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'ii^
REPORT
I
>, ) -
ON A
nr*
TER
FpR THE
CITY OF WINNIPEG,
MANITOBA,
BY —
RUDOLPH HERING.
New Yoc^ A X X September, 1697.
... V .1 *< ■
r*
-/
INDEX.
Assiniboine River, Description of. .... . 1?
" *' Purification and Softening of. 19
" Cost of Plant 20
" " Chemicals required 21
Artesian Wells, Description of ; . . . ; . . • 22
" Cost of Plant. 24
" Chemicals required 25
Analyses of Waters ;............,... \9
Conclusions from Pumping teat ... . . . , 5
Comparison of sources of supply . 31
Canadian Pacific Railway Well test 45
Description of present Water Works .i, , ., , t
Daily Consumption estimated ...........>........ 12
Distribution system Proposed 34
•• " Cost of 37
Data assumed in Comparisons; &c , ,. 53
Hardness, how removed, &c . . 15
Introductory 3
Meters, Use of . . . .*. 13
Objectionable Features of Present Supply i 11
Pumping Experiments 4
Poplar Springs 6
" " 26
" ; " Cost of Plant 27
",!..•, !,'f?'r Chemicals tfequired 26
Present .system. Utilization of 38
Ppymerits, Methods of Proportioning • 39
Prices, Labbr and Materials . . 54
Plates, at end of report ? . ■■
Soft Water, Advantages of. 14
Sources of Supply 17
Softening Waters, Dr. Button's Report 52
Utilization of Present System 38
Winnipeg River 6
" '• , , ,, 29
" Cost of Plant 31
i.l
1
11
19
20
21
22
24
25
49
5
31
45
r
12
34
37
53
15
3
13
11
4
6
26
27
26
38
39
54
14
17
52
38
6
29
31
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A
Compliments of
RUDOLPH HERING.
Hydraulic and Sanitary Engineer.
100 WILLIAM STREET,
NEW YORK.
REPORT
ON A
Future Water Supply
FOR THE
CITY OF WINNIPEG,
MANITOBA.
BY-
RUDOLPH HERING. X!>j^^„mH«^
New York, XXX Sejrtember, 1697.
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5%
New YoiiK, August, 1897.
T/iC Fire, Water and Light Goraviittee, of Win'/iipeg, Man.
B. E. Chaffey, Esq., Chairman.
Gentlemen:
Complying with your request and in accordance with
a resolution, passed by the City Council on February 22nd, 1897
that I make an examination and report on certain questions
submitted, concerning the water supply and waterworks for the
City of Winnipeg, I now beg leave to present the results of
my investigation,
I.
INTPODUCTORY.
The questions submitted were :
(1) What is the best source of supply, taking into considera-
tion the quantity and quality of the water ?
(2) What are the best means of pumping, filtering, softening
and distributing the water ?
(3) What portion or the present system, if any, can be used
to advantage in connection with the recommended system ?
(4) A revision and approval of plans.
(5) Subsequently another question was added by the Chair-
man, npniely: What method of proportioning the payment for such
works, is, in your opinion, most equitable and proper ?
On my fvrrival in the City of Winnipeg on March 23rd, I met
the members of your Committee, His Worship the Mayor and Col.
H. N. Ruttan, City Engineer. Detailed information was then furn-
ished me regarding the present status of the waterworks problem
k
s-
i,-»«=»«w«a*««"!«mi««a«aMie5Ste»Bd(»ii3!^^^
■■; ■. I
4
and also the results of the previous investigations and reports that
had been made on the subject. Mr. Isaac CaDipbell.. City Solicitor,
furnished me with some of the le^al facts in the case, and from
Messrs. Nanton and Bissett, representing the Winnipeg Waterworks,
I received data concerning these works as they now exist. During
that visit the plant was inspected and a general examination made
of the territory of the City with reference to the subject under
discussion.
By the courtesy of Mr. Wm. Whyte, General Superintendent
of the Canadian Pacific Railway Company, it was ma<le practicable
to undertake a pumping test to show the yield of a large artesian
well, situated on the Company's grounds, and also the effect of
such pumping on the other wells in the neighborhood. (Appendix I).
This test indicated that an artesian well supply for the city
might be feasible, and Dr. W. A. B. Hutton, professor of chemistry
at the Manitoba Medical College, was requested to examine bv
well-known methods into the chemical features of softening such
water, and also other waters that would be considered available
for the City's supply. Samples for analysis and softening were
selected from artesian wells in tbe western part of the City, and
from the Poplar Springs lying about 17^ miles north of City
Hall. The water of the Assiniboine River, the present source ot
supply, had previously been analyzed and reported upon, and it
was therefore not further examined. (Appendix II).
Besides these investigations, a number of maps, profiles and
topographical data were prepared and compiled at my request,
prior to the second visit to your City, which was made in July.
The pumping experiments at the Canadian Pacific Railway
well, conducted during the last days of March, had meanwhile
been worked up. Profiles of the water levels in many private and
public wells of the neighborhood had been plotted, and from these
Plate I was compiled. One profile shows the levels on Sunday,
March 28th after pumping had Vieen stopped for a day, another
repre,sents the levels at ordinary times, and was taken on March
27th ; and a third shows the levels when the pump was throwing
water at a maximum practicable rate.
Plate I. shows two sections, one along the line of the Canadian
Pacific Railroad and another at right angles to it, both passing
through the test well.
The latter section shows approximately how far in a lateral
direction the draft from this one well extended during the time of
maximum pumping, namely, from south of Pacific Avenue to north
nd reports that
, City Solicitor,
lase, and from
!g Waterworks,
exist. Durino;
mination made
subject under
Superintendent
lade practicable
large artesian
) the effect of
I. (Appendix I).
y for the city
or of chemistry
to examine by
softening sucn
Jered available
softening were
the City, and
north of City
?sent source of
d upon, and it
).
3s, profiles and
at my request,
lade in July.
Pacific Railway
had meanwhile
any private and
and from these
els on Sunday,
a day, another
aken on March
p was throwing
of the Canadian
it, both parsing
T far in a lateral
iring the time of
Avenue to north
of Dufierin Avenue, in all a distance of about 4000 feet. The
other section shows that the effect of this pumping was lost at the
Dog Pound, was slight at the Fair Grounds and was quite material
easterly of the tested well.
From these results, and from the further statement made to
me, that at low water in the Red River there are innumerable
small springs emptying into its bed, we may conclude ;
(1) That the artesian wells in the City generally draw from
the same underground source.
(2) That this draft, when the water had been lowered to a
depth of +11 feet above city (jatum, extended to a distance of
about 2000 feet in a southerly and about 2000 feet in a northerly
direction. The draft was noticed, however, at a much greater
distance in a westerly direction, and at a still greater distance in
an easterly direction, indicating a western source for the artesian
water.
(3) That there is a downward slope of the natural water
level of these wells in an easterly direction, both when pumping
hi d ceased for a day and when it had been continued for a day at
the maximum rate of flow.
(4) That this maximum rate of flow at the Canadian Pacific
Railway well after a day's continuous pumping was at the rate of
about 150,000 gallons per 24 hours, or about ^ of a cubic foot per
second.
(5) That, in view of these observations, and further justified
by the geological formation of the near country, there is a continu-
ous flow of water from the west, through crevices and fissures in
the limestone rock, into the Red River.
(6) The continuous flow increases with the depth to which
the water is pumped, because this can then be drawn from a cor-
respondingly greater distance and therefore from a larger territory.
At a depth of +4 feet above city datum, or about 30 feet below
the surface of the ground in the western part of the City, it is, in
my opinion, reasonable to expect on average daily flow of at least
40 cubic feet per lineal foot on a lino running about north and
south and extending north of the City.
Dr. Hutton's report, dated July 17th (Appendix III), indicates
the quantity of lime and soda with which the water of the City
wells and that of the Poplar Springs could be rendered satisfactory
for domestic and boiler purposes.
On August 9th, in the presence of Mr. Chaffoy, Col. Ruttan
and myself, Dr. liutton experimented on the softening of the
U
I
S-*r^3iB*SE.'K?PS!K^TTP!'^?^Sg(
I**-'
6
water obtained from the Ross Avenue wells, using the amounts
Tflim. and soda stated in his report. The demonstration was
satistac. ry, as the water was not only softened but found to have
been improved also in taste. , , . j
In view of the favorable report on the natural charpcter and
hardness of the Poplar Springs water, a visit was made to the
sprinc^s on July 27th. The water was then found to be excellent
in" aste and appearance, and another sample was taken and sent
t^ Dr Edgar B. Kenrick. Professor of Chemistry in the University
of Manitoba, for analysis. (Appendix "^.^n.approxmmte gaug-
ing was made by float measurements which indicated a flow ot
!"3 cubic feet per second, or at the rate of 2,854,000 gallons per
**''^" There are other springs in the neighborhood, and it was said
that borings have always yielded water wherever ^e"« ;^«^« «"'?^
on the territory between the springs and Stony Mountain, the
water flowing out on the surface in every case. , ,, ,
Stonv Mountain is formed of limestone rock, similar to that
underlvint? Winnipeg and cropping out at the City quarries. There
can hardly be a doubt that the entire territory between the moun-
tain and the City is underlaid by the same hmestone formation,
and therefore would yield water by boring into it.
This rock is slightly soluble in water and the solution makes
the water hard after it has long been in contact with the r«>ck
The gradual dissolving of the limestone by the flowing water has
caused the originally minute fissures to enlarge and multiply in
numb r betweL the%oints where tli. rock has been penetra ed by
the rain, river or lake waters and the Red River, where it now
finds outlets and freely flows off".
Any defi-'.iency in the water found in the Poplar Springs could
therefore be made up by wells bored along the line of the co"d",t
either near the Springs or between them and the City. (A profile
of this conduit is shown on Plate II.)
A report was made to the City Council in February, lS9i>, by
Mr. Walter Moberly. C.E.. advor>r,ting the Winnipeg River as the
best source of supply for the ^.i-y. , , ^ ,
His grounds for urging this source, which had also been urged
by others are apparently that the supply is plentiful and the
water soft. No engineering data existed by which the merits of
Uitplan for supplying the City could be definitely a.cer a.ned
and therefore it was determined to have a survey made of the best
line along which a conduit could be built, also to make a personal
i(59s?;lftSJs"^'
g the amounts
lonstration was
t found to have
I charpcter and
18 made to the
to be excellent
taken and sent
1 the University
jroxiniate gaug-
cated a flow of
[)00 gallons per
, and it was said
wells were sunk
iT Mountain, the
similar to that
quarries. There
iween the moun-
stone formation,
! solution makes
ct with the rock,
lowing water has
and multiply in
en penetrated by
p, where it now
liar Springs could
le of the conduit,
City. (A profile
jbruary, 1S95, by
leg River as the
,d also been urged
(lentiful and the
ch the merits of
litely ascertained,
' made of the best
make a personal
visit to the river and to have the water analyzed. Tt was a favor-
able time for a visit and for making an analysis, because the
water was probably at its least good condition, owing to the large
amount of vegetable matter foundin such iri vera during the latter
part of the summer. (■ . ,
Colonel Ruttan, City Engineer, accompanied me on this inspec-
tion made July 3lst: The profile of the route (Plate II) and the
chemical analyses of the water (Appendix II) are attached to. this
report.
The present source of the City's public water supply is the
Assiniboine River, and it is also available for supplying the city in
the future. No inspection cf|this river was made by me, other
than within the city limits, as several reports* had already been
made thereon, and as little else could be gained from further in-
vestigation.
In case this source might bo found preferable to the others
that have been proposed, it would be desirable to retain as much
of the present waterworks plant as could be used to advantage in
connection with new works. Another examination was therefore
made of the pump house on August 5th, and an interview had with
Mr. Bissett on August 7th. A brief description follows :
The works are owned by The Winnipeg Waterworks Com-
Eany, E. H. Bissett, Esq., Manager. The charter was granted
►ecember 23rd, 1880, but they were not put in operation until
1882. The franchise is exclusive, and was awarded for a terra of
twenty years, therefore terminating December 23rd, 1900.
The source of supply is the Assiniboine River. The intake
and pumping station are located at Armstrong's Point on the north
bank of the river just below Maryland street bridge, and near the
lower end of Mulligan Avenue.
The station consists of an old and a new plant adjoining each
other and surrounded by ornamental grounds. The buildings and
grounds are in good condition.
A brick conduit or tunnel, 30 inches in diameter, draws the
wau for the old plant from the edge of the low-water channel
and discharges it into a pump-well under the engine room erected
near the bank of the river. Its present condition was not ascer-
tained.
tt PooTNOTK ; Report on thn Afwinllmino Klvor iind Arteslun Wolls iw sources of supply
Uy H N. ifiitiim, City KnKlneor. Ocloljcr 20ih, l«W.
»!B«ies<siBa»»w^
•ill
TKn m«<.Viinfirv was built by R. Laidiaw & Son, Glasgow, and
conits o?^o ve^ira^pXs. double acting and driven by cranks
fZ a shaft T^e 8ha?t is turned by gearing, driven by two
enZes qu"Wi^^^^ the same. The engines are double honwrn-
J JS?p3are^and condensing, but not compounding. The nom-
JnLl SsrSwer issaid to be 60, and the original capacity was
ratld rrSSo oSo gdlons per day. Their present condition is not
^^^'Afthe nresent time the Laidiaw pumps are used only to
°' " ThTnettm^g .t»«on w« completed in 1894 ^ . -w
'tl^»t■n1oSg .Uh. intak. Its p,«enl coodmoo w«
not Mcertained, but was stated to be good. . ^ p„
The pumping m«=hinety wjs built by Arthu, J. Loret. & Co.,
of Mlentown, Pa., and was ftnished m 189*. , , . . .„,„
The pumping engine is of the waging beam '?{». W*"'J'
and oomtSunI t)ne end of the beam is connected with *« P'stj"-
j « ilS^j^n i.vlindere while the other is connected with a Hy-
"i^ Ihenumw.™ operated from the beam at half distances,
wheel. 1""P?"'!",'„\* °P„imnm caoacitv was stated as being
rs^OoSorXns. TtTngr™wrmalJng 26 .revolutions per
SuiewhS examined by me at the hours of maximum draft. It
wrstated that it had been run up to 33 revolutions.
The nresent condition of these engines does not appear to be
firstllass^ With FOP^^^ care they can* however, be macfe service-
~S?s\YnJ^\?e^t'i^ngirS»^^^^^^^
JJrer ThTca'ry 95 to 105 lbs. pressure, and appear to be m a
«°°^rm sUtements made to me I «"/.f^*\t\rorwXTf
used at the present time to supply a f ' X JJJ^^gL'^^^^^^^^ „
about 1.250,000 gallons in summer and about 850,000 gallons in
winter.
■'■wHSrMNinanMKMlMlill
, Glasgow, and
iven by cranks
iriven by two
[oublo, horizon-
Jing. The nom- .
capacity was
iondition is not
e used only to
eatest consump-
leen 85,000 and
or a part of the
I boilers are out
1894, and a new
(tends nearly to
4 inch cast iron
a donkey pump
lot well and to
it condition was
J. Loretz & Co.,
type, high duty
with the piston-
lected with a fly-
at half distances,
; stated as being
) revolutions per
ximum draft. It
)ns.
not appear to be
, be made service-
pires.
era, built by the
Ont. Each one is
furnish 45 horse-
appear to be in a
he new pumps are
Etntity of water of
1)50,000 gallons in
9
Adjoining the new engine room is the filter house, containing
five filters made by the National Water Purifying Company of
New York, three of which were erected in 1887, and the other two
in 1889. They operate under the full pressure of the pumps and
therefore are, what is termed, pressure filters. They are said to
consume from 6 to 15 lbs. of pressure, depending upon the charac-
ter of the water. The casings are 10 feet in diameter and 7 feet
deep. They are washed once daily in winter, at the present time
twice daily, and in spring when the water is very muddy it is
necessary to wash them as often as once every two hours. They
are apparently in good condition.
It is stated, that formerly during the spring J grain of alum
per gallon was added to the* supply, to aid in coagulating the
organic matter, and thus assist the clarification. But for two years
the practice has been discontinued, and it could not be done with-
out materially reducing the pressure in the City.
From the fact that the number of filters is insufficient for the
quantity of water that must pass through them, when it contains
much suspended matter, also from the fact that therefore no alum
is used and that they are pressure and not gravity filters, they do
not always deliver clear water. They can often but partially remove
the turbidity, and when the river is very muddy they clog up so
quickly as to be rendered entirely useless at such times.
No attempt is made to soften the water.
It is estimated that the quantity of water supplied to the
City by all the pumps at the station now ranges from 850,000 to
1,415,000 gallons per day, the yearly average being given as
1,000,000 gallons.
The distribution system of pipes supplies only a part of the
City, namely : The tract lying betwepn Kennedy and Main Streets
from Portage Avenue to the Assiniboine River ; the tract south of
Main Street, between Notre Dame and Common Streets ; and the
tract north of Main Street liounded by Notre Dame, Ellen, Jemima,
Isabel, Mc William, Machray and Logan Streets.
From the pumping station a twelve inch main extends along
Mulligan Avenue to Broadway and thence a ten inch main to
Portage Avenue and down the latter to Kennedy Street. From
Mulligan Avenue an eight inch main extends down Broadway to
Main Street and along the latter to the C.P.R. station. From tliese
mains six inch, five inch and four inch branch lines extend in
difl'erent directions,
.-.feti,i>.t. >tf) V. aa y< ia-taS'jeS3^miiteB.,
10
: lit:
i !
When the works were inaugurated the pipes laid in the ground
were cast-iron, apparently of good quality, but cast horizontally,
and therefore they have uneven thickness. As they have turned
and bored joints, no lead being used, they are also apt to allow of
leaka<ye under high pressures. There are between four and six
miles'of such pipe still in . je, according to different statements
made to me. Since 1887 nothing but cast-iron pipes have been
used, having bell and socket joints caulked with lead. It is said
that some lead jointed pipe was laid previous to that year. They
are believed to be in good condition.
The service pipes that were first laid were of wrought or gal-
vanized iron. They were not found to be durable, as has also been
found elsewhere. They are apt to corrode rapidly and then will
not deliver sufficient water nor stand much pressure. The newer
service pipes are of lead and should therefore be satisfactory.
There are somewhere between 1500 and 1600 taps now sup-
plied with water by the Company. Exact figures were not given.
During the last fiscal year the City consumed for public pur-
poses about 12,400,000 gallons of water supplied by the Company,
or about 34,000 gallons per day. There are four drinking foun-
tains which together flow about 5,000 gallons per day. Elevators
consume about 10,000 gallons. For filter washing purposes at the
works there are used about 30,000 gallons and for condensing
purposes about 13,000 gallons. In all there are 92,000 gallons
consumed on the average per day for other than domestic pur-
poses, leaving for the latter but 908,000 gallons per day.
Assuming that there are 1500 taps in use, we have 605
gallons daily per tap. If we reckon six persons per tap, then
9 000 persons are furnished with water by the Company. For
public' purposes, including elevators, 49,000 gallons are daily
furnished. If we assume that 36,000 persons are at present
benefitted by this quantity, then 9,000 would have the \ienefit of
one-fourth of the quantity, or about 12,000 gallons, which, added
to the above amount, gives 920.000 gallons as the domestic and
pro rata public consumption for 9,000 persons, or 102 gallons per
head per day. If we reckon 7 persona per tap, a population of
10,500 would be supplied, or 88 gallons per head per day.
This amount represents a large consumption per person, and
may be due, as I am informed, partly to leaky pipes and hydrants,
and partly to the wastefulness of the users, who are said often to
allow the water in the house to run freely and continuously, in
order to prevent th'iir pipes from freezing in winter and for lawn
sprinkling in summer.
i in the ground
st horizontally,
y have turned
apt to allow of
1 four and six
ent statements
ipes have been
lad. It is said
lat year. They
wrought or gal-
as has also been
and then will
re. The newer
itisfactory.
taps now sup-
were not given,
for public pur-
y the Company,
drinking foun-
day. Elevators
purposes at the
for condensing
•e 92,000 gallons
1 domestic pur-
sr day,
, we have 605
I per tap, then
Company. For
illons are daily
are at present
e the benefit of
s, which, added
le domestic and
102 gallons per
a population of
)cr day.
1 per person, and
les and hydrants,
are said often to
continuously, in
iter and for lawn
11
With the idea of indicating the large amount of water which
can be wasted by leaky faucets, a gauging was made of one which
was observed by me to leak, in March and also in July, and is said
to have been in this condition between these dates. The washer
was probably worn out and the faucet could not be shut tightly.
The small dribble amounted to 75 gallons per day. When informed
that there were hundreds of faucets in the City which were in the
same condition ; when considering the disposition of careless per-
sons not to turn the water off immediately after use ; when
noticing many leaks at public hydrants ; and being informed that
an inspection last February showed 99 to be leaking, from indica-
tions on the surface of the street and in the sewers, it is not
surprising to me that tbe consumption per capita is so high.
It should be added that, as the Assiniboine water furnished
by the Compar^y is hard, many persons do not use it for laundry
purposes, but instead use rain-water .joUected in cisterns, or use
melted ice.
The objectionable features of the present supply, which it is
sought to remedy, are :
1. The distribution system does not extend over all parts of
the City needing water.
2. There is insufficient fire pressure in most parts of the City
which are supplied with mains.
3. There is an insufficient number of eflScient fire hydrants,
and therefore also a lack of water immediately available for large
fires,
4. The water as furnished in spring, summer and autumn is
at times liable to be quite turbid, and has once also had a very
disagreeable taste, due to foul organic matter that was washed into
the river and which the filters could not remove. There is no
reason why this condition should not occur again.
5. There is a suspicion of organic pollution, indicated by the
analysis (Appendix II.) and due probably to settlements along the
shores, to the habit of dumping manure and other refuse into the
stream, and possibly also to the city dump for garbage and excreta,
which lies near a water course discharging its water above the
Waterworks intake.
In order to examine into the relative merits of the different
sources of supply which have now been mentioned, and to calculate
the right proportions for the distributing system, and also to esti-
mate the cost of the works, it is necessary to establish the quantity
of water which is to be daily furnished the City for domestic and
TTiwitmwB-waaiisssai. -
W
I''
t
I '
1 I
12
public purposes, and also the water pressures which are to be
maintained in the pipes at ordinary times and during the occur-
rence of fires.
In his report of May 6th, 1895, Colonel Ruttan states that the
new supply should provide at once for 40,000 people and later be
capable of supplying 100,000 persons. Fire protection is to be
secured by 10 contiguous hose streams, each of which discharges
3.5 cubic feet per minute, at a pressure of 75 pounds per square
inch at the hydrants in the business centre. This is a larger sup-
ply for fire protection, he says, than has been usual, but adds that
it is warranted by the local conditions.
We must realize that a good water supply for Winnipeg will
not be inexpensive. All of the water must be pumped and perhaps
purified and softened. The territory to be. supplied is large com-
pared with the population to be served. Tnerefore, the quantity
should be kept down as low as possible.
As already stated, the daily consumption per head is probably
between 88 and 102 gallons, which is quite large, and there apnears
to be much leakage and unnecessary waste. It is reasonable to
suppose that the requisite quantity of water can be materially
reduced and kept within proper limits by preventing such leakage
in the public mains and hydrants and by placing meters for pr»yate
consumers. At the present time, both in Europe and the United
States, this waste is greatly reduced by metering the water for
private consumption, in the same way that gas is metred.
It has been said, in objection thereto, that among certain
classes metering would prevent the use of a sufficient quantity of
water for keeping clean and other sanitary purposes ; but this
criticism would be rendered invalid by the practice of charging
each consumer a certain fixed minimum rate for an allowance ot
water considered reasonable and ample. Whatever quantity is
consumed in addition thereto is paid for at fair meter rates.
This method not only guards against a disposition to stint in
the use of water, but at the same time it makes every water user
pay more nearly in proportion to what he consumes. Incidentally,
the consumer himself will be interested in preventing Undue waste
and leakage from the faucets in his house, and therefore will
assist the City in maintaining a fair supply and in reducing the
expenses of pumping and softening.
To reduce the consumption it will also be wise, while furnish-
ing a high pressure in the mains during a fire, to maintain only a
moderate pressure during ordinary times and a still lower one at
t%«s.
hich are to be
ring the occur -
n states that the
>ple and later be
bection is to be
hich discharges
inds per square
is a larger sup-
il, but adds that
• Winnipeg will
iped and perhaps
ed is large com-
re, the quantity
head is probably
md there appears
is reasonable to
in be materially
Ing such leakage
neters for private
and the United
g the water for
metred.
t among certain
jient quantity of
irposes ; but this
bice of charging
an allowance of
sver quantity is
eter rates,
ntion to stint in
very water user
ics. Incidentally,
ting Undue waste
d therefore will
in reducing the
so, while furnish-
D maintain only a
still lower one at
13
night. Both the legitimate use of water, as well as the waste,
dispose of larger quantities under high pressures than under low
pressures.
As you are about to change or re-arrange your water supply,
it will therefore be a favorable time to introduce meters. Such
introduction can be very strongly recommended to you.
The following table gives the consumption anu pressure in
several cities having conditions which allow comparison in one way
or another with those in Winnipeg :
CITY.
London, England ....
St. Petersburg, Russia .
Hamburg, Germany . .
Dublin, Ireland
Providence, R. I
Fall River, Mass
Atlanta, G<i
Dayton, O
Lynn, Mass
Lincoln, Neb
Lawrence, Mass
Sioux City, la
Fort Wayne, Ind
Quincy, 111
Population
supplied.
5,030,000
960,000
583,000
327,000
132,146
74,398
65,533
61,220
55.727
55,154
44,654
37,806
35,393
31.494
Average Consniption-
Daily in
miilions of
imp. Galls
115.2
32.3
26.5
14.9
7.4
2.6
3.8
3.2
3.6
2.5
2.5
1.1
2.5
1.0
Per Head
in Imp.
(jalloiis.
Pressure, lbs- per st- in-
31.5
33.3
44.0
46.2
56
35
58
52
65
45
56
29
71
31
Ordinary
Fire.
39
80
60
60
50
30
65
110
45
30
73 to 86
80
80
100
65
100
65
140
45
90
Col. Ruttan holds the opinion that by the use of meters the
present consumption can be reduced to an average of 60 gallons
per head per day. I fully agree with him in this opinion, provided
the works are well designed and well managed, if the present leaks
are avoided and meters are introduced on all service pipes and a
moderately low pressure of from 30 to 40 pounds per square inch
is kept on at ordinary times during the day, and a still lower one,
say 20 to 25 pounds at night, while a high pressure of 75 pounds
per square inch is maintained only during fires.
I also agree with him that, at the present time, it is not
necessary to calculate on more than 40,000 persons taking water
iwwir
i::i--C«t*»i''1Wfe*V
$r
14
from the City's supply. At 60 gallons per head this gives an
average daily supply of 2,40().0()() gallons. The maximum rate of
consumption during the day should be placed at 75 per cent above
Jhis average, which°gives a rate of 4,200,000 gallons for which the
City mains and pumping machinery should provide at the outset,
together with arrangements for future extensions, as may be found
necessary.
Provision should at once be made in such parts of the work
which cannot easily be extended or enlarged, for a population ot
100,000 persons.
There is an irregular draft of water during the day, liable at
times to be nearly double the average daily draft and as the
suDPlv will be delivered at a uniform rate, whether it comes from
a Knt source through a conduit, or from softening works and
filters in the City, it is in every case necessary, therefore, to have
a reservoir in which the regular flow of water can be received
and stored, to be drawn by the City pumps and forced into the
mains in such quantities as may be required at any moment, buch
a distributing reservoir should have a capaciiy of at least one
million gallons when the works are started. When the population
to be served reaches 100,000 the total reservoir capacity should be
at least between 2.000,000 and 3,000,000 gallons.
The high degree of hardness of the natural waters near Wm-
nirea and the desire to have a soft water for the City's use, make
it advisable to state here in a general way why the water is hard,
and how it can be softened.
Water is hard, generally, when it contains in solution bicar-
bonates or sulphates of lime or magnesia, or both. The hardness
is commonly recognized by the fact that when soap is added in
the usual quantity for washing, a curdling 18 produced instead of
a lather Hard water is objectionable mainly on this account and
also because the precipitation of lime or magnesia iu boiling water
causes the formation of scale in boilers.
The advantages of soft over hard water for a community may
be stated briefly as follows : .
Hot water is obtained aore quickly and less fuel is required.
The saving of soap and soda in the househo'd is considerable. 1 he
labor of washing is muc. reduced. The wear and tear of clothing
is diminished. Flannels last longer and do not become harsh and
felted. Cooking is facilitatec. The same quantity of tea that
will make three cups with hard water will make five cups with
soft water. (Evidence before Royal Commission). The palata-
wmm
^ fT^M^mf^ A-t.-.MfXP»<g*i * j ^t« 9* ' >
d this gives an
maximum rate of
!5 per cent above
)ns for which the
'ide at the outset,
, as may be found
,rts of the work
ir a population of
he day, liable at
raft, and as the
ler it comes from
enintr works and
iherefore, to have
can be received
I forced into the
ny moment. Such
' of at least one
len the population
apacity should be
waters near Win-
e City's use, make
the water is hard,
in solution bicar-
>th. The hardness
n soap is added in
oduced instead of
n this account and
ia in boiling water
a community may
!8S fuel is required,
considerable. The
nd tear of clothing
become harsh and
antity of tea that
,ke five cups with
jion). The palata-
15
bility is often increased. The softening process does not make
water insipid like distilled or rain water.
There are two kinds of hardness : Temporary and permanent.
The former is usually caused by the carbonates and the latter by
the sulphates of lime or magnesia.
Temporary hardness can be removed :
1st. By a sufficient quantity of soap.
2nd. By carbonate of soda (washing soda). The carbonate
of soda unites with the bicarbonate of lime dissolved in the water,
resulting in the formation of bicarbonate of soda and carbonate
of lime. The former remains in solution and does not harden the
water, the latter is precipitated as a fine, white powder,
3rd. By boiling. The bicarbonate of lime is decomposed by
heat into carbonic acid, which escapes, and carbonate of lime,
which is precipitated as a fine white powder.
4th. By a solution of freshly burnt lime, or lime-water. The
carbonates of lime and magnesia are changed into mono-carbonates
by the hydrate of lime uniting with the extra carbonic acid, which
is either free or combined as bicarbonate in the hard water. The
resulting insoluble mono-caTbonates deposit as a fine powder.
Carbonate of lime is not entirely insoluble in water, and a small
portion always remains in it. The soluble bicarbonates of lime or
magnesia, having thus lost half their carbonic acid, are reduced to
the same insoluble mono-carbonates and are also precipitated. This
process, being the least expensive, is the one here recommended.
Permanent hardness can be removed :
1. By a sufficient quantity of soap, as before.
2. By carbonate of soua. The soda in this case unites with
the sulphate of lime or magnesia dissolved in the water, resulting
in the formation of the neutral and inert sulphate of soda, and the
insoluble carbonate of lime or magnesia. The former remains in
solution and does not harden the water, the latter is precipitated
as a fine, white powder. In cool v/ater the presence of free car-
bonic acid, or of bicarbonates, interferes somewhat with this
reaction ; but the combined lime-and-soda process obviates this
difficulty to a large extent. As permanent hardness is usually
present with temporary hardness, the lime and soda can be mixed
and together added to the water.
To remove permanent hardness this process is the least expen-
sive one for city supplies.
16
The soda should be dissolved and the «ol"{;«" ,*^''J"Sj;!y
mixed with the water to be softened. The hme should be freshly
burnt aL added not as milk-of-lime. but as lime-water. Accurate
nroSortrons c^be more readily obtained with the atter than with
FKr^r The precipitate settles slowly and in practice it is
Jound best to s rain it out of the water by filters The solid
Srbonates are then either allowed to settle and Jry, and are
removed by excavation, or they are at once passed through hi er
presses the water draining tVom the precipitate often contains
sufficient lime in solution to be used over again.
If the work of softening is properly done there is no tree lime
left i the 8o?tene1 water. TheUtening with lime ^nllin^^^^^^^^^^
al y also remove a certain quantity of iron contained m the water.
It has also the effect of removing some organic matter.
Cloths may not filter efficiently until a thin layer of deposit
or caused bv hydrate of magnesia, which is net cryf^-lliue, or oy
orSc niaUerf the speed is°rapidly lessened, and the cloths soon
S UD Td therefore require more frequent washing. In such a
S seKg tZs shoulS be -d to accompHsh the heavy part of
the work bifore the water is passed through the filters^
Soda is somewhat destructive to cloth. When there is much
of it contained in the water, cloth filters may not be economical.
After considering this preliminary information, the V^^^^'om
submitted to me by four Chairman were carefully considered . a
the licht of the facts before me.
In answer thereto the following conclusions have presented
themselves :
i
:1
Mumuummmtm
mKmiiK^ii
_^i
'I
II
ition thoroughly
should be freshly
-water. Accurate
5 latter than with
in practice it is
liters. The solid
nd jdry, and are
ised through filter
ate often contains
ere is no free lime
lime will incident-
ined in the water,
tatter.
in layer of deposit
ice the sizes of the
, glutinous nature,
t crystalline; or by
nd the cloths soon
ashing. In such a
1 the heavy part of
filters.
'hen there is much
it be economical,
ition, the questions
fully considered in
ms have presented
MllliiKi
II.
SOURCES OF SUPPLY, PURIFYING AND SOFTENING
THE WATER AND DELIVERING IT
TO THE CITY.
A. — Assiniboine River,
The Assiniboine River is a branch of the Red River and dis-
charges into the latter at Winnipeg. Its drainage area is about
58,000 square miles and is almost all prairie land.
The annual rainfall upon the area is estimated at 18 inches
per annum. The maximum flow is given as 1.0283, the minimum
flow as ,016, and the ordinary flow as .044 cubic feet per second
per .square mile of drainage area.
High water occurs in April and May, and low water in the
early winter, from which time until spring the river is covered
with ice and remain? at about the same level.
The above fljw per square mile is very small, which is due
partly to the small rainfall and partly to the great evaporation
which takes place from so flat a watershed, on account of the low
average degree of humidity prevailing in that part of the country.
It has been intimated that Lake Manitoba may pertly drain
into the Assiniboine River, but this can hardly be so, because its
flow is much smaller per .square mile of drainage than that of most
other streams, the flow of which is known.
The river has but a slight fall and many sinuosities.
Regarding the quality of the water it may be well to quote
the reriiarks made by James Patterson, M.D., Chairman of the
Board of Health, and H. N. Ruttan, Esq., Citj?^ Engincir, in their
joint report on the condition of the Assiniboine River, dated Sep-
tember 30th, 189C.
•f-r
18
" On the settled portions of the river, on account of the higher
" land of the banks affording drier building sites '^T^^^it
" in" shelter and the convenience to water in the river toi stocK m
" Anil' a r the dwellings, barns and stock yards are placed upon
"he innnediato banks, and it is the almost "n^^^--^/ P^j^^^f^, fj^^;^
"residents to use the river as a dumping place for all kinds of retuso
"and offal Manure is got rid of by throwing it into the river.
"Surface washings from^arnyards. stockyards and hogpens during
" everv rahif all find their way into it directly by natural ravines or
"Scial ditls, whilst the'soakage from all is cont-ualy going
" on In fact the river is used as the common sewer of the country.
"The number of persons per square mile in the Assmiboine
" wate shed robably does not exceed h person per square mile at
" Te prosent^ime, a number so small that under ordinary circum-
" stLcerthey would have no appreciable influence in the sewage
.< ntaminatfon of the stream but of more -por ance on accoun
"of the loner narrow shape of the river lots; the location of their
" dweUinS^out-buildings and yards; the large proportion of stock
" kl bfeach and the common mode of disposing o manure
"insteadof Sa it as a fertilizer. While, there ore, there is no
<'Lround for p "sent alarm from this cause, the indications ave that
"Ke not distant future, as settlement increases. mo.st stringent
"measures will have to be enforced^ to^ prevent a continually m-
" creasinc pollution of this stream,
" Between Portage la Prairie and Winnipeg the river banks
.<are segmentary and'at all stages of water, except f^^^ -^ ' "«
<■ subject to constant and very great erosion, so t^^^^t ««' ^^^ "«»<^hs
.' in the year the water carries in suspension great quantities ot
«• finely divided clay and sand. * * ,. . :„j
"It is considered that this large quantity ot sedinientcarne^^
" by the water i. at the present time its most objectionable feature.
My own examinations, so far as they could bo made, would
tend to endorse these views.
The chemical analyses of the Assiniboine River water ate
aDPendeil. (Appendix II). „ , . • u- i
^ The solid matter contained in the water of the river is high
and the hardness is also high, as the r ver passes through a ine-
stom country. The high percentage of albuminoid ammonm is duo
ma?nlv t . ve./etablo pollution, such as leaves, stems and roots
V"a ennUter is {o.uparatively unchangeable -d < -s not
Xcmnpose as rapidly as animal matter, winch fact ,« shown by
the slmiU percentage of free ammonia contained in the water.
, x»*%'im>Kisim:,!tt.' r»mvmMt'iH i
i^»*t-
•unt of the higher
the woods afford-
river for stock in
s are placed upon
sal practice of the
all kinds of refuse
it into the river,
id hogpens during
natural ravines or
continually going
I'er of the country,
in tlie Assiniboine
per square mile at
r ordinary circum-
ence in the sewage
ortance on account
le location of their
sroportion of stock
iposing of manure
erefore, there is no
ndications aie that
ises, most stringent
it a continually in-
eg the river banks
cept the lowest, are
that for six months
great quantities of
ot sediment carried
jectionablc feature.'
Id be made, would
e River water are
f the river is high
«'s through a lime-
loid ammonia is duo
H, stems and roots,
'able and docs not
icli fact is shown by
d in the water.
MMMM
MM
19
The attempts made, up to the present time, to purify the
Assiniboine River water have only been partly successful. The
filters, as already mentioned, do not operate satisfactorily, and
sometimes are entirely useless,
In order to render the Assiniboine River water satisfactory
as a public water supply it should be purified and softened.
Purification can only be obtained by the use of settling basins
and filters. Filters alone will not be successful. This is due,
partly to the irregular character of the water, being sometimes
quite clear, and at other times very muddy and carrying in sus-
pension much fibrous organic ftiatter. For the same reason it has
not been found satisfactory to clarify the Citissouri and lower
Mississippi waters by passing them through filters alone.
Settling basins, arranged so as to allow the suspended matter,
in its greater part, to subside, are a necessary preliminary to
obtaining clear water. The water must subsequently be filtered
so that not only the slight turbidity which will remain is removed,
but also the organic matter and the objectionable bacteria.
It is not neces-sary in this case to adopt slow sand filters, such
as are used for most of the European water supplies, as the water
has not a sufficiently high bacterial pollution to favor such a pro-
cess. Rapid mechanical filters will answer the purpose and render
the water, after it leaves the settling basin, entirely clear, and
there need be no difficulty in their operation. These mechanical
filters should operate under a slight head securing a constant flow,
rather than under high pressure and a varying flow, as at present.
ThQ water of the AssiniboVae River can bo softened, so as to
make it serviceable for washing purposes, by the addition of a
solution of lime and soda. These materials could be added while
the water is being pumped into the settling basin. Here the car-
bonates removing the hardness are precipitated, together with the
bulk of the suspended river silt and organic matter. The water is
thus partially clarified. Subsequently it is pa.ssed through filters
to be thoroughly clarified, as mentioned above.
It is estimated that for the purpose of clarifying a daily
supply of 2,400,000 gallons tho settling basins should have a capac-
ity for at least half this amount, i.e., 1,200,000 gallons, or 192,000
cubic feet. It would be well to have a division into at least four
basms giving each one a capacity of 48,000 cubic feet.
Allowing the water to stand 15 feet deep, each basin would
have an area of 8,200 square feet. They should bo covered so as
(1
,1!,'
I;
20
to W pvotectea from the influence of frost. These assumptions
„"i'ht^require modification when the reservoir is located.
" Aftc.- passing the settling basins the w^^^J. -°"^ ^/J^^^^^^^^
.ntomochallical gravity filters ^ rate f^^^^^^^^l^^;;,
LiS; ::ula «^8lJf 5„. of th. filter, would be eonimu-
allv out of service for cleaning. .
^ From these filters the water would flow into the reservoir and
thence be pumped into the distributing system.
The water used for washing the filters and settling basins, as
weU I thrsediment from the latter, would be earned back into
^^'' 'to avoid the necessity for large settling basins it has recently
been proposed to use fllte'rs having «P--"y -^«^f ?,^«^ ^S
"*' r r a„„i. tiU.i>rR are now m use in Elmira, iN.i.. uurmu,
T^'lT Kansas C^y Mo Whether or not they ultimately
" "Il'l';«':te of large .ettUng b«i»..ihe cost of «,. plant
is estimated as follows :
Land for pumping stations, settling basins, filter- ^ ^ ^^^^
ing plant, etc g'.OOO
S^^EXaiulfouniationfo^machi^iery 20^0
Pulifgt'aci;ine;y.withboile;plantforpower
and heating, two vertical triple expansion
pumps and two horizontal simple .luplex ^^^^
pumps . • • S 000
s^at^^^rts^s ""••'■ -°"-'"«' ■■'■■■ i^
Mechanical filter plant ^'^^
Drains for waste water '
H1.S50
Contingencies and engineering, 15% __^^^
f 103,130
-- 'tew.*t«|4*' (WvW*^
'iSiWlW*"
l.X. ^ J a i^, - . -HfJJ t A . ^- . M .«fl tf . (rttM aii .
hese assumptions
located.
would be lifted
)0 cubic feet per
ring 1280 square
eiency the rate of
ave estimated for
r. The head re-
would be continu-
) the reservoir and
settling basins, as
carried back into
sins it has recently
onstructed set-tling
Imira, N.Y., Lorain,
)t they ultimately
ng the Assiniboine
ice with such filters
;he cost of the plant
filter-
9
4,0(10
2,000
hinery
20,000
• > • • •
5,050
power
ansion
duplex
31,800
8,000
40,000
35,000
1,000
H1,S50
21,280
f 163,130
21
Assuming the use of filters with small settling compartments
attached, this figure would be reduced by the cost of two pumps
and the large settling basins, and increased by the cost oi' a g-reater
number of filters of larger size. The cost of this plant would be
about $123,000.
The chemicals required for softening the daily quantity of
water (2,400,000 gallons) and for precipitating the suspended
matter, are estimated as follows :
Lime 6720 lbs. at \ cent 316 80
Soda Carbonate, 960 lbs. ^t 1 cent 9 CO
Alum 600 lbs. at 2 cents.... 12 00
$38 40
The daily cost of operating the softening plant
and mechanical filters, removing the sediment
and organic impurities from the settling basin,
and repairs, is estimated at $10.00 per million
gallons, or 24 00
Pumping 2,400,000 gallons into the Distribution
Reservoir , 19 60
Daily operation of softening, filtering and deliv-
ering into Reservoir $82 00
Therefore, the annuiii expense for purifying and softening the
Assiniboine River water to the ext-^nt of 2,400,000 gallons per day,
and of delivering it into the Distribution Reservoir, would be :
Interest on cost of plant, at 4 per cent $6,525
Repairs and renewals of buildings and machinery, 2,000
Operation of softening, purifying and pumpinw,
at $82.00 per day *. 30,075
$38,6<t0
If filters with settling compartments are used, the cost of
the daily operation might be reduced from $82 to $75, making
the total annual cost :
Interest on cost of plant, at 4 per cent $4,920
Repeif's 1,900
Operation, at $75 per day 27,375
• $34,195
To ascertain the net expense of softening the water, as ap.ninst
supplying it unsoftened. bi.t passed through settling basins and
ii
Ij3
i.,.Ai-.JJ~J^r-^4^U-
i i
22
filters I append an estimate for supplying purified but hard Assi-
"'"TLrHouut a reduction of $3,560 in the cost of the chem-
distribution reservoir would be :
Interest on cost of plant, at 4 per cent. ....... • - 55U..i»^
RepIiS and renewals of buiUiingsand machinery 1.800
Operation of purifying and putrping at S30 per ^^^^^^
day !
$19,133
annual cost: « xTrs
Interest on cost of plant, at 4 per cent ........ • ■ » *J ^»
Repairs . . - g'loo
Operation, at $26 per day '_
$15,968
From the above figures it is computed that the dai|y cost of
softenin. 2.400.000 g«,"-« P^ ^//X . "^ seui-^^^^^^^^^
settling lasins are "f J^^^^^te^t t^^ '^^^^ ''''' o? softening
Tm ^gllloTon^^i^w!;"^^^^^ by the former method is 2.22
J£. and by the latter method 2.08 cents.
B.— Artesian Wells.
1 • *i,^ Umoatnne rock which underlies the City
Bor ngs made m tho limesto^^^^ „,entioned. It is
of Winnipe^r, Y^^^^J^!'.^^' nost cases palatable as a drinking
clear in appearance and m JT^ j ^ j ^^^„^ ^,f ^,,, ^,x\h
water, but \t la very ^an^ (APFJ»^»^ ^ ^^ .^ ^^ .^.tic
d but hard Assi-
Bost of the chera-
total cost of the
asina, and about
tments.
ig is estimated at
I where the water
il be S16 per day.
10,950 per annum.
urifying, but not
ivering it into the
S6,383
lincry. l.SOO
10 per
10,950
$19,133
ied, the daily cost
making the total
.S 4,778
. 1,700
, . 9,*90
$15,968
lat the daily cost of
$53.33, when large
ly settling compart-
ihe cost of softening
rmer method is 2.22
h underlies the City
jn mentioned. It is
itable as a drinking
In some cf the wells
itly, but it is practic-
ilting the pipes, and
23.
also by the process of softening. The excessive quantity of .salt
which it contains is not sufficient to condemn the water for drink-
ing, or other purposes, as it is not due to orgahic pollution. The
analyses show it to be entirely free from such pollution.
From the overlying strata of itnperraeablo clay it is impossible
that any surface water in the City, as for instance from the streets,
sewers, priv -s or cemeterie.s, would penetrate into the artesian
water. This fact is demonstrated in the western part of the City
by the water rising above the .surface "of the ground when a well
is piped. Its source must .therefore have a higher elevation and
consequently be at a dLstant poinf from the City.
The analyses of the water from ilifferent wells, made at differ-
ent times, agree fairly well. (A.p\ ix II.)
It is stated that in no case wiiere the boring was made deep
enough has such a well failed to furnish water. It is also said
that sometimes the water has had an unpleasant taste, but *■ it by
sinking the well deeper this taste has dis-ippeared.
From the test made at the Canadian Pacific Railroad well it
was demonstrated that a continuous .supply of this water can
be obtained. It was also demonstrated that the water came from
a westerly direction, and that to collect the same, it would be
necessary to sink a row of wells along a line having a northerly
direction.
It has been remarked that the possible source of the artesian
water might be Lake Manitoba. While this is possible it is not at
all necessary for our purpose to suppose such a source, as the
amount which ma}' be drawn from the wells to supply the City of
Winnipeg might be supplied by the rainfall which soaks down
into the ground between this City and Lake Manitoba. The
iiiipprvious clay stratum overlying the limestone rock is found
only in the Red River Valley. Beyond it the soil is more porous.
The rock croos out at the surface but a few miles west of Winnipeg.
Between such outcroppings and Lake Manitoba there i.s abundant
opportunity for that part of the rainfall, which does not evaporate
or run off into the streams, to penetrate the ground and enter the
fissures of the rock.
In my opinion, there will be no great difficulty in obtaining
all the water recpiired for the City from this arttsian .source. It
is only a question as to how far north to extend the pipe line and
the wells to get the necessary ciuantity. For the purj^oso of milk-
ing an estimate of cost it has been assumed that .such an intercepting
f)ipe line to supply 2,400,000 gallons per day will have to be at
eust 5,000 feet long.
i-
;i
24
The waler derived from this source, being always clear and
without oT^Inic pollution, need not be purified As its hardness
2Trert;bdng a Lie greater than that ot the Assimbome Rwer
water, it would be desirable to soften it. ,•«,•„
No settling basins are necessary, as no preliminary clarification
is required Tie precipitate which is caused by the softening
;^S must, howe^ver, 'be removed from t^^^.^.^^
miner mechanical filters for this purpose, cloth filters will answer
ri?fr nnH hP ess exoensivc. Such cloth filters have been used
t sevSalye in ^eVa^^ plant at Southanipton
EngS an^d to clarify the Spring Valley water supply of San
^'^TisVssible that some use might be found for the material
wV^ioVi is strained out by the filters, but it is more probable that
It itt t vThave to b^e stored upon the ground near Uie work.
From 2!loO,000 gallons of water there would ba about six cubic
yards of precipitate. (Appendix 111).
The water used for washing the filters and washing out the
preciptatrwoiJd have to be removed in a sewer or dr.«n to be
precipiiaie, v> u ^„ . . ^g^ks are bcated north of the
K^tt,n°G oLT,'th:draiLtu7d°^ into the ditch now
runmn' aJong^e of the Selkirk Branch of the Canadian Pacitic
Sway or would have to be built to the Red River.
The cost of this plant is estimated as follows :
Land for pumping station, softening plant and ^^^^^
wells " ' j'gQQ
5rKl°^/itrconnecting'pii>e.' laid in a brick con- ^^ ^^
Buildings forpumVs,' boilers, 'fuel and softening ^^^^
Chim^itj'and foundations "for" machinery 3,600
Softening plant and filters :;.• u' m" "
Two horizontal triple expansion pumps, with boiler
plant for power and heating, ete l/.'J^
Drains for waste water •
Deposit tank for precipitate ' ' ""'^^^
SU0,760
Contingencies and engineering, 15 per cent, ^1.120
$161,870
'i.t
■Hi
V>
Iways clear and
As its hardness
.ssiniboine River
inary clarification
)y the softening
ftter. Instead of
liters will answer
have been used
at Southampton,
ir supply of San
for the material
ire probable that
near the works.
ba about six cubic
washing out the
it or drain to be
ited north of the
ito the ditch now
Canadian Pacific
,iver.
s :
it and
$3,500
1,500
;k con-
57,500
'tening
25,000
3,600
25,000
li boiler
17,750
5,000
2,000
$140,760
cent, 21,120
$161,870
I
25
The chemicals required for softening the daily quantity of
water (2,400,000 gallons) and for precipitating the suspended mat-
ter, are estimated, according to Dr. Hutton's data (Appendix III),
using the average amounts of chemicals given by him, as fol-
lows :
Lime 7800 lbs. at I cent $19 50
Soda carbonate, 1080 lbs at 1 cent 10 80
Alum 600 lbs. at 2 cents 12 00
$42 30
Labor for the softening plant and for repairs. ... 12 00
Pumping 2,400,000 gallons from the wells into the
tanks (maximum lift) at the city distribution
pumping station '. 12 00
Daily operation of softening and delivering into
reservoir $66 30
Therefore, the annual expense of softening the artesian well
water, to the extent of 2,400,000 gallons per day, and of delivering
it into the distribution reservoir, would be :
Interest on cost of plant, at 4 per cent s . . $6,476
Repairs and renewals of buildings and machinery 1,500
Operation of softening and pumping, at $66.30
per day 24,200
$32,175
To ascertain the net expense of softening this water, as
against supplying it unsoftencd, I append an estimat' of cost for
supplying it in its natural condition.
There would be a deduction of $54,470, for decrease in the
necessary land, size of buildings, puni[)ing and softening machinery,
drains, deposit tank, and foundations. The total cost of the work
is estimated at $107,400.
The average daily cost of pumping, maintenance and delivery
into the reservoir at the pumping station, is $12.00, or $4380 per
annum.
Therefore, the annual expense of delivering the natural artesi-
an well water into the distribution reservoir would be :
Interest on cost of plant, at 4% $4,296
Repairs and renewals 1,000
Pumping, at $12 4,380
$9,C70
—*»..-,
nii ii r i nwn n iw r tn ii
,!
26
From the above figures it is computed that the daily cost of
softening 2,400,000 gallons per day will be S6L64 Theretore, the
cost of softening 1,000 gallons ot artesian well water is 2.57 cents.
C— Poplar Springs,
These springs are located to the north of the City and 17i
miles therefrom. They have an elevation of 8 feet above the City
The territory between is flat, as shown by the prohle attached
hereto (Plate II), the greatest rise being 16 teet above the e.evation
of the City, at 11 miles therefrom. • • ti
The quantity of water, as gauged at the large spring in July,
is about 2,800,000 gallons per day. It may be less later in the
season and in the winter. , , . ■. • l i
As stated above, it is probable that by bormg and intercept-
ing, a much larger quantity of water of a similar character could
be obtained. It is certain that the quantity first demanded by the
City can be secured from the large spring alone and later, by
reaching the other springs, or by intercepting sufficient artesian
water between the springs and the City, the future average amount
of 6 000,000 gallons per day can ba obtained.
The water of the Poplar Springs is very clear, without organic
pollution, and need not be purified. Its hardness is not as great as
that of the city artesian water, nor as great as the Assmiboine
River water, and according to Dr. Kenrick its hardness is only
temporary and can be removed with lime alone. (Appendix 11.)
While it is by no means a soft water, it might perhaps be
considered sufficiently soft for ci^y use. Fo^rwashmg purposes it
would be desirable to add some soda to it This should be done
The day before using it. so that the precipitate will settle, the clear
water can be poureS off for use. and the sediment thrown away
If subjected to a softening pro. . ss by the City, the works
should be located near the springs. The water would .there be
lifted into a softening basin, receive the necessary chemicals and
be filtered through cloth, as in the case of the artesian well water
The water used in washing the filters could be led into a ditch
near by. which now carries off the water of the springs.
The distance from the City necessitotes the laying a conduit
to it from the springs. It would be sufficiently large and durable
o carry not onlv the quantity of water at once required, but the
future quantity of 6,000.000 gallons per day. or 11.14 cubic feet
^^' ^Wooden stave pipe, if it is constantly under pressure, is. I
believe, as good, in your climate and conditions, as iron pipe. It
nnn i mHWiWBa
-.■^. .. ..—jt ^ N'i^ y; *
t the daily cost of
J*. Therefore, the
cater is 2.57 cents.
f the City and 17 J
;eet above the City,
le protile attached
above the e.evation
arge spring in July,
be less later in the
oriiig and intercept-
ilar character could
st demanded by the
ilone, and later, by
y sufficient artesian
ure average amount
ear, without organic
3S3 is not as great as
, as the Assiniboine
ts hardness is only
e. (Appendix II.)
1 might perhaps be
washing purposes it
'his should be done
will settle, the clear
ent thrown away,
be City, the works
iter would there be
ssary chemicals and
artesian well water.
Id be led into a ditch
le springs.
;he laying a conduit
ly large and durable
ce required, but the
or 11.14 cubic feet
uider pressure, is, I
ns, as iron pipe. If
27
under pressure and not painted, the wood remains saturated, the
sap is removed and decay postponed, if not entirely prevented.
Such pipe will readily stand 100 feet pressure. The .steel bands
used should be of the best material, of ample strength and care-
fully made. They should be well coated with properly prepared
asphalt.
The total length required is about 92,400 feet, or 17.5 miles.
The diameter should be 36 inches. The loss of head in this conduit
due to friction is assumed at 0.329 per thousand, when carrying
6,000,000 gallons per day, and 0.064 ger thousand when carrying
2,400,000 gallons per daj*. In case a stave pipe is used, the friction
might be slightly reduced.
The necessary total lift to deliver the water of the springs
into the City's reservoir is 31.5 feet for 6,000,000 gallons daily,
and 11 feet for 2,400,000 gallons daily, not considering the special
lift for the softening process, which is 10 feet additional in each
case.
There would probably be several summits in the pipe at which
air-escape valves would be required. It is estimated that the top
of the pipe is covered with at' least six feet of earth to prevent the
water from freezing. The conduit would discharge into the dis-
tribution reservoir in the City, fvora which, as in the other cases,
the water would be pumped into the City mains.
The cost of plant is estimated as follows :
Lund for pumping station, softening plant,
springs and pipe line $ 1,200
Preparing grounds 500
Developing springs, well, etc 3,000
Buildings for pumps, boilers and softening plant 25,000
Chimney and foundation for machinery 3,500
Dwellings for men 2,500
Softening plant and filters 25,000
Two horizontal compound condensing engines
and two simple high pressure engines with
boiler plant for power and heating 18,250
92,400 feet of 36 in. stave pipe, including valves,
etc 388,000
Deposit tank for precipitate 2,000
468,950
Contingencies and engineering, 15 per cent .... 70,340
$539,290
mm-titmttmimMfi- ■
28
Although requiring a smaller quantity of chemicals, the cost
of softening would bfi nearly as much as softening the artesian
well water, owing to the fact that but few parts of the plant could
be reduced in size.
The chemicals required, according to Dr. Button's average
fi(Tures, for softening the daily average quantity of water (2,400,000
gallons) and precipitating the suspended matter, soda being omit-
ted in this case, are estimated as follows :
Lime, 6,6001bs. at i cent S16.50
Alum, 600 lbs. at 2 cents 12.00
$ 28.50
Daily cost of operating the softening plant, and
repairs 1-00
Pumping water from the springs into the tanks
and conduit (maximum lift) 24.00
Daily o^^eiation of softening and delivering into
City reservoir > $64.50
Therefore, the annual expense of softening the Poplar Springs
water, to the extent of 2,400,000 gallons per day, and of delivering
it into the city distribution reservoir, would be :
Interest on plant, at 4% • ^^^'"^J^
Repairs and renewals of buildings and machinery. 1,500
Operation of softening and pumping, at $64.50
per day • • 23,543
$46,615
To ascertain the net expense of softening this water, as against
supplying it unsoftened, I append an estimate of cost for supplying
it in it3 natural condition.
There would be a deduction of $51,990 for decrease of size of
buildings, in the number of pumps and omis.sion of softening
plant, etc. The total cost of the work is estimated at $487,300.
The average daily cost of pumping, maintenance and delivery
into the city distribution reservoir is $18, or $6,570 per annum.
Therefore, the annual expense of delivering the natural Poplar
Springs water into the city distribution reservoir would be :
Interest on cost of plant, at 4% $19,492
Repairs and renewr.ls 1.00^'
Pumping, at $18 psr day 6,570
$27,062
i Miuml i iiim— ti l l
29
chemicals, the cost
'tening the artesian
ts of the plant could
r. Button's averajje
y of water (2,400,000
ber, soda being omit-
$16.50
12.00
$ 28.50
at, and
12 00
; tanks
24.00
ng into
$64.50
jg the Poplar Springs
lay, and of delivering
3e :
$21,572
lachinery. 1,500
at $64.50
23,543
$46,615
this water, as against
I of cost for supplying
for decrease of size of
)mis.sion of softening
mated at $487,300.
ntenance and delivery
$6,570 per annum,
ing the natural Poplar
I'voir would be :
$19,492
1,000
6,570
$27,062
From the above figures it is computed that the daily cost of
softening 2,400,000 gallons per day will be $53.57. Therefore, the
co.st of .softening 1,000 gallons of Poplar Springs water is 2.23
cents.
D, — Winnipeg River,
The only object in considering^ this somewhat distant source,
lay in the reputed natural purity and softness of its water.
Instead of draining a limestone country, its water passes through
a country of azoic rockp, such as granite and gneiss, which do not
contain minerals that by solution materially harden the water. It
is only necessary to tap the river and bring the water in its
natural state into the City.
The nearest point at which it can be reached is above the
mouth of the Whitemouth River, a tributary fi'om the south, and
about 54 miles from the City.
It has been suggested to go below this point and take the
water from Lac du Bonnet,- requiring a conduit perhaps 10 miles
longer and a corresponding loss of head by friction. The only
justification for this suggestion would be the advantage of allowing
the suspended matter to settle in the lake by the reduced velocity
of the water in pa.ssing through it, and thus to get clearer water.
The turbidity of the water, existing during the latter part of
the summer, is, however, mainly caused by very fine and light
particles of vegetable matter, and most of these would probably
remain in suspension, unless the water came to an absolute rest,
which it does not. The additional expense of going to Lac du
Bonnet would therefore not be justified by getting at best but a
very slight improvement in the clearness of the water during a
.short time in the summer. A .survey was therefore made from
Brokenhead River to the nearest point where the river could be
reached. Between the City and Brokenhead River the territory
was sufficiently well known.
The character of the water cannot vary much between the
mouth of the English River and Lac du Bonnet, excepting that the
Whitemouth River might somewhat decrease the purity below its
mouth. Between the English and Whitemouth Rivers there are
many rapids and falls, as well as bend.s, which vertically and
laterally so thoroughly mix the water that its quality can be
considered the .same anywhei'e in the current. The velocity being
rapid th(! water must retain fine matter in .suspension.
f
If
1: I
mill 1 1 li iiinaMBIfaflatfc.
:fi:: I
30
The best point at which to take the water for the City is just
above the mouth of the Whilemouth River. The Winnipeg River
was examined as far up as three miles beyond this point.
The water was carefully scrutinized It had a distinct
brownish-yellowish color, was slightly turbid and full of hne
suspended matter, which was evidently of vegetable ongia The
water was frequently tasted. Its taste was not pleasant, and in-
variably slightly bitter, which is usual in waters containing much
vegetable matter. No doubt for perhaps 9 or 10 months in the
year this water is clear and very palatable.
Samples for analysis were taken near the point where an
intake should be placed, and they well represent the average char-
acter of the Winnipeg River water at that time The analyses
flnpendix II) show a moderately good water, but a very high
ptrSage of albuminoid ammonia, several times the quantity
EtTs considered permissible in England for the dnnking water
of that coui.try. But this high percentage, as already stated, is
L to vegetable matter and is explained by the large areas of
forests an3 muskegs situated on its drainage area. The very small
percentage of free ammonia indicates almost no pollution by animal
matter. i ^ -i.
The plan (Plate III) and profile (Plate II) show the territory
over whic^h the water wiuld \Le to be brought to the City The
elevation of the Winnipeg River where it could be tapped is 843
feet above sea level. The lowest elevation at which a pipe line
could cross the high land between the Winn peg -"d Brokenhead
rivers is 940 feet, or 97 feet above the Winnipeg River. Frmn
this point the pipe would fall 163 feet to the City reservoir, f he
total length of pipe is about 285.000 teet. or 54- miles.
The pipe should be sufficiently large and durable to carry, as
cumated .efore, 6,000.000 gallons per day, or 11.14 cubic eefc per
second. Due to the different gradients available, the diameter
would be thirty inches from the Winnipeg River to Birds HiU,
and 28 inches thence to the City.
The loss of head in this conduit due to friction is assumed at
0784 per 1,000, when carrying 6,000,000 gallons per day. and at
145 per l.OOO when carrying 2,400,000 ga Ions per day. If stave
pipe h used, the friction may be slightly reduced.
There would be nuu.erous summits on this pipe line where air-
escape valves would have to be provided. The pipe is supposed
to be laid in the ground so that the minimum earth covenng would
be Ci feet, or .so that its centre would be 7^ feet below the
surface to prevent the water from freezing. The pipe would,
!
i nwKii a Mm i iiiwmiiMWtf
I
f for the City is just
rhe Winnipeg River
this point.
It had a distinct
d and full of fine
igetable origin. The
not pleasant, and in-
ers containing much
or 10 months in the
the point where an
!nt the average char-
time. The analyses
er, but a very high
times the quantity
the drinking water
IS already stated, is
the large areas of
irea. The very small
pollution by animal
I) show the territory
rht to the City. The
lid be tapped is 843
t which a pipe line
peg and Brokenhead
tinipeg River. Frcm
1 City reservoir. The
5+ miles.
. durable to carry, as
>r 11.14 cubic feet per
iilable, the diameter
River to Bird's Hill,
friction is assumed at
Ions per day, and at
Ions per day. If stave
uced.
is pipe line where air-
The pipe is supposed
n earth cove-ing would
5 7^ feet below the
a. The pipe would,
31
as in the other projects, discharge into the distribution reservoir
in the City.
It is found that the necessary total lift to deliver the water
of the river into the City's reservoir, is 146 feet for 6,000,000
gallons daily, and 106 feet for 2,400.000 gallons daily.
There is an ample quantity of water and depth of fall at the
proposed intake to allow the pumping to be done by water-
power. Yet, to build works for this purpose alone, and which
would operate economically and without failure at both high and
low water stages, would be a more expeHbive undertaking than
to erect a steam pumping plant and use as fuel, wood which
abounds in the neighborhood.
The cost of th's plant is estimated as follows :
Land for pumping station and pipe line S 2,600
Preparing ground and roads 1,500
Intake works, well, etc . , 1,000
Building for pumps and boilers , 6,000
Chimney and foundations 1,000
Dwellings for men 2,000
Two horizontal triple expansion engines,
with boilers 19,500
Pipe line to City, 34 miles 1,246,700
1,280,300
Contingencies and engineering, 15 percent.. 192,100
$1,472,400
The pnnual expense of delivering the Winnipeg River water
to the extent of 2,400,000 gallons per day, into the City dis-
tribution reservoir would be :
Interest on cost of plant, at 4 per cent $58,895
Repairs and renewals of buildings, pipe line and
machinery 2,000
Pumping, at $25 per day 9,125
$70,020
E. — Comparison.
It remains now to compare the several projects which have
just been examined, us to the quantity and quality of their water,
and as to their relative economy.
Both the Assiniboine and Winnipeg Rivers are so large that
even at fieasons of greatest drought they can supply sufficient
water for the City.
£S^S
i4
i:;.}
32
The Poplar Springs deliver sufficient water for about 40.000
.!,« Rv Snkin<. wells along the line of the conduit this quan-
Sv could b^ £eKeveral «^mes. and without question furmsh
aufecient water for 100,000 persons. .
The artesian well supply can likewise f--V.tv7o"Sk
quantity. In order to obtain the same, it is only "^J.^jy f/^^J
2 sufficient number of wells in the western part of the City and
extend them in a northerly direction.
If we compare the natural waters as to P^^f ^^L^'fy-J"*
irrespectTve of™heir softness, we may place them in the following
°'***'' '' 1. Poplar Springs. 3. Winnipeg River
2. Artesian Wells. 4- Assmibome River
If we compare them as to softness, we must give them the
following order :^^^^^ 3. Assiniboine River.
2. PoplarVprings. 4- Artesian We Is.
them in the followiag order : . . • w lu
1. Poplar Springs. 3. Arte.uin Wells
9 Winnipeg River. 4. Assmibo.ne River.
Tf the hard waters are softened by a chemical process and the
projects, as follows : .
^ 1 Poplar Springs. 3. Assmiboine River.
2 Arfe wells. 4 Winnipeg R.ver.
Theccstof softening 1.000 gallons of water in the several
projects is as follows :
^ 1. Assiniboine River 2.22 cent .
2. Poplar Springs ^^'^ «^"J«-
3. Artesian wells 2.57 cents
■ These differences of cost are .so slight as to have hardly any
woiffht in deciding upon the preference. , „. u,,„
The "ost of softening any of the Winnipeg waters a^ here
determined, is not so gi4t. in -y. ^-^'^.'^t in^E^d. U
adoption, although it "^"^V^'^Llllons Ttrr per day the est
ftfainilyof five persons use 300 gallons. uw^^^^^^ cent per day.
t^*iSM''
L
"-''"-^ ■■'j'BJiy.'-'?'«'S™^SK -,
er for about 40,000
! conduit this quan-
ut question furnish
rnish the required
y necessary to sink
art of the City and
lo palatability, but
em in the following
ipeg River.
iboine River.
must give them the
iboine River,
ian Wells.
iiess of these waters,
3I i lolined to place
lian Wells,
liboine River,
lical process, and the
Ul consider the order
bhfulness of all four
niboine River.
mipeg River.
water in the several
2.22 cents.
2 2M cents.
3.57 cents.
I to have bardly any
lipeg waters, as here
I, as to prevent it.s
cost in England. If
ater per day tbe cost
in one cent per day.
;ess would reduce tbo
33
carbonate of lime from 28 to 17 grains per gallon, a reduction of
11 grains. If we assume approximately that each grain of car-
bonate of lime per gallon increases the amount of soap necessary
for 100 gallons by 2 ounces, then, if sufficient soap is ordinarily
added to make the water soft, the softening process proposed for
the City would save IJ pounds of soap per 100 gallons of water
used for washing purposes.
Comparing the projects as to cost, I shall state them, fir.st, in
the order of the necessary capital which must be expended at the
outset, to deliver the water into the city reservoir :
NATURAL WATERS :
1. Artesian Wells 8 107,400
2. AssiniboineRiver, filtered, ($119,440),... 159,-570
3. Poplar Springs 487,300
4. Winnipeg River 1,472,400
SOFTENED WATERS :
1. Artesian Wells S 161,870
2- Assiniboine River, filtered, (S123,000) .... 163,130
3. Poplar Springs 539,290
The figures given in parenthesis cover the cost of u.sing filters
that have settling compartments attached to them, thus obviating
the use of large settling basins.
The Artesian well project, it will be seen, requires tho least
outlay, both when the water is softened, and when it is delivered
in its natural state, excepting in the case where settling compart-
ments are substituted for large settling basins in the Assiniboine
River soft water project.
Secondly, the.se projects are given in the order of annual
expense, including both interest on outlay and cost of operation.
NATURAL WATERS ;
1. Artesian Wells S 9,670
2. Assiniboine River, ($15,968) 19,133
3. Poplar Springs 27,062
4. Winnipeg River 70,020
SOFTENED WATERS.
1. Artesian wells $32,175
2. Assiniboine River ($34,195) 38,600
3. Poplar Sprnigs 46,615
This comparison indicates that the artesian well supply is the
least expensive, whether natural or softened water is supplied.
j^mjttmttmt
J, ^j^-f^i^ni^UaiiieBr-
S4
XI
NcxtinoiJerisfche Assiniboine River supply. Using small set-
Sing compartments attached to the filters the annual cos^s
reduced several thousand dollars. Owing to tl^7°«»«^hat ex^en-
mental character in the use of such ('"'"P*'.^™^"*'^' / PT^J^Ji^or
ever at the present time to use the larger figure for comparison.
The greater cost of the Assiniboine River project is accom-
panied also with the disadvantage, that in its naturd state the
water is obiectionable at certain seasons ok the year and that the
7uture may see H ,nore or less polluted. While filtration should
"e^ovethfs olfaction almost entfrely, the l-^ent danger will never
theless still exist, and conscientious care and attention must be
exeSed to overcome it. No such danger exists in the artesian
water. , . . ^„i„
It therefore appears t^^^the artesian supply is not on^7
cheaper, but also safer to use. than that obtained trom the Assini
boine River. , ,
In view of the advantages of soft over hard water as stated
in the in roduct on. the small expense per family v.ould surely not
be resisted! and I shall assume that you will prefer the supply of
softened water.
UI.
DISTRIBUTION SYSTEM,
Aflpr the water, soft and clear at all times is deUvered into
the city reservdr. i is then necessary to distribute it m such a
manner as to furnish the citizens with the quantity they need and
also with a fire pressure.
It has already been said that for reasons of economy ^iro
t,reJure should Cfurnished only when required. At other times
Pressure shouM be mo.lerate Jnd reduced to a minimum during
the fatter half of the night. (Appendix IV A.)
The quantity of water consumed is greatest during the day
and leastTuring the night. The pipe and pumping system must
Xrefo e be p^-oportioned to supvly these varying quantities
K Tt is ass^ume.!. that the maxUum consumption .s one and
three nuarter times the average; or. for a mean -uppiv "f 2.400.000
gallons per day. it is taken at the rate of 4.200.000 gallons per day.
mtrnm-mmntmimmmmmim
mmmmtKam
- .^i^^g^f^gmMJ^/grM^iii^^fimfigafui^tg^mtxi.
Using small set-
ho annual cost is
3 somewhat ex leri-
its, I prefer, how-
3 for comparison.
• project is accom-
i natural state the
year, and that the
lie filtration should
t danger will, ncver-
attention must be
sts in the artesian
lupply is not only
led from the Assini-
rd water, as stated
ily \. ould surely not
prefer the supply of
mes, is deUvered into
istribute it in such a
antity they need and
ons of economy flro
ired. At other times
to a minimum during
jatest during the day
pumping system must
e varying quantities,
nsumption is one and
iin 'supply of 2.400,000
)0,000 ga'llons per day.
35
A distribution reservoir is therefore required to receive the
water from the softening plant at a uniform rate, to store it and to
enable the pumps to draw the quantity that may be required at
any moment. (Introductory.)
The capacity of such a compensating reservoir is assumed at
1,000,000 gallons. While it is usual to make this capacity greater,
so as. to allow of a temporary stoppage of the delivery works for
repairs, it is thought that the greater expense is hardly warranted
in your case, owing to the proposed method of collecting and soft-
ening the water.
A tank reservoir is sometimes used in order to allow the
pumping to be suspended during the night, when the draft is least.
But such a suspension is not advisable in your city, unless the
tank were placed sufficiently high to furnish fire pressure. Such
a height is impracticable. Pumping must be continuous, and the
sole purpose of the reservoir is to compensate for the irregular
draft.
A stand pipe is sometimes used to equalize the varying pres-
sures, and to relieve the pumps of sudden strains and shocks.
Modern pumping machinery, however, does not necessarily require
this safeguard, as protection can be provided in other ways. More-
over a stand pipe would not be advisable in your climate for other
reasons.
The distribution resejrvoir should be built underground, and
covered with masonry arches resting on piers. Its dimensions
have been assumed at 106 feet square and the depth of water at
15 feet.
The pumping station, at which the water is pumped from the
reservoir into the mains, should be the same as that at which it is
pumped from the wells to the basin of the softening plant. The
economy of operating a combined station is apparent. It should
be located beyond the Fair grounds and near McPhillips street.
The pumps have been estimated in duplicate and are to lie of
the best class, with triple expansion, so as to economize as much
as possible in fuel.
The pipe system starts with a twenty inch main, and conducts
the water to the inhabited parts of the city.
Colonel Ruttan has suggested a pipe distribution system for
this purpose, which I have examined and can fully approve as
being well adapted to give both the quantity and pressure required.
I can also fully «ndoi*8e his a 1 vice to have no mains smallor than
si.x inches in tfiameter, except in connecting two pipes from one
■MMMMMMMlli
mi miiiiii -
36
Wock to another, for which purpose a four i^^Jj P'P« «*';;^J^ ^^^^^
if 1.0 lire hydrant is connected with it No tour-mch pipes,
however, have been included in the estimate ot cost.
Fire hydrants in your climate shouUl be of the post pattern,
sothatthejcanbe readily seen when snow ««;;«'« fjf f^^^^
Thev should, if practicable, have a drip connection with a sewer
or with a small pit provided for the purpose and filled with coarse
^"*''The lencth of pipes necessary for a population of 40,000
persons I ha?e estimated at 65 miles, while for a Pop« "^t'O" °J
?S"rOO JersU this length might have ^^^ be in-e^^^^^^^^^
^«n^ As the buildincs are now somewhat scattered ana as iney
Tould tS t suppUed^ith water, excepting those at the outskirts.
I did not think it well to estimate a smaller mileage.
The number of valves and hydrants are given at the minimum
allowance raUs usually considered permissible for the above pipe
ft was stated in the Introduction that the consumption per
inhabiirt. particularly when the pressures wi I ^e '--^^ed^^^^^^^
not be kcDt as low as the rate assumed in this report. unt..ss tne
water supplied to .nsumers is metered. I have theretore allowed
for metering the entire supply.
It should be added hero that the metres should be the piop-
^rtv of the City No control could otherwise be exercised over
Uit^m. nof a guLnL offered that their registration was fairly
Tl? TiT T: Sr/tTb^st thatlhe^e touM t"'!
l^ntipaVltVol'of ^^UVloSd^n public property and
TeauirL the temporary removal of parts of pavements But
L^^thesei vice pipes are entirely in the interest and for the
riefit of the fesFCtive consumers, it is proper that their cos
should be borne by them and that these service pipes should be
considerSi as a diJ^ect benefit to the property. ^hc.r cost is.
therefore, not charged to municipal plant. , , , , ,
In establishing a waterworks plant provision should be made
for a storehouse and repair shop, which arc necessary adjuncts to
the distribution system. ,. . .^ .• * « r,.««^
An estimate of cost of the entire distribution «yft«'n. " Jjf
of which will answer for a much larger population than 40,0
perrons is iiven Inflow. It has been the intention to make this
Suate 1 b?ral, so as to fully cover all contingent expenses. U
mmm
h pipe can be used,
'Ho four-inch pipes,
f cost.
(f the post pattern,
covers the ground,
ction with a sewer
id filled with coarse
opulation of 40,000
for a population of
ncreased only 40 per
attered and as they
hose at the outskirts,
nileage.
riven at the minimum
)le for the above pipe
the consumption per
ill be increased, could
lis report, unless the
ave therefore allowed
should be the prop-
ise be exercised over
gistration was fairly
lins to the buildings
,t there should be u
I public property and
of pavements. But,
interest and for the
proper that their cost
ervicc pipes should be
perty. Their cost is,
vmon should be made
1 necessary adjuncts to
tribution system, most
population than 40,000
intention to make this
ontingent e.xpensos. U
37
is of course unnecessary to lay a greater length of pipe or to
set more hydrants than may be required at any given time.
Distribution Reservoir $45,000
Pumping Station :
Land S 2,000
Preparing grounds 2,000
Buildings, foundations, chimneys, etc 15,000
Two hoiizontal, triple expansion, high duty
pumps 76,000
Distribution Pipes :
4,800 M
GOOO ..
12,.500 M
27,000 M
3(),.500 ..
54,000 I.
200,000 ..
18
10
14
12
10
•S
6
* 60 per ft. .
818,400
3 80 M
. 18,240
y.20 M
. 19,200
2.60 H
. 32..500
2.10 ..
. 56,700
1.70 M
. . 62,050
1..W „
70,200
0.90 ..
. . 180,000
95,000
457,290
Valves :
3—20 inch valves, in position, at S230 S 690
486
472
1,339
1,584
2,079
3,2.50
18,981
3—18
4—16
13—14
18—12
27—10
50— 8
333— 6
II
II
II
II
II
II
162
118
103
88
77
05
57
Hydrants :
3.50—8 inch hydrants, in position, at $130 $45,500
220—6 M .. .. <- 100 22,000
$28,881
Meters :
4950— § inch meters, set in place, at $12.20 $60,390
1230—1 .. .. .. 18.30 22,509
350—1 .. .1 .. 24.40 8,540
60— li .. H M 42.00 J,520
10-2 .. H M 68.40 684
67,500
$703,671
$94,643
#l1i^
it:
38
Storehouse and uiBcfcine repair shop ^^'^^"
$808,314
Contingencies and engineering, 10 per cent. ^^'^^^
$889,145
The annual cost of the distribution system, as above estimated,
will therefore be as follows : ao- -ap
Interest on $889,145, at 4 per cem^ ^o'lZ
Pumping 2,400,000 gallons per day ^^.JJJJ
Maintenance and repairs '
$53,706
IV.
UTILIZATION OF PARTS OF THE PRESENT
SYSTEM.
The foregoing investigation has been made on the ««PPOBit^|;
that the franchise of the company now supplying the city w th
water soon expires, and that every obligation on the part of the
Citv towards the company then ceases. „ . , ^
In such a case, the City would be free thereafter to adopt
whatever ource of supply, and to build whate^;er sptem of di«-
TributLn it might deem best for its interests. The investigation
for a new supply has therefore been made us though the present
works were wholly private.
The resu'tintr conclusions have indicated that another source
than the present%ne would furnish better water and at a less
exnense A question then arises: Cannot some P;rts of the
Sent works\e embodied in the better system ? 1 so there is
So ntcLli^y for duplicating them, and the City should buy them
from the company at a fair valuation.
As the pumping station of the proposed works would be in a
different locality, oHly the pumping machinery and hlters might
perhaps be utilized. . i •
The pumps operated by the company neither appear to be m
tirst-class^ondition, nor are they designed to do «« economical
work as can bo done by a higher type of machinery. At the time
■MM
39
t.
10,000
$808,314
80,831
$889,145
, as above estimated,
$35,o66
13,140
5,000
$53,706
[HE PRESENT
de on the supposition
plying the city with
)n on the part of the
e thereafter to adopt
latever system of dis-
ts. The investigation
ivs though the present
jd that another source
• water and at a less
it some p»rts of the
^stem ? if so, there is
City iihould buy them
d works would be in a
nery and filters might
neither appear to be in
J to do as economical
ichinery. At the time
when the franchise expires, it is a question whether the present
pumps would be worth moving and re-erecting to perform so
important a duty as would be expected of them. I therefore do
not advise their purchase and have estimated for new machinery.
The filters are of a design which is not well adapted to the
purpose of removing the crystaline precipitate caused by the soft-
ening of the well water. Their operation would be at least
troublesome and expensive, and I can not recommend them as a
part of the new .system.
On the other hand, the pi[ ^ can largely be utilized. I am
informed that there are a few miles of old pipe, joined simply by
contact and without load. If these pipas cannot withstand the
increased fire pressure, they have of course little or no value in the
distribution .system. The other pipes, namely, those having joints
caulked with lead, and which constitute the major part of the
system, are reported to be in good condition. These pipes could
therefore be embodied in the new works, wherever they allow
sufficient circulation and pressure. Where they do not allow of
this, the smallest pipes could be discarded and replaced by larger
ones to act as feeders.
The value of the pipes of a distribution system, when they
have been in the ground .for some years, is of course less than the
value of new pipes, because their life is limited by being subject to
gradual corrosion.
The value of the hydrants and valves is also dependent upon
their actual condition, and those which are suitable might be
embodied in the new system.
METHODS OF PROPORTIONING THE PAYMENTS
FOR THE SYSTEM.
The total annual cost of supplying t' e city with 2,400,000
gallons of water from Artesian wells, us estimated above, is as
follows :
Softened and delivered into reservoir $32,175
Distributed throughout city 53,706
$86,881
HMHIP'
J-
-#!B
40
At tMs plaee it U prop- '» «d^ » annual ^^l^ow^ee Jor^ ad-
rS^^r ^T-S^^-^Wera^rfSi *^05,881, to
cover which a revenue must be provided. , . „ .
T^is revenue is assun.ed to be met by the following pay-
™^"*rTUpoUvatlaraepays for the water ':ised for public pur-
posesl-su'Jh a"t: eXang. street sprinkling, fountains, sewer
""■"ty 'the use of meters or by estimate it is P-ticable t^^^^^^^^^^^^
^"rs??SSS€SraSt^:
='rw^rw:ter!'anT,t*:rbe .0 charged in the toUowmg
estimates^ ^^ ^^_^^^, charge per run-
„i„,iot'„f"ne'»ren'°£S in £ro,Jt li their property, whether .t
is improved and water is used or not. ,
...it^t^rsf^'S^iSSSS
assessment is $2.oU. Assurainj, ^ pc added water
r;n fnnf lot should have been increased »oU by tne auaeu w«ti,
50 toot lot s'^o""*, ";,, ^ doubted that the real increase of value
-iTbur^^gn 1.^^^ with^:--;
Bini lar aU«^^"««' ,f"^. ^^'^ ^^^t the asses^^^e frontage is about
sections, it is "«"f ^J ,^3^,^^ lathis was assumed at 65 miles.
ZTTit Itr f t^^^^^^^ on both sides of the pipe.' at
Last 4ot00O K^^^^ f-nt'^^^ ^^'^^^ ^' '^^^"'^^^^ ^'' '^" '^''^"
3 Consumers to pay for the quantity of water they use.
There can be no question as to the propriety of paying in pro-
valuable commodities.
iMBI
4^
"" "'T l ' j .
al allowance for ad-
h I place arbitrarily
iture of $105,881, to
r the following pay-
used for public pur-
:lins, fountaiKS, sewer
s practicable to deter-
1. As the water does
purposes, it might be
arae at the cost of the
rged in the following
innual charge per ruii-
ir property, whether it
ater main adjoins a lot,
and the cause of such
tor instance, the lot has
;s per foot, the annual
interest, the value of a
50 by the added water
le real increase of value
bo charge corner lots for
:tiou should be made on
of the house line. This
ible that a second house
I feet. With this, or a
)n for the street inter-
issable frontage is about
was assumed at 65 miles,
both sides of the pipe,* at
ail able for this charge,
ity of water they use.
opriety of paying in pro-
good water supply, and
it of water used. The
in America and Europe
)f measuring gas or other
41
Assuming that you will adopt this modern and just mode of
charging consumers, a rate per 1,000 gallons should be fixed ; but as
mentioned in the Intoductory, each consumer should be charged
with a minimum price, irrespective of the quantity consumed, and
pay the meter rates only for excessive quantities.
You will best know what you would prefer to state as a
minimum rate, or how to adjust it. For purposes of estimate I
shall assume that it is placed at 30 gallons per head per day. This
quantity of water is nearly equal to that used per inhabitant in
London, England. It should therefore be sufficiently liberal. On
the other hand, if we compare it with the cousumption per in-
habitant in the United States, it cannot be considered too liberal,
and therefore a hardship upon the poorer classes. The average
private consumption per head will be much greater, and, so far as
the income is concerned, I think it can safely be placed at 60 gal-
lons per head.
The works as estimated are to serve 40,000 persons. There-
fore, the revenue should be based upoL> this number. This
population, however, will not be served for a number of years after
the works have been built. Therefore, an allowance should be
made to cover the deficiency in the revenue. This purpose is
served, I think, by proportioning the charge against consumers
among 33,000 inhabitants, or, assuming 5 jpersons to the family,
among 0,600 families or water takers. There is at present a
smaller number within the territory to be furnished with water ;
but there may be 8,000 families when the population taking water
reaches 40,000 persons.
From what has been said regarding the method of paying for
the works and for the water to be furnished, it is seen that the
income is to be deri 'ed from three sources, the City at large, the
abutters and the consumers. The City at large is charged for
water, because it does not need to be softened, at a smaller rate
than the consumers, on whose account the entire supply must be
softened.
The following statement shows the probable income per
annum :
1. City at large:
200,000 gallons per day at 12.5 cents per M ... . $ 9,125
2. Abutters:
400,000 feet frontage at 5 cents per foot 20,000
m
42
3. Consumers (average) :
33,000 persons at 60 gallons, or 1,980,000 gallons
pel- day at 15 cents per M 108,o65
4. Lost, or not chargeable. 220,000 gallons
8137,680
Therefore, the annual charges would probably be $137,680.
It is thus seen that the charges apparently exceed the cost by
over 30 per cent. In an enterprise like this one. haying a few
uncertain^ factors, it is a good business P^nciple to res jt «p^
safe basis. It is better to assume high rates, ^'^h a prol«ib.hty ot
reducing them in the future, than to resort to t-e unpopular
necessity of i'-creasing them.
The rates can be practically reduced at any time by a "owing
a discount -or prompt payment. The following statement shows-
the resu"t when 20 per cerit is allowed the abutters and consumers
for thts prou.ptness,^nd supposing that every one were to avail
himself of the privilege :
^.^ . , $ 9,125
City at large ^^^^^
Abutters ■ ^.r. 041
Consumers (average) ______
$111,969
While this figure still exceeds the estimated cost, it js wise to
keep it in exce.ss, "patticularly at the beginmng of the period when
the water takers are comparatively few and the outlay is great
In flct the privilege of a discount should depend upon the actud
tacc, line P"J^' S , ., amount of the discount should be
Tntuy flfed 4thTci';^(S»dl, in aecord»nce with the necea.-
ities of the case.
It was stated to me that many of the P°°'«\ *^";"'f "^
furnished with hard water by watermen at the rate of 2o cents
n^ barrel which is furthef said to last them about a week.
&s thev pay about $12 per annum. For the same money
Sie city c^n furnish them with many times this quantity of clear
and soft water throughout the year.
Let us suppose that a family does not use more than 30
gallons per head or in all 150 gallons per day At this rate
C woS d consume 5*,750 gallons per annum. They may choose
toTake advantage of a 20% discount for prompt payment or not.
■M
L.
lions
108,555
S137,680
bly be $137,680.
exceed the cost by
one, having a few
>le to rest it upon a
ith a proUability ol:
to t'^e unpopular
ly time by allowing
ig statement shows
[iters and consumers
J one were to avail
....% 9,125
16.000
86,844
$111,969
,ed cost, it is wise to
of the period, when
the outlay is great,
end upon the actual
e discount should be
,nce with the necess-
poorer families are
the rate of 25 cents
them about a week.
• the same money
ihis quantity of clear
»t use more than 30
day. At this rate
1. They may choose
(rapt payment or not,
43
provided the city can give this reduction. They may reside on a
25 foot, or on a 50 foot lot. The annual payments und these four
conditions would be as follows :
50 foot lot,—
No discount .' $10 71
Discount 8 57
25 foot lot,—
No discount 9 46
Discount ^ 7 57
It is thus seen that the poorer classes would have but a
moderate rate to pay, and get an ample supply of water therefor.
I have assumed a constant meter rate, whether the consump-
tion is lai-ge or small. Sometimes large consumers are given a
lower rate. This practice, however, is not just to the small con-
sumers, ajs the cost of furnishing the water is practically the same
per gallon in one case as in the other.
It should be added that the question of water supply must
also be considered as to its influence on fire insurance rates. If a
good lire pressure over the entire city can be furnished there will
be a marked reduction in these rates, which will somewhat offset
the water rates.
In conclusion, it should be said that the cost of water per
1,000 gallons decreases as the consumption increases. Therefore,
the above-mentioned rates, which have been based on a consump-
tion of 2,400,000 gallons per day, while they may not allow of
being discounted at first, they may allow of even a greater discount
than the one given above, when the consumption becomes greater.
For this reason it was not thought necessary at present to estimate
the actual cost of supplying water for a population of 100,000
persons.
It must also be stated that, as instructed, no allowance has
been made for a sinking fund to pay off the debt which must be
incurred for the works. As the machinery and other perishable
parts thereof must in time be replaced, new appropriations will be
therefore required.
Thei8 have been several assumptions made in this report
merely for the purpose of illustrating certain features or con-
clusions. It is practicable for you to change those assumptions
which do not pertain to strictly engineering questions if, in your
44
wisdom, othera would bettor accommodate the citizens. I t^u^t that
I have stated such cases with sufficient clearness so that^^^
whatever change you might make, you can still follow my
anniment to its legitimate conclusion.
Respectfully presented,
RUDOLPH HERINO.
Attached to this report arc j
Appendix I,— Canadian Pacific Well Test;
II,— Chemical A.nalyse3 ;
III,— Dr. Button's Report on Softcnirg
Winnipeg Waters.
" IV, — Assumed Data and Prices.
Plate I, -Profiles of Artesian Wells;
«. II,— Profile of Conduit to Poplar Springs;
Profile of Conduit to Winnipeg River;
« III, Plan showing Conduit Lines.
^-UJt
mmmm
mmm
iizens. I trust that
less, so that, with
i still follow my
ed,
OLPH BERING.
Test ;
I Softcnirg
!S.
)
ir Springs;
lipeg River;
es.
APPENDIX I.
Test of Canadian Pacific Railway Well.
Winnipeg, Ist April, 1897.
From 18 o'clock, March 27th, until IS o'clock, March 2Sth, no
water was pumped, and at the end of this time the water in large
well had risen to within a few inches of the ground level.
From 13 o'clock, March 29th, till 13 o'clock, March 30th, the
large Dayton pump in the engine room was kept pumping contin-
uous' y up to its greatest capacity, drawing water from the large
well, and also from the old well between engine room and car
shop.
The level of the water was measured each hour and is given
below. At the end of the 24 hours it had not gotten quite
down to the suction valve, as the combined flow of the two
wells was more than the pump could overcome.
At 12:30, March 30th, the old we'd was shut off from the
pump, and water pumped from the large well only, when the
water rapidly sank in the large well, and was kept within a
short distance above the suction valve for 24 hours, from I*
o'clock, March 30th, till 15 o'clock, March 31st.
Two tests were made to determine the slip of the pump, the
strokes being counted for one hour while water was pumped
into the tank and note taken of the volume of water pumped,
the first test being made when the water was just covering the
suction valve, and the second when there were about 12 feet of
water over the suction valve. These gave 1.88 and 1.78 Imperial
gallons respectively for each stroke of the pump, or an average of
1.83 Imperial gallon.s. The diameter of pump barrel is 7|",
stroke H",
i w i wwiiMliiwy '
emttt^Ji'*
i.
.wS^^
.-;-([»*■
46
n,irin(T the 24 hours from 13 o'clock, M«rch 29th, to 13
Durincr the 24 hours from 14 o'clock March 30th, to 1* J^idck
Mar^Tsist, the pump made 82,740 strokes, or an average of 57.46
Plr^kes pcr'minu^te. ^At 1.83 gallons f J ^^'^^^ ^'neTmLte
151.414 gallons per 24 hours, or about lOo gallons per mmute
The average pressure of water in the discharge FPe jj th«
pump was, during the first 2t I'ours' test about 50 PO»^d Per
square inch, and during the second 24 hourS.aboutJO pounds per
square inch. The pump could not be run so ^^f <>/"""» the^^sT^^^^
24 hours, as during the first, as the Ap.'^ »« ^ater into the well was
not sufficient to keep the pu-p supplied at that pace.
Attached are tables showing the level of the water m well
and the speed of pump at various times during the test.
A. C. Frith,
Assistant Can. Pac. Ry. Co.
MM
mtm
47
dwrch 29th, to 13
okes, or an average
r stroke this would
gallons per minute.
30th, to U o'clock
an average of 57.46
this would come to
jns per minute,
scharge pipe of the
jout 50 pounds per
bout 30 pounds per
jt during the second
er into the well was
it pace.
,f the water in well
the test.
it Can. Pac. Ry. Co.
Distances of Water Below Platform in Well,
(Platform is 13.1 feet below the ground level.)
Water
Water
Dute.
Time.
Level,
Feet.
Date.
Time.
Level,
Feet.
1897.
1897.
March 29
13.15
2.25
March 30
13.35
11.92
M
14.15
4.25
11
14.10
1108
M
15.15
645
II
15.15
11.55
II
1G.15
7.84
II
16.15
1190
II
17.1i^
8.G8
II
17.15
11.10
II <
18.15
8.76
II
21.00
8.51
„
1£.15
8 60
M
22.00
8.66
II
20.15
S.90
II
23.00
9.69
II
21.15
8.79
;i
24.00
10.47
II
22.15
9.33
March 31
1.00
10.76
II
23.15
9.60
II
2.00
10.84
March 30
24.15
8.89
II
3.0'.)
10.86
II
1.15
9.60
II
4.00
11.02
11
2.15
10.00
II
5.00
11.04
II
3.15
10.66
II
6.00
10.61
II
4.15
11.00
II
7.00
10.60
11
5.15
11.16
II
8.00
11.05
II
G.15
11.30
It
9.00
11.60
II
7.15
10.68
II
10.00
11.70
II
8.15
9.62
II
11.00
11.72
II
9.55
9.00
II
11.45
11.50
II
10.45
8.80
II
13.00
11.46
II
11.45
9.06
II
13.50
11.05
II
12.50
9.45
11
14.55
9.85
II
1315
11.30
Noi'K.— At tl.OS feot below platform the Huotlon valvo beKins to draw nlr.
48
1r!l '
Number of Strokes made by Pump.
Date.
1897
March 29,
n
M
•I
M
I
I)
It
March 30,
It
M
II
II
Time.
13.00
13.49
14.37
15.00
16.09
16.55
17.40
18.30
20 . 58
22.15
7.19
7.33
8.00
8.. '2
9 35
10.25
11.37
13 00
1?.40
No of
Strokes.
2000
4000
5000
8000
10000
12000
14000
♦20000
23100
48500
49000
5000(»
52000
54000
55500
58350
G2100
G2950
DlitC.
1897
March 30,
March 31,
II
II
II
II
No. of
Strokes.
2240
6000
7700
11840
12000
29100
30000
31000
32000
34300
35000
36200
37800
40000
41370
42000
42600
pump Hlr^ken not counted between .i.:40 «m, U VHocU on March mh.
iiiTnitMl
■■■■■■■■■■nMii
Pump.
2240
6000
7700
11840
12000
29100
30000
31000
32000
34300
35000
36200
37800
40000
41370
42000
42000
cm
oiU on March ilOth.
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52
APPENDIX III.
Abstract of a Report by Dr. Huttoii on the Softening of
Winnipeg Waters,
To render the water from the Artesian wells of Winnipeg
satisfactory for domestic pvrposes, treatment with a mixture of
milk of lime and a solution of carbonate of sodmm would, in my
opinion, be the best and most available process.
The quantities of materials required are as follows :
Lime. 300 to 350 lbs. per 100,000 gallons. Sodium carbonate,
40 to 50 lbs. per 100,000 gallons.
A very simple test, whereby it may be known when the
proper quantity of lime has been added, is as follows :
A few drops of a 5 per cent solution of nitrate of silver added
to the treated water causes the formation of a faint yellow pre-
cipitate. The color of this precipitate is white when insufficient
lime has been used, but is brownish when too much lime has been
added. . .x a- * i-
To make the treatment sucessful thorough agitation of tne
water after adding the softening materials is essential. 1 he lime
and the soda should be prepared separately, but may be added to
the water at the same time. A small quantity of alum would
hasten the settling, but is not absolutely necessary, because of the
absence of organic matter.
The Poplar.Spring water could be sufficiently softened by
the addition of milk of I'me alone, and would require about 260
to 800 lbs. of lime per lOU.OOO gallons. There is very little differ-
ence in total hardness between this spring and the present water
The follo'-ing observations on the rate of clarification with
lime alone have been made :
Ross Ave Well— One-third of a 30-inch tube was com-
paratively clear in four minutes; the whole of the tube was com-
paratively clear in 25 minutes, and had completely settled m lo
m»
Sohening of
s of Winnipeg
b a mixture ol
n would, in my
)ws:
lium carbonate,
)wn when the
'S :
of silver added
unt yellow pre-
hen insufficient
1 lime has been
agitation of the
itial. The lime
nay be added to
of alum would
r, because of the
ly softened by
quire about 250
^ery little differ-
te present water
ilurification with
tube was com-
e tube was com-
ely settled in 15
S3
hours. An addition of 0.025 parts of alum per 1000 paiis of
water caused settlement in 4* hours.
Poplar SPRiNG.-One-third of the tube was comparative y
clear in four minutes; the whole of the tul^ was cj^P-f-^y
clear in 40 minutes, and had completely settled in 18 hours. An
addition of 0.025 parts of alum per 1000 parts of water caused
settlement in five hours. , ^ ^ , x
After softening, the water is bright and clear and tasteless at
room temperature. *" When lime alone is "^ed ^he^"^/ «^*^f '^
;?.niminuti .1 of calcium and magnesium carbonates by about 60
per ceT Thirty pounds of lime fdded to 10.000 gallons of water
would give a deposit of 61^ lbs. of calcium carbonate.
When sodium carbonate is added as well as lime it reacts on
the sulphates of calcium and magnesium, changing them into the
ess so uWe carbonates, and leaves in solution an equivalent quan-
tity of "odium sulphate which 1^ very soluble, harmless and non-
soap-destroying. ., . j c
The addition of the soda further decreases the hardness of
the water from 10 to 20 per cent.
The rate of settling of the precipitates would be more rapid
in shallow than in deep tanks, and much more rapid in tanks than
in the glass tubes used for experiments.
(Signed) W. A. B. HUTTON.
Winnipeg, July 17th, 1897.
APPENDIX IV,
A^Data assumed for purposes of comparison and for
estimating cost of works.
Ij„.edi.te p.rovUi.io„ i^TZ. JOOOO person.
Future provision tor iw.vw ,/«
Water prehsures : ^ . , •
Fire pressure. 75 lbs. per square inch at hydvants in business
centre, and 10 adjoining fire streams, each 35 cubic feet
per minute.
Ordinary domestic pressure, 30-40 lbs. per square inch.
Minimum night pressure, 20-25 lbs. per square inch.
-_safis
u
Consumption per head per day :
Imperial
Gallons.
Cubic Peet.
(Approx.)
Average rate,
60
9.6
Maximum rate,
105
16.8
Immediate total provision per day:
Averaj3;e rate,
2,400,000
384,000
Maximum rate,
4,200,000
672.000
Future total provision per day :
Average . te,
6.000,000
960,000
Maximum rate,
10,500,000
l,od0,000
APPENDIX IV,
B, — ^Prices assumed for labor, material, land, etc, in estimate
ing cost of the works, in consultation with Col,
H. N. Ruttan.
Excavation, Etc. :
Earth, in trencho-s S
Earth, with boulders, part of conduit line. . 1
Muskegs
Rock, limestone in trench 2
Rock, granite in trench . , 3
Excavation for reservoirs, etc.
Removal pf surplus earth
Sodding over Distribution Reservoir
Ma:;10>IHY, Etc. :
Brick laid in Portland cement 20
Brick laid in Portland cement (700 brick per
cubic yard) 14
Concrete, piers, B.rches, bottom and walls of
reservoir 8 00 to 10
Stone masonry 16 00 to 20
Cement (400 lbs. put bbl, delivered in city) 4
Sand, in quantity 1
30
per
cu.
yd
00
((
(
60
(I
1
60
it
f
50
(I
<
25
t(
t
25
<i
t<
15
per
sq.
yd
00 per M.
00 per cu. yd.
00 '•
00 "
00 per bbl.
00 per cu. yd.
t.
"•immmmmmim
MWWWaWIWIMl(IIIIIIIWlWI>llllll»Wi
Cubic Feet.
(Approx.)
9.6
16.8
384,000
672,000
960,000
l.odO.OOO
tc„ in estimate
ion with Col.
30 per cu. yd.
1 00 "
60 "
2 60 "
3 50 "
26 "
25 "
15 per sq. yd.
00 per M.
4 00
per cu.
yd.
00
t.
"
00
((
<t
4 00
per
bb
.
1 00
per
cu.
yd.
55
Brick (delivered anywhere in city) 10 50 per M.
2 inch tile drains, laid OS per foot.
6 inch drains, laid i "j.* ' -i" " "
Asphalt waterproofing for roof of distribu-
^ .. ^ • ~ 40 ner su- 'V'J.
tion reservoir n,V ^ m
Lumber and timber framed in structures . . 30 00 per M.
Lumber and timber, f.o.b. Winnipeg 18 00
Pipe, Castings, Etc. :
Cast-iron pipe, f.o.b. Winnipeg !i^32 00 per ton.
Hauling pipe in city f „
Special castings ' 4A per lb.
Lead « «
Wrought iron, bars, straps, bolts, etc "
Valves AND Hydrants : (Chapman Valve Co
• 36 inch stop valves, f.o.b. Winnipeg 576 00 per valve,
nn It « " " ioi OU
ri ,< .< « « 112 00
:l « « . « " 70 00
:? .: « .< ' 55 00
• I ,. .. « « 42 00
,0 « " «' " ...... 31 00
^^ .< ., « «' 21 00
g u « .' " 13 00
24 inch check valves, f.o.b. Winnipeg .... 273 00
« •< i< " " " .... 22 00
8 " hydrants, " '• .•.• f ^Operhydr'nt
a " " " .... bi 01)
Water Mains in City :
6 inch pipe laid, incl. valves, connections, &c 8 90 per toot.
J. ,r ^ << " ■' " 1 30
,« « .. « « " 1 70
VL „ « « « ' 2 10
{2 « " " . " ' " 2 60
}: .. .. " « " 3 20
tL .. « « " " 3 80
10 <. « " " ■' 4 60
Fuel, &c;. : «, .« j
Cordwood, at Winnipeg River. . SJ oO per cord.
Cordwood in City or at Poplar Springs .... u 00
Coal, bituminous (Pcnn.) 8 00 per ton.
66
Chemicals, in large quantities.
Soda • 1 cen<> V^^ ^^^
Alum 2 cents .•
Lime i cent ..
Lime 15 cents per bushel of 60 to 70 lbs.
Land, Etc. :
Near present pumping station $1,000.00 per acre.
McPhillips street 300.00
Strip of land for artesian wells 250.00
Conduit line to Poplar Springs 20.00
Conduik lino to Winnipeg River 5.00
At Popiar S;irings *0.00
Pumping station site at Winnipeg River. . 1,000.00
Wages, Salaries, Etc.
Common labor 16c. to l1\c. per hour.
Skilled labor 25
Bricklayers 50 m
Carpenters (ordinary) 26 u
Masons 50 u
Salaried Men : Foremen SJIOO.OO per month.
Common laborers 40.00 «
Engineer at Pumping Station 120.00 n
Asst. II II .11 75.00 II
Firemen n "• 6000 h
I ■■■■I JMiBBiigWaB
;~* -,T^iVi^S»fc..rf««*-*M
, . 1 cent per lb.
. 2 cents »
. \ cent M
of 60 to 70 lbs.
300.00 per acre.
300.00
250.00
20.00
5.00
40.00
)00.00
17^. per hour.
25
50 M
25 M
50 i<
0.00 per month.
[).00
O.OO .1
5.00 t.
000 M
Approximate Section near Nona and Powers Sfs.
Approximate Section on line of Can Pac Rwy.
PlaleJ
To aeeomjxmjf-Rep^
(^ Rudd^Herin^. IS3T.
nv^K^n^
■SMI
' ^ ItlUM-laHMI
HMMH
•''f^.^^f^f^t.
..jj^ufca^kw*^--^
I
TKsmm^mwfSimfswifmssm^'^mi'f'^yi^'m.-v'i^mjy- ■>*«
■^I'a^SSK^i^i^fflESEJK'^
PlcOeM
Plan shDwing CoruMt lines w Poplar Springs and Winnipeg Bii/er.
to acwmpany Report of Rtidjolptv Herlng, 1897.
l5Mt
SCALE.
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