division of the reservoir. . 
 
 Each division of the High-level reservoir is intended to con¬ 
 tain 100,000,000 gallons when filled to a depth of thirty feet, and 
 is planned to receive water from either or both of the Rising 
 Mains. An equalizing connection will be made through the di¬ 
 vision wall provided with a stop-valve to maintain a uniform 
 level in both divisions of the reservoir, without regard to the rate 
 of delivery from the pumping-engines or draught to the conduit¬ 
 line from each division. 
 
 Each division of the High-level Reservoirs has the following 
 general dimensions: 
 
 Length at bottom. 925 feet. 
 
 Width at bottom. 370 “ 
 
 Length at water-line (30 feet deep). 1,075 “ 
 
 Width at water-line (30 feet deep). 520 “ 
 
 Inside slopes, 21 horizontal to 1 vertical. 
 
 Top width of embankment. 20 “ 
 
 Top of embankment. 294 “ 
 
 Outside slopes, 2 horizontal to 1 vertical. 
 
 Elevations above C. D. 
 
 Water line for 30 feet depth. . 290 “ 
 
 Bottom of reservoirs.. 260 “ 
 
60 
 
 THE CINCINNATI WATERWORKS. 
 
 The inside slopes and bottom of reservoirs will be lined with 
 puddle twenty-four inches thick, over which will be placed a con¬ 
 crete pavement six inches thick, continued up the slope to the 
 top of embankment. The top of the embankment will be paved 
 with concrete, or with concrete footwalks and small broken stone 
 driveway rolled in place, whichever may seem more desirable. 
 
 The outside slopes will be trimmed to true lines, dressed with 
 top soil and covered with sod. 
 
 There will be placed around the inside of the top of the em¬ 
 bankment a cut-stone coping sixteen inches wide, eighteen inches 
 high, with a wash cut on both sides. 
 
 The coping will be surmounted by an ornamental iron 
 picket-fence for protection of attendants while employed about 
 the reservoirs. The grounds of the High-level Reservoirs, as well 
 as the grounds for the Subsiding Reservoirs and Filter-beds, will 
 be protected from trespass by a high wooden picket-fence, placed 
 upon lines at convenient distance from these works. 
 
 Several test-pits were dug upon the site selected for High-level 
 Reservoirs, and these revealed no dangerous strata to be inter¬ 
 cepted in excavating for the reservoirs, and show a most excellent 
 quality of materials for the construction of rolled water-tight 
 embankments. 
 
 Conduit-Line. 
 
 9 
 
 The Conduit-line extends by good alignment from the High- 
 level Distributing Reservoirs across the Little Miami River about 
 1,250 feet above the C., G. & P. R. R. and through Turkey Bottom 
 to an intersection with the Cincinnati and New Richmond Pike 
 about 200 feet east of the Turkey-bottom Road; thence following 
 the north side, and parallel with the line of the pike, to Congress 
 Avenue; thence by a slight deflection to the right across the valley 
 of Crawfish Creek to the intersection of Scott and Wool streets; 
 thence in continuation of the same line through private property, 
 lying between Eastern Avenue and Wool Street and between 
 Scott and Setchell streets, to an intersection with Eastern Avenue 
 at Setchell Street; thence by a deflection to the left through and 
 following Eastern Avenue to Weeks Street; thence by a deflection 
 to the right through private property lying between Weeks and 
 Washington streets and Eastern Avenue and Eden-Park reservoir 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 61 
 
 to an intersection with the easterly division of this reservoir 
 about 200 feet west of its easterly end. 
 
 The alignment and profile of the Conduit is particularly 
 favorable when compared with similar gravity lines of pipe in 
 other cities, and with the exception of the laying of it through 
 Eastern Avenue presents no difficulties of construction, nor does 
 any portion of it come upon land or ground of doubtful stability. 
 
 In bringing the pipe through Eastern Avenue instead of 
 Columbia Avenue, as proposed bv Mr. Scowden in his report in 
 1871, certain advantages to the pipe itself and to the city, in our 
 opinion, will be gained. Columbia Avenue upon inspection 
 presents several objections to the location along it of a line of large 
 water-pipe. The possibility of landslides, either from the natural 
 water percolating through the ground or from the leakage of a 
 pipe, is indicated at several points. The crossing of Collins Avenue 
 under the bridge in Columbia Avenue, and at proper distance 
 above the grade of Collins Avenue, with a pipe of the size required 
 would be a troublesome and expensive work, and the crossing of 
 Collins Avenue below grade would also be very expensive, besides 
 creating abrupt vertical deflections in the Conduit-line, which 
 should always be avoided when possible. 
 
 Large lines of water-pipe, however well constructed, are liable 
 to leaks, which, while unimportant in themselves, will pave the 
 way to serious inconvenience and damage to property upon 
 elevations lower than the pipe. 
 
 The land between Columbia Avenue and Eastern Avenue is 
 generally a steep hillside, and the leakage of a large water-pipe 
 lying in the upper avenue (Columbia) may cause landslides or 
 flood the property between the two avenues, which would be a 
 source of inconvenience and damage to the residents below the 
 pipe, and a source of annoyance and loss to the city. The deliv¬ 
 ery of the pipe itself along Columbia Avenue would be very in¬ 
 convenient, and would create a special cost, which will be avoided 
 if the line is placed in Eastern Avenue. 
 
 By placing the Conduit-line in Eastern Avenue all danger of 
 displacement of the pipe by landslides and all damage to property 
 from possible joint leaks will be avoided. Such leakage as may 
 occur will drain into the river through the porous sub-soil, with 
 no more injury than is now due to the rainfall on the unpaved 
 and unimproved land. 
 
62 
 
 THE CINCINNATI WATERWORKS. 
 
 By locating the center line of the Conduit about eight feet 
 south of the north line of curb, and estimating upon a width of 
 trench of eleven feet, and the use of modern machinery for 
 opening and backfilling the trenches in streets like Eastern 
 Avenue, subject to large daily traffic, the south track of the elec¬ 
 tric street-railway would always be open for transit, and by the 
 use of turn-outs at each end, not more than a block in length, or 
 a part of a block in length of the north track, would at any one 
 time be out of service. It is estimated by experienced contractors 
 for this kind of work that from thirty-six to forty-eight feet of 
 conduit can be laid per day, which would require for this portion 
 of the line about 366 working-days, during which time the 
 interruption to travel can be limited to less than a block in 
 length of the street. 
 
 The hydraulic features of the Conduit are represented by its 
 diameter, length, and the heads under which it will operate. 
 
 The length has been given in the estimate (Appendix N) as 
 32,751 feet. The diameter will be six feet six inches, and the 
 head, when the High-level Reservoirs are at the maximum water¬ 
 line, as fifty-two feet. The estimated capacity of this Conduit, to 
 consist of cast-iron pipe, will be about 138,000,000 gallons in 
 twenty-four hours. 
 
 Very careful computations have been made of the probable 
 velocity through this pipe under the greatest, least, and mean 
 levels of water in the High-level Reservoirs, and then compared 
 with all reliable data at our command upon this subject. But 
 the greatest reliance has been placed upon special tests made by 
 one of the Commission upon a double line of sixty-inch cast-iron 
 pipe 4,952 feet long, which fortunately can be operated at various 
 velocities of flow up to 2.72 feet per second. 
 
 Several tests, carefully checked and compared upon these two 
 lines of pipe, gave the coefficient of 123 in the Chezy formula, 
 which justifies the use by us of the coefficient 126+ in comput¬ 
 ing the capacity of the Conduit-line in this work. 
 
 In considering the Conduit-line from the High-level Distribut¬ 
 ing Reservoirs (to which the water will be pumped from the 
 filters) to the distributing reservoir in Eden Park, two kinds of 
 pipe have been estimated upon and included in the list of esti¬ 
 mates herewith submitted. (Appendix N). 
 
REPORT OF 1 THE ENGINEER COMMISSION., 
 
 63 
 
 (1) Cast-iron pipe with a tensile strength of material of 
 18,000 pounds per square inch of section; and 
 
 (2) Steel-riveted pipe, with a tensile strength of 55,000 
 pounds per square inch of original section of plate. 
 
 The cast-iron has been estimated on the usual length of twelve 
 feet, with bell and spigot joints, and the steel-riveted pipe has 
 been figured in sections of eight-foot lengths, with butt joints 
 and single covers, and the roundabout seams single riveted and 
 the longitudinal seams double riveted: the rivets to be counter 
 sunk on the inside of the pipe, with button-set field heads on 
 the outside. 
 
 The steel-riveted pipe has further been estimated upon the 
 basis of punched, reamed, and countersunk work. In either case 
 it is estimated that the conduit-pipe will be free from any unusual 
 obstructions upon the inside, and in estimating the flow through 
 cast-iron and steel-riveted pipe, Kutter's formula lias been em¬ 
 ployed with the coefficient of roughness, n=.013. 
 
 In developing both the cast-iron and steel-riveted conduit due 
 consideration has been given to the necessity of manholes at 
 convenient distances apart in the top of the pipe, through which 
 men may enter and clean the walls of the pipe of any tuber¬ 
 cles which may have grown therein, and repaint the pipe with 
 asphaltum varnish, or such other material as may seem best 
 suited for the purpose. 
 
 In regard to the time that will be required for the construction 
 of the Extension and Betterment of the Water-supply of the 
 city, herein recommended, it will, of course, depend on many 
 conditions which can not now be foreseen. We think it is safe 
 to say that it is possible and practicable to have the works so far 
 completed that water may be supplied through them to the city 
 within four years after the work of construction shall have been 
 authorized. 
 
 The drawings herewith presented should be taken as illustra¬ 
 tive of the general plan of works proposed, rather than as details 
 to be rigidly followed in construction. The details should be 
 held subject to such corrections as more careful study of each by 
 itself, and as a part of the whole, may naturally suggest. 
 
64 
 
 THE CINCINNATI WATERWORKS. 
 
 Each principal element of the general plan is so great in mag¬ 
 nitude and cost, and so essential to the proper performance and 
 efficiency of the works as an entirety, as to entitle it to an amount 
 of independent study quite equal to that which we have been able 
 to devote to the whole investigation, and such changes as mature 
 consideration may suggest in the details of construction will not, 
 in our opinion, increase but may diminish the estimate of cost, 
 while improving some of the conditions affecting the efficiency 
 of the works proposed. 
 
 It was obviously impossible within the time at our disposal 
 to develop the details of works of such magnitude as is herein 
 recommended to your honorable board for the Extension and 
 Betterment of the City Waterworks, and we deem it advisable to 
 leave these to the judgment of the engineer or commission who 
 may be charged with the construction of the improvements 
 herein outlined, believing that with sufficient time and proper 
 study of each important element the various details will be made 
 to conform to the most advanced practice in this line of work. 
 
 Before closing our report, and in consideration of courtesies 
 received, we desire to express our obligations to Mr. H. J. Stanley 
 (chief engineer of your honorable board), Mr. Willis P. Tharp 
 (superintendent and engineer of the City Waterworks), the water¬ 
 works and health officers of all of the large cities to whom we 
 have applied for information to aid us in our labors, and finally 
 to our faithful and intelligent corps of assistants in the field and 
 office, through whose earnest efforts and painstaking labors we 
 have been enabled to bring the work of the investigation to a 
 close within the time stipulated in the resolution under which 
 we were appointed. 
 
 We also desire to express our appreciation of the courtesy and 
 promptness with which you have met our every request for aid 
 or material in behalf of this work. 
 
 Hoping our work may meet your approbation, we have the 
 honor to present for your consideration the within report. 
 
 JOHN W. HILL, 
 
 S. WHINERY, 
 
 G. li. BENZENBERG. 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 65 
 
 Estimated Cost of Extension and Betterment of City 
 Waterworks, based upon an ultimate Consumption 
 of 120,000,000 Gallons of Water per day. 
 
 Low-service Pumping-station, to accommodate six triple expan¬ 
 sion pumping-engines of 20,000,000 gallons daily capacity, 
 each. 249,681 23 
 
 Force-main to Subsiding Reservoirs, two lines of 60-inch pipe. .. 477,112 16 
 
 Subsiding Reservoirs, six of 50,000,000 gallons capacity each.... 1,047,420 07 
 
 Filters, eleven of 6,000,000 gallons daily capacity each... 948,782 64 
 
 Conduit-pipe from Clear Well to High-service Pumping-station, 
 
 three lines of 60-inch pipe... 69,199 20 
 
 High-service Pumping-station, to accommodate six triple expan¬ 
 sion pumping-engines of 20,000,000 gallons daily capacity, 
 each. 157,494 67 
 
 Rising Mains to High-level Reservoirs, two lines of 60-inch pipe. 258,006 52 
 
 • High-level Distributing Reservoirs, two of 100,000,000 gallons 
 
 capacity each. 808,239 00 
 
 Conduit-line from High-level Reservoir to Eden-Park Re;ervoir, 
 
 one line of 78-inch cast-iron pipe. 1,045,183 25 
 
 Pumping-machinery, eight triple expansion pumping-engines of 
 
 20,000,000 gallons daily capacity each, with boilers complete. 760,000 00 
 
 Engine and Boiler Foundations..•- 65,124 04 
 
 5,886,242 78 
 
 Engineering and Superintendence; Items not taken in detail; 
 
 Contingencies and Expense. . 588,624 28 
 
 Total cost. $6,474,867 06 
 
 5 ° 
 
66 
 
 THE CINCINNATI WATERWORKS. 
 
 APPENDIXES 
 
 TO ACCOMPANY REPORT. 
 
 Appendix A. 
 
 “ B. 
 
 “ C. 
 
 “ D. 
 
 “ E. 
 
 u y, 
 
 “ G. 
 
 “ H. 
 
 “ I. 
 
 “ J. 
 
 “ K. 
 
 “ L. 
 
 “ M. 
 
 “ N. 
 
 “ O. 
 
 p' 
 
 “ Q. 
 
 “ R. 
 
 “ S. 
 
 Daily Consumption of Water. 
 
 Typhoid-Fever Statistics. 
 
 Analyses of Water in Cincinnati and vicinity. 
 
 Comparison of Cost of Pumping Water in Cincinnati and other 
 Cities. 
 
 Comparison of Cost of Pumping by Present and Proposed 
 Machinery. 
 
 Estimate, of Cost of Pumping-stations. 
 
 Estimate of Cost of Engine Foundations. 
 
 Estimate of Cost of Intake Pier and Tunnel at California. 
 
 Estimate of Cost of Force-mains from Pumping station at Five- 
 mile Creek. 
 
 Estimate of Cost of Subsiding Reservoirs. 
 
 Estimate of Cost of Filters and Clear Well. 
 
 Estimate of Cost of Rising Pipes. 
 
 Estimate of Cost of Distributing Reservoirs. 
 
 Estimate of Cost of Conduit-line. 
 
 Estimate of Cost of Cumberland-Plateau Project. 
 
 Comparison of Cost of large Subsiding Reservoirs with the Cost 
 of Subsiding Reservoirs of medium capacity combined with 
 Filters. 
 
 Experiments on Sedimentation by Mr. Edward Flad. C. E. 
 
 Data from Driven Wells in vicinity of Cincinnati. 
 
 Excerpt from Report of Academy of Medicine. 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 67 
 
 APPENDIX A. 
 
 DAILY CONSUMPTION OF WATER IN THE LARGE CITIES OF 
 
 THE UNITED STATES, 1895. 
 
 CITY. 
 
 POPULATION 
 
 SUPPLIED 
 
 AVERAGE 
 
 PER CAPITA 
 CONSUMPTION 
 
 CINCINNATI, OHIO. 
 
 330,000 
 
 134.7 
 
 NEW YORK, N. Y. 
 
 1,850,000 
 
 100 
 
 CHICAGO, ILL. 
 
 1,800,000 
 
 139 
 
 PHILADELPHIA, PA. 
 
 1,329,957 
 
 162 
 
 BROOKLYN, N. Y. 
 
 860,000 
 
 89 
 
 BOSTON, MASS. 
 
 601,000 
 
 100 
 
 ST. LOUIS, MO. 
 
 560,000 
 
 98 
 
 BUFFALO, N. Y. 
 
 340,000 
 
 271 
 
 CLEVELAND, OHIO. 
 
 312,000 
 
 142 
 
 WASHINGTON, D. C. 
 
 270,519 
 
 200 
 
 DETROIT, MICH. 
 
 264,000 
 
 152 
 
 MILWAUKEE, WIS. 
 
 250,000 
 
 101 
 
 NEWARK, N. J. 
 
 225,000 
 
 100 
 
 MINNEAPOLIS, MINN. 
 
 200,000 
 
 88 
 
 JERSEY CITY, N. J... 
 
 180,000 
 
 100 
 
 PROVIDENCE, R. I. 
 
 157,000 
 
 57 
 
 ST. PAUL, MINN. 
 
 150,000 
 
 60 
 
 LOUISVILLE, KY. 
 
 145 000 
 
 97 
 
 DENVER, COL. 
 
 140,000 
 
 285 
 
 ALBANY, N. Y. 
 
 100,000 
 
 180 
 
 LOWELL, MASS. 
 
 91,000 
 
 76 
 
 NASHVILLE, TENN. 
 
 87,000 
 
 139 
 
 TOLEDO, OHIO. 
 
 81,000 
 
 66 
 
 WILMINGTON, DEL. 
 
 72,000 
 
 86 
 
 DAYTON, OHIO. 
 
 62,000 
 
 77 
 
 GRAND RAPIDS, MICH. 
 
 60,000 
 
 202 
 
 MEMPHIS, TENN. 
 
 40,000 
 
 31 
 
 ATLANTA, GA. 
 
 30,000 
 
 116 
 
JITED STATES AND EUROPE 
 
 < JOHN W. HILL, 
 
 i Engineer, Cincinnati, Ohio. 
 
 NG. 
 
 1 893 
 
 1 894 
 
 1 895 
 
 
 2 
 
 
 — „ 
 
 
 -= 
 
 
 _ 
 
 
 2 
 
 
 — 
 
 
 OS 
 
 OP 
 
 POPULATION 
 
 
 op 
 
 os 
 
 ctS 
 
 OP 
 
 POPULATION 
 
 <3P 
 
 op rs 
 
 op 
 
 z 
 
 3 • 
 
 POPULATION 
 
 TZ 
 
 
 
 
 
 
 — 
 
 
 
 
 — 
 
 
 a — 
 
 
 381 
 
 1,891,306 
 
 20 
 
 793 
 
 326 
 
 1,957,452 
 
 17 
 
 965 
 
 322 
 
 1,879,195 
 
 17 
 
 
 670 
 
 1,600,000 
 
 42 
 
 
 492 
 
 1,567,727 
 
 31 
 
 .... 
 
 518 
 
 1,600,000 
 
 32 
 
 
 456 
 
 1,115,562 
 
 41 
 
 2357 
 
 369 
 
 1,146,000 
 
 32 
 
 .... 
 
 .... 
 
 
 . . . . 
 
 
 165 
 
 990,891 
 
 17 
 
 284 
 
 159 
 
 1,045,000 
 
 15 
 
 307 
 
 173 
 
 1,090,000 
 
 16 
 
 
 514 
 
 500,000 
 
 103 
 
 816 
 
 171 
 
 540,000 
 
 31 
 
 393 
 
 107 
 
 560,000 
 
 19 
 
 
 148 
 
 487,397 
 
 30 
 
 915 
 
 141 
 
 501,107 
 
 28 
 
 .... 
 
 .... 
 
 
 • • • • 
 
 
 224 
 
 473,193 
 
 47 
 
 .... 
 
 222 
 
 455,427 
 
 49 
 
 .... 
 
 .... 
 
 
 .... 
 
 
 106 
 
 330,000 
 
 32 
 
 • • • • 
 
 114 
 
 330,000 
 
 35 
 
 • • • • 
 
 125 
 
 330,000 
 
 37 
 
 
 134 
 
 310,000 
 
 43 
 
 761 
 
 169 
 
 336,000 
 
 50 
 
 • • • • 
 
 120 
 
 336,000 
 
 36 
 
 
 153 
 
 322,932 
 
 47 
 
 133 
 
 89 
 
 325,000 
 
 27 
 
 227 
 
 117 
 
 325,000 
 
 36) 
 
 
 112 
 
 300,000 
 
 37 
 
 1088 
 
 112 
 
 315,000 
 
 36 
 
 • • • • 
 
 .... 
 
 .* . . . . 
 
 • • . • 
 
 
 39 
 
 254,000 
 
 15 
 
 .... 
 
 78 
 
 275,000 
 
 28 
 
 .... 
 
 113 
 
 275,000 
 
 41 
 
 
 187 
 
 285,000 
 
 66 
 
 • • • • 
 
 191 
 
 270,514 
 
 71 
 
 .... 
 
 200 
 
 271,000 
 
 74 
 
 
 294 
 
 264,000 
 
 111 
 
 1147 
 
 152 
 
 272,000 
 
 56 
 
 1593 
 
 213 
 
 275,000 
 
 77 
 
 
 140 
 
 230,000 
 
 61 l 
 
 
 64 
 
 250,000 
 
 26 
 
 .... 
 
 .... 
 
 
 • • • • 
 
 
 95 
 
 260,000 
 
 37 
 
 247 
 
 70 
 
 267,500 
 
 26 
 
 .... 
 
 70 
 
 260,000 
 
 27 
 
 
 56 
 
 198,115 
 
 28 
 
 88 
 
 31 
 
 203,861 
 
 15 
 
 .... 
 
 .... 
 
 
 .... 
 
 
 105 
 
 175,000 
 
 60 
 
 190 
 
 137 
 
 179,939 
 
 76 
 
 322 
 
 130 
 
 184,173 
 
 71 
 
 
 135 
 
 161,000 
 
 84 
 
 
 145 
 
 200,000 
 
 72 
 
 .... 
 
 158 
 
 205,000 
 
 7/ 
 
 
 50 
 
 148,944 
 
 34 
 
 258 
 
 70 
 
 153,000 
 
 47 
 
 .... 
 
 46 
 
 145,472 
 
 32 
 
 
 133 
 
 125,000 
 
 106 
 
 
 69 
 
 125,000 
 
 55 
 
 .... 
 
 122 
 
 125,000 
 
 97 
 
 
 53 
 
 87,191 
 
 61 
 
 282 
 
 50 
 
 90,613 
 
 55 
 
 , . . , 
 
 • • - • 
 
 
 .... 
 
 
 45 
 
 48,355 
 
 93 
 
 • • • • 
 
 24 
 
 49,900 
 
 48 
 
 .... 
 
 .... 
 
 
 .... 
 
 
 20 
 
 85 000 
 
 24 1 
 
 
 28 
 
 87.000 
 
 32 
 
 
 41 
 
 87.500 
 
 47 
 
APPENDIX B 
 
 TYPHOID-FEVER STATISTICS FROM THE PRINCIPAL CITIES OF THE UNITED STATES AND EUROPE 
 
 COMPILED FROM 
 
 Official Reports of Health Departments. 
 
 JANUARY, 1896. 
 
 By JOHN W. HILL, 
 
 Consulting Engineer, Cincinnati, Ohio. 
 
 DEATH-RATE PER 100,000 OF POPULATION LIVING. 
 
 CITIES 
 
 New York, N. Y.... 
 
 Chicago, Ill. 
 
 Philadelphia, Pa ... 
 
 Brooklyn, N. Y. 
 
 St. Louis, Mo."?. 
 
 Boston, Mass. 
 
 Baltimore, Md. 
 
 San Francisco, Cal. 
 Cincinnati, Ohio... 
 Cleveland, Ohio... 
 
 Buffalo, N. Y. 
 
 New Orleans, La.. 
 Washington, D. C. 
 
 Pittsburg, Pa. 
 
 Detroit, Mich 
 Milwaukee, Wis... 
 
 ^Newark, N. J. 
 
 Jersey City, N. J.. 
 Louisville, Ivy .... 
 Providence, R. I... 
 Indianapolis, lnd.. 
 
 Lowell, Mass. 
 
 Lawrence, Mass... 
 Nashville, Tenn... 
 Dayton, Ohio ....'. 
 
 Covington, Ivy. 
 
 tNewport, Ivy. 
 
 Toronto, Ont. 
 
 Denver, Colo. 
 
 London, Eng. 
 
 Liverpool, Eng... 
 Manchester, Eng. 
 Edinburgh. Scot. 
 Glasgow, Scot.... 
 Dublin, Ire. 
 
 Paris, France. 
 
 SOURCE OF SUPPLY 
 
 \ 
 
 Bronx | 
 
 Brussels (with suburbs), Belg. 
 
 Amsterdam, Hoi. 
 
 Rotterdam, Hoi. 
 
 The Hague, Hoi. 
 
 Copenhagen, Den. 
 
 Stockholm, Swe. 
 
 Christiania, Nor. 
 
 St. Petersburg, Rus. 
 
 Moscow, Rus.. 
 
 Berlin, Ger. 
 
 Hamburg (State), Ger.J 
 
 Altona, Ger;.. 
 
 Dresden, < ler. 
 
 Breslau, Ger. 
 
 Munich, Ger. 
 
 Vienna (with suburbs), Aust.-Hung.. 
 
 Prague, Aust.-Hung. 
 
 Buda-pest, Aust.-Hung. 
 
 Trieste, Aust.-Hung. 
 
 Rome, Italy. 
 
 Milan, Italy. 
 
 Turin, Italy. 
 
 Venice, Italy. 
 
 Cairo, Egypt. 
 
 Alexandria, Egypt. 
 
 Sydney (with suburbs), Aust. 
 
 Brisbane (with suburbs), Aust. 
 
 Impounded water from Croton and 
 
 rivers. 
 
 Lake Michigan. 
 
 Schuylkill and Delaware rivers.... 
 
 Imp’d water and from open and driven wells.. 
 
 Mississippi River. 
 
 Lake Cochituate and Sudbury River 
 
 Gunpowder River and Lake Roland. 
 
 Impounded water from mountain streams.. 
 
 Ohio River. 
 
 Lake Erie. 
 
 Niagara River, at head. 
 
 Drinking water from tanks and cisterns. 
 
 Potomac River. 
 
 Allegheny River.. 
 
 Detroit River... 
 
 Lake Michigan . 
 
 Impounded water from Pequannock River. . 
 
 Passaic River. 
 
 Ohio River. 
 
 Pawtuxet River. 
 
 Driven wells. 
 
 Driven wells and Merrimac River. 
 
 Filtered water from Merrimac River. 
 
 Filter gallery, Cumberland River. 
 
 Driven wells. 
 
 Ohio River. 
 
 Ohio River. 
 
 Lake Ontario. 
 
 South Platte River. 
 
 f Kent wells, and filtered water from Thames \ 
 
 \ and Lea rivers..j 
 
 Lake Vyrnwy (Wales). 
 
 Lake Thirlmere (Cumberland). 
 
 Impounded water from Pentland Hills. 
 
 Lock Katrine. 
 
 Impounded water filtered, River Vartry.. 
 
 I Rivers Seine, Marne and Yanne; Ourcq \ 
 \ Canal; Artesian wells and springs.... J 
 
 ae 
 
 CCS 
 
 1100 
 
 461 
 
 Haarlem Dunes. 
 
 Filtered water from River Mease. 
 From the sand dunes. 
 
 Filtered water from River Neva. 
 
 f Mytschi Springs and ponds ; Moscov and \ 
 
 1 Yanza rivers.1 
 
 Filtered water, River Spree and Lake Tegel.. 
 
 Filtered water from River Elbe. 
 
 Filter gallery by River Elbe. 
 
 Filter gallery by River Elbe. 
 
 Filtered water from River Oder. 
 
 Spring water from Mangfall Valley. 
 
 Springs in the Schneeberg. 
 
 Ground water from wells. 
 
 Fontanadi Trevi, Aqua Felice and Poali... 
 
 River Nile, by canal. 
 
 River Nile, by canal. 
 
 Impounded water from Upper Nepean River 
 
 358 
 
 100 
 
 193 
 
 907 
 
 * East Jersey Water Co., Established April 15, 1892. 
 
 t Health Department, 
 
 1 890 
 
 1 89 1 
 
 1892 
 
 
 ac 
 
 -4— 
 
 CO 
 
 
 POPULATION 
 
 CC 
 
 <32 CC 
 
 ac 
 
 <32 
 
 OQ 
 
 22 
 
 cC 
 
 POPULATION 
 
 ^3 *> 
 cC 'tS 
 
 q? CC 
 
 0© 
 
 <x> 
 
 -a* 
 
 cc 
 
 a^? 
 
 cC 
 
 <» 
 
 POPULATION 
 
 32 a? 
 eC 
 
 qp CC 
 
 <32 
 
 ae 
 
 cC 
 
 a 
 
 
 
 a — 
 
 . V 
 
 <=> 
 
 
 aa 
 
 
 a 
 
 
 a a 
 
 -w 
 
 352 
 
 1,705,980 
 
 21 
 
 1342 
 
 r 
 
 384 
 
 1,765,645 
 
 22 
 
 1140 
 
 400 
 
 1,827,396 
 
 22 
 
 1005 
 
 1008 
 
 ' 1,208,664 
 
 83 
 
 
 1997 
 
 1,250,000 
 
 160 
 
 .... 
 
 1489 
 
 1,438,010 
 
 104 
 
 ... 1 
 
 666 
 
 1,046,964 
 
 64 
 
 • • • • 
 
 683 
 
 1,069,264 
 
 64 
 
 
 440 
 
 1,092,168 
 
 40 
 
 
 218 
 
 853,945 
 
 26 
 
 
 174 
 
 880,780 
 
 20 
 
 .... 
 
 162 
 
 962,530 
 
 17 
 
 
 155 
 
 450,000 
 
 34 
 
 442 
 
 139 
 
 452,000 
 
 30 
 
 436 
 
 172 
 
 460,000 
 
 37 
 
 ON 
 
 'JD 
 
 CO 
 
 191 
 
 437,245 
 
 43 
 
 966 
 
 154 
 
 461,093 
 
 33 
 
 765 
 
 137 
 
 474,063 
 
 29 
 
 • • • j 
 
 241 
 
 434,151 
 
 57 
 
 
 150 
 
 445,853 
 
 34 
 
 , . , . 
 
 193 
 
 458,350 
 
 42 
 
 ... 1 
 
 17 
 
 6 
 
 300,000 
 
 59 
 
 • • • • 
 
 137 
 
 330,000 
 
 41 
 
 .... 
 
 113 
 
 330,000 
 
 34 
 
 ... | 
 
 197 
 
 296,000 
 
 67 
 
 270 
 
 186 
 
 300,000 
 
 62 
 
 245 
 
 121 
 
 305,000 
 
 40 
 
 214 
 
 182 
 
 277,488 
 
 66 
 
 349 
 
 155 
 
 299,475 
 
 52 
 
 376 
 
 167 
 
 309,243 
 
 54 
 
 281 
 
 • • • 
 
 , 
 
 
 
 • • • • 
 
 129 
 
 255,664 
 
 50 
 
 .... 
 
 98 
 
 285,000 
 
 34 
 
 • • • j 
 
 50- 
 
 254,000 
 
 20 
 
 • • • • 
 
 59 
 
 254,000 
 
 23 
 
 . . . . 
 
 53 
 
 254,000 
 
 21 
 
 ...J 
 
 208 
 
 250,000 
 
 83 
 
 
 208 
 
 250,000 
 
 83 
 
 .... 
 
 183 
 
 260,000 
 
 70 
 
 
 • • • 
 
 
 
 
 i047 
 
 248 
 
 247,000 
 
 100 
 
 1145 
 
 256 
 
 255,000 
 
 100 
 
 2398 
 
 41 
 
 230,000 
 
 18 
 
 .... 
 
 30 
 
 230,000 
 
 13 
 
 .... 
 
 117 
 
 230,000 
 
 51 
 
 * * 1 
 
 hi 
 
 l 
 
 3 
 
 220,000 
 
 33 
 
 166 
 
 77 
 
 233,333 
 
 33 
 
 196 
 
 76 
 
 245,000 
 
 31 
 
 382 
 
 109 
 
 181,830 
 
 60 
 
 876 
 
 152 
 
 187,108 
 
 81 
 
 229 
 
 87 
 
 192,531 
 
 45 
 
 427 
 
 148 
 
 163,003 
 
 91 
 
 .... 
 
 158 
 
 167,237 
 
 95 
 
 . . . . 
 
 90 
 
 171,471 
 
 53 
 
 . . . j 
 
 142 
 
 161,000 
 
 88 
 
 « • • • 
 
 130 
 
 161,000 
 
 •81 
 
 .... 
 
 116 
 
 161,000 
 
 72 
 
 '•••J 
 
 39 
 
 132,146 
 
 29 
 
 190 
 
 62 
 
 132,146 
 
 47 
 
 144 
 
 51 
 
 132.146 
 
 39 
 
 197 
 
 
 . 
 
 
 > • • • 
 
 • • • • 
 
 44 
 
 120,000 
 
 36 
 
 . . , . 
 
 65 
 
 125,000 
 
 52 
 
 ...j 
 
 123 
 
 77,696 
 
 158 
 
 • • • • 
 
 77 
 
 80,400 
 
 98 
 
 .... 
 
 75 
 
 83,200 
 
 90 
 
 . . . J 
 
 55 
 
 44,654 
 
 123 
 
 207 
 
 53 
 
 45,911 
 
 115 
 
 172 
 
 48 
 
 47,204 
 
 102 
 
 141 
 
 36 
 
 77,000 
 
 46 
 
 .... 
 
 45 
 
 80,000 
 
 56 
 
 . . . . 
 
 43 
 
 83,000 
 
 53 
 
 . . . J 
 
 12 
 
 60,000 
 
 20 
 
 
 19 
 
 60,000 
 
 32 
 
 . . . . 
 
 28 
 
 63,000 
 
 44 
 
 . . . J 
 
 16 
 
 37,400 
 
 43 
 
 .... 
 
 18 
 
 40,000 
 
 45 
 
 .... 
 
 17 
 
 42,500 
 
 40 
 
 .... 
 
 156 
 
 167,439 
 
 93 
 
 855 
 
 170 
 
 181,220 
 
 94 
 
 426 
 
 79 
 
 184,000 
 
 43 
 
 476 
 
 
 
 
 
 
 
 
 
 284 
 
 64 
 
 120,000 
 
 53 
 
 154 
 
 655 
 
 4,180,654 
 
 16 
 
 
 613 
 
 4,222,157 
 
 15 
 
 
 469 
 
 4,264,076 
 
 11 
 
 
 124 
 
 513,493 
 
 24 
 
 
 131 
 
 517,116 
 
 25 
 
 
 131 
 
 513,790 
 
 25 
 
 . . . i 
 
 118 
 
 379,437 
 
 31 
 
 .... 
 
 199 
 
 506,469 
 
 39 
 
 
 129 
 
 510,998 
 
 25 
 
 . . • i 
 
 52 
 
 271,135 
 
 19 
 
 .... 
 
 47 
 
 261,970 
 
 18 
 
 
 34 
 
 264,787 
 
 13 
 
 * * * 1 
 
 138 
 
 530,208 
 
 26 
 
 .... 
 
 176 
 
 567,143 
 
 31 
 
 
 121 
 
 669,059 
 
 18 
 
 ... 1 
 
 219 
 
 353,082 
 
 62 
 
 .... 
 
 201 
 
 347,312 
 
 58 
 
 
 138 
 
 349,594 
 
 39 
 
 .... 
 
 684 
 
 2,260,945 
 
 30 
 
 .... 
 
 476 
 
 2,424,705 
 
 20 
 
 
 683 # 
 
 2,424,705 
 
 28 
 
 • • • f 
 
 126 
 
 477,288 
 
 26 
 
 .... 
 
 189 
 
 465,517 
 
 41 
 
 
 112 
 
 476,862 
 
 23 
 
 . . . 
 
 79 
 
 406,302 
 
 19 
 
 .... 
 
 46 
 
 417,539 
 
 11 
 
 
 63 
 
 426,914 
 
 15 
 
 • • • i 
 
 12 
 
 203,486 
 
 6 
 
 .... 
 
 9 
 
 209,136 
 
 4 
 
 
 14 
 
 216,679 
 
 6 
 
 ... 4 
 
 1 
 
 4 
 
 156,497 
 
 3 
 
 .... 
 
 20 
 
 160,531 
 
 12 
 
 
 6 
 
 165,560 
 
 4 
 
 . . .‘i 
 
 27 
 
 312,387 
 
 9 
 
 .... 
 
 26 
 
 320,000 
 
 8 
 
 
 23 
 
 330,000 
 
 7 
 
 . . . ; 
 
 43 
 
 236,350 
 
 18 
 
 .... 
 
 45 
 
 245,3 L7 
 
 18 
 
 
 46 
 
 248,051 
 
 19 
 
 ... 4 
 
 17 
 
 143,300 
 
 12 
 
 .... 
 
 13 
 
 151,130 
 
 9 
 
 
 6 
 
 156,535 
 
 4 
 
 . . . { 
 
 4S1 
 
 842 000 
 
 57 ' 
 
 
 
 
 
 
 
 
 
 
 51 
 
 1 
 
 753,469 
 
 73 
 
 .... 
 
 562 
 
 753,469 
 
 75 
 
 
 512 
 
 753,469 
 
 68 
 
 ... j 
 
 L 
 
 7 
 
 1,548,279 
 
 9 
 
 .... 
 
 166 
 
 1,601,327 
 
 10 
 
 
 135 
 
 1,662,237 
 
 8 
 
 ... i 
 
 If 
 
 >4 
 
 591,647 
 
 28 
 
 .... 
 
 146 
 
 622,530 
 
 23 
 
 
 217 
 
 637,686 
 
 34 
 
 ...1 
 
 
 J7 
 
 143,249 
 
 19 
 
 .... 
 
 92 
 
 144, .388 
 
 64 
 
 
 62 
 
 145,527 
 
 43 
 
 
 
 !5 
 
 269,250 
 
 9 
 
 .... 
 
 23 
 
 276,523 
 
 8 
 
 
 16 
 
 301,400 
 
 5 
 
 
 50 
 
 324,400 
 
 15 
 
 .... 
 
 39 
 
 339,000 
 
 12 
 
 
 52 
 
 346,442 
 
 15 
 
 
 : 
 
 55 
 
 298,000 
 
 8 
 
 .... 
 
 24 
 
 357,000 
 
 7 
 
 
 11 
 
 373,000 
 
 3 
 
 
 
 '5 
 
 82(1,176 
 
 9 
 
 .... 
 
 81 
 
 1,378,530 
 
 6 
 
 
 110 
 
 1,406,933 
 
 8 
 
 
 k 
 
 )4 
 
 314,425 
 
 33 
 
 .... 
 
 116 
 
 310,485 
 
 37 
 
 
 103 
 
 321,167 
 
 53 
 
 
 ii 
 
 >7 
 
 463,017 
 
 34 
 
 .... 
 
 120 
 
 513,010 
 
 23 
 
 
 137 
 
 526,263 
 
 26 
 
 
 
 50 
 
 160,092 
 
 12 
 
 .... 
 
 17 
 
 156,190 
 
 11 
 
 
 41 
 
 157,343 
 
 26 
 
 
 148 
 
 417,392 
 
 35 
 
 .... 
 
 153 
 
 427,684 
 
 36 
 
 
 116 
 
 438,123 
 
 26 
 
 
 
 
 
 
 
 
 
 
 
 263 
 
 424 887 
 
 62 
 
 
 L 
 
 15 
 
 314,827 
 
 46 
 
 .... 
 
 13P 
 
 320,808 
 
 41 
 
 
 144 
 
 329,724 
 
 44 
 
 
 
 9 
 
 156,800 
 
 44 
 
 .... 
 
 53 
 
 158,288 
 
 33 
 
 
 49 
 
 162,664 
 
 30 
 
 
 91 
 
 r 5 
 
 374,838 
 
 260 
 
 . . . . 
 
 880 
 
 374,838 
 
 235 
 
 
 612 
 
 374,838 
 
 163 
 
 
 4$ 
 
 \2 
 
 231,396 
 
 208 
 
 • • • . 
 
 806 
 
 231,396 
 
 348 
 
 .... 
 
 177 
 
 231,396 
 
 77 
 
 
 .. 
 
 • 
 
 
 .... 
 
 .... 
 
 .... 
 
 
 .... 
 
 
 83 
 
 406,480 
 
 20 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 
 1 893 
 
 381 
 
 670 
 
 456 
 
 165 
 
 514 
 
 148 
 
 224 
 
 106 
 
 134 
 153 
 112 
 
 39 
 
 187 
 
 294 
 
 140 
 
 95 
 
 56 
 105 
 
 135 
 50 
 
 133 
 
 53 
 
 45 
 
 20 
 
 48 
 
 12 
 
 16 
 
 78 
 
 71 
 
 693 
 
 269 
 
 129 
 38 
 
 138 
 
 305 
 
 609 
 
 130 
 69 
 12 
 
 3 
 
 29 
 
 21 
 
 10 
 
 489 
 
 302 
 
 161 
 
 115 
 
 22 
 
 14 
 
 37 
 
 57 
 104 
 118 
 
 81 
 
 27 
 
 152 
 
 269 
 
 98 
 
 42 
 
 576 
 
 183 
 
 77 
 
 18 
 
 POPULATION 
 
 1,891,306 
 
 1,600,000 
 
 1,115,562 
 
 990.891 
 500,000 
 487,397 
 473,193 
 330,000 
 310,000 
 322,932 
 300,000 
 254,000 
 285,000 
 264,000 
 230,000 
 260,000 
 198,115 
 175,000 
 161,000 
 148,944 
 125,000 
 
 87,191 
 
 48,355 
 
 85,000 
 
 75,000 
 
 45,000 
 
 27,500 
 
 188,333 
 
 125,000 
 
 4,306,411 
 
 510,514 
 
 515,598 
 
 267,261 
 
 677,883 
 
 349,594 
 
 2,424,705 
 
 488,188 
 
 437.892 
 222,233 
 
 169.828 
 337,500 
 249,246 
 161,151 
 954,400 
 
 753,469 
 
 1,714,938 
 634,878 
 146,667 
 308,930 
 353,551 
 385,000 
 1,435,931 
 327,953 
 539,516 
 158,314 
 449,430 
 
 430.829 
 334,090 
 163,601 
 374,838 
 231,396 
 411,710 
 
 93,657 
 
 SB 
 
 5- 1 =1 
 
 cC 
 
 1894 
 
 cc 
 
 OP 
 
 POPULATION 
 
 ee 
 
 CO 
 
 1 895 
 
 CO 
 
 OP 
 
 POPULATION 
 
 -4-2 op 
 
 cO 
 
 qj CO 
 
 20 
 
 i 793 
 
 326 
 
 1,957,452 
 
 17 
 
 965 
 
 322 
 
 1,879,195 
 
 17 
 
 42 
 
 .... 
 
 492 
 
 1,567,727 
 
 31 
 
 .... 
 
 518 
 
 1,600,000 
 
 32 
 
 41 
 
 2357 
 
 369 
 
 1,146,000 
 
 32 
 
 .... 
 
 .... 
 
 1,090,000 
 
 .... 
 
 17 
 
 284 
 
 159 
 
 1,045,000 
 
 15 
 
 307 
 
 173 
 
 16 
 
 103 
 
 816 
 
 171 
 
 540,000 
 
 31 
 
 393 
 
 107 
 
 560,000 
 
 19 
 
 30 
 
 915 
 
 141 
 
 501,107 
 
 28 
 
 .... 
 
 .... 
 
 
 .... 
 
 47 
 
 
 222 
 
 455,427 
 
 49 
 
 .... 
 
 .... 
 
 
 .... 
 
 32 
 
 
 114 
 
 330,000 
 
 35 
 
 .... 
 
 125 
 
 330,000 
 
 37 
 
 1 o 
 
 4o 
 
 761 
 
 169 
 
 336,000 
 
 50 
 
 .... 
 
 120 
 
 336,000 
 
 36 
 
 47 
 
 133 
 
 89 
 
 325,000 
 
 27 
 
 227 
 
 117 
 
 325,000 
 
 36 
 
 37 
 
 1088 
 
 112 
 
 315,000 
 
 36 
 
 .... 
 
 .... 
 
 .. 
 
 .... 
 
 15 
 
 
 78 
 
 275,000 
 
 28 
 
 .... 
 
 113 
 
 275,000 
 
 41 
 
 66 
 
 
 191 
 
 270,514 
 
 71 
 
 .... 
 
 200 
 
 271,000 
 
 74 
 
 111 
 
 1147 
 
 152 
 
 272,000 
 
 56 
 
 1593 
 
 213 
 
 275,000 
 
 77 
 
 61 
 
 
 64 
 
 250,000 
 
 26 
 
 .... 
 
 • • • • 
 
 
 .... 
 
 37 
 
 247 
 
 70 
 
 267,500 
 
 26 
 
 .... 
 
 70 
 
 260,000 
 
 27 
 
 28 
 
 88 
 
 31 
 
 203,861 
 
 15 
 
 .... 
 
 .... 
 
 
 .... 
 
 60 
 
 190 
 
 137 
 
 179,939 
 
 76 
 
 322 
 
 130 
 
 184,173 
 
 71 
 
 84 
 
 
 145 
 
 200,000 
 
 72 
 
 .... 
 
 158 
 
 205,000 
 
 77 
 
 34 
 
 258 
 
 70 
 
 153,000 
 
 47 
 
 .... 
 
 46 
 
 145,472 
 
 32 
 
 106 
 
 
 69 
 
 125,000 
 
 55 
 
 .... 
 
 122 
 
 125,000 
 
 97 
 
 61 
 
 282 
 
 50 
 
 90,613 
 
 55 
 
 .... 
 
 .... 
 
 
 .... 
 
 93 
 
 , 
 
 24 
 
 49,900 
 
 48 
 
 .... 
 
 .... 
 
 
 .... 
 
 24 
 
 .... 
 
 28 
 
 87,000 
 
 32 
 
 .... 
 
 41 
 
 87,500 
 
 47 
 
 64 
 
 .... 
 
 24 
 
 85,000 
 
 20 
 
 283 
 
 38 
 
 80,000 
 
 47 
 
 27 
 
 .... 
 
 20 
 
 48,000 
 
 42 
 
 .... 
 
 13 
 
 48,000 
 
 27 
 
 58 
 
 .... 
 
 11 
 
 30,000 
 
 37 
 
 .... 
 
 22 
 
 30,000 
 
 73 
 
 42 
 
 245 
 
 34 
 
 196,666 
 
 17 
 
 368- 
 
 55 
 
 196,666 
 
 28 
 
 57 
 
 80 
 
 48 
 
 140,000 
 
 35 
 
 210 
 
 45 
 
 145,000 
 
 30 
 
 16 
 
 
 635 
 
 4,349,166 
 
 15 
 
 .... 
 
 .... 
 
 
 .... 
 
 53 
 
 
 297 
 
 507,230 
 
 58 
 
 .... 
 
 
 
 .... 
 
 25 
 
 
 96 
 
 520,211 
 
 18 
 
 . . . 
 
 
 
 .... 
 
 14 
 
 
 41 
 
 270,588 
 
 15 
 
 .... 
 
 
 
 .... 
 
 20 
 
 
 164 
 
 686,820 
 
 24 
 
 .... 
 
 , 
 
 
 
 87 
 
 
 168 
 
 349,594 
 
 48 
 
 .... 
 
 
 
 .... 
 
 25 
 
 
 715 
 
 2,424,705 
 
 29 
 
 . . . 
 
 
 
 .... 
 
 27 
 
 
 GO 
 
 498,400 
 
 14 
 
 
 
 
 
 16 
 
 
 38 
 
 446,295 
 
 8-o- 
 
 , 
 
 
 
 
 5 
 
 
 11 
 
 228,597 
 
 4A 
 
 
 
 
 
 2 
 
 
 6 
 
 174,790 
 
 3tt) 
 
 
 
 
 
 9 
 
 
 23 
 
 341,000 
 
 SA 
 
 
 
 
 
 8 
 
 
 21 
 
 252,937 
 
 8-fV 
 
 
 
 
 
 6 
 
 
 5 
 
 167,588 
 
 3 
 
 
 
 
 
 51 
 
 
 470 
 
 954,400 
 
 49 
 
 .... 
 
 
 
 .... 
 
 40 
 
 
 218 
 
 753,469 
 
 29 
 
 .... 
 
 
 
 . . • • 
 
 9 
 
 
 69 
 
 1,701,643 
 
 4 
 
 
 
 
 
 18 
 
 
 36 
 
 598,372 
 
 6 
 
 .... ' 
 
 
 
 
 15 
 
 
 11 
 
 147,807 
 
 7 
 
 .... 
 
 20 
 
 148,934 
 
 13 
 
 4-5 
 
 
 26 
 
 316,600 
 
 SA 
 
 , 
 
 
 
 
 10 
 
 
 22 
 
 360,660 
 
 6-A 
 
 
 
 
 
 15 
 
 
 To 
 
 393,000 
 
 21 
 
 
 
 
 
 7 
 
 
 74 
 
 1,465,537 
 
 5 
 
 
 
 
 
 36 
 
 
 195 
 
 339,172 
 
 57 
 
 
 
 
 
 15 
 
 
 78 
 
 552,769 
 
 14 
 
 
 
 
 
 17 
 
 
 31 
 
 159,739 
 
 19 
 
 
 
 
 
 34 
 
 
 138 
 
 456,777 
 
 30 
 
 
 
 
 
 62 
 
 
 .... 
 
 . . . 
 
 
 
 
 
 
 29 
 
 
 79 
 
 335,957 
 
 24 
 
 
 
 
 
 26 
 
 
 28 
 
 158,187 
 
 18 
 
 
 
 
 
 154 
 
 
 504 
 
 374,838 
 
 135 
 
 
 
 
 
 79 
 
 
 232 
 
 231,396 
 
 100 
 
 
 
 
 
 19 
 
 
 123 
 
 421,030 
 
 29 
 
 
 
 
 
 19 
 
 
 9 
 
 93,657 
 
 Q-£- 
 
 y 10 
 
 .... 
 
 
 
 .... 
 
 Established 1893. 
 
sf ATI 
 
APPENDIX C. 
 
 TABLE OF ANALYSES OF WATERS—CINCINNATI AND VICINITY. 
 
 IN PARTS PER 100,000. 
 
 oc 
 
 LjJ 
 
 o 
 
 < 
 
 t— 
 
 GO 
 
 8 '- 
 
 8 7 - 
 
 8 7 - 
 
 8 '- 
 
 4'- 
 
 5 7 - 
 
 4'- 
 
 5 7 - 
 
 5 7 - 
 
 5 7 - 
 
 5 7 - 
 
 8 / 
 
 14 7 - 
 
 14 7 
 
 19 7 - 
 
 22 7 
 
 22 / - 
 
 22 7 - 
 
 17 7 - 
 
 3'- 
 
 3' 
 
 3" 
 
 4 77 
 
 4 77 
 
 4// 
 
 4 77 
 
 6 " 
 
 2 77 
 
 10 '' 
 
 6 77 
 
 6 77 
 
 6 77 
 
 6 " 
 
 10 77 
 
 l 77 
 
 l 77 
 
 ■10 77 
 
 - 7 77 
 ?// 
 
 7 // 
 
 0" 
 6 77 
 6 77 
 6 77 
 
 5 7 - 
 
 4 7 - 
 
 4 7 - 
 
 5 7 - 
 
 4 7 - 
 
 ~/ 
 
 8 7 - 
 
 16 '- 
 
 18 7 - 
 
 28 7 - 
 
 41'- 
 
 6 '- 
 
 5'- 
 
 4'- 
 
 4'- 
 
 5 7 - 
 
 4'- 
 
 5'- 
 
 6 '- 
 
 8 '- 
 
 19'- 
 
 18'- 
 
 33'- 
 
 2 " 
 
 6" 
 
 8 " 
 
 3" 
 
 7" 
 
 5" 
 
 4" 
 
 0" 
 
 5" 
 
 0" 
 
 O' 7 
 
 o 77 
 
 4 77 
 
 2 77 
 
 6 " 
 
 8 77 
 
 3 77 
 
 7' 7 
 
 r/ 7 
 
 8 77 
 
 O 77 
 
 6 77 
 
 C 77 
 
 3 77 
 
 19 7 - O 77 
 21 7 - 6 77 
 21 7 - 9 77 
 7‘ 
 
 LOCATION 
 
 Cincinnati, Ohio .Pumping-works. 
 
 Cincinnati, Ohio.Eden Reservoir 
 
 Cincinnati, Ohio.Storrs. 
 
 Markley Farm, Ohio. 
 
 Dayton, Ky.Sandbar. 
 
 Dayton, Ky.T\ .. .Sandbar. 
 
 Cincinnati, Ohio.Storrs. 
 
 Dayton, Ky.Sandbar. 
 
 Cincinnati, Ohio.Pumping-works 
 
 Cincinnati, Ohio..... .Storrs 
 
 Cincinnati, Ohio.Eden Park_ 
 
 Markley Farm, Ohio. ... 
 
 Dayton, Ky.Sandbar. 
 
 Markley Farm, Ohio. 
 
 Cincinnati, Ohio.Pumping-works 
 
 Cincinnati, Ohio _ Storrs. 
 
 Cincinnati, Ohio.Eden Park 
 
 Markley Farm, Ohio. 
 
 Dayton, Ky.Sandbar.. 
 
 Cincinnati, Ohio.Pumping-station 
 
 Cincinnati, Ohio.Eden Park 
 
 Cincinnati, Ohio.3 miles above Miami 
 
 Sewage. 
 
 Cincinnati, Ohio.Eden Park 
 
 Cincinnati, Ohio.Eden Park 
 
 Cincinnati, Ohio.Eden Park 
 
 Cincinnati, Ohio.Eden Park 
 
 Cincinnati, Ohio.Eden Park 
 
 Cincinnati, Ohio.Eden Park 
 
 Cincinnati, Ohio.Eden Park 
 
 Cincinnati, Ohio.Eden Park 
 
 Cincinnati, Ohio.Eden Park 
 
 Cincinnati, Ohio.Eden Park 
 
 Cincinnati, Ohio.Eden Park 
 
 Cincinnati, Ohio.Eden Park 
 
 California, Ohio. 
 
 California, Ohio. 
 
 California, Ohio. 
 
 California, Ohio. 
 
 California, Ohio. 
 
 California, Ohio. 
 
 California, Ohio. 
 
 California, Ohio. 
 
 California, Ohio. 
 
 California, Ohio. 
 
 California, Ohio. 
 
 California, Ohio. 
 
 Linwood, Ohio. 
 
 Cincinnati, Ohio.... 
 Cincinnati, Ohio.... 
 
 Covington, Ky. 
 
 Covington, Ky. 
 
 Columbus, Ohio 
 
 Columbus, Ohio. 
 
 Dayton, Ohio. 
 
 Eaton, Ohio. 
 
 Lebanon, Ohio. 
 
 Lebanon, Ohio. 
 
 St. Bernard, Ohio... 
 St. Bernard, Ohio... 
 
 Franklin, Ohio. 
 
 Glendale, Ohio. 
 
 Wyoming, Ohio.... 
 
 Carthage, Ohio. 
 
 Norwood, Ohio. 
 
 .Eden Park. 
 
 . Pumping-works 
 . Pumping-works 
 . Pumping-works 
 .East Side 
 , West Side 
 
 .No 
 
 .No 
 
 7 
 
 12 
 
 SOURCE 
 
 .Oh 
 
 Oh 
 
 o River 
 
 LL 
 
 L l 
 L. 
 LL 
 
 a 
 
 LI 
 Li 
 L i 
 Li 
 LC 
 Li 
 U 
 
 Li 
 LL 
 
 10 Ri\ 
 
 LI 
 
 LL 
 
 LI 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 er 
 
 DrivenWells 
 .Ohio River. 
 
 DrivenWells 
 Scioto River 
 DrivenWells 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 DATE 
 
 AMMONIAS 
 
 NITRATES 
 
 NITRITES 
 
 CHLORINE 
 
 OXYGEN 
 
 CONSUMED 
 
 SOLIDS 
 
 FREE 
 
 ALBUM’D 
 
 <c 
 
 t— 
 
 0 
 
 1 — 
 
 VOLATILE 
 
 NON 
 
 VOLATILE 
 
 TOTAL 
 
 1880. 
 
 . .Sept. 17 
 
 .0047 
 
 .0218 
 
 .0265 
 
 
 
 .62 
 
 
 2.82 
 
 6.96 
 
 9.78 
 
 1880. 
 
 .. “ 17 
 
 .0045 
 
 .0214 
 
 .0259 
 
 
 
 .75 
 
 
 3.16 
 
 11.22 
 
 14.38 
 
 1880. 
 
 .. “ 17 
 
 .0132 
 
 .0150 
 
 .0282 
 
 
 
 .70 
 
 
 3.96 
 
 9.16 
 
 13.12 
 
 1880. 
 
 .. “ 18 
 
 .0016 
 
 .0121 
 
 .0137 
 
 
 
 .22 
 
 
 2.94 
 
 8.20 
 
 11.14 
 
 1880 
 
 .. “28 
 
 .0083 
 
 .0099 
 
 .0182 
 
 
 
 .27 
 
 
 2.58 
 
 7.76 
 
 10.34 
 
 1880 
 
 ..Oct. 4 
 
 .0099 
 
 .0087 
 
 .0186 
 
 
 
 .22 
 
 
 4.64 
 
 8.96 
 
 13.60 
 
 1880 
 
 .. “ 16 
 
 .0118 
 
 .0236 
 
 .0354 
 
 
 
 .77 
 
 
 3.96 
 
 9.16 
 
 13.12 
 
 1880 
 
 .. Nov. 1 
 
 .0054 
 
 .0075 
 
 .0129 
 
 
 
 .25 
 
 
 2.60 
 
 9 32 
 
 11.92! 
 
 1880 
 
 .. “ 1 
 
 .0050 
 
 .0156 
 
 .0206 
 
 
 
 1.33 
 
 
 4.66 
 
 11.14 
 
 15.80 
 
 1880 
 
 .. “ 1 
 
 .0180 
 
 .0198 
 
 .0378 
 
 
 
 1.16 
 
 
 2.70 
 
 11.10 
 
 13.80 
 
 1880 
 
 “ 1 
 
 .0231 
 
 .0200 
 
 .0431 
 
 
 
 .91 
 
 
 2.18 
 
 11.68 
 
 13.86 
 
 1880 
 
 LL Q 
 
 . . O 
 
 .0015 
 
 .0024 
 
 .0039 
 
 
 
 .39 
 
 
 2.54 
 
 13.68 
 
 15.70 
 
 1880 
 
 .. “ 9 
 
 .0040 
 
 .0244 
 
 .0284 
 
 
 
 .30 
 
 
 1.70 
 
 7.82 
 
 9.52 
 
 1880 
 
 .. “ 9 
 
 .0042 
 
 .0628 
 
 .0670 
 
 
 
 .83 
 
 
 3.32 
 
 12 44 
 
 15.76 
 
 1880 
 
 .. Dec. 3 
 
 .0076 
 
 .1366 
 
 .1442 
 
 
 
 .44 
 
 
 6.80 
 
 11.06 
 
 17.86 
 
 1880 
 
 “ 4 
 
 .0262 
 
 . 1200 
 
 .1462 
 
 
 
 .34 
 
 
 4.02 
 
 13.84 
 
 17 86 
 
 1880 
 
 .. “ 4 
 
 .0209 
 
 .0728 
 
 .0937 
 
 
 
 .64 
 
 
 3.20 
 
 10.38 
 
 13.58 
 
 1880 
 
 . . “ 4 
 
 .0080 
 
 .0420 
 
 .0500 
 
 
 
 .43 
 
 
 2 72 
 
 16.38 
 
 19 10 
 
 1880 
 
 .. “ 14 
 
 .0031 
 
 .0170 
 
 .0201 
 
 
 
 .41 
 
 
 2.38 
 
 11.00 
 
 13 38 
 
 1887 
 
 . .Oct. — 
 
 .0128 
 
 .0097 
 
 .0225 
 
 
 
 1.85 
 
 
 7.50 
 
 9.20 
 
 16 70 
 
 1887 
 
 LL 
 
 .0180 
 
 .0084 
 
 .0264 
 
 
 
 1.76 
 
 
 6.10 
 
 10.70 
 
 16 80 
 
 1887 
 
 LL _ 
 
 .0054 
 
 .0074 
 
 .0128 
 
 
 
 1.70 
 
 
 5.40 
 
 10.30 
 
 15 70 
 
 1887 
 
 LL 
 
 .7200 
 
 1 1150 
 
 1 8350 
 
 
 
 3 40 
 
 
 Q '9 90 
 
 i 91 TO 
 
 OAQ ££ 
 
 1891 
 
 \ .’Oct. 2 
 
 .0009 
 
 .0035 
 
 .0041 
 
 .0310 
 
 1.56 
 
 .14 
 
 4.05 
 
 10.15 
 
 ZUo. D 
 
 14.2 
 
 1891 
 
 .. “ 10 
 
 .0018 
 
 .0042 
 
 .0060 
 
 .0398 
 
 1.25 
 
 .09 
 
 3.0 
 
 14.9 
 
 17.9 
 
 1891 
 
 .. “ 16 
 
 .0020 
 
 .0065 
 
 .0085 
 
 .0443 
 
 1.25 
 
 .15 
 
 5.2 
 
 12.6 
 
 17.8 
 
 1891 
 
 .. “23 
 
 .0015 
 
 .0078 
 
 .0093 
 
 .0487 
 
 1.15 
 
 .18 
 
 7.3 
 
 9.8 
 
 17.1 
 
 1891 
 
 .. “28 
 
 .0007 
 
 .0029 
 
 .0036 
 
 .0308 
 
 1.40 
 
 .12 
 
 6.8 
 
 10.4 
 
 17.8 
 
 1891 
 
 ..Nov. 4 
 
 .0101 
 
 .0085 
 
 .0186 
 
 .0308 
 
 1.56 
 
 .15 
 
 6.0 
 
 12.8 
 
 18.8 
 
 1891 
 
 .. “ 10 
 
 .0064 
 
 .0185 
 
 .0249 
 
 .0268 
 
 1.20 
 
 .25 
 
 9.3 
 
 49.1 
 
 58.4 
 
 1891 
 
 .. “ 18 
 
 . 0055 
 
 .0096 . 
 
 .0151 
 
 .0443 
 
 1.78 
 
 .31 
 
 7.5 
 
 18.9 
 
 26.4 
 
 1891 
 
 .. “ 25 
 
 .0174 
 
 .0108 
 
 .0282 
 
 .0442 
 
 1.05 
 
 .46 
 
 10.1 
 
 72.1 
 
 82.2 
 
 1891 
 
 . .Dec. 15 
 
 .0105 
 
 .0150 
 
 . 0255 
 
 .0428 
 
 1.09 
 
 .47 
 
 8.8 
 
 55.5 
 
 64.4 
 
 1892 
 
 . .Jan. 15 
 
 .0022 
 
 .0182 
 
 .0204 
 
 .0748 
 
 1.40 
 
 .25 
 
 10.8 
 
 21.6 
 
 32.4 
 
 1892 
 
 .. “ 18 
 
 .0041 
 
 .0174 
 
 .0215 
 
 .07 
 
 04 
 
 1.24 
 
 .36 
 
 13.6 
 
 42.1 
 
 54.8 
 
 1891 
 
 . .Sept.26 
 
 .0000 
 
 .0011 
 
 .0011 
 
 .0398 
 
 1.36 
 
 .18 
 
 4.2 
 
 10.0 
 
 14.2 
 
 1891 
 
 .. Oct. 2 
 
 .0004 
 
 .0099 
 
 .0103 
 
 .0266 
 
 1 .40 
 
 
 4.5 
 
 9.5 
 
 14.0 
 
 1891 
 
 “ 9 
 
 .0002 
 
 .0015 
 
 .0017 
 
 .0389 
 
 1.15 
 
 .14 
 
 3.7 
 
 9.8 
 
 13.5 
 
 1891 
 
 .. “ 16 
 
 .0006 
 
 .0009 
 
 .0015 
 
 .0354 
 
 1.15 
 
 .14 
 
 3.6 
 
 9.3 
 
 12.9 
 
 1891 
 
 .. “23 
 
 .0001 
 
 .0012 
 
 .0013 
 
 .0343 
 
 1.15 
 
 . 11 
 
 3.1 
 
 9.1 
 
 19 9 
 
 1891 
 
 .. “28 
 
 .0001 
 
 .0025 
 
 .0026 
 
 .0396 
 
 1 .40 
 
 .16 
 
 3.5 
 
 9.2 
 
 12.7 
 
 1891 
 
 ..Nov. 4 
 
 .0027 
 
 .0105 
 
 .0132 
 
 .0376 
 
 1.40 
 
 .14 
 
 4.1 
 
 12.0 
 
 16.1 
 
 1891 
 
 .. “ 11 
 
 .0062 
 
 .0120 
 
 .0182 
 
 .0484 
 
 1.25 
 
 .18 
 
 5.5 
 
 22.1 
 
 27.6 
 
 1891 
 
 .. “ 18 
 
 .0067 
 
 .0122 
 
 .0189 
 
 .05 
 
 32 
 
 1.35 
 
 
 6.1 
 
 18.0 
 
 24.1 
 
 1891 
 
 .. “26 
 
 .0103 
 
 .0081 
 
 .0184 
 
 .0420 
 
 1.05 
 
 .40 
 
 9.2 
 
 53.1 
 
 62.3 1 
 
 1891 
 
 .. Dec. 15 
 
 .0125 
 
 .0075 
 
 .0200 
 
 .0489 
 
 1.05 
 
 .36 
 
 6.1 
 
 43.9 
 
 50.0 
 
 1892 
 
 . .Jan. 15 
 
 .0101 
 
 .0190 
 
 .0291 
 
 .0605 
 
 1.36 
 
 .34 
 
 8.0 
 
 10.0 
 
 18.0 
 
 1893 
 
 
 .0033 
 
 .0067 
 
 .0100 
 
 .0067 
 
 1.10 
 
 
 7.29 
 
 27.87 
 
 35.16 
 
 1896 
 
 ..Feb. 2 
 
 .0034 
 
 .0360 
 
 .0394 
 
 . 1300 
 
 .0005 
 
 1.60 
 
 
 
 
 18 6 
 
 1896 
 
 . .Jan. 31 
 
 .0032 
 
 .0250 
 
 .0282 
 
 Traces 
 
 Traces 
 
 2.10 
 
 
 
 
 18 8 
 
 1896 
 
 .. “ 29 
 
 .0032 
 
 .0350 
 
 .0382 
 
 Traces 
 
 Traces 
 
 
 
 
 
 18 0 
 
 1896 
 
 .. “ 30 
 
 .0036 
 
 .0320 
 
 .0356 
 
 Traces 
 
 .0004 
 
 I .65 
 
 
 
 
 18 0 
 
 1892 
 
 . 
 
 .0430 
 
 .0170 
 
 .0600 
 
 . 1930 
 
 .0010 
 
 .24 
 
 .10 
 
 
 
 52.0 
 
 1892 
 
 . 
 
 .0010 
 
 .0080 
 
 .0090 
 
 .6.550 
 
 Traces 
 
 .99 
 
 .21 
 
 
 
 51 7 
 
 1886 
 
 
 .0032 
 
 .0097 
 
 .0129 
 
 
 
 9 50 
 
 
 ft Qfl 
 
 
 OO OI 
 
 1891. 
 
 . 
 
 .3745 
 
 .0000 
 
 .3745 
 
 .0000 
 
 .0000 
 
 .98 
 
 
 2.00 
 
 29.85 
 
 00 . 0 I 
 
 31.85 
 
 1895. 
 
 . .June—■ 
 
 .0185 
 
 .0000 
 
 .0185 
 
 .0000 
 
 .0000 
 
 7.30 
 
 
 
 
 56 93 
 
 1895. 
 
 .. “ 19 
 
 .0170 
 
 .0003 
 
 .0173 
 
 .0000 
 
 .0000 
 
 2.00 
 
 
 
 
 40 53 
 
 1894. 
 
 
 .0165 
 
 .0160 
 
 .0325 
 
 .3220 
 
 
 1 10 
 
 
 8.33 
 
 40.19 
 
 IQ IO 
 
 1896. 
 
 . .Jan. 19 
 
 .0020 
 
 .0005 
 
 .0025 
 
 .0000 
 
 .0000 
 
 1 . 10 
 
 
 ~±0 .1 V 
 
 45 70 
 
 1887. 
 
 . 
 
 .0016 
 
 .0021 
 
 .0037 
 
 • • • • • 
 
 
 1.04 
 
 
 17.92 
 
 28.02 
 
 45.94 
 
 1892. 
 
 .. Sept. 5 
 
 
 
 
 
 
 2 45 
 
 
 
 
 01 an 
 
 1896. 
 
 ..Jan. 23 
 
 .0160 
 
 .0017 
 
 .0177 
 
 Traees 
 
 .0000 
 
 .95 
 
 
 
 . 
 
 Oi .0/ 
 
 35 70 
 
 1896. 
 
 .. “23 
 
 .0080 
 
 .0015 
 
 .0950 
 
 .0000 
 
 .0000 
 
 1.00 
 
 
 
 
 42 40 
 
 1896. 
 
 .. “28 
 
 .0240 
 
 .0000 
 
 .0240 
 
 Traces 
 
 .0000 
 
 2.20 
 
 . 
 
 . 
 
 . 
 
 40.50 
 
 o 
 
 DC 
 
 .2700 
 
 .2400 
 
 ^2800 
 
 2.6000 
 
 .9570 
 
 Traces 
 
 1 .* 3800 
 0020 
 .0022 
 .0015 
 
 HARDNESS 
 
 <c 
 
 1 — 
 
 o 
 
 10.8 
 
 11.7 
 
 10.0 
 
 9.1 
 
 12.8 
 12.8 
 10.0 
 12.6 
 14.3 
 14.5 
 15.8 
 
 14.3 
 12.0 
 
 10.3 
 
 11.7 
 
 8.1 
 
 12.8 
 8.1 
 
 13.7 
 
 16.50 
 
 2.30 
 
 2.40 
 
 2.29 
 
 2.18 
 
 29.28 
 26.55 
 35.24 
 
 35.50 
 
 36.40 
 
 22.89 
 
 17.38 
 
 31.00 
 
 32.50 
 28.70 
 
 QC 
 
 UJ 
 
 Q_ 
 
 AUTHORITY 
 
 REMARKS 
 
 C. R. Stuntz 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 L> 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 LL 
 
 C. R. Holmes and C. Langenbeck 
 
 LL 
 
 W. Dickore 
 
 LL 
 
 .40 
 
 .10 
 
 .39 
 
 .38 
 
 9.71 
 
 15.82 
 
 3.04 
 
 1.70 
 
 4166 
 
 14.38 
 
 2.66 
 
 1.00 
 
 2.80 
 
 1.90 
 2.00 
 1 .90 
 1.80 
 
 20.57 
 10.73 
 32.2(1 
 33.80 
 
 32.40 
 
 8.51 
 
 29.00 
 
 31.50 
 
 25.90 
 
 n 
 
 ti 
 
 1 < 
 LL 
 
 L L 
 LL 
 
 From intake pier. 
 
 No rain during this period. 
 
 J 
 
 W. Simonson 
 
 .. C. C. Howard .. 
 
 LL 
 
 ... C. R. Stuntz ... 
 
 LL 
 
 .. W. Simonson .. 
 
 Dickore and Morgan 
 .. W. Simonson ... 
 ... C. R. Stuntz 
 
 W. Simonson 
 
 LL 
 
 LL 
 
 Some rain two days before. 
 After heavy rain, water muddy. 
 Cold weather; water muddy. 
 Very muddy and rising. 
 
 Very muddy. 
 
 Not very muddy. 
 
 Very muddy. 
 
 No rain during this period; river low and 
 water very clear. 
 
 Some rain two days before. 
 
 After heavy rain, water muddy. 
 
 Cold weather; wafer muddy. 
 
 Very muddy and rising. 
 
 Very muddy. 
 
 Not very muddy, river full of ice and snow. 
 
 Calcium, 33.62; magnesium, 8.03. 
 
 Galleries in the Scioto River. 
 
 No free sulphur. 
 
 Calcium, magnesium and alumina present. 
 Magnesium and alumina present. 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 X 
 
 I—I 
 
 Q 
 
 & 
 
 w 
 
 Ph 
 
 Pfa 
 
 <1 
 
 fa 
 
 i—i 
 
 H 
 
 i-H 
 
 o 
 
 fa 
 
 o 
 
 l-H 
 
 fa 
 
 fa 
 
 s 
 
 H 
 
 fa 
 
 fa 
 
 w 
 
 H 
 
 o 
 
 Q 
 
 525 
 
 H 
 
 ►H 
 
 Eh 
 
 fa 
 
 fa 
 
 fa 
 
 t—t 
 
 O 
 
 fa 
 
 £ 
 
 fa 
 
 O 
 
 fa 
 
 fa 
 
 Eh 
 
 fa 
 
 £ 
 
 C5 
 
 fa 
 
 l-H 
 
 Oh 
 
 a 
 
 P 
 
 Ph 
 
 Oh 
 
 O 
 
 Ph 
 
 H 
 
 GQ 
 
 o 
 
 O 
 
 Oh 
 
 o 
 
 fa 
 
 o 
 
 cc 
 
 i—i 
 
 05 
 
 fa 
 
 fa 
 
 g 
 
 C/5 
 
 LU 
 
 C5 
 
 s 
 
 Position. 
 
 • 00 t>- CO tH HH CO 
 
 CO 
 
 OC 0 C 0 ^ 05 —-COOOHIO 
 
 • iO 
 
 • t-H rH rH rH 
 
 
 rH rH rH rH *-H 
 
 • 
 
 C 
 
 CO O CO CO o o 
 
 CO 
 
 CO •—i CO 1 >- rH CO "HH iO ■rt 1 
 
 • rH 
 
 . 2 ^ 0 ) • 
 
 = c S.E 
 
 lO 05 O CO CO rH O 
 
 
 OCOOrHCOlHCO^fOOCO 
 
 • Oi 
 
 •— O 3 
 £ — c 
 
 05 05 CO H CO l> H 
 
 CD 
 
 H^iOiOOHCO^N^ 
 
 * ^ 
 
 oo r- 05 co co co o 
 
 
 C 0 rJ , OlOH 05 H-^HC 0 
 
 • oo 
 
 0 . 
 
 rH l>- 1 > t>- rH 
 
 
 05 HOl 0 05 05 lCXrf (M 
 
 • co 
 
 ^^'CO rH rH rH 
 
 
 rH rH rH 
 
 • 
 
 * 
 
 05 
 
 C 
 
 ‘5. 
 
 £ 
 
 3 
 
 CL 
 
 K_ 
 
 o 
 
 E 
 
 3 
 
 <U 
 
 o. 
 
 COHOHCOM H 
 cON^OOi^ CO 
 
 CDCONOiOHJ CO 
 CO t-- Oi OO CO 
 CO 
 
 to' CO~ CO~ oT t}T i>T 
 H CO H ^ CO M lO 
 
 COiOHMOOOCOiONCO 
 
 HOOOONCOOhiOHH 
 
 ■HhOOOUOWHCOiOCO 
 OC5 00NC5t>COtOCOH 
 ’-l o0 r. CO r «5 CO_ 
 
 oo zo i-To'oTi>TcT i-h co~of 
 
 rH i—H t-H CO Hfl rfl CO rH rH 
 
 • CO 
 "CO 
 
 ’ oo 
 
 ,»g 
 , ^ 
 
 1 CO 
 
 — a^OO 
 «_CD 
 
 wr ■ 
 
 fags §8 
 
 S= «« «■§ 
 «5= = o tt S 
 
 £•20 x 
 
 COOCOCO'H't'tCOCOiOCOCONHOOOCOCOO^OiO 
 
 COiOrHiOCOC5t'CON(N'HOOOOCOMTft>ooOCOO 
 
 H^COO)OOCOCOiO(MOCOHt>COt'COI>NOiON 
 COK-^CO^NCOOO^lOINHOOCOlMCOCOOOlOOON 
 iO OO^r-^rH^rHjSS I — CO^ OT «© h* CO t« CO <N CD »© 00 lO 
 
 ^ rH rH rH rH rH rH rH rH CO CO rH rH rH rH 
 
 <t 
 
 o 
 
 o 
 
 a> 
 
 o 
 
 tm 
 
 CL 
 
 per ton. 
 
 T 3 
 <V 
 (/) 
 
 £ 
 
 3 
 
 2 
 
 C 
 
 
 C 
 
 <S) 
 
 cn 
 
 c 
 
 
 o 
 
 h- 
 
 i— 
 
 O) 
 
 a. 
 
 Hn 
 
 OOOOCOrHrHOOrHrHrHCOOSCOlOCOt-OCOCO -05 
 COCOCOCOHfiOCOCOCOCOOCOCOCOiOOSOsCO -rH 
 
 rHrHHtHCOCOCOCOCOCOCOCOrHrHrHrHrHCOCO 
 
 m 
 
 
 ■rHCOOOOOOOOOOCOOCOrHlOCOCOCOH 
 
 'Coeocoooot>oooooowMOoqiOH^oJo 
 
 OCOONCONNINHHNdNrloO'^'HdHCi 
 
 XOiOCOCiO^iOOCONrrNCOiOINCOiOCOH 
 
 Ot>CO>OCOHH nt^r-^ co 00 ^ 00 ^ 05 ^ 
 
 c^t>Torod'r-rHloo*'i>^t>^od'o6'i>-"'ccro'co*'co'o'arco'co’' 
 
 CO rH H H H CO rH H COlOCO'cf' rH 
 
 ■o 
 
 « 
 
 <u 
 
 "O r 
 
 <u a> 
 Q. « 
 
 li 
 
 O. o 
 
 •OOOOOOOOOOOOOOOOOOiOTH 
 
 OOOCOOXOiOHCOCOOOHiO^hOCJH 
 
 'cooidfaPaioocdcoCTicdoofacdocdofafa 
 N'J'OOCOOHNO'tNiCHOCOCOHCOON 
 i-HCOrHrHi-H rH rH CO CO rH COCOrHr-lrHCOrHrH 
 
 
 
 CS 
 
 OJ 
 
 ■a 
 
 O) 
 
 OJ 
 
 03 
 
 O) 
 
 CL 
 
 05 
 
 E 
 
 s- 
 
 a> 
 
 > 
 
 3 
 
 n. 
 
 <r 
 
 
 ococooscot^ooo 
 
 OhHNOH>OOS 
 O^-^rH Tf^co^co 
 oo"' CO CO -rf -rf © Co" CO 
 COCOCOCOCOCO'HO 
 rflCOiOCOOiOOt^as 
 
 CO t- rfl 
 iO CO 
 
 H O CO M CO 
 
 co co co co co 
 
 X0C11>00nC10h 0XX 
 CONiOOOOrt^XiOCCCOMiO 
 O C0_0_ HO OHCDO^OCOCO 
 
 oToOCO rn'cTo'tH'rH'—TaTco lo'io"' 
 
 OHO^OOCOOJOCOHON 
 H<C0>OI>O3O5 iO Tfi CO CO CO^CO lO 
 
 ecT Oi rfHrJIHl'-OlOOOCOO 
 
 OOHrH-HlO»CHl>COHHH 
 
 >- 
 
 H 
 
 o 
 
 w _ 
 
 OQ 
 pfa 
 HoO 
 fafafa 
 oofa 
 fa 
 
 faMfa 
 
 faOfa 
 
 PPfafa 
 
 fag 
 2 ~q 
 
 >pfa 
 
 P5g<0 
 
 <»”fafa^ 
 
 ^0 fa fa fa 
 OfafafaP 
 faPOfa^ 
 
 fa 
 
 fa 
 
 fa 
 
 fa 
 
 Hi 
 
 CO 
 
 6 
 fa 
 
 SWo 
 fa^fa 
 . .^dfa 
 
 fafa^fa 
 
 facopo 
 
 fa^ofa 
 
 fafafafa 
 
 ■|}B uiq -o 6 boi 43 -eiiidiapBiiMd -sino-| 
 
 ; is 
 
 >681 ‘Z681 S681 S681 
 
 S681 
 
 69 
 
 The expense for coal will vary with the duty of the machinery. The expense for wages will vary with the capacity of the engines. 
 
70 
 
 THE CINCINNATI WATERWORKS. 
 
 APPENDIX E. 
 
 COMPARISON OF COST OF PUMPING TO RESERVOIRS BY PRESENT 
 PUMPING-MACHINERY AND THE PUMPING-MACHINERY 
 PROPOSED BY THE COMMISSION. 
 
 Calculated upon Single Pumping to an Average Head of 228 Feet. 
 
 Average daily consumption, 1894 (from latest published report) 41,355,800 galls. 
 
 Average daily consumption, 1936 (estimated). 71,500,000 “ 
 
 Average daily consumption next forty years. 56,427,900 “ 
 
 Cost of fuel for pumping to reservoirs (1894). $70,289 77 
 
 Proportionate cost for pumping 56,427,900 gallons per day. .. 96,043 30 
 
 Present average ‘‘duty” of pumping machinery pumping to 
 
 reservoirs. 33,000,000 
 
 Duty guranteed by new machinery by year with Pittsburg 
 
 coal, (110,000,000), say.. . 100,000,000 
 
 Estimated cost for fuel pumping 56,427,900 gallons to same 
 
 head as at present, with new machinery. $31,694 29 
 
 Difference in cost of fuel. 64,349 01 
 
 Annual cost of labor for pumping 41,355,800 gallons per day 
 
 at present works. 77,770 40 
 
 Proportionate cost for pumping 56,427,900 gallons per day.. .. 106,113 78 
 
 Average annual cost of labor for pumping 1,000,000 gallons 
 daily by modern machinery in the waterworks of Phila¬ 
 delphia, St. Louis, Buffalo, and Detroit. 489 52 
 
 Annual estimated cost of labor for pumping 56,427,900 gal¬ 
 lons per day by new machinery at $489 52. 27,622 63 
 
 Difference in cost of labor. 78,491 15 
 
 Interest and sinking fund at 4 per cent for 40 years for present 
 
 machinery (80,000,000 gallons daily capacity), $717,569... 33,402 84 
 
 Interest and sinking fund at 4 per cent for 40 years for pro¬ 
 posed new machinery (80,000,000 gallons daily capacity 
 
 $500,000.00. 25,260 00 
 
 Difference in fixed charges. 8,142 84 
 
 Annual total difference (saving) in fuel, wages, and fixed 
 
 charges in favor of new machinery. 150,9^3 00 
 
 Capitalized at 4 per cent for forty years. 2,988,353 67 
 
 The value of the old pumping engines is based upon the cost of Engines 
 Nos. 4-12 inclusive, and the value of the boilers is based on 3553 H. P. (with 
 one-third reserve capacity) at $12.50 per H. P. 
 
REPORT OF THE ENGINEER COMMISSION. 71 
 
 APPENDIX F. 
 
 PUMPING-STATIONS. 
 
 LOW SERVICE. 
 
 One engine-room, 94 X 170 ; two boiler-rooms, 96 X 80. 
 
 f 
 
 47.515.60 cubic yards excavation, engine-room.at $1 00 $47,515 60 
 
 1,610.33 cubic yards excavation, boiler-rooms.at 30 483 10 
 
 2,101.82 cubic yards concrete.at 5 00 10,509 10 
 
 16,994.81 cubic yards masonry.at 6 00 101,968 86 
 
 2,268 square feet dressing, 18 gate openings.at 50 1,134 00 
 
 1,508.38 square feet dressing, 11 doorways.at 50 754 19 
 
 18 gates complete ..at 500 00 9,000 00 
 
 3,264 square feet concrete flooring in boiler-rooms.at 1 00 3,264 00 
 
 21,032 brick in 2 flues, 25 feet long. at 12 00 252 38 
 
 Estimated cost of superstructure. 74,800 00 
 
 Total cost of station. $249,681 23 
 
 HIGH SERVICE. 
 
 One engine-room, 94 X 170 ; two boiler-rooms, 96 X 80. 
 
 26,790.4 cubic yards excavation, engine-room.at 75 $20,092 80 
 
 2.222.8 cubic yards excavation, boiler-rooms.at 30 966 84 
 
 1,944.65 cubic yards concrete.at 5 00 9,723 25 
 
 5.430.9 cubic yards masonry.at 6 00 38,585 40 
 
 1,620 square feet dressing, 18 gate openings.at 50 810 00 
 
 18 gates complete. ....at 500 00 9,000 00 
 
 3,264 square feet concrete flooring.at 1 00 3,264 00 
 
 21,032 brick in 2 flues, 25 feet long.at 12 00 252 38 
 
 Estimated cost of superstructure. 74,800 00 
 
 Total cost. $157,494 67 
 
72 
 
 THE CINCINNATI WATERWORKS. 
 
 APPENDIX Gr. 
 
 ENGINE FOUNDATIONS. 
 
 Four foundations for low-service engines. 
 
 2,607.4 cubic yards concrete.at $5 00 
 
 7,040 cubic feet coping.at 2 00 
 
 Cost for one foundation. $6,779 25 
 
 Four foundations for high-service engines. 
 
 2,085.92 cubic yards concrete.at $5 00 
 
 7,040 cubic feet coping. .at 2 00 
 
 I 
 
 Cost for one foundation. $6,127 40 
 
 BOILER FOUNDATIONS. 
 
 Eight foundations for low-service pumping-station. 
 
 200 cubic yards excavation.at $ 25 
 
 1,696.24 cubic yards masonry.at 6 00 
 
 Cost for one foundation. $1,278 43 
 
 Eight foundations for high-service pumping-station. 
 
 600 cubic yards excavation.at $ 25 
 
 520 cubic yards masonry. .at 6 00 
 
 13,037 00 
 14,080 00 
 
 $27,117 00 
 
 10,429 60 
 14,080 00 
 
 $24,509 60 
 
 50 00 
 10,177 44 
 
 $10,227 44 
 
 150 00 
 3,120 00 
 
 $3,270 00 
 $65,124 04 
 
 Cost for one foundation. 
 
 Total for engine and boiler foundations. 
 
 $408 75 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 73 
 
 APPENDIX H. 
 
 INTAKE PIER AND TUNNEL AT CALIFORNIA, 
 
 ON 
 
 KENTUCKY 
 
 SIDE OF RIVER. 
 
 
 
 
 Intake Pier. 
 
 
 
 
 229.07 cubic yards rock excavation. 
 
 
 1,374 42 
 
 1,476.5 square feet rough pointing of masonry. 
 
 .. .at 
 
 25 
 
 369 13 
 
 209.56 cubic yards concrete. . 
 
 
 5 00 
 
 1,047 80 
 
 6,772.85 cubic yards masonry. 
 
 
 10 00 
 
 67,728 50 
 
 666.72 cubic feet coping. 
 
 
 1 50 
 
 1,000 08 
 
 930 superficial feet dressing port holes. 
 
 
 50 
 
 465 00 
 
 Gate-house. 
 
 
 
 2,500 00 
 
 10 sluice gates and gearing. 
 
 
 5,000 00 
 
 Iron ladder. 
 
 
 
 60 00 
 
 
 
 
 79,544 93 
 
 2,470 lineal feet tunnel from intake on Kentucky side of 
 river to pumping station, 12 feet diameter, lined with 
 four rings of brick ; tunnel to pass 120,000,000 gallons 
 
 in 24 hours. 
 
 
 172,900 00 
 
 
 
 252,444 93 
 
 4,325 lineal feet of force-main (2 lines of 
 
 60-inch pipe). 
 
 
 4,100.68 tons. 
 
 
 98,416 32 
 
 4,325 lineal feet pipe laying X 2. 
 
 
 30,275 00 
 
 36.3 tons special castings. 
 
 
 1,815 00 
 
 3.72 acres right of way. 
 
 .at 300 00 
 
 1,116 00 
 
 
 
 $384,067 25 
 
74 
 
 THE CINCINNATI WATERWORKS. 
 
 APPENDIX I. 
 
 FORCE-MAIN FROM PUMPING-STATION AT FIVE-MILE CREEK 
 TO SUBSIDING RESERVOIRS, AND COMPARISON OF COST OF 
 INTAKE PIER, TUNNEL AND FORCE-MAIN, KENTUCKY PLAN, 
 AND LOCATION OF INTAKE AT FIVE-MILE CREEK AND 
 FORCE-MAIN THROUGH NEW RICHMOND PIKE. 
 
 Length of force-main 15,485 feet =2.9328 miles—sixty-inch pipe, two lines. 
 
 14,681.84 tons.at $24 00 
 
 15,485 lineal feet pipe laying X 2.at 3 50 
 
 36.3 tons special castings. at 50 00 
 
 9 stop-gates.at 1000 00 
 
 18.46 acres right of way. at 300 00 
 
 352,364 16 
 108,395 00 
 1,815 00 
 9,000 00 
 5,538 00 
 
 Total 
 
 $477,112 16 
 
 Cost of force-main from Markley Farm to subsiding reservoirs, 477,112 16 
 Cost of pier, tunnel, and force-main from intake pier opposite 
 
 California to subsiding reservoirs. 384,067 25 
 
 Difference in favor of intake pier and tunnel. $93,044 91 
 
 APPENDIX J. 
 
 SUBSIDING RESERVOIRS AT CALIFORNIA, SIX RESERVOIRS, 
 EACH 50,000,000 GALLONS CAPACITY; TOTAL CAPACITY, 
 300,000,000 GALLONS. 
 
 550,256 cubic yards rolled embankment.at $0 60 
 
 236,434 cubic yards waste material to filter grounds..at 25 
 
 151,585 cubic yards puddle.at 100 
 
 89,674.1 cubic yards rock excavation.at 1 00 
 
 37,800.3 cubic yards concrete pavement.at 5 00 
 
 248.947.8 square feet top pavement.at 12 
 
 4,111.11 cubic yards top soil outer slope.at 30 
 
 37,000 square yards sodding outer slope....,.at 20 
 
 14.209.8 lineal feet coping stone.at 4 00 
 
 14,209.8 lineal feet iron fencing.at 2 00 
 
 8,431 lineal feet picket fencing.at 100 
 
 84.2 acres grounds required.».at 150 00 
 
 61.41 acres clearing site for work.at 50 00 
 
 Masonry in influent and effluent chambers, pipes, 
 
 valves, flushing drains, etc. 
 
 36.7 tons special castings.at 50 00 
 
 6 forty-eight-inch horizontal gates.at 700 00 
 
 Total... 
 
 Cost per million gallons. $3,491 40 
 
 330,153 60 
 59,108 50 
 151,585 00 
 89,674 10 
 189,001 50 
 29,873 74 
 1,233 33 
 7,400 00 
 56,839 20 
 28,419 60 
 8,431 00 
 12,630 00 
 3,070 50 
 
 73,965 00 
 1,835 00 
 4,200 00 
 
 $1,047,420 07 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 75 
 
 APPENDIX K. 
 
 FILTERS AND CLEAR WELL. 
 
 11 filters, 220X400XH; clear well, 148X1180X18. 
 
 ESTIMATE FOR ONE FILTER. 
 
 26,372.5 cubic yards excavation. 
 
 
 
 $0 
 
 30 
 
 7,911 
 
 75 
 
 4,489.6 cubic yards puddle. 
 
 
 
 1 
 
 00 
 
 4,489 
 
 60 
 
 1,664.4 cubic yards concrete. . . 
 
 
 
 5 
 
 00 
 
 8,322 
 
 00 
 
 1,834 cubic yards masonry. 
 
 
 
 7 
 
 50 
 
 13,755 
 
 00 
 
 3,520 cubic feet coping. 
 
 
 
 1 
 
 50 
 
 5,280 
 
 00 
 
 66,528 brick. 
 
 
 at 
 
 12 
 
 00 
 
 798 
 
 33 
 
 7,480 lineal feet small vitrified drains ... . 
 
 
 
 
 12 
 
 897 
 
 60 
 
 666.66 cubic feet stone slabs. 
 
 
 
 .1 
 
 50 
 
 1,000 
 
 00 
 
 5 regulating valves. 
 
 
 
 00 
 
 1,500 
 
 00 
 
 Pipes, specials, and valves. 
 
 
 
 
 
 6,196 
 
 74 
 
 8,148.15 cubic yards fine sand. 
 
 
 at 
 
 1 
 
 00 
 
 8,148 
 
 15 
 
 4,074.07 cubic yards coarse sand. .. 
 
 
 
 1 
 
 00 
 
 4,074 
 
 07 
 
 1,629.63 cubic yards small gravel. 
 
 
 
 1 
 
 00 
 
 1,629 
 
 63 
 
 4,074.07 cubic yards coarse gravel. .. 
 
 
 
 1 
 
 00 
 
 4,074 
 
 07 
 
 Total. 
 
 
 
 
 
 $68,076 
 
 94 
 
 CLEAR WELL. 
 
 
 
 
 
 
 
 105,956 cubic yards excavation. 
 
 
 
 $0 
 
 40 
 
 42,382 
 
 40 
 
 14,439 cubic yards puddle. 
 
 
 
 1 
 
 00 
 
 14,439 
 
 00 
 
 3,704 cubic yards concrete. 
 
 
 .. at 
 
 5 
 
 00 
 
 18.520 
 
 00 
 
 5,405 cubic yards of masonry. 
 
 
 . . at 
 
 hr 
 
 i 
 
 50 
 
 40,537 
 
 50 
 
 6,660 cubic feet coping. 
 
 
 
 1 
 
 50 
 
 9,990 
 
 00 
 
 2,664 lineal feet iron fencing. 
 
 
 . . at 
 
 2 
 
 00 
 
 5,328 
 
 00 
 
 Pipes, specials, and valves. 
 
 
 
 
 
 31,500 
 
 00 
 
 Total. 
 
 
 
 
 
 162,696 
 
 90 
 
 11 filters... 
 
 
 $68,076 
 
 94 
 
 748,846 
 
 34 
 
 5,206 cubic yards concrete pavement. 
 
 
 
 5 
 
 00 
 
 26,030 
 
 00 
 
 4,450.4 cubic yards gravel pavement. 
 
 
 
 1 
 
 00 
 
 4,450 
 
 40 
 
 45.06 acres of land. 
 
 
 150 
 
 00 
 
 6,759 
 
 00 
 
 Total. 
 
 
 
 
 
 $948,782 
 
 64 
 
 Cost per acre of filtering area 
 
 $43,126 50 
 
76 
 
 THE CINCINNATI WATERWORKS. 
 
 APPENDIX L. 
 
 CONDUIT-PIPES FROM CLEAR WELL TO HIGH-SERVICE 
 
 PUMPING-STATION. 
 
 Length 1,500 Feet. 
 
 Taken as three 60-inch cast-iron pipes. 
 
 2,133.30 tons pipe. 
 
 
 $24 00 
 
 51,199 20 
 
 4,500 lineal feet pipe laying. 
 
 
 4 00 
 
 18,000 00 
 
 Total. . 
 
 
 
 $69,199 20 
 
 Rising Pipes, Route 1. 
 
 
 
 Taken as 2 lines of 60-inch cast-iron pipe- 
 
 —Length 
 
 6,810 feet, 
 
 inclusive of 
 
 connections with reservoirs. 
 
 
 
 7,000 tons pipe. 
 
 
 $24 00 
 
 168,000 00 
 
 13,620 lineal feet pipe laying.. 
 
 
 4 50 
 
 61,290 00 
 
 37.9 tons special castings. 
 
 
 50 00 
 
 1,895 00 
 
 5 stop-gates. 
 
 
 1,000 00 
 
 5,000 00 
 
 325 feet of tunnel. 
 
 
 60 00 
 
 19,500 00 
 
 Total.. 
 
 
 
 $255,685 00 
 
 Rising Pipes, Route 2. 
 
 7,420 feet long, 2 lines of 60-inch 
 
 cast-iron pipe, 
 
 inclusive 
 
 of connections 
 
 with 
 
 reservoirs. 
 
 
 
 7,626.73 tons pipe. 
 
 
 $24 00 
 
 183,041 52 
 
 14,840 lineal feet pipelaying. 
 
 
 4 50 
 
 66,780 00 
 
 63.7 tons special castings. 
 
 
 50 00 
 
 3,185 00 
 
 5 stop-valves. 
 
 
 1,000 00 
 
 5,000 00 
 
 Total cost. . 
 
 
 
 $258,006 52 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 < i 
 
 APPENDIX M. 
 
 DISTRIBUTING RESERVOIRS, SALEM PIKE—TWO RESERVOIRS, 
 EACH 100,000,000 GALLONS CAPACITY. 
 
 603,000 cubic yards rolled embankment. 
 
 
 $0 
 
 70 
 
 422,100 
 
 00 
 
 36,180 cubic yards rock excavation. ... 
 
 .clt 
 
 1 
 
 10 
 
 39,798 
 
 00 
 
 89,670 cubic yards puddle lining. 
 
 
 1 
 
 00 
 
 89,670 
 
 00 
 
 22,370 cubic yards concrete pavement. 
 
 
 5 
 
 00 
 
 111,850 
 
 00 
 
 125,340 square feet top pavement. 
 
 
 
 12 
 
 15,040 
 
 80 
 
 4,540 cubic yards top soil outer slope. 
 
 
 
 30 
 
 1,362 
 
 00 
 
 40,860.5 square yards sodding outer slope. 
 
 
 
 20 
 
 8,172 
 
 10 
 
 6,256.6 lineal feet coping stone. 
 
 
 4 
 
 00 
 
 25,026 
 
 40 
 
 6,256.6 lineal feet iron fencing. 
 
 
 2 
 
 00 
 
 12,513 
 
 20 
 
 6,765 lineal feet picket fencing. 
 
 
 1 
 
 00 
 
 6,765 
 
 00 
 
 92.5 acres grounds required. 
 
 
 150 
 
 00 
 
 13,875 
 
 00 
 
 53 acres clearing. 
 
 
 50 
 
 00 
 
 2,650 
 
 00 
 
 6,833 square yards macadam, Salem Pike. . .. 
 
 
 
 50 
 
 3,416 
 
 50 
 
 Masonry in influent and effluent chambers, 
 
 pipes, 
 
 
 
 
 
 and valves. 
 
 
 
 
 52,072 
 
 50 
 
 18.55 tons special castings. 
 
 
 50 
 
 00 
 
 927 
 
 50 
 
 3 sixty-inch horizontal gates. 
 
 
 L000 
 
 00 
 
 3,000 
 
 00 
 
 Total. 
 
 
 
 
 . $808,239 
 
 00 
 
 Cost per million gallons. 
 
 
 
 
 4,041 
 
 20 
 
78 
 
 THE CINCINNATI WATERWORKS. 
 
 APPENDIX X. 
 
 CONDUIT-LINE FROM DISTRIBUTING RESERVOIR TO EDEN- 
 
 PARK RESERVOIR. 
 
 Cast iron, 32751 feet — 6.203 miles ; head 52 feet. 
 
 Velocity for head of 52 feet. 6.428 
 
 Discharge in cubic feet per second. 213.30 
 
 Velocity for head of 22 feet. 4.17 
 
 Discharge in cubic feet per second. 138.274 
 
 Delivery in gallons per day for head of 52 feet. 137,849,817.6 
 
 Delivery in gallons per day for head of 22 feet. 89,362,356 
 
 23,843.25 tons cast-iron pipe.at $24 00 
 
 32,751 lineal feet pipe laying.at 4 00 
 
 32,751 lineal feet trenching and backfill. .at 5 75 
 
 12,175 lineal feet removing and repaving granite, at 2 14 
 
 3,770 lineal feet removing and repaving granite, .at 1 65 
 
 65 manholes. at 65 00 
 
 10 air-valves complete.at 58 00 
 
 6 blowouts complete.at 110 00 
 
 2* chambers and valves.at 2,625 00 
 
 46,200 cubic yards embankment, Crawfish Creek.. at 70 
 
 1,480 cubic yards concrete 1o protect pipe at Little 
 
 Miami River.at 5 00 
 
 Land damages and rights of way— 
 
 14.1 acres land.at $300 00= 4,230 00 
 
 Improved property,. 66,663 00 
 
 Total cost of conduit. 
 
 Cost of Conduit estimated as steel-riveted Pipe. 
 
 17,806,623.9 pounds steel-riveted conduit.at $0 05 
 
 32,751 lineal feet trenching and backfill.at 5 75 
 
 12,175 lineal feet repaving granite.at 2 14 
 
 3,770 lineal feet repaving granite.at 1 65 
 
 65 manholes complete.at 65 00 
 
 10 air-valves and manholes.at 58 00 
 
 11 blowofis and valves complete.at 60 00 
 
 2 chambers and valves.at 2,625 00 
 
 46,200 cubic yards embankment, Crawfish Creek, .at 70 
 
 1,480 cubic yards concrete to protect pipe at Lit¬ 
 tle Miami River.at 5 00 
 
 Land damages and rights of way— 
 
 14.1 acres land.at $300 00 = 4,230 00 
 
 Improved property. 66 663 00 
 
 Total cost of conduit 
 Cost of conduit of cast iron. 
 
 572,238 
 
 00 
 
 131,004 
 
 00 
 
 188,318 
 
 25 
 
 26.054 
 
 50 
 
 6,220 
 
 50 
 
 4,225 
 
 00 
 
 580 
 
 00 
 
 660 
 
 00 
 
 5.250 
 
 00 
 
 32,340 
 
 00 
 
 7,400 
 
 00 
 
 70,893 
 
 00 
 
 $1,045,183 
 
 25 
 
 890,331 
 
 20 
 
 188,318 
 
 25 
 
 26,054 
 
 50 
 
 6,220 
 
 50 
 
 4,225 
 
 00 
 
 580 
 
 00 
 
 660 
 
 00 
 
 5,250 
 
 00 
 
 32,340 
 
 00 
 
 7,400 
 
 00 
 
 70,893 
 
 00 
 
 1,232,272 
 
 45 
 
 1,045,183 
 
 25 
 
 Difference in favor of cast iron 
 
 $187,089 20 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 79 
 
 APPENDIX 0. 
 
 CUMBERLAND PLATEAU PROJECT. 
 
 Estimated population in 1936. 550,000 
 
 Estimated daily per capita consumption. 130 gallons. 
 
 Es'imated daily consumption. 71,500,000 “ 
 
 Estimated capacity of storage leservoirs for 180 days 
 
 consumption.. 12,870,000,000 “ 
 
 Estimated capacity for 50% reserve. 6,435,000,000 “ 
 
 Total capacity required. 19,305,000,000 “ 
 
 Least estimated available runoff from 30 inches of 
 
 rainfall per square mile. 
 
 Square miles required to supply 365 x 71,500,000 = ... 
 
 Estimated cost of storage reservoirs per million gallons, 
 of capacity based on the average cost of 10 works 
 
 of similar character for Philadelphia,. 
 
 Estimated net cost of storage works. 
 
 Acreage required for impounding reservoirs having an 
 effective depth of 30 feet plus 50% for slopes and 
 
 protection grounds. 
 
 Land appropriated for storage purposes, 2,962.45 acres 
 
 at $5.00 per acre. 
 
 Tunnel for conduit under Ohio River, 1,800 feet at 
 
 $80.00 per foot. 
 
 Estimated elevation of flow T -line of storage reservoir 
 
 above sea-level. 
 
 Elevation of division wall of Eden reservoir, 238 plus 
 
 432. 
 
 Difference of elevation.. 
 
 Estimated length of conduit-line. 
 
 Grade or fall of conduit per mile. 
 
 Estimated maximum daily flow, 1^X550,000X130 — 
 
 Capacity of circular steel-riveted conduit pipe, 7 / -10 // 
 
 effective diameter laid to grade of 1 in 2080.4. 165.95 cubic ft. per sec. 
 
 Velocity of flow in conduit. 3.415 feet per second 
 
 Discharge in cubic feet per second. 164.60 
 
 Steel riveted pipe for an average pressure of 76 pounds, 
 double-riveted longitudinal seams and single-riv¬ 
 eted circular seams. 
 
 Weight of conduit pipe per ring of 8 feet. 5362 06 pounds 
 
 Weight per mile. 3,538,960 “ 
 
 Cost per mile, 3,538,960 pounds at .04. 141,558 40 
 
 Cost of trenching per mile, 5,280 feet, at $5.00 per foot. 26,400 00 
 
 $167,958 40 
 
 130 miles of conduit, at $167,958.40 . 21,834,592 00 
 
 Tunnel under Ohio River, 1,800 feet long, at $80.00 per 
 
 foot. 144,000 00 
 
 Air-valves, blowouts, and manholes. 30,000 00 
 
 Total for Conduit. $22,008,592 00 
 
 156,397,824 “ 
 
 166.86 square miles 
 
 $130 00 
 $2,509,650 00 
 
 2,962.45 acres 
 
 $14,812 25 
 
 $144,000 00 
 
 1,000 feet 
 
 670 “ 
 330 “ 
 130 miles 
 2.538 feet 
 107,250,000 gallons 
 
80 
 
 THE CINCINNATI WATERWORKS. 
 
 APPENDIX P. 
 
 COMPARISON OF COST OF LARGE SUBSIDING RESERVOIRS WITH 
 THE PROPOSED SMALL SUBSIDING RESERVOIRS AND FIL¬ 
 TERS OF 60,000,000 GALLONS DAILY CAPACITY. 
 
 Reservoirs capacity required for 32 days subsidence for 
 60,000,000 gallons average daily consumption (32 
 
 X60,000,000). 1,920,000,000 gallons 
 
 Cost of reservoirs at $3,491.40 per million gallons (1,920 
 
 X3,491.40). $6,703,488 00 
 
 Cost of proposed reservoirs, 300,000,000 gallons capacity, 1,047,420 07 
 
 Cost of proposed filters, 60,000,000 gallons daily capacity, 948,782 64 
 
 Total cost of purification works, as proposed. 1,996,202 71 
 
 Difference in favor of combined subsidence and filtration 
 
 as proposed. 4,707,285 29 
 
 Interest and sinking fund for $4,707,285.29 at 4% for 50 
 
 years.. 219,124 13 
 
 Estimated annual expense of operating proposed filters, 
 
 (4X60X365) . 87,600 00 
 
 Difference in annual expense in favor of proposed subsi¬ 
 dence and filtration. 131,524 13 
 
REPORT OF THE ENGINEER COMMISSION. 
 
 81 
 
 APPENDIX Q, 
 
 EXPERIMENTS ON THE PRECIPITATION OF THE SUSPENDED 
 MATTER IN OHIO-RIVER WATER, AT CINCINNATI, OHIO. 
 
 Table No. 1.— Silt Held in Suspension. 
 
 No. of 
 sample. 
 
 Date, 1889. 
 
 Hours of 
 settling. 
 
 Silt held in su 
 by weight 
 
 Before settling. 
 
 spension parts 
 per 1,000. 
 
 After settling. 
 
 Percentage of 
 Silt removed 
 by settling. 
 
 4 
 
 Jan. 7 
 
 42.2 
 
 0 3635 
 
 0.1225 
 
 66.3 
 
 2 
 
 9 
 
 47.0 
 
 0.3610 
 
 0.1135 
 
 68.5 
 
 5 
 
 11 
 
 46.3 
 
 0.2350 
 
 0.1435 
 
 38.9 
 
 7 
 
 13 
 
 48.0 
 
 0.1005 
 
 0.0490 
 
 51.2 
 
 8 
 
 15 
 
 47.1 
 
 0.0920 
 
 0.0330 
 
 64.1 
 
 14 
 
 17 
 
 47.3 
 
 0.3900 
 
 0.1305 
 
 66.5 
 
 13 
 
 19 
 
 46.5 
 
 0.1590 
 
 
 • • • • 
 
 17 
 
 21 
 
 48.2 
 
 0.2011 
 
 0.0932 
 
 53.6 
 
 26 
 
 23 
 
 41.5 
 
 0.0865 
 
 0.0246 
 
 71.5 
 
 24 
 
 25 
 
 30.4 
 
 0.0405 
 
 0.0540 
 
 • « • • 
 
 19 
 
 26 
 
 40.4 
 
 0.0955 
 
 0.0220 
 
 75.9 
 
 29 
 
 29 
 
 5.3 
 
 0.1640 
 
 0.0720 
 
 56.1 
 
 30 
 
 29 
 
 40.3 
 
 0.2235 
 
 0.0580 
 
 74.0 
 
 31 
 
 31 
 
 30.3 
 
 0.2225 
 
 0.1098 
 
 50.6 
 
 33 
 
 Feb. 1 
 
 41.2 
 
 0.3095 
 
 0.0720 
 
 76.8 
 
 34 
 
 3 
 
 31.5 
 
 0.2760 
 
 0.0910 
 
 67.0 
 
 38 
 
 4 
 
 42.0 
 
 0.1900 
 
 0.0445 
 
 76.5 
 
 40 
 
 6 
 
 28.2 
 
 0.1615 
 
 0.0615 
 
 61.9 
 
 43 
 
 7 
 
 40.3 
 
 0.1548 
 
 0.0560 
 
 63.8 
 
 61 
 
 9 
 
 30.3 
 
 0.0555 
 
 0.0325 
 
 39.6 
 
 60 
 
 10 
 
 40.4 
 
 0.0450 . 
 
 0.0220 
 
 51.1 
 
 44 
 
 12 
 
 30.6 
 
 0.0415 
 
 0.0360 
 
 13.2 
 
 62 
 
 13 
 
 41.1 
 
 0.0462 
 
 0.0188 
 
 59.3 
 
 67 
 
 15 
 
 30.2 
 
 0.0665 
 
 0.0125 
 
 81.2 
 
 69 
 
 16 
 
 a9.4 
 
 0.2635 
 
 0.0330 
 
 85.8 
 
 77 
 
 18 
 
 31.0 
 
 0.5425 
 
 0.1287 
 
 76.3 
 
 74 
 
 19 
 
 40.5 
 
 0.5900 
 
 0.1085 
 
 81.6 
 
 75 
 
 21 
 
 31.5 
 
 0.5623 
 
 0.1628 
 
 71.1 
 
 78 
 
 22 
 
 41.2 
 
 0.3780 
 
 0.0945 
 
 750 
 
 80 
 
 24 
 
 29.6 
 
 0.3455 
 
 0.0855 
 
 75 3 
 
 83 
 
 25 
 
 40.3 
 
 0.3811 
 
 0.0930 
 
 75.6 
 
 84 
 
 27 
 
 47.1 
 
 0.2940 
 
 0.0765 
 
 74.0 
 
 • • 
 
 Mar. 1 
 
 
 * 
 
 • • • • 
 
 • • • • 
 
 6 ° 
 
82 
 
 THE CINCINNATI WATERWORKS. 
 
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REPORT OF THE ENGINEER COMMISSION. 
 
 83 
 
 APPENDIX S. 
 
 EXCERPT FROM A REPORT TO THE ACADEMY OF MEDICINE OF 
 CINCINNATI BY A COMMITTEE APPOINTED TO CONSIDER THE 
 CONDITION OF THE CITY WATER-SUPPLY, DATED NOVEMBER 
 25,1895. THE COMMITTEE CONSISTED OF DRS. STANTON, CUL¬ 
 BERTSON, FREIBERG, REED, AND REAMY. 
 
 Those conclusions with reference to the supply of Cincinnati are: 
 
 1. The present water-supply of Cincinnati is dangerously polluted, and 
 should be abandoned as soon as possible; 
 
 2. The Ohio River above all local sources of contamination offers the best 
 available supply; and 
 
 3. This supply can not be safely used without purification. 
 
 With these conclusions your committee is heartily in accord. 
 
 That the selection of a proper water-supply for a city is a matter not to be 
 determined by medical men alone is freely admitted. They may, by chemical 
 and biological examinations, pass upon the quality of the water, and when 
 dangerous conditions exist place the seal of condemnation upon a source of 
 supply, or demonstrate evils the removal or avoidance of which will present 
 problems for the hydraulic or civil engineer to solve. As we are not merely 
 meeting the emergency of to-day, but propose building for the future as well, 
 an undertaking of such magnitude will present problems that should receive 
 the careful consideration of experts in sanitary and engineering science. 
 
 That the work will involve the expenditure of considerable money is also 
 admitted, but what is a monetary consideration compared with a work so 
 necessary for the health and business prosperity of the city? From a purely 
 economic point of view, it is a work that will richly repay us for the money 
 outlay in increased comfort and improved healthfulness. 
 
 ■£ * 
 
 The meeting was full, and expressions were all favorable to the work of the 
 committee and its satisfactory report. 
 
 Whereas, The committee appointed by the Academy of Medicine has 
 brought in a report narrating in detail the conditions which make it impera¬ 
 tive that the city of Cincinnati take active measures to secure such legislation 
 as will enable the municipality to proceed in such a way as to obtain at the 
 earliest practicable time a reasonably pure water-supply. 
 
 Resolved , That the city authorities, Merchants’ Exchange, Commercial Club, 
 Board of Trade, Engineers’ Club, newspaper press, and other public organi¬ 
 zations, be requested to actively co-operate with the Academy of Medicine in 
 bringing this subject to the attention of the legislature. 
 
84 
 
 THE CINCINNATI WATERWORKS. 
 
 DRAWINGS SUBMITTED WITH REPORT. 
 
 l. 
 
 2 - 13 . 
 
 14 . 
 
 15 . 
 
 16 . 
 17 . 
 
 18 - 19 - 20 . 
 
 21 . 
 
 22 . 
 
 » 
 
 23 . 
 
 24 . 
 
 25 . 
 
 General Plan of proposed Extension and Betterment 
 of City Waterworks. 
 
 Pumping-stations and Foundations. 
 
 Subsiding Reservoirs and Filters. 
 
 Detail of Filter. 
 
 High-level Distributing Reservoirs. 
 
 Conduit-line, Plans, and Profile. 
 
 Pumping-machinery. 
 
 Boilers and Furnaces, Position of. 
 
 Intake Pier and Tunnel. 
 
 Section of Little Miami River upon line of conduit. 
 Section of Driven Wells in vicinity of Cincinnati. 
 Pumping-engine Economy. 
 
m 
 
 No. i. 
 
No. i. 
 
 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
 OF CITY WATERWORKS, 
 
 Cincinnati, O. 
 
 GENERAL PLAN. 
 
 Rinxitf of Concha/ RomJCcUn-Rirk RtStr^ir 
 to 2)ulri6utin<f Restr'oi'-s-zzis/cnMi ful 
 
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No. 
 
No. 2. 
 
 rn 
 
No. 
 
 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
 OF CITY WATERWORKS, 
 Cincinnati, O. 
 
 PUMPING-STATION. 
 
 REAR ELEVATION. 
 
No 
 
 k 
 
 4 • 
 
 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
 OF CITY WATERWORKS, 
 
 Cincinnati, O. 
 
No. 4. 
 
 PUMPING-STATION. 
 
 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
 OF CITY WATERWORKS, 
 Cincinnati, O. 
 
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 No. 5. 
 
ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
 OF CITY WATERWORKS, 
 
 PUMPING = STATION. N °’ 5 
 
 Cincinnati O. 
 
 SIDE VIEW, 
 
ENG 
 
 No. 6 
 
 ON EXT 
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 I. 
 
ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
 OE CITY WATERWORKS, 
 Cincinnati, O. 
 
 No. 6. 
 
 PUMPING-STATION. 
 
 TRANSVERSE SECTION 
 

ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
 OF CITY WATERWORKS, 
 Cincinnati O. 
 
 No. 7. 
 
 PUMPING-STATION. 
 
 LONGITUDINAL SECTION. 
 
 
No. 8. 
 
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 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
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 Cincinnati, O. 
 
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 PLAN OF SECOND FLOOR AND ROOF. 
 
 1 
 
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 i. 
 
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 PUMPING-STATION. 
 
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 LOW SERVICE PUMPING-STATION. 
 
 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
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 ENGINEER COMMISSION 
 
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 Cincinnati, O. 
 
 HIGH-SERVICE PUMPING-STATION. 
 
No. 12. 
 
 \ 
 
No. 12. 
 
 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
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 Cincinnati, O. 
 
 PUMPING-STATION. 
 
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 ELEVATION. 
 
59-o 
 

 ENGINEER COMMISSION 
 
 No. 13 
 
 ON EXTENSION AND BETTERMENT 
 OF CITY WATERWORKS 
 
 Cincinnati, O. 
 
 PUMPING-STATION. 
 
 
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SUBSIDING RESERVOIRS AND FILTERS. 
 
 engineer commission 
 
 ON EXTENSION AND BETTERMENT 
 OF CITY WATER WORKS, 
 Cincinnati, 6. 
 
 No. 14. 
 
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ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT OF CITY WATERWORKS 
 
 Cincinnati, O. 
 
 No. 16. 
 

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No. 17 
 
 PLAN AND PROFILE OF CONDUIT-LINE FROM DISTRIBUTING RESERVOIR TO EDEN PARK. 
 
No. 18. 
 
No. 18 
 
 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT PUMPING-MACHINERY. 
 
 OF CITY WATERWORKS, 
 
 Cincinnati O. 
 
 PLAN 
 
No. 19 
 
 ENGINEE 
 
 ON EXTENSION AND BET 
 
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ENGINEER COMMISSION, 
 
 ON EXTENSION AND BETTERMENT OF CITY WATERWORKS, 
 
 Pumping^ Machinery. 
 
 No. 19 
 
RY. 
 
 No. 20. 
 
 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
 OF CITY WATERWORKS, 
 
 Cincinnati, O. 
 
Pumping-Machinery. 
 
 No. 2 0 
 
 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
 OF CITY WATERWORKS, 
 
 Cincinnati, O. 
 
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No. 21. 
 
 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
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 Cincinnati, O. 
 
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INTAKE PIER 
 
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 22 
 
 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
 OF CITY WATERWORKS, 
 Cincinnati, O. 
 
ENGTNEI 
 
 No. 23. 
 
 ON EXTENSIC 
 
No. 23 
 
 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
 OF CITY WATERWORKS, 
 Cincinnati, O. 
 
 Section of Little Miami River Channel and Substrata on Line of Conduit Pipe 
 
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IN FEET ABOVE CITY DATUM 
 
Data from Driven Wells in Vicinity of Cincinnati. 
 
 •S' 
 
 No. 24. 
 
 $ 
 
 ELEVATION BELOW CITY DATUM. ELEVATION IN FEET ABOVE CITY DATUM. 
 
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 ENGINEER COMMISSION 
 
 ON EXTENSION AND BETTERMENT 
 OF CITY WATERWORKS, 
 Cincinnati, O. 
 
 No. 25. 
 
 -Af/I L OAf or FOOT OOUWO& J>£* . /oo POUNDS Of co/ll 
 

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