FIRST REPORT 
OF 
BOARD WATER COMMISSIONERS 
OF THE 
CITY OF ST. LOUIS, 
WITH ESTIMATES OF COST OF WORK, AND 
CHIEF ENGINEER'S REPORT, 
Submitted, October, 18G5. 
ST. LOUIS; 
PRINTED AT THE DEMOCRAT OFFICE, COR. FOURTH AND PINE STS. 
1865. Pl. //. 
J 
■' ' ' ■- == 
DFDJizfruaf | 
■ ///' A//e7/ecy • /'Di' / i 't't /D d/ //tt' 
SECTION - A 3-THROUGM FILTER & SETTLING RESERVOIRS. 
Thr Figures on the Contourlines 
denote h rights above Directrix. PL HI. 
DETAILS of SETTLING and FILTERING RESERVOIRS.' 
8. SECTION OF F.ILTERI.NG RESERVOIR. 
3. PLAN OF EFFLUENT CHAMBER. 
1. PLAN OF INFLUENT CH AMBER. 
5.WASTE WELL. 
2. SECTION A -B ON PLAN. 
7. SECTION OF FILTERBED. 
4. SECTION C-D ON PLAN. 
Scale for 1 to 7. 3 feet to the inch. 
Scale for S. if feet to the inch . Pl. IV. 
PROPOSED FOUNDATIONS FOR PUMPING ENGINES. 
HIGH WATER L'^LJune 1844- 
LOW WAT ER LINE DEC? 1S63. 
SECTION A-B ON PLAN. 
SECTION E-F ON PLAN. 
PLAN OF FOUNDATION FOR LOW SERVICE ENGINE. 
PLAN OF FOUNDATION FOR HIGH SERVICE ENGINE. m 
EXTENSION 
Proposed fonn of 
PUMPING ENGINE. 
Scale 'ft inch 1 foot  
1 A jOXjC r 'r y 
ri7/c const motive c/ia ractcr of the reservoir at Einkels 
is flic same as this, differing only in form. 
Tie capacity is 165,000,000 gallons. 
The altitude nt full 'water M fed. 
P1j\PJ 
OF PROPOSED STORAGE RESERVOIR NEAR DOWLERS 
SECTION ilb' 
S£< TIOA c <1 
I 
The Situation of the St(:l'agc Idcsenoirhns not been dethiMy located as yet. 
The above Plan shoe's die general fl)'rfl nocunnt ei n/l tarnishes a lasts toiEsliinatrs. 
Ilei.iilil ofWii ter feet above Directrix . 
Capacity, 167.Mopoo Gallons . 
'W \?>. nw GrV«vuV\ ufcevit PLV1L 
OF PROPOSED INFLUENT k EFFLUENT CH AM BERS FOR STORAGE RESERVOIRS 
S EC TION A - B ON PLAN 
SECTION E -F ON PLAN 
SECTION G - h °N PUN 
SECTION C-D ON PLAN 
PLAN 
OF INFLUENT CHAMBER 
PLAN 
OF EFFLUENT CHAMBER 
SCALE 16 FEET TO THE INCH. ST. LOUIS WATERWORKS. 
October 12, 1865. 
Description, by the Engineer, of the scheme of works pro- 
posed by the Board of Water Commissioners to the 
Council for Adoption. 
7L the Board of Commissioners of the St. Louis Water- 
works-Dwight Durkee, President. 
Gentlemen : The statements and plans illustrative of the sur- 
veys made during the past summer having been submitted to 
your consideration on the 29th of August last, and their examina- 
tion having resulted in your selection of the ground in the 
neighborhood of Rinkel's, on the St. Charles road, as, on the 
whole, the most advantageous position for a storage reservoir, 
and the selection of the neighborhood of the "Chain of Rocks" as 
the best situation for the river-pumping engines, and for the set- 
tling reservoirs and filter-beds necessary to the clarifying of the 
river water, I will confine myself to a description of the works 
embraced in this general plan. 
The accompanying diagram, marked No. 1, will sufficiently 
illustrate their relative positions and connections ; the specific- 
works will be explained by separate drawings. 
The city of St. Louis, as at present established, embraces an 
area of 15.267 square miles. Of this area 8.986 square miles 
are controlled and supplied by the existing waterworks, leaving- 
on the high grounds embracing the Stoddard addition 2.443 
square miles which are not supplied, and on the high grounds of 
the City Commons 3.838 square miles, also beyond the supply of 
the existing works. 20 
REPORT OF THE CHIEF ENGINEER. 
We have, then, to provide water which shall as well meet the 
prospective requirements of 6.281 square miles of the city now 
deprived of any but well water; and to improve, if possible, the 
condition of the entire supply as regards cleanliness and trans- 
parency. 
The slopes or terminal spurs upon which the city lies are 
broken through by the small valley of Mill creek, which, as 
regards altitude, separates the city into two parts-that to the 
north of Mill creek, rising at its highest point on the Stoddard 
addition, to 140 feet above the city directrix; and that to the 
south of Mill creek rising, at its highest point on the City Com- 
mons, to 155 feet above the same base. 
The " city directrix," so called, the zero to which all the City 
levels refer, is situated thirty-four feet above the lowest stage on 
record of the Mississippi river at St. Louis (December, 1863), 
and seven feet eight inches below the highest stage of the river 
on record (June, 1844). 
The water in the proposed reservoir at Rinkel's would stand 
204 feet above the city directrix. It would thoroughly command 
the high ground to the north of Mill creek (Stoddard's addi- 
tion), and, with the aid of a small auxiliary reservoir on the 
Commons, it would sufficiently command the high ground to the 
south of Mill creek. 
It is necessary here to refer to the population and its rate of 
growth, as governing elements in the dimensions of the proposed 
works. 
I assume that the works should have in view the supply of the 
city for the next thirty years, not of magnitude now to meet the 
consumption of water which may prevail then, but with a capacity 
of increase adequate to that consumption ; that is to say, with 
engine houses and engine foundations sufficient to meet that 
want, the engine power being increased and applied as needed ; 
and so of the other works, so far as practicable. 
At the end of the thirty years, on the supposition that the 
growth of the city advances at the same rate, a second series of 
wrorks would have to be begun, adapted to the advanced state of 
hydraulic practice at that time. The city then would probably REPORT OF THE CHIEF ENGINEER. 
21 
'have reached a population of 548,000, with more than propor- 
tionally increased importance and wealth. 
The rate of increase in the population of such cities as St. 
Louis, Cincinnati, or Chicago, is rapid in the early stages of their 
growth, decreasing apparently in this respect as the population 
increases, until it follows a law approximating to the growth of 
elder cities. 
I have taken the rate of increase from the last census of 1860, 
at 4 per cent, per annum. This would make the population for 
1865, 194,400, which is probably not far from the truth. 
The following table gives the population by United States 
cengus from 1820 to 1860, and the estimated population from 
1860 to 1900. 
The estimated consumption of water from 1865 forward is 
also given: 
TABLE ILLUSTRATIVE OF THE POPULATION OF ST. LOUIS. 
Year. 
Population. 
Authority. 
Estimated average 
daily consumption of 
water-U.S. gallons. 
Assumed rate of con- 
sumption, per head, 
perdiem-U S. gall's. 
1820 
4,123 
U. S. Census. 
* 
1830 
6,694 
i i a 
1840 
16,649 
Ci 4 4 
1850 
74,439 
4 4 4 4 
1860 
162,000 
4 4 4 4 
1865 
194,400 
Estimated. 
6,250,000 
1868 
217,728 
4 4 
10,886,400 
50 
1870 
233,280 
4 4 
11,664,000 
50 
1880 
326,592 
4 b 
19,595,520 
60 
1890 
457,229 
4 4 
27,433,740 
60 
1895 
548,675 
4 4 
32,920,500 
60 
1900 
640,120 
4 4 
38,407,200 
60 
It will be perceived that the consumption of water for 1865 is 
stated as averaging 6,250,000 gallons per diem. The data from 
which this estimate is obtained will be found given in the 22 
REPORT OF THE CHIEF ENGINEER. 
appendix to this report. The population within reach of the pres- 
ent water supply does not, probably, exceed 174,000, which would 
give a rate now of about 36 gallons per head per diem. 
In the northern cities, where clear water prevails, the same ex- 
tent of population would consume upwards of ten millions of 
gallons. 
The water is at present delivered to the inhabitants in the same 
condition as it is drawn from the Mississippi river, heavily loaded 
with a dark-colored sediment, and very uninviting for domestic 
use. In many houses it is received into brick cisterns, where it 
is allowed to settle, in whole or in part, before being applied to 
family use. It is consequently used sparingly as compared with 
what would occur were it delivered clear, and as compared with 
what does occur in cities where the water is delivered clear and 
wholesome, to the eye as well as to the palate. 
The experience of the cities of Cincinnati and Louisville cor- 
roborates this assumption; there, as in St. Louis, the muddy 
character of the water in use limits its consumption to a rate 
which, judging from other cities, must be prejudicial to health 
and cleanliness ; many persons would shrink from bathing freely 
in such water, and the tendency must be to use it for the neces- 
sities of life simply. But during the summer months in this hot 
climate, it is desirable, in the interest of the health and cleanli- 
ness of all classes, that the water should be of such a character 
as will induce the inhabitants to use it with great freedom, and 
with a liberality bordering upon waste. 
The supply of water here is unlimited, except by the pumping 
power prepared to collect it, and the necessity therefore of stint- 
ing the supply to the citizens should not exist. 
I have supposed the rate of consumption not to exceed sixty 
gallons per head per diem. In the cities of New York and Bos- 
ton a large amount of water is consumed by the shipping while 
in port, and a large amount carried to sea, and these items of 
consumption sensibly increase the apparent rates per head there. 
In St. Louis the shipping in port will continue to draw its water 
directly from the river. 
The amount used in this way is, besides, small here as compared REPORT OF THE CHIEF ENGINEER. 
23 
with the requirements of a large seaport. I think, therefore, 
that sixty gallons per head per diem will be found a sufficient 
allowance for St. Louis, and will provide liberally for the addi- 
tional manufacturing establishments which must naturally con- 
centrate here. 
The Mississippi water is very much esteemed by those who 
reside on its banks, and as regards St. Louis it is decidedly pre- 
ferable to any other water within reach. Itzi?palatable taste and 
healthy reputation make the inhabitants tolerate its very objec- 
tionable appearance. To render it entirely satisfactory this 
objection wants to be removed. The experience of various cities 
in Europe, similarly situated, permits us to believe that the process 
by which the turbid waters of their rivers are made clear can be 
applied as efficiently here, and with the same satisfactory result. 
I refer to the cities of London, Hull, York, Perth, and Paisley, 
in Great Britain (there are other cities there which I am 
unable to designate) ; to Marseilles, Toulouse, Lyons, Nantes, 
in France ; ancLto Berlin, Brunswick, and doubtless other cities, 
in Germany. 
Colonel Flad, the Principal Assistant Engineer, has made some 
careful experiments to ascertain the amount of sediment carried 
in suspension by the Mississippi river. 
This amount differs at different seasons of the year, and it 
differs at different depths of the river, being greatest toward the 
bottom of the channel. 
During the winter months of December, January and February, 
when the river is usually at its lowest stage, the river water 
becomes comparatively clear. During all the other months it is 
more or less turbid ; and during the month of June, when the 
annual flood prevails, or at any other time of high water, the river 
carries a heavy body of dark sediment in suspension. 
This sediment differs in character from that carried by the 
Ohio river, in that it is more damaging to machinery. The 
packing of the pump-pistons of the St. Louis pumping engines 
require to be examined and renewed twice in every twenty-four 
hours, when the water is high; the sediment is gritty, and in 
this respect more than usually destructive. 24 
REPORT OF THE CHIEF ENGINEER. 
The amount carried in suspension between the 23d of June 
and 15th of August, when collected and dried, averaged 2.72 
parts in one thousand, by weight, or 0.27 per cent. 
The sediment deposited during the same interval, taken wet in 
the shape of soft mud, averaged by measure 10.693 parts in one 
thousand. 
The following are the results thus far. (I have appended Col. 
Flad's statement, and the experiments will be continued) : 
SEDIMENT IN THE MISSISSIPPI WATER AT ST. LOUIS. 
Date of experiments-1865. 
Days. 
In one thousand parts (average). 
The sediment dried. 
By weight. 
The sediment wet, 
in the condition of 
soft mud. 
By measure. 
June 23d to July 1st 
8 
3.722 
14.G27 
July 1st to July 15th 
15 
2.481 
9.720 
July 15th to July 31st 
16 
2.964 
11.648 
August 1st to August 15th 
15 
2.1G9 
8.524 
Average between June 23d and 
August 15th 
54 
2.721 
1O.G93 
Assuming the wet sediment during nine months of the year to 
average seven parts in 1,000 by measure, (see Col. Flad's paper), 
a consumption of twelve million gallons daily would furnish a 
muddy deposit in the settling reservoirs equal to 30,660,000 cubic 
feet per annum. 
This would amount to an aggregate of about twenty-five feet 
of saturated deposit in the settling reservoirs per annum, or of 
five feet of heavy, solid deposit, if the material were allowed time 
to become firm and compact; but the flushing of it off into the 
river at short intervals, while in a semi-fluid state, through the 
waste-pipes provided for that purpose, would prevent its reaching 
a hard and compact shape. 
The heaviest and largest portion of this sediment subsides in 
still water, according to our experiments, during the first twenty- 
four hours. The subsidence of this heaviest portion leaves in REPORT OF THE CHIEF ENGINEER. 
25 
suspension a finer sediment, of a different character, which 
(probably from its comparative lightness) settles very slowly. 
This sediment leaves the water of a yellowish color, varying to 
a thin milky hue as it slowly subsides. 
At certain stages of the river it would evidently take from 
eight to twelve days to get rid of this light material, and leave 
the water sufficiently limpid. 
Col. Flad's experiments go to show that of 1,000 parts of 
sediment suspended in the water, 944 parts settle through the first 
four feet in the first twenty-four hours in still water. The remain- 
der, which is light and tenacious, and, though fractionally small, 
very marked in its discoloration of the water, is what we have 
principally to contend with, in providing means for depriving the 
water of its mechanical impurities. 
I will here place on record the character of the waters in the 
neighborhood of St. Louis as regards hardness, as ascertained by 
means of Dr. Clark's soap test: 
Date. 
1865. 
Water, whence obtained. 
Degrees of hardness. 
July 18. 
Mississippi River, at St. Louis 
7° 
" 26. 
4 4 4 4 4 4 
6.5° 
" 26. 
Missouri River, at St. Charles 
6.75° 
" 26. 
Mississippi River, at Alton 
5° 
July 15. 
Big River, near its mouth..... 
16° 
July 16. 
Court House Well, St. Louis 
16° 
July 25. 
Meramec River, near Franklin 
6.80° 
The ordinance of the Common Council (No. 5,339), estab- 
lishing the Board of Water Commissioners, requires you, among 
other things, to submit a general plan, having in view a sufficient 
supply " of clear and wholesome water. " 
To render the river waters used for the supply of cities at all 
times clear, two modes have been depended on: 
1st. The settlement of the sedimentary matter in reservoirs 
sufficiently large to secure this end; and 26 
2d. The use of small settling reservoirs with filter-beds com- 
bined ; or, where the water is not much discolored, of filter-beds 
alone. 
The Croton reservoir, which is about four miles in length, with 
a water area of 400 acres, is an instance of the first. 
The second mode, that of settling reservoirs and filter-beds 
combined, or of fdter-beds alone, has been for some time used in 
England, France and Germany, as has been already mentioned. 
In some places what are called natural filter-beds have been 
used, instead of artificial. 
In the natural filter-beds advantage has been taken of an exten- 
sive deposit of gravel on the river bank to carry through it 
tunnels of dry masonry, or excavations, held in place by dry 
masonry; the water from the river, filtering through this gravel- 
bed, collects in the tunnel or excavation, and is thence pumped 
into the city. 
I have felt called upon to mention this mode, but consider it 
unadvisable for the Mississippi water, which might be expected, in 
a short time, to silt up the material, and as that material under 
this mode could not be removed or cleansed, the works would have 
to be extended when the supply failed ; whereas, in the artificial 
filter, the material is always within control, and can be removed and 
replaced with clean sand when it becomes clogged. It is otherwise 
objectionable as admitting land springs into the same tunnel, 
which, in our case, would consist of a much harder water than that 
of the river,, and would therefore deteriorate the latter. 
In the neighborhood of large cities the application of reservoirs 
sufficient!y large to insure the clarification of the turbid water 
of a river, has been generally found to be impracticable. The 
ground cannot be obtained nor the reservoir works constructed in 
such case except at such a cost as would usually defeat the object. 
As a general rule the water of large rivers (always in a condi- 
tion of greater purity in summer than the water of small streams), 
cannot too soon be delivered to the householder. It is always 
desirable to have as little time elapse as possibly between the 
point whence it is drawn from the river and the point of its 
delivery into the city pipes. When the water is in motion, as it is 
in the channel of the stream, the motion and the varying surface 
REPORT OF THE CHIEF ENGINEER. REPORT OF THE CHIEF ENGINEER. 
27 
that it presents to the atmosphere in some way maintains its 
normal purity; but where it is brought to a state of comparative 
rest, as in large reservoirs, and remains so (along the margins 
particularly) for weeks during the summer and fall months, it will 
sometimes develop, in a short time, qualities which render it very 
unpalatable. We have had marked instances of such effects on 
the Boston, the Albany, and the New Haven reservoirs. Where 
a considerable stream is passing through the reservoir, as in the 
case of the Croton lake, so called, the effect referred to does not 
seem to be produced. 
It is by avoiding any long detention of the water at rest, 
that filter-beds have proved such valuable appendages toward the 
clearing of river water. They shorten the time of the process as 
much as practicable, and render it sufficiently rapid to secure the 
delivery of the water in a fresh and salubrious state ; their appli- 
cation economizes space and economizes time, two elements of 
great importance in this relation. 
In the case ,of the Mississippi water the filter-bed cannot be 
used without being combined with the settling reservoir. 
The amount of sediment in suspension would otherwise soon 
choke the filter-beds and make its use impracticable. The settling 
reservoir must be used to get rid of that heavy portion of the 
sediment which settles in large part during the first twenty-four 
hours. The water, after this process of settlement, is in a con- 
dition to be applied to the filter, in its passage through which it 
is deprived of the remaining finer sediment held in suspension. 
The retention of this last sediment seems to take place in large 
part near the surface of the filter-bed, the fine sand of which 
becomes, after a time, clogged, and has to be removed to the 
depth of some three or four inches and replaced at intervals. 
In drawing No. 2, the arrangement proposed by me for the 
settling reservoirs and filter-beds is shown, and their general 
dimensions given. 
I have arranged for three settling reservoirs. 
W Idle the water is being drawn from one of these upon the filter- 
beds, another is being filled, and in the third the water is standing 
still, undergoing the process of settlement. 28 
REPORT OF THE CHIEF ENGINEER. 
I am satisfied that the water will be deprived of its sedi- 
ment more quickly when still than when in motion; and that, 
therefore, a larger reservoir would be required to get rid of the 
first stage of the sediment with the water in motion than with 
it when still, or a longer time required to gain the same end. 
In the size of the reservoirs referred to, I have had in view 
twenty-four hours of time as necessary to make sure the prepara- 
tion of the water for the filter-beds by the deposition of the 
grosser part of its sediment. The twenty-four hours of time 
limits the working capacity of each reservoir to the amount 
necessary for one day's consumption. As this will vary with the 
growth of the city, the reservoirs are made larger in the first 
instance than required now, to avoid the frequent additions in 
construction which would otherwise be necessary. 
They are not, however, large enough now to meet the ultimate 
capacity of thirty-three millions consumption per diem, which 
has been been taken as the limit of the proposed works, but are 
so arranged as to admit of a convenient enlargement hereafter, 
by such an increase in the depth of water as will satisfy the 
required capacity. 
The variations in quantity during the early stages of the works 
would be met by variations in the depth of water retained. 
The reservoirs are designed to hold each 18 feet of water now, 
15 feet of which would be drawn off' and the remainder left 
undisturbed, until (at intervals varying with the condition of the 
water) it Would be drained off into the river by waste-pipes 
prpvided for that purpose, carrying with it the accumulated 
deposit. 
When enlarged they would each hold 24 feet of water, 21 feet 
of which would be drawn off, the remainder being held for flush- 
ing at intervals as above mentioned. 
The outlet sluices of each of the three settling reservoirs are 
so arranged as to draw the water always from the surface where 
it is the clearest. 
An inspection of drawings Nos. 2 and 3 will enable you to 
understand the details of the settling reservoirs, and save the 
necessity of minute description in this place. REPORT OF THE CHIEF ENGINEER. 
29 
With 10 feet depth of water in one of these reservoirs (the 
amount drawn off being always 3 feet less than the depth), it 
would hold l/o days' consumption in 1870. In 1874, for one 
day's consumption (24 hours), the reservoir would have to con- 
tain 12 feet in depth of water; in 1881, 15 feet; and in 1889, 
18 feet. 
Between these times the depth would vary according to cir- 
cumstances. 
The consideration of the clearing of the river water having 
naturally led me to the proposed plans for the settling reservoirs, 
it will be convenient to refer to the filter-beds next. 
From the settling reservoir the water is conveyed to the filter- 
beds by a brick conduit; an attendant controls the rate of this 
delivery at the proper sluices so as to maintain a regular depth 
of water upon the filter surface. 
The relative dimensions of filter-beds seem to vary with the 
quality of the particular water, or with the character of the 
materials available for filtering purposes. Ordinary English 
practice varies between 59, 6<) and 75 imperial gallons per diem 
per square foot of' filter, though it frequently exceeds the last 
figure. 
This is equivalent to 60, 72 and 90 United States gallons. The 
continental practice of France and Germany considerably exceeds 
these rates, for reasons which I am not able to give at present. 
In designing the filter-beds for the plan before you, I have 
taken as my guide a rate of 80 United States gallons per diem 
for each square foot of surface of the filter-bed, and have sup- 
posed the same materials, sand, gravel and broken stone, to be 
used as prevail in English practice. 
Further knowledge of the latest and best practice may enable 
me to reduce the dimensions of the filter-beds; our own experi- 
ments will aid us in this respect. 
From the appearance of the Mississippi water I am led to lean 
to the side of caution, and to make the arrangements for purify- 
ing it very ample. It is, however, very desirable that the time 
occupied in the process should be as short as may be, and, in this 
instance, that the entire apparatus should exceed, as little as 30 
REPORT OF THE CHIEF ENGINEER. 
possible the dimensions strictly necessary for the purpose in view. 
This remark, however, is applicable mainly to the settling reser- 
voirs. If the filter-beds should happen to be a little larger than 
necessary, the effect is but to shorten the time occupied in that 
process, and to make the existing filters available for a longer 
period than otherwise. 
By referring to drawing No. 2 you will perceive that the design 
comprehends 8 filter-beds, all delivering into the same clear 
water chamber; three of these filter-beds are proposed to be 
constructed now, the others being added as required. 
Each filter is 200 feet in width and 280 feet in length, calcu- 
lated, each, to filter four and a half millions of United States 
gallons in twenty-four hours. 
Provision is made for passing the water from the settling 
reservoirs directly to the clear-water pumping well, should the 
river water during any of the winter months be sufficiently clear 
to make the filtering process unnecessary. 
The filter-beds are assumed to be roofed over. This shelter 
from the sun is necessary, as the water lying on them would not 
exceed two feet in depth, and they would, besides, when empty, 
get heated and baked upon the surface if uncovered. 
The filtered water is collected by earthenware pipes into the 
clean-water passages. Sluices control the water at either end, to 
admit of either filter being deprived of water during the process 
of changing the surface sand, or for any other purpose. 
I refer you to drawing No. 3 for the details of the filter-beds. 
It is to be understood that the plans for the settling reservoirs 
and filter-beds are not offered as final. The information which we 
hope yet to receive, in greater detail, of the precise practice of 
the best examples in Europe, and of those now under con- 
struction in Dublin, may enable us to lessen and simplify these 
works. 
The settling reservoirs and filter-beds, you will have observed, 
are placed upon the river bottom. This leads to two sets of 
pumping engines-one placed upon the riverbank, and delivering 
the river water into the settling reservoirs ; the other placed near 
the clear-water well and delivering the filtered water into the REPORT OF THE CHIEF ENGINEER. 
31 
storage reservoir, or directly into the city by aid of the stand- 
pipe. 
The river-pumping engines come now under consideration. 
In the designs and estimates of the engine power I have been 
aided, with your permission, by Mr. W. E. Worthen, mechanical 
engineer of New York City, who superintended the construction 
of the last two of the Brooklyn engines. 
The "Cornish engine" has been justly esteemed one of the 
most economical pumping engines in use. It requires, however, 
to be nicely adjusted to its work, and for the river engines the 
variations in the height of the water there would make this 
adjustment troublesome, and the tendency would, therefore, be to 
neglect it. 
Without insisting on the precise form of engine now, which 
can be discussed again, I present the design shown on drawing 
No. 5 as in our judgment suitable and simple for the work in 
view, and as the basis of Mr. Worthen's estimate of the cost of 
the pumping engines. 
In this engine the "Cornish" form of plunger pump is used 
as being the simplest and best for the water of the Mississippi 
river. There being two pumps, working upon a balanced beam, 
the variations in the rise of the river water are met by variations 
in the steam-cylinder only, and do not require simultaneous 
variations of adjustment in the pump plunger. A crank and fly- 
wheel limits the stroke and renders the engine safer and more 
manageable. 
The river engines, which we call the low-service engines, would 
be prepared to meet a lift of 47 feet, though the ordinary average 
lift would not exceed 25 feet. 
The masonry of the foundation pits of these engines is shown 
on drawing No. 4. The arrangement includes dry pits for the 
machinery and pumps, and a well to receive the water from the 
river, with screens and sluice-gates in this well. The well 
can, therefore, be cut off from the river and cleaned out when 
desired. 
From the clear-water chamber of the filter-beds, the filtered 
water is conducted by a brick conduit, 3.71 miles in length, to a 32 
REPORT OF THE CHIEF ENGINEER. 
point near the bridge-crossing of the North Missouri Railroad, .on 
the Bellefontaine road. 
This conduit enables us to shorten the length of cast-iron force 
mains which would otherwise be necessary to pass the filtered 
water to the proposed storage reservoir at Rinkel's. Its inter- 
position reduces the cost of the work, as compared with iron 
pipes, and renders it, besides, safer than pipes for the duty 
required of it, and more durable. 
The conduit would be 8 feet in width and 7.5 feet in height, 
as shown in cross section on drawing No. 2. 
The fall 9 inches to the mile. 
It would be capable of delivering 43,000,000 United States 
gallons daily with a depth of water of five feet. 
The capacity would, therefore, be considerably in excess of the 
limit of 33,000,000 which we have had in view on the other 
works; an advantage, however, attainable in this case without a 
proportionate increase of cost. 
The passage of the water through the conduit after filtration 
would be an advantage, during the summer months, by the lowering 
of temperature which might be expected to be produced in its 
passage underground through 3.71 miles of tunnel. 
The conduit would terminate in a small chamber or well, with 
'which the high-service engines would be directly connected. 
Drawing No. 4 shows the form and dimensions of the founda- 
tion pits of the high-service engines, and the position and size of 
the terminal well just mentioned. 
These high-service engines would have an actual lift to contend 
with of 212 feet. 
The lift of these engines would not be variable, as in the case 
of the river engines, and the pumps would have clean water to 
raise. The form of engine which we have thought best adapted 
to the other case, would not, therefore, be specially necessary 
here. Nevertheless, for the sake of uniformity in the machinery, 
the same character of engine is applied to this case. For this 
high-service engine a standpipe would be necessary, on account 
of the length of the force mains. REPORT OF THE CHIEF ENGINEER. 
33 
The pumps of the high and low service engines are of the 
same dimensions, 38 inches diameter and ten feet stroke. 
The steam cylinder of the high-service engine is designed to 
have an interior diameter of 76 inches; the low-service engine, 
36 inches ; the stroke in each case being ten feet. 
Mr. Worthen's description of the engines will be found at the 
end of this report. 
The distance from the engine-house, at the terminus of the 
conduit, to the storage reservoir at Rinkel's, is 3.93 miles. Over 
this distance the water from the pumps would be conducted by 
two 36-inch force-mains, so called. The standpipe connections 
with these force-mains would be so arranged as that either engine 
could pump into either force-main. 
The standpipe would be situated near the engine-house, and 
would have a height of about 220 feet from the surface of the 
ground there. 
It would consist of a wrought-iron tube of six feet diameter, 
enclosed in a brick tower, with sufficient space between the in- 
terior of the brick work and the tube for a narrow stairway, to 
admit of examination and repairs. 
The delivering pipes of the two engines proposed to be built 
now would be connected with the bottom of the standpipe, and 
provision made for the connection hereafter of a third engine. 
The two force-mains already mentioned would have their origin 
in the standpipe, although they would be provided with inde- 
pendent connections with the pumps, to meet the contingency of 
the standpipe undergoing repairs. 
The effect of the standpipe would be to equalize the flow of 
water through the force-mains into the storage reservoir ; to lessen 
thereby the strain on the pipes; to enable each engine to work at 
a higher velocity; >and, in effect, to increase the pumping rate of 
each engine per diem, enlarging to that extent the capacity of 
the machine. 
As soon as the works were completed up to this point-that is,, 
from the Chain of Rocks to the standpipe-a temporary con- 
nection could be made with the city pipeage, until the works to 
•the west of the standpipe could be finished. The pumping engine 34 
REPORT OF THE CHIEF ENGINEER. 
would have to work night and day in this contingency, if it 
were desirable to give a greater head of water on the city than 
now prevails. If the same head was continued until the comple- 
tion of the storage reservoir, the existing reservoir could be used 
as a relief, the only difference in that case being that the distri- 
bution pipes now laid would be supplied with clean water instead 
of dirty water. 
The storage reservoir proposed to be situated near Rinkel's, on 
the St. Charles road, is arranged to have a capacity of 165,887,- 
000 United States gallons. The first New York reservoir has a 
capacity of 150,000,000 gallons; the Brooklyn reservoir, 160,- 
000,000. With a daily consumption of 12,000,000 gallons, your 
storage reservoir would hold in reserve thirteen days' supply; at 
20,000,000 gallons daily, it would hold eight days' supply ; and at 
30,000,000, 5:1-2 days' supply. 
To keep the engines and other works in good order and admit 
of the annual examinations and repairs being done thoroughly 
and efficiently, a reserve of eight days' supply is none too much. 
When the consumption approaches 30,000,000 daily, a second 
storage reservoir will become desirable. 
The reservoir would have two apartments. It would be ren- 
dered tight by puddle walls in the enclosing embankments and 
by two feet of puddling on the bottom. The interior slopes 
would be protected by stone paving, bedded on broken stone. 
The general character of the reservoir will be understood by 
an inspection of drawing No. 6. The form and size of the 
necessary chambers for receiving and delivering the water are 
shown on drawing No. 7. 
The influent chamber receives the water from the force-mains 
and delivers it into either division of the reservoir. The effluent 
chamber has, similarly, a separate connection with each division, 
controlled by iron sluice-gates. The supply-mains for the city 
originate here. 
Provision is made for the connection of three 42-inch mains 
for the city supply, but one of which would be laid now ; the 
others, as the increase in the consumption should make them 
necessary. REPORT OF THE CHIEF ENGINEER. 
35 
Provision is also made for the connection of a pipe to supply 
the auxiliary reservoir on the City Commons, and give it sufficient 
head to meet the wants of a limited district of high ground 
there, which would be provided with a separate pipe-distribution, 
controlled by that auxiliary reservoir. 
Two waste-pipes proceed from each division of the reservoir 
through the chamber to admit of the low water being drawn off 
when cleaning either division. 
One 42-inch supply-main will have a capacity of delivery of 
12.4 million gallons daily, at a velocity of two feet per second. 
At this velocity the highest houses of the Stoddard addition 
will be thoroughly supplied. 
The head of water on the lower parts of the city will be much 
greater than is necessary ; but this difficulty is common, more or 
less, to all cities, and is not felt to be an evil in practice, since 
for fire purposes the excess can frequently be used to advantage. 
It will permit smaller-sized distribution pipes to be laid for the 
separate street supplies than would be necessary under a low head 
of water. The existing pipes, according to a statement of their 
weights, which I have received from the Superintendent (Mr. 
Pritchard), are of ample strength to bear the additional head. 
The supply main would be laid down the St. Charles road, and 
made to connect with the mains of the existing reservoir. The 
length of pipe required to make this connection would be 4.6 
miles. 
The auxiliary reservoir to be erected on the City Commons 
would consist, for the present, of but one apartment; the ground 
acquired, however, to be large enough to admit of a second when 
the wants of that part of the city shall require it. The capacity 
would be about 25,000,000 United States gallons. 
This capacity for the population to be supplied there, would 
be for many years greater in proportion than the capacity of the 
large reservoir to the city population. 
The full water of this reservoir (174 feet) would stand thirty 
feet below the full water of the main reservoir at Rinkel's. The 
connection is proposed to be made by a separate main of 20 inch 
diameter. 36 
REPORT OF THE CHIEF ENGINEER. 
This would maintain the reservoir on the commons full under 
a daily consumption for that special high district of 770,000 
gallons per diem, the pipes being laid in their natural state as 
they generally are in Western cities; but if the pipes are pro- 
tected in the usual way from rust, it would nearly double in this 
case their capacity for delivery. The consumption of water in 
this district woluld not probably for many years reach 500,000 
gallons per diem. It will be borne in mind that the greater head 
of water which will prevail, when the city piping is connected 
with a sufficient storage reservoir at Rinkel's, will accommodate 
many streets on the south side of Mill creek which cannot be 
supplied now by the existing reservoir. 
The entire plan above described is certainly not more compre- 
hensive than the prospective wants and interests of the city of 
St. Louis require. 
It is not so much so as the plans of the New York and Boston 
works were designed to be, though in both of these cases the 
amount of water used has entirely exceeded the expectations and 
calculations of the designers of those works, and the inconve- 
nience of a deficient supply is already in each case apparent-nor 
so much so as the water arrangements for the city of Brooklyn. 
The St. Louis works, as already intimated, are arranged to 
meet the growth of the city for a period of thirty years, with an 
estimated daily consumption of water, then, of 33,000,000 gal- 
lons. The Brooklyn works, for a population but little exceeding 
St. Louis, are arranged to meet an ultimate delivery of forty 
millions. 
The cost of the proposed St. Louis works is greater than 
would be the same extent of work at Cincinnati, for instance ; not 
by reason of the design being on a greater scale than usual, 
but bv reason of the conditions of the ground in the neighbor- 
hood of St. Louis available for reservoir purposes. The high 
points of ground are all at some distance from any desirable 
location for the river pumping engines ; and the length of piping 
necessary to reach the controlling reservoir, wherever the topog- 
raphy of the ground admits of its location, forms a large item 
in the aggregate cost of the works ; but it is an item of work 37 
* 
which is very permanent in its character, requiring little expense 
for repairs and still less for renewal. 
An approximate estimate in detail of the cost of these works 
accompanies your report to the Common Council. I will here 
give the amounts of the separate divisions of work: 
REPORT OF THE CHIEF ENGINEER. 
No. 1. Settling reservoirs$ 435,676 85 
" 2. Filter-beds 405,442 23 
3. Foundation pits and engine house for low-service 
engines 125.367 00 
' ' 4. River or low-service engines-two, and river induc- 
tion pipes for do 279,400 00 
" 5. Low-service force-mains 64,240 00 
" 6. Conduit, 3.71 miles 504,572 00 
" 7. Foundation pits and engine house for high service 
engines 63,371 00 
" 8. Iligh-service or clear-water engines-two 275,000 00 
" 9. Standpipe and its enclosing tower 35,000 00 
" 10. Lands and damages to this point 21,000 00 
Total to this point$2,209,079 80 
11. Two lines of 36-inch force-main from standpipe to 
storage reservoir 841,408 28 
" 12. Storage reservoir at Rinkel's 614,864 14 
" 13. Supply main, 42-inch diameter, from storage reser- 
voir to connect with the city-mains-5 miles 636,900 00 
•• 14. Auxiliary reservoir on the City Commons 150,000 00 
" 15. Connecting-main between the two reservoirs, 20- 
inch diameter, 7.6 miles in length 315,150 00 
' ' 16. Lands and damages on storage and auxiliary reser- 
voirs and the line of force-mains 103,895 00 
Total$4,871,387 22 
The general plan above described is rendered for the time being 
incapable of execution in its entirety, by reason of the existing 
law which limits the expenditure to three millions of dollars. 
But the plan may be considered as divided into two parts, the 
construction of both being necessary to the completeness of the 
scheme, but the first only indispensable to the delivery of clear 
water into the city. 
The first part comprises (as elsewhere alluded to) the construc- 
tion of the works at the river, and between the river and the 
standpipe, including the pumping engines and the standpipe. By 
laying a temporary main from the standpipe to the city, connecting 
it near the existing reservoir with the city-mains, the city, on the 38 
REPORT OF THE CHIEF ENGINEER 
completion of this first part of the works, can at once be sup- 
plied with clear water. 
The cost of the works within the limits above mentioned is 
estimated at.$2,209,079 80 
To make the connection witli the city a 30-inch main would 
be necessary, which could afterwards take the place of 
part of the main required to meet the wants of the aux- 
iliary reservoir on the Commons-the length to be laid 
would be 5.78 miles, at $71,300 412,114 00 
Add for stop-cocks, blow-offs and air-cocks 6,000 00 
Contingencies 6,000 00 
Total$2,633,193 80 
The construction of the second part I look upon as equally 
necessary with the first-as indispensable, indeed, to the economi- 
cal maintenance of the works and to the safety of the city. The 
second part consists of the storage reservoir and its appurte- 
nances of force-mains, supply mains, auxiliary reservoir, and the 
connection of that with the main reservoir. 
A sufficient storage reservoir insures the safety of the city in 
case of fire, so far as human foresight can insure it; and affords, 
besides, a measure of relief to all the other works, whenever relief 
is needed upon any of them for correction or repairs. I consider 
the construction of one part of the scheme, therefore, as entailing 
necessarily the ultimate construction of the rest in effect. 
I have endeavored to make the estimates liberal, without, how- 
ever, basing them on the extreme rates of labor and materials 
which have prevailed. The probability is, however, in favor of 
a gradual reduction of these to more reasonable rates, since the 
high price of labor must induce an increased emigration from 
Europe. 
In regard to the portion of the general estimate applicable to 
filtration, the cost of that process may, perhaps, be more readily 
appreciated by the consumer if referred to a measure of water, 
from which he can judge of its relation to his own consumption. 
It would appear that while all are in favor of arrangements to 
insure the settlement of the water, and such approximation to 
clearness thereby as the stage of the river may admit of, there 
are some who either desire nothing more, or who, doubting, per- report of the chief engineer. 
39 
haps, the success of the process, look upon any expenditure in 
this direction as of questionable propriety. 
When the process has been resorted to in so many instances, 
and continued to be used to this day with evidently satisfactory 
results, so far as reported, it would seem impossible to draw any 
other conclusion than that it must have been entirely successful. 
But the experiments made by us here, during the last two months, 
on the Mississippi water, sufficiently confirm our expectations on 
this point. 
We have used here the same character of materials, sand, 
gravel and broken stone, as are in use in English practice, and 
the same depth of it, and the water which has passed through 
this arrangement at the rates of flow mentioned elsewhere, is 
delivered entirely limpid and clear: 
The estimated cost of the filter-beds, apart from the settling 
reservoirs, amounts to $405,442 00 
The interest on this, at 7 per cent., is 28,381 00 
Add for attendance and repairs 5,000 00 
Total for interest, attendance and repairs $33,381 00 
With a rate of consumption of 12,000,000 gallons per diem, 
which the city, under favorable circumstances, will have 
closely approached in 1870, the cost of filtration per thou- 
sand gallons would be (0.76 cents) about 8 mills. 
With a consumption of 20,000,000 gallons per diem, allowing 
for corresponding additions to the filter-beds, the cost per 
thousand gallons would be about 6 mills. 
So far as we can judge, it would always be less than one cent 
per thousand gallons. 
I have to express my obligations to Mr. Truman J. Homer, 
City Engineer, for information received from his office, and from 
him personally, in relation to the works; and also to Mr. Willis 
R. Pritchard, the 'Superintendent of the Waterworks, for the 
same facilities. I am also much indebted to Colonel Henry 
Flad, Principal Assistant Engineer, for the prompt and intelli- 
gent manner in which he has conducted the surveys and office 
duties, and equally so to the assistants and draftsmen, Messrs. 
P. K. O'Donnell, F. Tunica, Wm. Rehberg, and F. Schraag. 
Respectfully submitted, 
JAMES P. KIRKWOOD, Engineer. The following drawings accompany the report: 
No. 1.-Diagram showing the outline of the city and river, and the rela- 
tive positions of the several works. 
' ' 2.-Plan showing the proposed arrangement of settling reservoirs 
and filter-beds. 
' ' 3.-Sheet showing details of do. 
" 4.-Plan illustrative of the foundation pits of the pumping engines. 
' ' 5.-Diagram showing the form of pumping engine proposed. 
6.-Plan of storage reservoir. 
' ' 7.-Sheet showing details of do. APPENDIX TO ENGINEER'S REPORT. 
Description of the form of Pumping Engine proposed for 
the St. Louis Waterworks Extension. 
The pumping engines for both the high and low service to be 
of the same form, and of the same capacity of pump-stroke 
10 feet, and diameter 38 inches-but with steam cylinders 
of different diameters, adapted to the difference of water load, 
and with condensers, and air-pumps, and dimensions of parts 
suited to this change in cylinders and power exerted. 
The engines may be designated as crank and fly-wheel pumping 
engines. A double-acting steam cylinder, supported on cast-iron 
girders extending across one end of a pump-pit, is connected 
directly with a simple-acting plunger pump situated beneath it. 
Links from the top of the pump plunger connect it with one 
extremity of a working beam between the pump and steam 
cylinder, to the opposite extremity of which another and similar 
pump is attached by links ; and upon the same pin in the beam, 
connection is made with the crank of a fly-wheel shaft, supported 
on the top of the pump-pit walls. 
The air-pump, double acting, is connected with the working 
beam at one-third of the distance from the center to extremity of 
the beam, and is placed above the beam. On the opposite side, and 
connecting with the beam-pin below, is placed the injection pump, 
drawing its water from the induction main. The water is supplied 
to the pump through an induction main leading from the well 
outside the engine house, and along one side of the pump-pit; 
both outer chambers are between the pumps, and the water is 
delivered by branch pipes into an air-chamber, placed on the 
division wall between the pits; from thence the rising main 
passes along the center of this division wall to the stand-pipe. 42 
APPENDIX. 
The steam-cylinder of the high-service engine to be 76 inches 
in diameter; and of the low-service, 36 inches; the stroke of 
both, like that of the pumps, to be 10 feet. Both cylinders to 
have steam-jackets, to be well clothed and neatly cased with 
black-walnut composition bands. The valves to be puppets 
balanced, of the usual steamboat-engine variety. The lifting rods 
to be raised by wipers on a rock shaft, driven by a crank on a 
counter shaft beneath the crank-shaft and in gear with it. The 
cut-off to be adjustable by hand. The engineer's platform to be 
of cast iron, to extend across the pump-pit, and on the side 
towards the crank-shaft. 
The steam and exhaust connections to be beneath the 
platform. The valve-stems of the throttle and injection valves to 
extend up through the platform, and to be worked by hand-wheels, 
supported on columns. All metal work above the platform, not 
cased, to be polished. 
The condenser and air pump to be placed beneath the platform 
and supported by girders from the side walls, and to be adapted 
to the cylinders to which they are attached. 
The pump plungers to be weighted to counterbalance the water 
load. The valves to be small rubber valves, such as lately intro- 
duced at the Brooklyn waterworks, of such a size that they can 
be readily withdrawn through the manholes in the valve cham- 
bers, and the sum of the areas of their openings will somewhat 
exceed the cross section of the pump. 
The working beams to be 30 feet between extreme centers, to 
be double with all the connections between the plates, to be sup- 
ported on pillow blocks, resting on and bolted to a cross wall. 
The fly-wheels to be 20 feet diameter, one end of the shaft 
resting on the side wall, the other on a column, bracketed from 
the side wall, and braced by a girder on the end wall. The 
crank and its connecting rod to be balanced on the fly-wheel, but 
the weight of the steam piston and rod by a counterbalance on 
the opposite pump plunger. 
The boilers to be of the drop-flue variety, internal fire-box, 6 
feet in diameter and 20 feet long, 6 to each high-service engine 
and 2 to each low-service engine, with independent valves and 
guages. 43 
APPENDIX 
The capacity of each pumping engine to be equal to furnish- 
ing 16,5u0,000 United States gallons per 24 hours. 
Estimated cost of two high-service engines, complete, with boilers 
and set up$250,000 
Estimate of two low-service engines, etc 160,000 
(Signed) W. E. WORTHEN. 
MISSISSIPPI BIVER WATER AT ST. LOUIS 
Experiments, with a view to find the quantity of mud contained 
in the Mississippi water, were commenced on June 23d, and 
continued to this date. 
• The water is taken from the pump cylinder at the waterworks, 
and 400 grammes (cubic centimetres) of the same filtered 
through paper. The difference in weight of the filter, before and 
after the operation, gives the weight of solid sediment contained 
in 400 cubic centimetres of water. The filter is dried before 
and after the operation. 
But as the sediment, which will have to be removed from the 
settling reservoir, is saturated with water, it was found necessary 
to find the quantity and weight of saturated mud corresponding to 
a given weight of dry mud. To this end a quantity of ipud was 
accurately measured, then dried and weighed. It was found that 
4.32 cubic centimetres of wet mud weighed, after drying, 1.1 
grammes ; that is, each gramme of dry mud will give 3.93 cubic 
centimetres of wet mud when saturated with water. 
The results obtained by these experiments are as follows : 
In 1,000 parts. 
June 23 to July 1.-Average quantity of sediment contained 
in the Mississippi water-by weight 3.722 
Average quantity of wet mud-by measure 14.627 
July 1 to July 15.-Average quantity-by weight 2.'481 
" " by measure 9.720 
July 15 to July 31.-Average quantity-by weight 2.964 
" " by measure 11.648 
Aug. 1 to Aug. 15.-Average quantity-by weight 2.169 
" " by measure 8.524 44 
APPENDIX. 
The maximum quantity of sediment since June 23d, was found 
in the water on June 24th, when 1,000 parts of water contained 
4.565 parts of sediment (by weight), or 17.840 parts of satu- 
rated mud. 
The minimum, on August 3d, when it was found to contain 
1.47 parts in 1,000 of solid mud, or 5.777 parts of saturated 
mud. 
The experiments instituted to find the velocity with which the 
sediment falls to the bottom, have given the following results. 
The depth of water experimented on was five feet: 
Of 1,000 parts of sediment suspended in the water at the 
commencement of the experiment, 944.5 parts settled to the 
bottom during the first twenty-four hours, 55.5 parts only remain- 
ing suspended in the water; after the next twenty-four hours 
33.15 parts of the 1,000 remained suspended ; four days (ninety- 
six hours) from the commencement of the experiment, 30.23 
parts of mud yet remained suspended; and on August 3d, all 
but 1.117, or 5.8 parts, out of 1,000 remained suspended (nearly 
1-2 more in the lower portion). 
To compare the water from the Missouri side of the Mississippi 
with that taken from the Illinois side, equal quantities were at the 
same hour obtained from both shores, filtered, and the sediment 
weighed. 
The proportion of sediment in the water from the Missouri 
side (Missouri river water), to that in the water taken from the 
Illinois side, proved to be as 0.335 to 0.135, or nearly 2.5 to 1. 
The tests for hardness gave the following results : 
Water taken from Big river, near its mouth 16° 
Water taken from Courthouse well 16° 
July 26-Missouri river, at St. Charles 6 3-4" 
Mississippi river, at Alton 5° 
Mississippi water, at St. Louis 6 1-2" 
July 18-Mississippi river, at St. Louis 7" 
(Signed) HENRY FLAD, 
Principal JissU Engineer. APPENDIX 
45 
Memorandum in regard to the average daily consumption of water in St. Louis, 
for the year 1865, as estimated from the'work of the Pumping Engines 
of the St. Louis Waterworks : 
ENGINES. 
RESERVOIRS. 
DATE. 
O 
AUGUST, 
AJAX. 
HERCULES. 
. Total 
o 
S 
GAIN. 
LOSS. 
a o 
C 
Revol's. 
Hours 
Revol's 
R ours 
revolu- 
1 
T 
u. s. 
u. s. 
a a 
1865 
p'r min. 
run. 
p r min. 
run. 
tions. 
£ 
Gallons. 
Gallons 
§ * 
o 
- 
- 
- 
Mon , 14th.. 
11 2-10 
21 8-10 
14,651 
14 
1,087 408 
8,328 432 
Tues., 15th 
10M 
22 
13,530 
8 
621,376 
7 309 660 
Wed , 16th. 
10 M 
22M 
14,018 
7 
543 704 
7 473 222 
Thurs., 17th 
U 
16M 
12 M 
9 
15 626 
2 
155,344 
7.889 744 
Friday, 18th 
11 
21 M 
12M 
8 
18,646 
18 
1,398,096 
| 
7,819,181 
Sat., 19th . 
11 
22 
14 520 
9 
699 048 
7.876.720 
Sun., 20th.. 
UM 
22 
13,860 
6 
466,032 
6.335 381 
Mon., 21st.. 
10 8-10 
21M 
14,175 
17 
1 320,424 
8 327 552 
Tues., 22d.. 
10 
22 M 
13 837 
6 
466 032 
7 306 076 
Wed., 23d.. 
* 
10M 
22 
11M 
8M 
18 607 
22 
1,708 784 
7.489 214 
Thurs., 24th 
UM 
22 
14 850 
7 
513,704 
7.844 204 
Friday, 25th 
10 M 
22 M 
14,522 
8 
621,376 
7 800,1'36 
Sat., 26th . 
10 M 
22 
12M 
9 
18 926 
19 
1,475,768 
7,879.912 
Sun., 27th. 
11 
22M 
14,960 
13 
1,009,736 
6 385 440 
Average daily consumption 7,579,627 
During the winter the engines are run at a lower rate of 
speed and fewer hours in the day. 
The average consumption is then about 4,980,000 
Mean daily consumption for year, say 6.250,000 
Note.-The ' 'Ajax' ' pump is of 26 inches diameter and 10 feet stroke. 
The "Hercules" pump is of 22 inches diameter and 10 feet stroke, 
having- a capacity equal to 716-1000 of that of the "Ajax. ' ' 
In order to use the revolutions of the engines for comparing the quanti- 
ties pumped each day, 716-1000 of the number of actual revolutions ot 
"Hercules" are taken in the column of total revolutions, thus giving that 
quantity in the terms of the "Ajax" pump. 
Assuming, then, that the quantity of water used in the city is the same 
on the corresponding days of each week, we obtain from the number of 
engine revolutions, and the amount lost or gained in the reservoir, the 
quantity pumped at each revolution each day. 
The seven quantities thus obtained vary from 485 45-100 gallons to 506 
gallons, the mean being 494 33-100 gallons. Multiplying this by the 
number ot revolutions, and making the proper allowance for the gain or 46 
APPENDIX. 
loss iii the reservoir, gives the gallons used in the city each day, as in the 
last column of the table. 
The full capacity of the "Ajax" pump is 551 61-100 gallons per revo- 
lution. 
The quantity actually pumped being 494 33-000 gallons; there is a loss 
of 57 28-100 gallons per revolution, or about 14 per cent. 
This large leakage is due to the pump cylinder having been worn some- 
what elliptical by the piston, and also to the sediment in tin* water which 
cuts out the rope packing of the pump, making it necessary to repack the 
pump every twelve or eighteen hours, according to the state of the river. 
(Signed) J. J. R. CROES. 
August 30, 1865 
TABLE FOR THE CONVERSION OF CUBIC FEET INTO GAL- 
LONS AND LITRES. 
Cubic feet. 
United States gallons 
Imperial gallons. 
Litres. 
1 
7.480 
6.231 
28.298 
2 
14.961 
12.462 
56.596 
3 
22.441 
18.693 
84.894 
4 
29.922 
24.924 
113,193 
5 
37.402 
31.155 
141.491 
6 
44.883 
37.386 
169.789 
7 
52.363 
43.617 
198.088 
8 
59.844 
49.848 
226.386 
9 
67.324 
56.079 
254.684 
10 
74.805 
62.310 
282.983 
100 
748.051 
623.102 
2,829.832 
1,000 
7.480.519 
6,231.025 
28,298.320 
10,000 
74.805.190 
62,310.250 
•282,983.200 
100.000 
748,051.900 
623,102.500 
2.829,832.000 
1,000,000 
7,480,519.000 
6,231.025.000 
28.298,320.000 APPENDIX. 
47 
TABLE FOR THE CONVERSION OF U. S. GALLONS INTO CUBIC 
FEET, IMPERIAL GALLONS. AND LITRES. 
U. S. gallons. 
Cubic feet. 
Imperial gallons. 
Litres. 
1 
.133 
.833 
3.785 
2 
.267 
1.666 
7.570 
3 
.401 
2.499 
11.355 
4 
.534 
3.332 
15.140 
5 
.668 
4.165 
18.925 
6 
.<802 
4.998 
22.710 
7 
.935 
5.831 
26.496 
8 
1.069 
6.664 
30.281 
9 
1.203 
7.497 
34.066 
1.336 
8.331 
37.851 
s 100 
13.368 
83.311 
378.514 
1,000 
133.680 
833.110 
3,785.147 
10,(XX) 
1.336.805 
8,331.109 
37,851.470 
100,000 
13,368.055 
83,311.090 
378,514.700 
1,000,000 
133.680.555 
833,110.900 
3,785,147.000 
United States gallon231 cubic inches 
Imperial gallon277.274 " " 
Litre 61.028 " "