H* T H E S I S iF
improvement of the
OF
P a r is , Illin o is ,
B"3r
^ ALFRED E. KARYEY
FOR THE DEGREE OF B. S.
S chool o f € ivim , M fgifsm m ifg ,
1 89 1.
11 I'UW 1.' I u 111 U J PHPHPPHI
WATER SUPPLY FOR PARIS, ILLS.
In selecting a subject for a thesis, I have endeavored to choose a practical problem as it actually exists. Knowing some
thing of the system of water-works of Paris,Ills., its defects and Cv
its requirements, an attempt h§ts been made to design a plan by which the system may be improved.
The City of Paris lies about one hundred and fifty miles due south of Chicago and has a population of some five thousand. It has few manufactories, but derives its support from the trade of the rich agricultural districts which surround it.
In 1878 the present system of water-works was constructed. The distribution system has proved amply sufficient to meet the demands of the town a.nd is all that could be desired; but the source of supply has given constant trouble. Not only was the water of a very inferior quality, but the supply was cut off with almost every drought. The source of this supply was said to be an unfailing spring situated just below a shallow pool of some four or five
acres into which a small stream emptied. The basin drained by this stream could not have exceeded one square mile. Therefore the reservoir which was excavated on the site of the spring was pract
ically on the top of a hill, and only when the ground is thorough
ly saturated is a supply of water to be obtained.
An attempt was afterward made to increase the supply by the
sinking of a 20 foot well to bed-rock. This w s also a failure•
The city was annually reminded of the unreliability of its water supply, and in 1880 seven driven wells were put down to a depth of 00 feet- The water from these was pumped over a ridge of land for a distance of a half mile to the reservoir and gave some relief to the city, but even these have now begun to fail. During the last years a hole has been sunk to the depth of 2700 feet in an attempt
to find a vein of gas, oil or water, but has ended in the solid rock. This leaves the town practically without a water supply during a portion of the year. It is the writer's opinion that
the stream north of the town is the only available source of supply
<jTo ascertain the feasibility and advisability of changing the water works system to use this source of supply, surveys were made, a plan for the necessary new construction an., modification of the old system was designed, and the cost was estimated, as shown in
the following pages.
SOURCE OF SUPPLY.
Site of Reservoir. As has been said before, the only source of supply is the nearest available stream. The only stream which will in any way answer the conditions is Sugar Creek at the point of its nearest approach to the town, which is near the Chicago Road north of t he city. This point is selected for a number of reasons viz: its proximity to the city; the stream has considerable fall just above; the bottoms are narrow at this place and are bordered
by steep bluffs; and no sow-e-^age from the city or drainage from the fair grounds or racing park discharges into the stream above this p o i n t .
Quality• The stream flows thrcught a well cultivated prairie country. There is nothing that is liable to pollute the w a t e r . The basin being limited and not exceeding to any great extent the area needed for the supply, the policing and removing of any thing that would pollute the water can be done to the best advantage. From personal observation the water is clear and of a good quality. The stream is free from aquatic growth and with a reservoir of the size
intended would undoubtedly give a supply of excellent quality.
Amount Available. The area of the basin drained by the stream under consideration, as determined by a study of township and county maps is 12 square miles. The amount of v/ater that falls upon this basin has been determined by a study of the rainfall for a series of years, as given by the United States Signal Service Reports and by private observations. In determining the amount of
the rainfall reaching the stream, the articles of Desmond Fitz Gerald and the reports of various water supplies have been consid
ered. The amount of evaporation from the surface of the proposed reservoir, which amounts to about 12 acre's has been taken into consideration in determining the amount of water available. The results of the investigations are formulated as follows:
Precipitationin
inches. Amountfallingin
basinin cudicft. reachingstream. Percent.ofrainfall Amountreaching
streamincu.ft. evaporationfrom
resorvoirininches. Evaporationfrom
resorvoirincu.ft. Amountofwater
availableincu.ft.
January 2.10 58544640 40 % 23417876 .8 35881 23381995 February 2.74 76386816 40 It 3055472b . 6 26911 30527809 L'areh 2.64 74 5G8976 30 It 22379692 1.2 53822 22325870 April 4.34 120992256 30 It 36297676 2.2 98674 36199000 I. ay 4.44 123780096 20 ft 24756019 4.1 185893 17039822 June 3.10 86423040 20 tt 17284608 5.5 246686 17035522 July 2.88 80289792 10 It 8028979 5.5 24 6686 7782293 Augus t 3.22 89768448 10 % 8976844 4.5 201834 8775010 September 3.78 105380352 10 It 10538035 2.7 121100 10416935 October 1.60 44605440 10 It 4460544 1.4 62792 4397752 November 4.10 113301440 15 tt 16995216 .8 35881 16959335 December 3.68 110956032 30 If 33286809 . 6 26911 33255898
/
The water would be little used in the town except for fires and for street sprinkling. It may be assumed that the quantity used would not average more than 20 gallons per capita per day. The town has a population of 5,000, but allowing for a possible increase to 10,000 a daily consumption of 200,000 gallons per day or 0,000,000 gallons per month might be required,- equaloto about 800,000 cubic feet. The table shows that the supply far exceeds the demand, leaving in the dryest month some four million gallon to flow over the whir. This amount of water passing through the reservoir would servo to keep the supply pure at all seasons.
Reservoir. The site chosen for the reservoir is just west of the Chicago Road, almost two miles north of the city. The road as indicated by the map is an extension of Main Street. This place is the most desirable because it is as far down the stream as will be safe from contamination, and because any location further up the stream would make considerably more shallow water. A reconnaiss
ance of the stream below this point showed that there was danger of contamination if the reservoir was located lower down.
Above the site of the dam a line of levels was taken to deter
mine the fall of the stream. This showed a uniform slope of about fifteen feet to the mile. A line was run up the bottoms, as
indicated by the red lines, in the map, cross-sections were taken every 300 feet and the contours sketched in. The approximate contents of the basin was computed by averaging the end areas at
the cross-sections. Assuming the reservoir to be filled to the 10 contour, it would contain about 19,500,000 gallons of water; equal to ninety days supply.
The dam will be constructed of timber backed with earth. The weir will extend the full length of the dam, 315 feet. A shorter length of weir is inadvisable because of the depth to wnich it would back up the water. The flood discharge of this stream has been computed by the formula Q = A 500 cu ft per sec Assuming
l/A~ T n miles".
the area to be 16 sq miles Q, = 16 x 500 -f 4 * 2000 cu. ft. per sec.
The theoretical formula would give a depth of 1.1 feet upon the weir for this volume of water, but inserting the coeficient .57 as given by Trautwine for a depth of over 1 ft. the depth would be
increased to 1.55 ft.
Specifications for D a m . The timber used in the construction shall be of the best white oak. The parts shall either be framed together or fastened by means of drift-bolts. Sheet piling shall be driven as indicated by drawing to a depth of at least 2 ft, or to a depth of 6 ft if in the judgment of the engineer it should be required. The apron shall be weighted with at least 16,000 lbs of stone. The earth backing shall be clay taken from such part of the reservoir as the engineer may indicate. The earth shall
extend from the crest of the dam back with a slope of 1 to 3, and shall be rolled in layers not more than 6 inches thick, with a roller weighing 2p00 lbs per foot of length.
- 4.
Specifications for Reservoir> The following are some of the
$ requirements that should be included in the specifications for* t h e •
> . *
construction of the -eservoir. All trees , ■ stumps, brush and drift wood shall be removed from .the reservoir. All hummocks and the ground along the water line shall be graded down so that the water
shall have a depth of at least 2 feet. The earth so moved shall be taken out of the reservoir or deposited against the dam. All ( excavations shall be paid for by the cubic yard with 1,000 feet of free haul. As shown by the contour map the reservoir is
irregular in shape and with uneven bottom but will with a little grading give a lake of a depth at all parts sufficient to keep the
supply pure.
DISTRIBUTION SYSTEM.
Pumps. The old pumping plant consists of two Blake horizont
al duplex pumps with 12— inch stream cylinders, 10—inch plungers ana a 24— inch stroke. Allowing 30 per cent for loss in iriction, these pumps with 100 lbs. pressure in the steam cylinders are able to work against a head of 235 feet. At 75 stroke per minute they would 2430 gallons of water; more than twice the maximum requirement.
This estimate of the power of the engines is certainly low, for when testing the mains a pres sure of 145.lbs was maintained for
some hours. This is equivalent to
i . ?;
feet more than the maximum head re
a head of 334 feet or almost 100 uired. The old pumps will
answer the requirements of the city for some years, but it is best to provide space in the new pumping station for another sot of machinery.
force ?. a i n s . A 10— inch main from the works to the corner of Edgar and Main streets would supply the maximum amount of water
required, which would be five fire streams, equal to 1,000 gallons per minute. The loss of head in the 10— inch main would amount to
52.4 feet in the 6,880 feet of pipe. The loss of head in the 8— inch mains from this point to the business portion of the town is 14.8
feet. The town being 80 feet above the reservoir and a fare
pressure equal to 100 feet of head being required, the total head upon the pumps would be 247 feet. 10— inch pipe for this pressure should have a thickness of 5/8" and would weigh 05.09 per foot.
This would call for 223.9 tons of pipe, which would cost A5o00.
But considering the fact that there is in lain Street between Wood St and Jasper St an old 12— inch force main 3300 feet in length
it is more ecomieal to remove this and lay 12—inch pipe to the reservoir. The loss of head in the 12— inch pipe would be only 21.5 feet. This would reduce the head on the pumps more than 30 feet, making it only 217 feet. Using 12-inch mains there will be required J'580 feet of new pipe, having a thickness of 5/8 inches and weighing 77.34 lbs per foot, making a total Cj 1 >b.4 tons and costing f3461• The 12-inch pipe will be replaced by the six inch pipe taken from North Main St. and Central A v o .
The following is a comparison between the cost of 10— inch and the 12— inch pipe. The labor which is the same in either case has not been included in this summary. Cost of 12— inch main.
3580 feet of 12— in. pipe *3401.
400 feet of 8-in pipe loo.
Removing and laying pipe o23.
Total... *4250.
Cost of 10— inch main 5600
^ 3 5 0 .
In the matter of expense, this shows the 12-inch pipe to be cheaper than the 10-in. main by *1350., besides giving much less head on the pumps. Therefore the 12-inch main is more economical
in all respects. From Edgar St to Wood St the best results would probably be obtained by ccntinueing the 12-inch main; but there is already in place an 8-inch pipe and it would be more economical to lay an 8-inch pipe on the parallel street than to disturb the 8—
inch pipe already in the ground- The cost of removing this and substituting a 12— inch main would be §2580.
But the 8-inch pipe can be used if the 6 inch main on Central Ave. between Edgar and Wood Streets is removed and replaced with S-inch pipe and the 4-inch pipe on Edgar St is removed and an 8-inch pipe substituted* This change would cost *1875. as against *2580.
for the 12— inch main, which shows that the use of the 8—inch pipe on both streets would be cheaper by more than *700. The use of the 8— inch pipe will cause a difference of loss due to friction of 8 ft
but this is of no consequence as compared to tne difference of cost- All things considered it is far better to use the 8-inch pip -es for the last 2100 ft. than to continue the 12— inch main.
Distribution Mains . rphe system of smaller mains will be practically unchanged. It consists of 6—inch and 4— inch pipe.
These in all cases are of sufficient capacity; but for two fire streams in a distant portion of the city a 0— inch pipe is necessary In the extension cn Court St from Jefferson Ave west to the T.H. &
P.R.R. shops, it is advisable to provide for two fire streams, equal to 40 cu. ft. per minute. This would give a loss of head in a 6 inch pipe from the corner of Court St. and Central Ave. of 2S.43 feet, leaving a pressure in the hydrant of 71 feet. Deducting from this the loss due to friction in 500 feet of hose, there is left an effective nozzle pressure equal to a head of over Soft. If the extension of 1200 feet from Jefferson Ave were laid with 4—
inch pipe, the loss of head in the 1943 feet of 6-inch pipe and the 1200 feet of 4— inch pipe would to 17.1 +■ 83.1 feet = 100.2 feet which is more than the pressure provided for at the corner of Court St. and Central Ave; therefore a 6-inch pipe is necessary in this extension. In this computation the water supplied by the 4— inch extension through Liberty St. was not considered. This extension was put in as a protection to property in that portion of the town and to provide for a third fire stream at the shops. Providing for one fire stream, the loss of head in this pipe from the corner of
Wood St. and Central Ave. to the corner of Liberty St and Court St.
would be 52 feet, leaving a head in the hydrant of 48 feet; but this would be increased somewhat by the 4 inch pipe through
Prairie Ave. After deducting the loss of head in 500 feet of hose, a head would remain at the nozzle of 28 feet, sufficient for any fire in this part of the city. The loss of head has been computed by Fanning's formula. - h* » v x (4 m ) l All other extensions are
2gd
in the residence portion of the city, and 4— inch pipe will be
sufficient to supply one fire stream, or possible two, inasmuch as the pipes have connection at both ends. The head in these pipes would never exceed 100 feet. Using the formula, t » (P 1 0 0 )d
.45
.333 (1 - d ), and taking S equal to 2250 lbs, athickness of .4 100 )
inches for. 4— inch pipe and .43-inch for the 6— inch pipe would be required. The nearest commercial thickness which would cover this is 1/2 inch, which has been used in computing cost.
The pipe distribution is as follows;- A * indicated that the pipe is a new extension and a t indicated that a change of size has been made.
PIPE DISTRIBUTION.
On Street. Between Streets.
*12 inch Main Edgar to reservoir g it it " " Court
8 " Court Main " Central Ave
Length.
3480.0 feet 2580.8
400.8
8 Wood If 398.8
ts inch Central Ave Court to Edgar 2580.0 feet
t8 tf Edgar Central Ave to Main 3 0 8 .8 tf
6 t» ¥/ood Main to Monteray 1558.0 tf
6 tf i adison Jefferson Ave to Monteray 3902.0 tf
6 tt Court Main " 1558.0 t»
0 tt tf Central Ave to Jefferson Ave 1943.0 ft 6 tf ■Wood " " " Williams 500.0 tt
6 tf Williams Wood " Chestnut 508.0 t»
0 t? Chestnut Williams " Jefferson Ave 1200.0 tf
*6 If Court Jefferson Ave to T.H. & P.shopsl200.0 tt
0 tf Main Court to Jasper 2992.0 tt
6 tf Uni on Main " Connelly 470.0 t?
6 tt Connelly Union " Roberts 918.0 tf
4 tf Monteray V/ood to Madison 1161.0
4 tf Prairie Ave Central Ave to Jefferson Ave 2390.0 tf 4 tf Jefferson Ave Chestnut " Prairie Ave 160 0.0 tf
*4 tf tt tf Court " Elizabeth 1550.0 tf
4 tf tt tf Chestnut " Liberty 200. o tf
*4 tt Liberty Jefferson Ave To West End Ave 1225.0 tt
*4 If West End Ave Liberty to T.H. & P.shops 550.0 tf 4 tt Central Ave Madison " Carrol 1150.0 tf
*4 tf Elizabeth Jefferson Ave to Central Ave 1940.0 tf
4 tf Carroll Central Ave " Main 375.0 tf
* 4 tf Monteray Crav; ford " Madison 460.0 tf
*4 tf Crawford Main " Monteray 1425.0 tf
The map shews the position and size of mains and the position, of hydrants and cutoffs.
PipG S pec if ica1
.
1ons.
The following are some of the requirements that should be included in the specifications for pipe and laying. The pipe shall be castor! th the spigot end up. The metal shall be of the best T'o.l pig-iron, with the test pieces 2b inches x 1 " x 2", shall be cast whenever required. These shall stand a center breaking strain of 19000 lbs with 1— inch side -vertical and 24-inches between supports. The easting shall be smooth, free from lumps or swells and free from sand or blow holes. The pipe shall be cleaned without the use of acid or any liquid. After cleaning,
it shall be heated to temperature of 300* F. and dipped into a varnish of coal tar heated to the same temperature. The pipe shall be subjected to an internal hydraulic pressure of 300 lbs per sq
in and while under this strain it shall be tested by a series of blows with a three pound hammer. The pipe shall be truly cylind
rical, have the inside and outside surfaces concentric and be of a uniform thickness. Any pipe that varies--at any point 10 per cent of the specified thickness will bo rejected. Any pipe weighing less than the spedified weight will be rejected. Any excess of more than 3 per cent of the weight will not be paid for.
Specifications for Pipe Laying. The pipe shall be laid true to line and grade as given by the engineer. The axis of the pipe shall be in the same line. There shall be at least 4 feet of earth
between the top of the pipe and the surface of the ground, The
filling shall be tamped in in layers not more than 1 foot in thick
ness. The pipes shall be given a firm bed and a space excavated under the bell sc that the joint can be readily poured and caulked.
The joints shall be packed with a gasket of good yarn twisted hard and well driven. The circumferences of the bell and spigot shall be concentric. The joints shall be poured full, clipped and
caulked. The lead in joint shall be at least 2 inches thick. The metal shall be of the best American pig-lead and the melting pot
shall be not more than 50 ft from the joint. All joints are subject to the approval of the engineer. Before the filling is thrown in the pipes shall be subject to a pressure of 150 lbs per sq. in. Any defects detected at this test or within four weeks thereafter shall be repaired by the contractor.
ESTIMATE OF COST.
The land surrounding the reservoir’ is a tract of 40 acres.
This can be bought for *30. per acre, a total of $1200. The cost of m ensure.
of the material and labor in the dam $.0 per ft would be $3600.
The filling of the dam and grading in the reservoir would abount to 1500 cu yds, which at 20 cts per cu yd would cost $300. This gives a total cost for dam and reservoir of $5100. The new pumping
stations would cost complete §2500. The cost of removing plant would not exceed §300..
The extension and xhanges in the distribution system would require the follow ing mat erial.
3580 feet of 12— inch pipe *25. per ton '3461.
2800 it if g if If 1293.
7140 " " 6 t If 2803.
7 Hydrants 224.
2 8 ” stop valves 60.
4 £ If If It 50.
1 g If If If 20.
Special castings 3 1/2 cents 50.
Tot a 1 £■or p>ipe... * 8021.
Pipe laying wcm i d be as follows;
6680' 12" pipe *1003.
2800 ' 8" 696.
7140.' 4" 1000.
2900 ' 6" 406.
Removing old pipe
3300' of 12" 105.
2100' 6" 105.
392' 4" 16.
750' 6" 38.
*4028.
In estimating the exp>ense of the materials and of pipe laying the costs as given by Trautwine were used.
The estimated total expense of changing the system may be ) as follows;-
Dam and reservoir $ 5100.
Pumping stations 2500.
Removing pumps 300.
Pipes and connections 8021.
Pipe laying 4029.
Incidental expenses 1000.
*20950.
Engineering & superintendence 1000.
*21950.
actual cost of the old system was *39600.
of money had been expended in the construction of a system as given above the city would now have an unfailing water supply which would have added materially to its prosperity. As it is the only relief
is in the additional expenditure necessary to change the source of y supply and if the estimated amount is judiciously expended an
s infailing supjjly will be obtained.
