Municipal Water Supply 1939
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REPORT
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on the
MUNICIPAL WATER SUPPLY
CITY OF SALINA, KANSAS
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Excerpt from Report Dated August 1939
By PaQlette & Wilson, Salina, Kansas
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WILSON & COMPANY
ENGINEERS & ARCHITECTS
SALINA ~~ KANSAS
August 1956
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SALINA, KANSAS
ENGINEERS REPORT
on the
MUNICIPAL WATER SUPPLY &: PROPOSED WATER SOF'l'ENING PLANT
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PART I ... GENERAL INFORMATION
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This report has been prepared for the purpose ot studying the
adequaoy of the souroe of the City' 8 water supply and of determining
the most eoonomioal and desirable method of softening it.
To simplify the study of this report, it has bEfen separated
in four prinoipal parts, as followsl
Part II A general outline of the prooedure followed in the preparation
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of the report is given. This seotion also inoludes a brief review of
the history of the plant, and a study of the population trend of the City
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of Salina, with an estimate of the future water requirements.
Part III A detailed study is made of the souroe of supply, inoluding an
analysis of all ava~lable data on private wells. and test holes which have
been drilled during recent years in the Smoky Hill Valley between Mentor
and the North oity limits of Salina. This seotion also disousses tests of
the present oi ty wells and pumping equipment to determine their capaoi ty
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and effioienoy. From these data, definite oonolusions are reaohed regard-
ing the adequaoy of the supply, end reoommendations are made regarding
future well development-. This is followed by a disoussion of the number
of wells needed in the future, the reoommended layout for the low servioe
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piping, and the estimated oost of the proposed improvoments.
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Part 1111 This seotion is the report on a proposed water softening
plant for the City of Salina, whioh inoludes a study of the ohemioal
analysis of the City water and information regarding the various possible
methods of removing the hardness. Eaoh method is disoussed separately,
desoribing the plant required, and estimating the cost of oonstruoting
and operating eaoh type of plant. Based on those facts, definite reoom-
mendations are made regarding the type of water softening plant bost
suited to the conditions existing in Salina. Information is also given
on the savings and advantages to be expeoted from a softened supply.
Part !VI A synopsis is given of the entire report, surnrnarizing the
longer disoussions, and emphasizing the oonclusions and results derived
from the detailed study. This includes a review of the proposed future
development of the source of supply, and recommendations regarding the
most sui table type of water softening plant, together with a brief' tabu-
lation of construotion and operating oosts.
HISTORY
A more oomprehend ve study of the problems at hand can be made
if the facts are known regarding the history of' the existing water works
system.
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The original water works system was installed in 1883 by the
American Water Supply Company. It was oporatod by that oompany \mtil
1926 when it was purchased by the City 0 f Sa.lina and sinco that time ba.
been operated as a munioipal utility.
The original pumping station was a brick struoture 57 ft. x 33 ft.,
which housed tho steam pumps and the first boilor. During 1916 an additional
boiler roam was added to the north and a new boilor installed. This
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building was oonstruoted of soft briok and the hip roof was oovered with
sheot metal. In 1934 the building was oompletely remodeled to provide
the pleasing appenranoo it has at the prosent ttme. The work oonsisted
of faoing tho struoture with light oolored faoo briok and providing a
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flat roef of reinforoed oonorete.
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The existing oiroular oonoreto resorvoir was oonstruoted in 1898.
It hnd a wooden roof and was only 12 feet deep nt thnt timo. In 1916,
4 feot was added to the wall height, a oonorete slnb was plnood over it
end a sond trap was built along tho south side. Tho capllOi ty of tho
reservoir was then 325,000 gallonsJ and is still tho only underground
resorvoir available for oolleoting tho oity supply. Sinoe thin reservoir
holds loss than one hour's supply during the maximtnn demo.nd of the summer
months, it is important that the underground storage faoi11 ties be en-
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larged in tho very near futuro.
The original steam ptnnpS wero of the displnooment type and were
loonted in the ptnnp pit. The first oentrifugal pump, operated by an
eleotrio motor, was installed on the main floor of the ptnnp house in 1918.
This one ptnnp supplied praotioally all the water to the City for the next
8 years. The steam ptnnpS were kept merely ns a standby to provide ad-
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ditional pressure during fires and at times of exoessive oonsumption.
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Addi tional oentrifuga1 ptnnpS with eleotrio motors were added soon after
the plant WllS aoquired by the 101 ty in 1926 and the use of tho steam ptnnpS
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was disoontinued after that timee
It is interesting to note tho developmont of the well system.
The original souroe of supply oonsisted of one dug well 27 feet in diametor
and e:ctending to a point 15 feot below sto.tio wo.tor lovel. Fifty 1-1/2 inoh
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well points, 50 foot long, wore driven in the bottom of the well to gravel.
Tho well was looated ~ediate1y adjacent to tho pUmping building nnd tho
suotion Uno ran directly !'rom tho large wall to the steam pump. The
small sand points beoame ologged during the next few years and in 1898
a new system of wells was oonstruoted. This oonsisted of 12 wells 10-
oated along the bank of the Smoky Hill River and oonneoted to a oonunon
suotion line laid 15 feet below ground level, loading direot1y to the
steam pumps. These soon proved insuffioient and an additional supply was
seoured by sinking four 6 inch wells in the bottom of the original dug
well. This arrangement took oare of tho demand until 1913 when diffi-
ou1ties with the sand points oonvinood the owners that a different type
orwell was required.
It was in 1913 that the use of gravel wall wells was first
attempted. Twelve or this now type or well were oonstruoted in that year,
all of them looated on the water works property dirootly south and west
of the pumping station, spaoed at intervals or approximately 70 feet.
Theso original gravol wall wells were small, using nn outer casing only
12 inohes in diwmeter with a 6 inoh inner casing, leaving a 3 inch gravel
wall surrounding the strainer. Aftor the inner casing and gravel were
in placo the outer oasing was removed. The twelve wells wero operated on
a conunon suction line leading diroot1y to tho steam pumps. This systom of
well oonstruotion proved to bo suocessful, but operating diffioulties
arose when tho water level was lowered, since the suotion line or tho
pump was oonneoted direotly to the well.,
The present policy of seouring the water supply from individual
wolla of high capaoity was begun in 1916. Those wells have outor casings
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varying fran 24 inohes to 48 inohes in diameter, with inside casings
and strainers of suoh a size that about 6 inohes of gravel is provided.
Tho outer casing is removed after the gravel and strainer are in place.
Wells No. 1 and No. 2 whioh were construoted in 1916, have sinoe been
abandoned and rop1aoed with newer wells. Well No.3, located on the
pumping station property, was oonstruoted in 1919 and is still in use.
In 1924, Well No. 4 was oonstruoted. Well No. 5 in 1930J Well
No.6 in 1932J New Well No. 1 in 1935J New Well No. 2 and Well No. 7 in
1938. The inorease in water oonsumption in Salina has been met during re-
cont years by oonstructing new wells as required, and the oonstant increaso
in demond, which has now reached an amo\mt in excess of 7 million gallons
per day during the summer months, has aroused somo doubt as to the ade-
quacy of the supply. This subject has been thoroughly investigated and
will be fully discussed later in this report.
From the a.bove review it will be noted that Snlina bas been
securing its water from the same general source sinco the plant was first
constructed. Therefore, tho City has been aooustomed to the extremely
hard water from tho start, which accounts for tho fact that the citizens
have had litt10 opportunity to appreciate tho value and advantages of a
soft water supply. From time to time there has been some agitation to
oorreot the existing conditions but no very definite steps have been taken
prior to this timo. In 1931 there was oonsiderab1e interest in the possi-
bility of obtaining a supply of natural soft water from the vioinity north
of Salina. Howevor, a thorough investigation of this location revealed
an inadequato supply and the proposition was abandoned. Reoontly the
agi tntion for soft water has again beoome apparent, whioh made it advisablo
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to investigate thoroughly tho possibility of softening tho existing
supply. The various methods of softening the existing supply are dis-
oussod herein, together with an ostimate of the cost of oonstruoting and
operating various types of water softening plants. This report is for
tho purpose of presenting oomplete information to the Oity Commission
and the Water Works Board regarding the subject of water softening in
order that 'they may give logioal oonsideration to the problem.
POPULATION &: WATER CONSUMPTION
Before going into the study of the City.s water supply and
the proposed water softening plant, it is neoessary to investigate the
population trend and tho inorease in the per oapita oonsumption, in
order to determine the probable futuro requirements of the Oi ty.
It sooms logionl to look 20 years ahead in planning Salina'.
future water requirementsJ therefore an attempt has been mnde to osti-
mate the probable population and the rato of oonsumption in 1960.
Population: In tho study of the population trend, tho 10 year reports
of the Federal Census Bureau since 1870 have boon plotted. Thoso reports
shaw a steady and surprisingly uniform increaso in the population of
Salina throughout the 60 yoars covered by tho Fedoral Census. The inoroase
in population during the 10 year period following 1890 was belaw the
average, whilo the 20 yoars following 1910 sh~red an inorease above the
average, but throughout tho 60 years an average inoreaee of 3200 persona
per 10 year period has boen maintained.
Therefore, it 80ems logioal to assumo that n similar inorease
may be expeoted during the next 20 years whioh will make the City's
population in 1960, based on a straight line average, nmount to 30,000
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t P~CENT INCREA$~
I POP U L A T ION 1910 to 1938
o I T Y I I Reduced to
I 1910 1920 1930 1938 28 Yrs.: 22 Yr. basis
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1. Kansns Oi ty I 82.331 101,177 121,857 126,648 53.8% I 42.~
2. Wi chi to' I 52,450 72,217 111,110 105,324 100.9% I 79.2/0
3. Topeka I 43,684 50,022' 64,120 76,540 75.3% I 59.2/0
4. Hutchinson . 16,364 23,298 27,085 32,683 99.8% . 78.lJ%
.... 5. Saline. I 9,688 15,085 20,155 21,587 122.9'/0 I 96.6%
6. Lenvenworth 19,,63 16,912 17,466 21.126 9.1% I 7.2/0
7. Pittsburg 14,755 18,052 18,145 19,095 29.l.t% I 23.1%
8. o off'eyville 12,687 13,452 16,198 17,565 38.5% I 30.3%
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Average growth of the 8 oities -- 66.2/0 I ,1.8%
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It will be noted that the 8 cities show an o.verage growth of
66.2 peroent during the 28 year period and this is equal to an average
grO\orth of 51.8 peroent in 22 years.
Therefore', basing Salina's growth during the next 22 years on
the average growth exporienoed by the 8 largest oities in Kansas during
the past 28 years, Salina's popu1ntion in 1960 is expected to shoW an
inorease of 51.8 peroent whioh would ma.ke a popu1a.tion of 32,800 in 1960.
It will be noted that this deduotion substantiates the previous one and,
therefore, it is believed that the ostimnte of 30,000 for the probable
1960 population is conservative and that it is the lowest estimnte that
oan safely be oonsidered.
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_ 25,000
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SALINA i KANSAS
WATe-R,WORKS
POPULAT'~N TReND!
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Per Capita Water Consump.tionl A study of the amount of water oonsumed
per capita shows that this amount has been steadily inoreasing sinoe 1926.
Aoourate reoords are not available prior to 1926, sinoe it was in that
year that a Venturi meter was installed at the pumping station. The
attaohed Curve Sheet No.2 shows the rate at which the per oapita oon-
sumption has inoreased and it also shmvs an estimate of the future demand.
The upper ourve on this sheet indioates the average amount of
water used by eaoh person on the day of'maxim\ml. demand of eaoh year. It
will be noted that less than 150 gallons per oapi ta was used on the days
of maxim\ml. demand in 1927, 1928, and 1929, but by 1933 it exoeeded 250 gal.
lons per oapita and on the l!~th of July this year it roaohed a new reoord
of 330 gallons per oapita. These points have been plotted and a smooth
ourve drawn through them. It is difficult to extend the curve onward
from this date to anticipate future demands, but it is reasonable to
assume that the present rate of inorease cannot be maintained indefinitely.
Therefore, a value of 430 gallons per oapita has beon arbitrarily uu{en
as the maxim\ml. to whioh the demand will ultima.tely be inoreased by the
year 1960, and the line has been extended horizontally from that date,
assuming that the demand will romain oonstant after that year. The value
of 430 gallons was used as the limit to whioh the per oapita. oonsumption
would be inoreased beoause it is beHaved that several faotors will prevont
it from exceeding that amount t~ any grea.t extent. One item is the oost
of the eXQossive use of water, whioh will eventually set a limit to the
amount used. Furthermore, air oonditioning has been one of the important
faotors in running up tho high per oapita. oonsumption and it is believed
that the amount of water used for this purpose will not be inoreased greatly
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trom the presont demand. The use ot meohanioal refrigerntion un! ts is
gradually repla.oing the original units whioh depend entirely on water
tor oooling. Howover, due to the oost ot meohanionl refrigoration units,
there will always bo a largo numbor of water oooling un! ts in use in
the homos of more moderate oiroumstanoes. It 1 a reasonablo to expeot
that numerous watorMooo1ing units will be installed in the smaller homes
throughout the City at about tho some rate that similar units are replaoed
by other types of air oonditioners. Therefore, it seems that the water
demand will not be increased grea.tly tor oooling purposes. Hence, it i.
believed that the figure ot 430 gallons por oapita should not be oxoeeded
greatly, although it is doemed unwise to plan on a per oapita. demand of
leas than that amount on tho da.ys ot maximum pumpage.
The lower ourve on Curve Sheet No. 2 shows the daily average
of tho a.mount of water oonsumed per oapi to. throughout the month of maxi-
mum demand of eaoh year. This ourve shows that the averago per oapita
oonsumption for the maximum month has inoreased from 100 gnllons in
1928 to about 260 gallons during July of this year, This shows that
the average daily per oapi to. use la.gs about 20 peroent below the maxi-
mum and on this basis it is expected that tbe ultimate average demand
'Will be about 80 gallons less than the 430 gallons set for the maximum
day, maldng the probable daily avera.ge per oa.pi ta oons~ption throughout
tho maximum month in 1960 amount to"about 350 gallons.
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Tho souroo of' supply must be suffioient to moet the demand
of' the maximum day in the yea.r, as shown by the upper of' tho two ourves.
However, the oapaoity of' the softening plant, whioh is oapable of' taking
larne ovorloo.d., would not need to bo quite oqual to the maximum daily
demond. It is believed that to use the average f'or the month would be
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setting a. per oapi ta. demand eomewhat too low beoause there are of'ten a
number of' da.ys in suooossion that would exoeed the monthly avorage.
Theref'ore, a third Qurve ha.s boon drawn whioh is about an average be-
tweon the maximum day a.nd tho avorage day of' the maximum month. It would;
seem that this ourve is a roa.sonable one to use in the design of' a
softening pla.nt.. It will be noted that this ourve shows a dC3ma.nd or
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approximately 400 ga.llons per oapi ta in 1960.
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Total Water PUmpagol From the above study of population inoroase and per
oapita oonsumption it is possible to arrive at a probable total water
demand in 1960. Using tho estimated population of 30,000 and the probable
per oapita demand of 400 gallons it indioates that the total demand for
maximum days in 1960 will be about 12,000,000 gallons. Therefore, a
souroe of supply exoeeding that amount should be available by that time,
and a softening plant should be able to produoe that amount of softenod
water without overlonding it boyond reasonable demands.
As a further oheck upon the abovo estimated demnnd, the maximum
daily and monthly pumpages during tho past 12 years have boon plotted and
a curvo passing through those points has boen drawn and extended for an
additional 20 years. It will bo seen from tho ourves on Curve Sheet No.3,
that those figures very olosely approximate the results arrived at above.
The upper ourve shows that the maximum daily pumpage has in~
oreased from 2.3 million gallons por day in 1927 to a naximum of 7.12
million gallons in July of this yoar. The oontinuation 0 f this curve
indioates a maximum daily pump age in 1960 of approximately 13 million
gallons per day.
The lower ourve, whioh is based on the average of all the days
in tho maximum month each year, shows an inorease from 1.3 million gallons
in 1927 to 5.2 million gallons in July of this year. This lower ourve
produoed shows that the maximum month of 1960 may be expected to have an
average daily pumpnge of approximately 10 million gallons. Therefore,
again taking an averago between the maximum daily pump ago and the aver~ge
daily pumpage for the maximum month, a third curve has beon drawn whioh
shows that it is roasonable to oxpect a demand of at loa.st 11.5 million
ga.l1ons in 1960 whioh substantiatos tho provious estimato of approxi-
mately 12 million gallons,
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Reoomnended C~pacitiest It is reoommended that the City hav~ wells
in 1960 with a oapaoity considerably in exoess of the estimated maxi-
mum demand of 12 million gallons per day. Therefore, during the next
20 years the City should plan to construct sufficient wells to re-
plaoe such wells as may be abandoned during that time and to increase
the total available supply to the potential capaoity as recommended
in the water supply section of this report. The amount available in
exoess of the m~peoted. demand will permit a rest period for eaoh well
each day and will also insure a sufficient factor of safety to care
for breakdmvns or for any unusual demand.
It is not so neoessary that the design capacity of the water
softening plant be in exoess or even quite equal to the probable me.xi-
mum daily demand which has boen predicted for 1960. The plant should
have sufficiont capacity to operate within tho designod rato during
praotically tho ontire year, but a slight overloading is not serious
on oocasional days of unusual demand. Therefore, it is recommended
that the water softening plant be designed for a normo.l low rata opera.t-
ing capa.city of 8 million gallons per do.y. However, 0.11 piping, con..
trollers, and other equipment should be of suffioient oo.pa.city to permit
a 50 peroent overload during da.ys of extramely high demand. Tho filtors
would be designod to opero.to a.t the ra.te of 2 ga.llons per square foot
per minute, but during days of maximum domo.nd tho controllors would be
set so that for short poriods of time tho filters oould bo opora.ted a.t
3 gallons per squaro foot per minute. This ro.te is higher than would
be rocommondod for continuous opora.tion, although some plants in this
country are boing oporated continuously at this rata o.nd oven highor.
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. Thorofore, thoro is nothing unusual about this highor rnto of flltrn...
tion, :md it is ostimo.tod thnt tho plnnt will proba.bly not ronoh tho
dosigned onpnoity a.t the low ro.to within tho next 10 yoars, and it would
nood to bo oporatod C\.t this high rnto for only n fow da.ys during tho
summor, 20 yonrs from nmr~ Thoroforo, summarizing tho a.bovo disoussion,
it may be conoluded that the filter plant should be designed for a normal
low rate operating oapacity of' 8 million gallons per day with provisions
made f'or .50 peroent overload during extreme oonditions.
Average Annual Water Oonsumption. In determining the oapaoi ty of the
plant and f'uture well requirements, it was necessary to study the demand
of' the maximum days end of' tho nlttXim\Ull. month of' the year, sinoe the
souroe of supply and. rate of' softening must be able to meet the maxim\Ull.
daily dema.nd. However, in computing the cost of ohemicals and operation
it is neoessary to determine the average daily demand during the next 20
years.
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In studying the annual pumpage for the past 12 years during
whioh reoords had been kept, it is found that the inorease in water usa.go
during tha.t time hus boen quite uniform. The avero.ge o.nnual oonsumption
of' the Years 1926 und 1927 wns 38.5 million gnllons or nn o.vero.go of 1.05
million go.llons per da.y. The uveruge annual oonsumption of' the yours
1937 and 1938 wus 902 million gnllons, or an nvero.ge of' 2.48 million go.l-
lons per da.y, This shows o.n uveruge incroo.so eOooh yeo.r of' 130,000 gnllons
per do.YJ o.nd it is logioo.l to o.ssumo tho.t 0. similo.r inorouse will oontinue
during the next 20 yeo.rs, which will make the nnnuo.l oonsumption in 1960
nverago a.bout 5.2 m.g.d,J thoroforo, the a.nnua.l consumption during the
next 20 yeo.rs should o.vora.go 4,0 millioh ga.llons per do.y, o.nd tha.t f'igure
will bo used in oomputing chomioo.l a.nd oporo.ting oosts during the period
f'rom 1940 to 1960,
...14-
.
August- 1939.
SALINA. KANSAS
.
REPORT
. on :Cho J
MUNICIPAL WA~~ SUPPLY
, una
PROPOSED WATER-gm;.TENING PLANT
.
PART II
- ~ 1 L r -
SOURCE OF WATER SUPPLY
.......
--.....----....
PAULETTE 8= WIlSON
.. ENGINEERS -
Snl,inn --- Top okn
Ko.nsnh
SALINA, KANSAS
ENGINEERS REPORT
on the
MUNICIPAL WATER SuPPLY & PROPCSED WATER SOFTENING PLANT
PART II ...- SOURCE OF WATER SuPPLY
Introduotion.
r'
There are a number of factors worthy of oonsideration when
a study is being made of the water supply of a oity, and foremost among
these are the quantity, qua.lity, and cost of production of the water.
Salina has been using the same source of water supply for many years,
and this seotion of the report is concerned primarily with the question
of whether the present source of supply is adequate to meet the needs
of the City in the future. Part III of this report will deal with the
question of improving the quality of the water.
The logical introduction to the problem of water supply is the
seouring of oomplete data on existing wells whioh produce water from the
looality under oonsideration. These studies give reliable information
on the amount of water available and the cost of production of water fram
the immediate vioinity of the existing wells; and this information, to-
gether with faots concerning the extent of similar water-bearing strata
and the rate at which water may enter these strata, makes it possible to
,
prediot the ultimate yield of the potential souroeof' supply. The data
whioh have been seoured end their relation to the future of the City's
water supply are disoussed under the following heads. (a) Charaoteristios
of Existing WellsJ (b) Extent and Availability of Underground Water SupplYJ
(0) Conolusions and Reoommendations, and (d) Estimate of Costs. Data on
the existing wells were secured fram six of the seven wells now being
used by the City as e. source of supply. Sufficient data were obtained at
-15-
eaoh well to determine the effioienoy of the pumping equipment and the
amount of water which tho well could safely produco. Tests wore not run
on Well No.3 because tho method of installntionwould not permit the use
of the instruments employed in the test. This well can be tested at some
future time by lueasuring its discharge in the reservoir at a poriod when
the river is low and the use of water sufficiently light that no other
pumping need be done while tho test is in progress.
Characteristios of Pump: Overall efficiency of pump and motor is a
term used to designate the ratio between tho useful work done by the pump
and tho quantity of energy used by the motor which operates tho pump.
In order to compute the efficiency of n pump it is nocessary to have tho
following information:
1. Rate of Discharge
2. Total head
3. Power input to motor
The methods used to obtain the throe types of information are desoribed
under the proper heads.
Pump Discharg~: Tho disoharge of each pump was computed from data obtained
by the use of a Pitot tube. The Pitot tube is a device for measuring
the velocity of wator fl~rlng through a pipe. It consists of a small
tube whioh oan be inserted directly into a pipe line through a standard
,
oorporation cock and which is attached to a manometer filled with a
liquid suitable for registering small differences in pressure. From the
differences in prossures indicated by the manometer, the velocity of
water in the pipe can be readily computed. For each rate of discharge,
tho point of the Pitot tube was placed successively at 10 different points
within the pipe and readings so obtained wero averaged to got the proper
value for the average velooity of tho water in the pipo.
-16-
The velooity of flowing water at any point in a pipe, is proportional
to the square root of tho head produoing that velooity. This makos use
of tho genoral oquation V .. '''V~gH where "H" is expressed in foet and
"V" in feot per seoend. When "h" is expressod in inohes, the equation
beoomes 2.316 -vh,i. Introduoing tho Pi tot tube ooeffioient, V "" 2.316
x 0.881 WT. This equation holds good for manometer fluids having a
speoifio gravity of one when used with an air seal. When heavier-than-
water fluids are used in the manometer ,vith a water seal, the propor
equation is V .. 2.316 x 0.88!""Vh,j"(s..i')', where liS" is tho spooifio gravity
of the manometor fluid.
The velooity at eaoh of the ten points at whioh manomoter
readings wern taken was oaloulated from tho above formulae usinga value
for lIh" in eaoh oaso equal to the difference between thoavorages of the
values as road on tho high and law sides of the manometer fruid. Sinoe
the Pi tot tube readings wero taken at the oenters of gravity of rings of
equal oross-sectional area, the mean velocity in the pipe was equal to
the average of the velocities obtained at all these rings. The disoharge
of each pump in gallons per minuto for any sotting of the valv.o was
oomputed from the formula G.P.M. .. V x A x 60 x 7.48, whore "V" is the
mean voloei ty in feet per seoond and "AU the area of tho disoharge line
r
in square feet.
Total Head: The total delivery head is equal to tho ,sum of the read-
,
ing of the pressure gauge on the pump discharge line and the vertioal
distanoo fram the g~uge to the wator in tho woll. Tho pressure gauge
was read in po~ds, whioh were oonverted into feet. The gauge was not
sensitivo for pressure of loss thnn fivopounds, therefore law pressuros
wero detorminod by attaohing a hose to tho pressuro gauge, raising the
-17-
froe end of tho hoso into tho air until tho wntor oansed to run from
tho tube, thon measuring tho vertioal di stanoe from the oonter of tho
pressuro gnuc;e to the free end of the tube. The totnl hoad wns expressod
in feot.
Water Horso~ower Output~ Tho useful work done by tho pump may be
expressed as water horsepower (w.hp.). It is oomputed by means of
the formula..
w.hp. ..
o..f.s. x. 62.4 x. H
5~0 '
where c.f.s. ~ disoharge in cubio feet per seoond
H ~ total delivery head in feet
62.4 ~ weight of one oubio foot of water
550 ~ foot-pounds per seoond in one horsepower
Reduoing cubio feet per seoond to gallons per minute,
w.hp. ~ ;'tem.
e ~x66 x
62.4 x H
550
· g.p.m. x H x 0.0002525
Motor Input: The eleotrioa1 input to the motor in each well was deter-
mined by a meter furnished and installed by the Kansas Power and Light
Company. The oonstant for the diso as furnished by the power company was
40. All that was neces-sary, therefore, was to determine the revolutions
per minuto of the meter diso. This was done by accurately timing the
r
diso while it made twenty rovolutions.. When the disc was moving very
slowly, the time required for only ten revolutions was'determined. At
least two such observations were made tor each setting ot the valve in
the discharge lina. Where pOSsible, these observations were made simul-
taneously with the observations ot the manometer deflections. The horse.
power input to tho motor is equal to the r.p.m. of the meter disc tim~8
.18.
the motel' constant times 60/746 = 3.217 x r.p.m. Mean values, as
detor:nined for the revolutions of the motel' diso, wero usod in these
oalculations. Immediately after eaoh power input observation, the
dravdm"nn gaugo and tho pressuro gauge wore read as outlined previously.
In each caso tho pump was started with the discharge valvo fully oponed.
The pump was allowed to run until tho drawdOVnl was more or loss stabilizedj)
them observations were begun. These observations oonsisted of manomoter
readings with simultanoous observations made to determine motor input,
drawdovm and discharge head. After this set of observations had been
made, the gate valve in the discharge line was closed sufficiently to
diminish tho pump output. Another serios of observations were then
made. This procedure was repeated until the valve was fully closed.
From four to seven settings of tho valve were made for each pump.
Overall Efficiency. By overall efficiency is meant the combined
officiency of tho pump and motor and is hereafter referred to as effi-
oiency -- wire-to-water. Such effioienoy, therefore, is equal to tho
ratio of the wator horsepower output to the motor input oxpressed as a
peroent. It shows tho relationship of the power input into the pump
and motor, and tho usoful work done by themQ The efficienoy -- \ilre-
to-water, was caloulated for the various settings of tho valve for eaoh
pump and motor in all wells exoept Well No~ 3.
Tho following sheot GkVI0 the tnllula.ted rosul ts of all the
pump tests. Immediatoly follovrirq^< t,hn.t ;\' t;he oharaoteristio ourves
of the pumps; oa.ch shoot showing ~;rrtphio"i the rolationship of' the
rate of' discharge to (1) the tot~l discharge head, (2) powor input to
motor, and (3) the overall officioncy of tho installation.
-19'"
Sm~UffiY OF PUMP TESTS
Vie 11 Run 'fotal hp. ~~ficionoy ~oroon~
No. No. Head g.p.m. Input Wiro-to-Water
1 1 54 J.032 27.4 51.4
2 54 1056 27.0 53.3
1 Stage ~ 53 1048 26.3 52.9
30hp. 68 820 23.9 59.0
5 69 572 19.9 50.0
2 1 77 900 26.1 67.0
2 87 788 25.7 67.6
2 Stages 3 102 587 24.0 63.2
20 hp. 4 130 . -._- 13.5 --.....
~
4 1 66 1066 35.9 49.6
2 69 1121 35.7 54.8
1 Stage 3 71 1084 34.9 55.2
40 hp. 4 77 1034 33.3 60.6
5 89 876 27.2 72.6
6 93 771 20.8 86.. 8
7 93 -.-- 18.9 ..---
5 1 55 ---- ..--- ---..,
2 63 1047 2l.h3 68.6
2 Stages ~ 76 790 22.3 67.9
25 hp. 80 21+9 15.1 33.4
5 81 ..--.. 13.6 ...-......
6 1 56 1146 37.4 43.3
2 57 1124 36.8 W+.o
2 stages 3 59 1089 36.8 44.4
40 hp. 4 65 924 36.8 41.1
5 78 711 35.9 39.2
6 102 ..-- 34.8 ..--
7 1 210 1126 87.7 68.1
2 207 1097 79.6 ' 72.1
5 Stages 3 218 1042 83.9 68.4
75 hp. 4 230 1050 82.1 74.3
5 264 803 7~.8 72.5
..20-
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The normal operating oonditions of eaoh pump as shown graphi-
oally on the preoeding ourves are summarized as follows:
1
2
3
4
5
6
7
Discharge Total If.p. 6verall
g.p.m. Head Input fd nJ, r Effi oi eno-.1
54 :i'1)
1040 'Z7 ~ (\ 53
900 77 26 67
900 (Estimated)
1090 69 35 40 54
1040 63 24 , .j~ 69
1120 57 37 : , !) 44
1090 212 84 .., ,,.< 69
/ .>
Well
No.
Total 7180
The total output of the system is 7200 g.p.m. or 10,400,000
gallons per 24 hours. Sinoe the maximum daily oonsumption has reached
a point slightly in excess of 7,000,000 gallons, the margin of safety
between capacity and demand is not large enough to provide for possible
shutdowns for repairs or for proper rest periods for the wells.
Discussion of Tests: In making these tests, several sets of readings
were taken at di soharge rates near the normal, and the average effi-
oiencies under the normal operating oonditions are oompared. Insta1la-
tions which have overall effioiencies of 60 percent or over may be
olassed as good, from 50 percent to 60 peroent fair, and below 50 percent
as poor. It will be noted that the pumps in wells numbered 2,5, and 7
are all operating satisfaotorily, and furthermore, that the conditions
of normal operation are near the maximum efficienoy ot the units. The
pumps in wells numbered 1 and 4, shaw only fair effioienor and operate
under oonditions which rosu1t in effioienoies 5 peroent and 18 poroent.
respeotively, below the maximum possible efficienoies. Hmvever, at the
low hoads undor whioh these pumps oporate, and at the low prioe of eleotrio
current of 1.l5~ per kwh, laok of effioionoy is not very expensive.
-21-
Assuming the same number of hours of operation as last year, an inorease
in effipienoy at Well No.6 fram the existing 44 peroent, to a possible
70 peroent, would result in an annual saving of $289.00 in eleotrioity.
Sirnj.1a.r improvements at wells numbered 1 and 4 would result in annual
sa.vings of $127.00 and ~168.00 respectively.
Therefore, oonditions at Well No.6 probably warrant an
overhaul of the equipment, at least it will be advisablo within the
next few years, It would be desirable to have both water and eleotrio
meters installed at eaoh well, fram whioh reoords of the operating
oharacteristios of the equipment might be checked from time to time.
otherwise, a systematio oheok of effioienoies should be made at regular
intervals.
Drawdown: As the pumps were tested for effioiency, a reoord was kept of
the drawdawn in each well, The observed drawdowns in feet are listed in
the table below, together with the duration of the test, the ratio. of
drawdown to the depth of water in the well, the rate o~ pumping and the
speoific yield, or gallo;ns per minute produced for eaoh foot of drawdawn.
I Statio Depth Rate of : Speoifio
. of Water I Pumping : Yield
Well c Duration · in Well Porcent g.p.m. :g.p.m. por. .!'t.
No. : of Test : Dr awd own Drawdown : of Dni.wdQW11
: I
1 8 MS. I 4S 13.5 29 1040 77
2 7 hrs. 41 l!~. 5 35 900 62
3 9 MS. 36 22 61 900* 41
4 8 hrs. 37 20 54 1090 54
5 8 MS. 39 13.5 35 : 1040 77
6 10 MS. 37 10.0 27 : 1120 112
7 3 hrs. 43 11.0 26 I 1090 99
*Estimated Disoharge.
Wells numbered 1, 2, 5, 6 & 7, are evidently being pumped at
rates well within the safe oapaoity of the wells and the yield per foot
..22..
of.drawdcrvnt is good in all oases. The large drawdown, the law speoifio
yield, and the shape of the drawdown curve of Well No.4, all indicate
that it is being pumped at a higher rate than is oampntib1e with long
life of the well. Its usefulness may be prolonged by olosing the valve
sufficiently to reduce the rate .of flaw. A rate of 900 g.p.m. is reoommended
for trial, for at this point the effioienoy of the pump is suffioiently
grenter to offset the effect of the higher head. and tho aotual cost per
thousand gallons of water pumped will be reduced. Well No. 3 showed a
still greater drawdown and lower speoifio yield, whioh is evidenoe of its
deterioration from age and long use. Lator in the summer, drawdowns wore
cheeked at different times in all the wells. In most cases the statio
wnter surfaoe had lowered slightly and the amount of drawdovm was slightly
less. This oorresponds to the expocted seasonal variations.
~he drawdown-capaoity curves for six of the seven oity wells
are also inoluded. All of the curvos are approximately of the conventional
shnpe, with the exoeption of the ourve for Well No.4, which indioates
tho effect of overpumping or of possible deterioration of the strainer
or of its surrounding gravel wall.
Rato of Recovery: A continuous reoord of the drawdown was made for Woll
No.1, during the period in whioh the well was pumped oontinuously for
24 hours. Measurements wore taken at intervals suffioient1y olose to-
gether to oonstruot aocurate drawdown and reo overy curves for both Old
and New Wol1s No.1. These curves aro shawn on the aooompnnying graph.
It will be notioed that the drawdown takes p1aoa rapidly and that wi thin
thirty minutes after the pump wns sta.rted the drawdown was wi thin throe..
fourths of a foot of tho maximum of tho twenty-four hour poriod.. The
-23-
reoovery was also rapid, as the water level returned to within tyro ana
three-fourths feot of its original level within ten minutes and lackod
only three inohes of reaohing its original lovel in six and one-half hours.
This rapid return of wator to or near its original level in the wells
indicates a relatively high porosity of the wat~r~bearing mnterial.
Following the curve for Well No. 1 is shown tho relation of drawdown to
time during the thirty-six hour test of Well No.7, mado in February, 1938.
"Circle" of Influence: When wo.ter is pumped from 0. Wf'illp the surface of'
the ground water is depressed in the area oloso 'co the well while the
lowest point on the surface of the water is in tr;i~ well its(Jlr. At some
distance from the woll, the effect of pumping is not noticcnble and the
normal elevation of tho water surfnce is not affected. The area within
which the water surface is depressed is knoWn as the area Qt influenco
or the "cirole" of influence, although under no,tunl conditi<ms it is seldom
0. true circle, due to variations in the c~racter of the aqu~fer. It is
important that wells bc spaoed at a suffieient distance ~pa~t so tho.t their
respeotivo ciroles of influence will not ~erlo.p. Such in~rference
roducos both tho capacity and the life of tho wells. At a distance of
250 feet west of "veIl No.1, an abandoned woll (Old vYoll No.1) is still
in such condition tho.t the height of the water in it can be measured. In
order to determine the extent of' the "cit'ielell of influence !If Woll No. I,
a record of the drawdowns in this adjo.ce~t hole was kept ~oughout the
testing of Woll No.1. The maximum draw~'own in Well No. 3. was 12.3 teet
while the water love! in tho abandoned well was lowered O.~ feet. From
theso investigations, the probnble lengtll>>. of the radius of tho "oirolelt
of influence has been oomputed as betwoctl), 400 and 450 feet.. Thereforo,
tho spa.cing bo"tYrecn wens should be not leJ!8s than 900 feot" and prefax-ably
1000 feet. Presont practice conforms to thi~wule in n ~isfactory mnnner'.
-24"
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ADEQUACY OF THE WATER SUPPLY
____ l'
In predioting the ultimate capacity of an aquifer it is neces-
sary to oolleot a large mnount of infor.mation and parts of it should be
oheoked repeatedly over a number of years to insure accuracy. The es-
sentia1 data to ascertain the yield of an aquifer may be described briefly
as (1) the extent and depth of the aquifer. (2) the charaoter and porosity,
(3) the rate of inflow. (4) the rate of outflow or losses.
Extent of Water-Bearing strata. The determination of the extent and depth
of the aquifer requires a study of the size and boundaries of the area.
the looation of the surface of the water table, and the location and
oharaoter of the underlying stratum. The souroe of the present supply
is the valley of the Smoky Hill River, which avel"ages about two miles in
width in the vioinity of Salina. The soil is alluvial, deposited by wind
and water. A list was made of all available wells and test holes from a
point a mile north of the north city limits of Salina to the town of
Mentor, a distanoe of approximately nine miles. Elevations were estab-
lis~ed on the ground or on the platform at each well or test hole loca-
tion. The depth to water and to shale of the oity's wells and. of test
holes vmich had been drilled by the oity were obtain~d from the reoords
in the office of' the Oity Engineer. The vrells in the oountry were
measured to obtain the elevntion of the ",-tel" surfaoe and, where pOS3ible,
the dopth to shale. Tho logs of the driller of these wells were re-
ferred to for the depth to shale in most easeS..
the list of the wells used is inoluded herewith. showing all
elevations. The elevations are reforred to City of' Salina I8tum. The
looation of tho wells is shovm on Sheet NOli 1 of the acoompanying set
of plans.
-2.5-
TABULATION OF WELLS .AND TEST HOLES (CONT ID)
Survey Elev. Elev. Elev.
l{o. Location No. Water Date Shale B.M. Location of B.M.
23 Drouth Relief Well 1':'30-14-2 1217.7 6-8-39 1238.19 Casing
24 'Wallaoe Berg 1-1-15-3 1225.6 6-8-39 1256.6 Platform
24a Laubengayer 1-7-15':'2 1225.3 6-8-39
25 Ashton Elevator Mentor-l 1238.4 6-9-39 1267.92 Top casing
26 School House Mentor':'2 1235.8 6':'<r39' 1266.83 Top cone. platform
27 House S of Church Mento 1'-3 1238.1 6-9-39 1269.6 Top of platform
Ci ty Well No. 1 1191 6-39 (Less than 1145)1230.67 E1. Drawdawn Hole
City Well No.2 1194 6-39 1153 1228.60 It II A
City Well No. 3 1189 7-19-39 1153 1230.86 II " II
Ci ty Well No. 4 1192.5 6-39 1230.12 II \I 11
Ci ty Vtel1 No.5 1195 6-39 1156 1230.58 It n "
City Well No. 6 1192 6-39 1145 1229.15 II II It
City Well No.7 T.H. 20-32 1195 6-39 1152 1228.49 II II It
13 28 S\V Cor. 2-lL.-3 T .H. A 1148
29 SE Cor. SN ~ 2-14-3 T.H. B 1148
I
30 In NE 1/4 1 -14-3 . T.H. C 1164
31 NE of SE of SW 1-14-3 T.H. D 1143
32 swof6-14-2 T.H. E 1129
33 SIT of 6-14-2 T.H. F 1150
34 NE Cor. of 7':'14':'2 T.H. G 111..:2
35 NW 1/4 of 14-14-3 T.H. H 1126
36 NW i/4 of 14-~3 T .H. ,1 1134
37 Belle Springs Creamery 1154
38 SE 1/4 of 12-14-3 T .H. J 1142
39 SE iJ4 12':'14-3 T.H. 18-37 1148
40 BE i/4 13-14-3 T.H. 15-38 1156
41 1m 1/4 13-14-3 T.H. 7-37 1160
42 SW i/4 7-14-2 T .H. M 1164
43 Watson Theater 1148
44 Pumping Sta. City
Water T.H. 8-37 1142
45 13-14-3 T.H. 2-31 1163
TABULATION OF WELLS AND TEST HOLES (CONT 'D)
Survey .h:lcv. .h:lcv. .h:lev.
No. Locution No. Water Date Shale B.M.. Location of B.M..
46 T.H. 3-35 1161
41 . HE 1/4 13-14-3 T.H. 17-37 1153
4B Lot 4, Blk. 14.
Oakdalc Add. T.H. 19-37 1154
49 N of Oakdale Park T.H. 16-37 1149
52 NW Fair Bldg. Kenwood T.H. 6-37 1153
53 HE 1/4 13-14-3 T.lL. 5-37 1158
54 NE i/4 13-14-3 T.H. 10-37 1168
55 E Line Lot 4. Garden
Home T.H. 3-31 1161
56 NE 1/4 24-14-3 T~H. Q 1154
57 SE 1/4 18-14-2 T.H~ S 1173
58 NE 1/4 19-14-2 T.H. T 1218
~ 59 NE Cor. 24-14-3 T.B. R 1176
'" ~ 60 NE 1/4 24-14-3 T.B. 9-31 1168
61 NE i/4 24-14-3 T.B. 11-37 1178
62 NW 1/4 30-14-2 T.B. Y 1162
63 SE 1/4 24-14-3 T.R. 12-37 1179
64 NW 1/4 30-14-2 T.B. Z 1170
65 SW Cor. 14-14-3 T.B. 0 1156
66 NW 1/4 23-14-3 T.B~ P 1135
67 SW' Cor. 23-14-3 T.B. U 1186
68 SW 1/4 23-14-3 ' T .H. V 1190
69 HE 1/4 26-14-3 T ~H. W 1172
70 NE 1/4 25-14-3 T .H. X 1160
71 SW 1/4 24-14-3 T.H. 13':'37 1171
72 nw i/4 23-14':'3 T .H. 14-37 1154
NE 1/4 13-14-3 T~H. 4':'37 1156
SE 1/4 Sec. 13 T.B. 9-37 1154
Old Well No. 1 1149
T.B. 20 Viell 7 1160
From tho elevntiona of the statio wntor lovel ns determinod,
a oontour mnp WOos drawn, (Soo Dra.wing No.2), which givos a pioture of
tho uppor surfo.oo of tho snturc.tod zone. This surfnee is subjeot to
slight ehangos from o.o.y to dny o.nd from yonr to year. Thereforo, the
mnp. as atto.ehod is a reproscntntion of tho wo.tor surfo.oe o.s it WllS found
to exist in late June and early July, 1939. The map indioates that most
of the water supplying the city wells moves down the vall ey from the
south and southwest. It is interesting to note that all of the city
wells are south of' the area where the underground flow appears to be
from the west towards the east, indicating that at present, little if'
any ,vater is being secured from the Mulberry or Saline valleys.
Profiles of the statio water level are shown on Drawings 3, 4,
and .5, of the maps aocompanying this report. They show the general slope
of the water and its relationship to the underlying shale f'ormation.
From the two profiles passing through Mentor, the mean slope of the water
surfaoe from Mentor to Salina. was determined to be 0.11.5 percent, or about
6 feet to the mile.
There were not suffioient wells available to show all the minor
irregularities in the surfaoe of the water, oaused by the presenoe of
clay lenses and other variations in the oharacter of' the wnter-bearing
material) but a sufficient number of elevations were obtained to con-
struot the oontour lines showing the average slope and nature of the
water surfaoe and to meet the needs of the present stu~. Except as it
is defleoted by 1000.1 obstructions and by the p'lUl1ping of wells in ~he
CU"OA, the flow of the water through the aquifer is at right angles to
the oontour lines at all points on the map.
-29"
Depth of Wator-Bearing Matorialt In order to obtain an estimate of the
thickness of water-bearing m€lterial in the Salina area, the logs of
various teet halos und wells were plotted on profile sheets. (See
Dra-uing No. 3~ 4.. anc S, of the t'.ccompa.nying maps). Profile lines show-
ing the water lovel and shale elevntions were then dravr.n on these pro-
file shoets. Drnvnng No. 1 sh~{s tho looation of these cross-scotian
lines. From these profilos, tho total depth from tho wnter line to tho
shnlo vrns dotorminod. Next, the dopth, or total thiokness of the im-
porvious muterinl lying bot\"/Oon the wator line und tho sho.lo lino wero
takon from tho logs of tho individunl tost holes und vrolls. In this con-
neotion, fino s&1d wns considored to bo impervious; for even though its
porosity is high, its yield is relatively low. Subtracting the thickness
of impervious material from the total depth from water line to shale gave
the net depth of porous material at eaoh hole. The average depth for any
one profile line was determined by oalculating the cross-seotional area
of the porous material, then dividing this area by the entire length of
the profile line. After assigning weights to the various average depths,
a weighted mean val-ue of 32 feet for the thickness of the pervious ma-
terial was obtained. Drawing No. 6 is a contour map showing the thick-
ness of watOl'-boo.z'~l1g!Mterial.
Study of Shale Elevationst The floor of the aquifer consists of Permian
shale, whioh is impervious and permits little or no loss of water through
it. The anoient valley wa.s eroded into the shale refilled with alluvial
materia.l of the Tertiary and Quaternary periods and tho present bed of
the river lies from .50 to 60 foet above the shale floor. The information
relative to the elevations of this shale is not as extansive as is desir-
ableJ sinoe, for a. largo number of wells, no reoord was kept, or thoy
merely penetrated tho wo.ter-bearing stratum and ell d not extend to the
-30-
(:i,'," i
shale rloor below. The test holes and wells used in the study or the
shale surraoe nre tabulatod in the preoeding table entitled "Tabulation
or Wells and Test Holes used in Investigating the Underground Water
SUpply or Salina and Vioinity". A contour mo.p was drawn showing the
average surrace or the shale lying beneath the vrntor-bearing mo.terial.
(Seo Drawing No.6).
The oonolusions which oan be dro.wn rrom a study or this map
o.re as rollavtsl
(0.) All city wells are looated in the deop shale aren.
(b) There is a similarity betvofeen the surro.oo or tho ground
wator o.nd the surface or tho shale lying beneo.th it.
(0) There is a high shale ridge west or Salina and just east
or Dry Creek.
(d) The shale south or town is higher than immediately below
Salina. It is probable that there is a trough-like depression ax:tending
on south through this shale ridge.
(e) Being above the surface or the water table, the river
oontributes to the aquirer instead of itselr being red by ground water.
-31-
Charaoter of Water Bearing strata: The oharaoteristios of the aquifer
determine its ability to aoquire, store and tranamit water. There are
many theoretioal means of olassifying the material, but in this case,
the data obtained from existing wells have been analyzed for this purpose,
since they are more logioal and dependable than laboratory analyses
would be.
Logs of Well No. 1 and of the nearby abandoned well are typioal
of the area now tapped by the City's wells. They are as follows:
New Well No. 1 Old Well No. 1
o - 3 Soil 0 - 3 Soil
3 - 23 Yellow Clay 3 - 27 Clay
23 - 33 Coarse Sand 27 - 30 Coarse Sand
33 - 44 Sand &: Gravel 30 - 53 Sand &: Gravel
44 - 45 Clay 53 - 55 Clay
45 - 50 Coarse Sand 55 - 63 Sand &: Gravel
50 - 62 Sand &: Gravel 63 .. 65 Coarse Sand
62 _ 63 Clay 65 .. 78 Sand, Gravel &: Clay
63 - 70 Coarse Sand 78 - 85 Clay
70 - 73 Sand &: Gravel
73 - 75 Coarse Sand
75 - 82 Sand, Gravel &: Clay
The above logs and similar logs of the other oity wells, together with an
examination of samples of the water-bearing material, justified the olassi-
fioation of the aquifer as a mixture of ooarse sand and gravel. The
effeotive porosity is the peroentage of the total volume of the aquifer
that oontains available water; which will amount to about 25 peroent in
this .case. Bearing in mind the type of material of' whioh the aquifer is
oomposed, its oapaoity, yield, and rate of' replenishment will be disoussed.
-32-
Storage Capacity: As was noted above, the average depth of the water-
bearing stratum in the valley is 32 feet. The area fram which the prese~t
wells draw water is approximately a rectangle, one mile wide by 2-1/2
miles long, with an average depth of water of 40 feet, sinoe this area
has a muoh deeper water body than the average of the valley between Salina
and Mentor a.s computed above. This basin oontains, in rowd figures,
5300 million gallons of water. At the present rato of use, this is suffi-
cient to last six years; at the 1960 rate of use it would last three
years; while for the average rate of 4 million gallons per day the supply
would last four years, considering the basin as a reservoir with no water
being added to it. Since the reservoir has not been depleted, it is evi-
dent that tho ra.te of inflow has been equal to or greate!" than the pumpage,
and the variations in the water table a.re next examined to asoertain the
relationship.
Seasonal Change in Viater Level: The effect of pumping on the underground
storage was noted by observing the change in static water levels during
a peri od of heavy pumping and of 11 ttle or no rainfall. Da1 ly measurements
were taken to determine the change in the static water level in Old and
New Wells No. 1 from June 20 to July 18. These measurements were taken
each morning about 8:00 a.m. New \1ell No. 1 was pumped oontinuously
from 8:30 in the morning for twelve to fourteen hours -daily, allowing
tho well to rest between ten and twelve hours before the measurements
wore taken to establish the level of the wator surfaoe oach day.
-33-
Tabula.tod below is the observed drop in the water level in the
two wells. The table gi vas the accumulated drop in inches from June 20:
Da.te Old Well No. 1 New Well No. 1
June 20 0 0
June 21 '2 2
June 22 3 3
June 23 1 8
June 24- 10 13
June 25 14 12
June 26 14 18
June 21 15 18
June 28 15 15
June 29 15 12
June 30 15 8
July 1 11 9
July 2 15 11
July 3 15 11
July 4 15 11
July 5 22 11
July 6 23 12
July 1 25 15
July 8 26 15
July 9 25 15
July 10 26 16
July 11 26 19
July 12 30 19
July 13 31 22
July 14 33 23
July 15 35 25
July 16 ..-
July 11 38 26
July 18 38 21
These data are oompared graphically on Curve Sheet No.1;.
They are plotted so that the true difference in the eleva.tion of the
water surface of the two wells is represented. It will be notioed that
at tho beginning of the period of observation, the differenoe in the water
levels was 11;" while on July 18, it was only 4 inches. The explanation
seoms to be that, as the rate of pump age was increased, the area influenoed
by that pumpage was also increased, thus extending the area of deeper
drawdown \mtil its effect was felt in Old Well No.1.
-34-
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The total observed l~tering of the water level in these ~tO
wells for this period of 28 days was 27 inches in the new well and 38
inches i.n the old well. The successive lowering of the static water
lovel of these two wells sUGgested that it would be instructive to
observe the total lowering of the water level in the other city wells.
Observations were not made daily but over a period of from 2h to 28 days.
The results of these observed changes are listed below:
Well No. Days Elapsed Drop. in Water Level
1 28 2'311
2 27 2'0"
4 24 0'6"
5 27 3'7"
6 26 2'11"
7 28 1'5"
Average 27 1'9"
During this period, averaging 27 days in length, an average
of 5 million gallons per day was removed by pumping or a 'total of 135
mdllion gallons. The average Imqering of the water level at the wells
was 1 foot 9 inches.
Permanent Changes~n Water Level: A comparison of the static water level
as observed durihg past years with the statio water level at the same
locations taken from the water surface oontour map, shows no definite
change. From the e~aluation report of the municipal water plant, made
in 1925, the distance from the pump bases to the water level in Wells
1 (old), 3 and 4, was 38.2 feet, 38.3 foet, and 36.9 f~et, respeotively.
The corresponding distance as observed in June and July, 1939, are
38.8 feet, 42.2 feet; and 37.6 feet. This gives a drop in the respeotive
wells of 0.6 feet, 3.9 feet, and 0.7 feet. So far as known, these are
the only recorded measurements of the wator level in oity wells made
prior to this study.
-35-
valley floor. As mentioned before, the mean slope of the surfaoe of
the ground water from south to north is 0.115 percent, or approximately
six feet to the mile. Test holes prove that a large part of the watex-
bearing material consists of ooarse sand and fine gravel.
In a .bulletin on "Hydrology of Kansas" by Professor J. O. .Jones
of the University of Kansas, Ogden S. Jones, GeoloGist of the Division
of Sanitation, State Board of Health, states in his chapter on ground
water, that tbe velocity of ground wa.ter in Kansas, under a hydraulio
gradient of 10 feet per mile, varies i'rom 1.4 feet per day in sand to
8.8 feet per day in ooarse gravel. Dr. Slichter found that the under-
flow of the Arkansas River near Garden City with a slope of 7.5 feet
per mile had an average rate of flow of 8 feet per day.
Dr; Wolff found that the under~low of the Republican River
near St. Franois with 0. slope of 10.7 feet per mile had an average
velocity of 17 feet per da.y, varying from 4 feet per day in the fine
sand along the edges to a maximum of 56 feet per day for the ooarsest
material. By 0. eompa~ison of the material in the Smoley Hill River valley
and adjusting for a slope of six feet per mile, a conservative estimate
of the average rate of flow in this valley is five feet per day. The
effective width of the valley south of Salina is two miles, the average
depth of the coarser portions of the aquifer is 32 feet and the effective
porosity may safely be estimated at 25 percent. Comblning these figures
gives the probable rate at which water is moving from the valley into the
area around the wells: 2 x 5280 x 32 x 0.25 x 5 x 7-1/2 a 3.17 million
gallons per day or a total of 1160 million gallons per year.
-'37-
Rainfall: The mean annual rainfall for Salina is, in round figures,
27 inches. Only a small portion of this is available for infiltration
into the ground. Students of ground water supplies have found that the
amount of infiltration into the ground water as compared to the annual
rainfall ranges from 20 to 60 percent, depending on the prevailing type
of storm, character of soil, and various clilnatic conditions. Using the
lowest of these figures, twenty peroent will enter the ground and add to
the availa.ble supply under conditions of soil and surface slopes, such
as exist here. Using this value for infiltration, tho depth of water
added to tho ground water supply is equal to 0.45 feet per year ovor the
entire area contributing. The area. to which rainfall is contributed
directly is the area assumed to constitute the basin surrounding the wells,
a rectangle one r~le wide by 2-1/2 miles long, or a total of 1600 acres.
The water added to this basin each year is therefore equal to:
l600> x 43,560 x 0.45 x 7-1/2 = 240 nullion gallons.
Infiltration from Smo~J Hill River: The length of the river used in these
calculations was only that portion considered to be within the principal
drawdown area, amounting to approximately 20,000 linear feot. SmuG local
opinions have been expressed to the effect that the river water is effectively
scaled off tram the underground supply duo to an impervious separating
layer of clay. A study of the logs of test holes and wells docs not sub-
stantiate this belief. However, infiltration has bcen,assumod as taking
place only through the sides of the stream and none through the floor due
to silt oold chemical deposition on the stream bod.
The effective porosity was assumed to be 10 percent, due to the
presence of tho finer material along tho bmlks of tho stream, and tho
11ydraulic gradient as 30 porcent. The depth of porous material bolow the
l~l water stage of tilO river, as detorlnined from a study of the test holos
-38-
nearest the river, is 15 feet. Authorities have recommended a velocity
of flow from a river of 0.065 feet per day at a hydraulic gradient of
one percent, whioh equals two feet per day at the slope of 30 percent.
The estimated infiltration from the Smoky Hill River is therefore equal
to: 22,000 x2 x 15 x 2 x 0.10 x 7.5 = 0.9 million gallons per day.
This quantity is equal to 330 million gallons per year.
other Sources of Ground Water: If the additions to the ground \vater from
the present sources prove adequate for the demand, no change in eri sting
conditions lnt'.y be expected. 'Whenever the demand exceeds the inflow, a
permanent lowering of the ground water will begin, first in the immediate
vicinity of the wells and then spreading slowly in all directions. The
increase in slope resulting from the local change in level ~~11 induce
higher velocities which will in turn compensate for the decrease in depth
of the flowing wa.ter~ Also, water which now flows eastward from the
valley of Mulberry Creek will be induced to flow toward the pumped area_
when the water level therein is lmvered. By the time the water level has
been lowered five to six feet, the inflow from this region will be pro-
portionately equal to that of the Smoky Hill valley. Undor such conditions,
the movement of water from this source into the mile wide rectangle, con-
sidered as the pumping reservoir, will be equal to 3280 x 32 x 0.25 x 5 x
7-1/2 = 1.58 million gallons per day, which is equal to 580 million gallons
per year.
Summary of Rate of Replenishment: Below is a. summary of the estimates as
made above, in million gallons per year:
Underground ~low in the Smoky Hill Valloy - - 1,160
Rainfall infiltration - - .. .. - .. .. .. - .. -.. 240
Porcolation !'rom Smoky Hill River - .. .. - - - 330
Total annual increment (existing conditions) 1,730
Addi ti onal Flow from the north- 580
Ultimato Tota.l- - .. - ..
....-
.. .. 2,310
-39"
I -
~~e Requiremen~of City and Adequacy of Suppl~: The average annual
oonsumption during the 20 years from 1940 to 1960 has been estimated at
)..\..0 million gallons per day, whioh is equivalent to a yearly oonsumption
of 1,460 million gallons. The maximum is expected to reach 5.2 million
gallons per day or a total of 1900 million gallons per year in 1960. It
will be noted that the supply of the Smoky Hill Valley appears to be
adequato until after the oonsumption has passed the average of 1460 million
gallons per year or until approximately 1955.
If the rate of oonsumption follows the prediotions, it will exceed
the annual inflow from the Smoky Hill Valley, from rainfall on the area
immediately surrounding the wells, and from the river itself. After this
time, the water table will be lowered sufficiently to induce water to
enter from the north, that is, from the valley of Hulberry Creek, and to
a slight extent from the Saline River, while the steeper surface gradient
will maintain the former flow of water from the south. The amount diverted
from the north will vary with rainfall and other factors affecting the
annual flow from the south, and will need to be only 1 percent of the total
requirements in 1960.
With this additional supply available to supplement the existing
supply, it seems certain that the potential water supply in the vicinity
of Salina will be ample until long after 1960.
-40-
RECOlfi-KENDAT IONS
Water Level: A permanent and systematio reoord of the elevations of
the surfaoe of the water should be inaugura.ted at onoe and maintained
regularly. The water level in each of the City's wells should be de-
termined onoe eaoh month, taken after the well has been allowed to rest
for at least 12 hours. In addition, oertain wells in the valley, seleoted
for their aooessibility and strategio positions from among those used
in this study and at whioh benoh marks have been established, should be
measured regularly twioe eaoh year, preferably in May and November. After
a few years, these data will provide an invaluable reoord from which the
oondition of the underground storage can be determined and fr~n which a
muoh more aoourate prediotion of the ultimate yield of the valley can be
made.
Looation of Additional Test Holes: Information as to the width of the
water-bearing material to the south of Salina is inadequa.te. It is
therefore reoommended that a series of test holes be drilled on the
township line about three miles south of Salina and that another series
be drilled in an east and west direotion th~ough Mentor. The length of
these two test seotions should be from. three to four miles. The test
holes shQuld be drilled at regular intervals of approximately one-half
mile, but varied to suit 100a1 oonditions as they are enoountored. Same
of the additional infor.mation whioh would be furnished by these series
of test holes are as follows: (a) They would furnish a oheck on the surface
of the statio water leveJ between Salina and Mentor; (b) ,They should prove
or disprove the existence of an eroded channel extending south from Salina
through the shale, and (0) They would fix more definitely the effeotive
width of the underground water.
...l~l...
It also seems advisable to prove or disprove the continuity of
the apparently high ridge of shale lying to the west of Salina and east
of Dry Creek. Looal drillers seem to believe that water found along
Mulberry Creek has more iron in it than that generally found east of Dry
Creek, unless it is near its junotion with Mulberry Creek. Therefore, it
is reoommended that a series of test holes be drilled in tllis locality,
probably extending south from the oentor of Section 10, Tovmship l~. South,
Range 3 West, at approximately one-half mile intervals for two or more
miles. Here again, the exact location of the test holes vdll have to be
ohosen as the drilling progresses. It is further recammended that
oocasional water samples be taken from these test holes and tested for
iron and total hardness. Should this test work prove that a high shale
ledge does exist to the west of Salina, or should the analysis of water
from the test holes show an iron content and total hardness approximately
equal to that of the present oity supply, then it would seem that the city
Gould safely seek new well sites as far north or farther north than present
Well No.7.
It is strongly reoommendod that at least two test holes be put
down at intervals of about one hundred feet at each of the recommended
locations for new wells. It is further recommended that a test well be
drilled at the exact site of the proposed new well and ,that a complete
ohemical analysis be made of the water taken from the test well after
having first pumped the well for at least three hours.
-42-
Future Wells: The twenty-four hour capacity of the present seven wells
is lo,L~o,ooo gallons. The maximum daily consumption to dnte is approxi-
mately 7,100,000 gallons, which, as stated before, does not provide a com-
fortable margin of safety.
On the days of maximum use this summer the wells were operating
68 percent of the tnne. Thus nll seven wells wore operated more than
t-wo-thirds of the entire time to produce the maximum consumption for the
present population. It is recommended that two additional wells be added
to allow for tho shutdowns which might bo necessary for maintenance and
repair. This will bring the total to nine wells, or 011e woH for each two
thousand inhabitants. In addition to the bvo additional wells for the
purpose of inoreasing oapacity, another well should be oonstructed to
replaoe the present Well No.3, whioh has been in service for 20 yoars.
That it is reaching the end of its useful service is evidenced by the un-
usually large drawdown and its low specific yield. At the same ratio in
1960, tho dato of tho estimated 30,000 population, fourteen wolls should
be in operation. The average daily consumption for last year was
2,760,000 gallons per day. This would require that the recommended nine
wells be operated an averago of five hours daily. The estimated average
daily consumption at the design population is 5,200,000 gallons per day.
The recommended fourteen wells would then be operating an average of six
hours daily. If two nG~' wells are constructed now, and the number is
increased to fourteen by 1960, it will probably be necessary to construot
two new wells each four years, one as a replacement and one to care for
the inc rease in population.(
"43~
Location of Wells: In rocommending locations for future wells, it is
diffi cuI t to satisfy all theoretical and practical requirements due to
the shape of the valley floor, the location of the present wells and the
number of wells required.
In general, wells should be located as follows:
(a) Perpendicular to the direction of the valley flow. This
places the wells in a position to intercept the maximum runount of water.
(b) In regions where shale elevations are low, in order to got
a well with the greatest possible depth below the static water level. This
would allow for an increase in drawdawn of the wells, thus increasing the
hydraulio gradient of the wator surface about the wells with a corresponding
increase in the amount of water available. The storage capacity will
also be increased if the wells are located where the shale is lowest.
(c) At points where the logs of test holes shaw an absence or
a minimum of fine sand and a maximum of coarse sand and gravel. A well
located at such a point will have a high capacity, rapid rocovery, and
less danger from overpumping.
(d) At points whore the analysis of the ,vuter taken from the
test holes shows a total hardness or iron content little if any in excess
of that now found in the present oity wells. This is essential to maintain
the cost of operation of the softening plant within the estimated costs.
(e) At points so that the distance bobveen wells is oqual to or
greater than that determined by theoretical calculations. The calculated
radius of the area of influence is about 450 foet, or a diameter of the
area of 900 feet. Allowing a margin of 100 feet outside of this area, the
minimum distance between wells is recommended to be not loss than 1000 feet.
All prosent wells fall within this rccownendation.
-l~l~..
Following the recomme~dations of Flinn, Weston and Bogert, the
spacing between wells placed in a single row should be 1000 feet; for wells
placed in a double row, the longitudinal spacing should be 1500 feet and
the transverse spacing should be 1250 feet, with the locations staggered~
if wells are to be plaoed in three rows, the longitudinal spacing should
be 2250 feet and the transverse spacing 1250 feet.
After weighing all the above requirements, it is recommended
that the future wells be located at approximately the locations shown on
the aocompanying map, (See Drawing No.6), unless detailed investigations
at the locations as recommended prove any of the sites to be undesirable
Should any of the wells now in operation or to be placed in
operation, fail, it is recommended that a new well be located at approxi-
mately the same location, maintaining the policy as was followed in the
location of new 'Well No.1. The failure of most wells is due to clogging
or deterioration of the screen rather than the e~1austion of the site.
The above policy should be adhered to unless a study of the behavior of
the well throughout its life definitely proves its capacity to be low due
to the local geological formation.
The location of a new well near the concession stand has been
considered. However, it is felt that in order to secure the proper spac-
ing of wells that this well should be placed from 150 to 200 feet north
of the stand. The chief advantages of this location are: It will allow
the well to be discharged into the line to be laid from Well No.7 to
the proposed softening plagt; it is on city owned property and it is in a
region of good depth of wate~bearing material.
., l~ 50-
Table showing the total cmnu1ative hours of pump op eration and
the percentage of the total contributed by each pmnpl
1'l'OTAL HOlJ'ltS: PERCENTAGE OF
DATE- :OF PID:iPING-1 TOTAL pm~w HOURS CONTRIBUTED BY EACH PillAP-
ICmnulative t 1 I 2 } I 4 I 5 I b I 7
I I I I I I I
Aug. 1-10 I 963 t 14.8 I 16.5 I 19.6 t 15.2 I 17.6 I 11.4 I 5.1
" 20 I 1,566 I 13.7 I 15.6 I 17.4 : 16.0 I 17.0 I 12.7 I 7.6
" 31 I 2,281 I 13.5 I 14.9 I 16.4 I 16.1 : 16.4 13.0 I 9.7
.
I I I I I I I
S opt. 10 I 2,710 I 13.4 I 13.8 I 15.7 17.1 I 16.8 I 13.7 I 9.6
It 20 I 3~ 1.54 I 13.0 I 13.3 I 14.9 : 17.4 I 16.8 I 13.9 : 10.7
n 30 I 3 , 61~1 . 13.2 I 13.3 I 14.7 17.2 16.6 I 14.0 I 11.1
I I I t I I I
Oct. 10 : 4,140 I 13.3 I 13~3 I 14.5 17.2 I 16.6 I 14.0 I 11.0
II 20 I 4,548 I 13.6 I 13.3 I 14.4 : 17.2 I 16.l~ I 14.2 I 10.9
" 31 I 4,917 I 14.1 I 12.8 I 1/+.1 : 17.4 I 16.1 I lL~.9 I 10.6
I I I t I I I
Nov. 10 I 5,175 I 14.2 I 12.6 13.9 I 17.2 I 1.5.8 1.5.6 I 10.6
" 20 I 5,414 I 14.1~ I 12..5 I 13.9 I 17.0 15..5 I 15.8 I 10.7
II 30 t .5,648 I 14.7 I 12.6 I 13.7 : 17.0 I 1.5.4 l 16.0 I 10.8
I t I I
Dec. 10 I .5,893 I 14.7 I 12.5 I 13.4 I 16.9 15.2 I 16.2 I 10.8
" 20 I 6,130 I 15.1 I 12..5 t 13.1 I 16.9 1.5.1 I 16.3 t 10.9
II 31 I 6,379 t 1.5.2 I 12.6 I 12.8 I 16.8 1.5.0 : 16.6 11.0
I I I I I I
Jan. 10 I 6;630 t 1.5.2 I 12..5 I 12.7 t 16.8 1.5.1 I 16.8 I 10.8
II 20 t 6,8.57 I 1.5.3 I 12.6 12.6 I 16.8 1.5.2 I 16.9 I 10..5
n 31 I 7,101 I 1.5.3 I 12.6 12.6 I 17.0 1.5.2 17.1 I 10.1
I t t : :
Feb. 10 I 7,320 I 1.5.2 I 12.6 12.4 17.4 1.5.2 I 17.2 I 9.8
n 19 I 7 i 524 I 1.5.4 I 12.6 12.3 I 17.6 1.5.2 I 1 7 .l~ t 9.6
" 28 I 7,727 I 1.5.4 I 12.7 12.1 I 17.9 15.2 I 17.6 I 9.3
I I I I I I I
Mar. 10 I 7,947 I 1.5.3 12.7 I 12.0 I 18.1 : 1.5.1 . 17.6 I 9.1
.
II 20 r 8,164 I 1.5.2 I 12.8 t 12.0 I 18.4 I 1.5.1 a 17.8 I 8.8
" 31 I 8, 1~20 a 1.5.2 I 12.8 I 11.9 I 18.7 I 1.5.1 18.0 I 8.6
t I I I : t
Apr. 10 I 8,653 1.5~1 I 12.7 I 11.9 I 18.8 1.5.0 18.0 I 8.3
" 20 I 8,~9 I 1.5.2 I 12.8 12~0 : 18.9 I 14.9 t 18.1 I 8.1
" 30 t 9,261 I 1.5.2 I 13.0 I 12..5 I 19.2 11~. 3 18.1 I 7..8
I t r t I I I t
May 10 t 9,711 I 15.4 t 13.2 I 12.7 I 19.1 I 14.1 : 18.1 : 7.4
II 20 I 10~232 I 1.5.6 I 13.2 . 12.9 I 19.1 I 14.2 I 18.0 I 7.0
.
n 31 I 10,712 I 1.5.7 I 13.0 I 13.0 . 19.2 14..5 I 18.0 I 6.7
.
t I I t I I t I
June 10 I 1l~140 t 1.5.6 I 12.9 l 12.9 t 19.3 t 1I~.6 I 18.1 I 6.5
" 20 r 11, 660 a 15.5 I 13.0 I 13.2 I 19.2 t 14.7 18.0 t 6.2
" 30 I 12,220 t 15.7 t 12.8 I 13.5 I 19.1 I 14.9 18.1 t .5.9
I I t t I I I
July 10 : 13,129 I 15.6 I 13.2 t 13.8 I 18.8 I 1.5.1 17.7 t 5.7
" 20 : 1h,179 I 15.5 I 13.3 13.8 t 18.6 t 1.5.2 17..5 t 6.0
n 31 t 1.5, 01~5 t 15.5 t 13.3 t Ih.l t 18.h I 1.5.4 17.3 I 6.0
I I : I I
-1~6-
Rate of Pumping: A study of the accumulated pump hours of the well pumps
for the past year, reveals that same pumps are being operated for much
more than their proportionate share of the time, while others are being
operated much less than their share. The percentage of the work done
by each pump for tho past year is shown in the preoedring table. It is
recommended that a record be maintained of the cumulative pump hours ex..
pressed as a percent and that an effort be made to maintain this near
the average for all well pumps. Such a procedure would equalize the main..
tenance and depreciation on all pumps and motors, and would help to
maintain a flow of raw water through the plant of nearly uniform quality.
Type of Wells and Equipment: The present type of gravel wa.ll wells and
their mechanioal equipment is very satisfactory and it is recommended
that all future wells be built in conformity with past practice. If a
softening plant is to be built or the discharge of Well No. 7 is to be
delivered to the plant, then the present high service pump and motor in
Well No. 7 will require replacement with equipment designed to operate
under a lower head.
~Service Pipe Lines: At present all the wells deliver water through
low pressure lines to a central reservoir at the pumping plant with the
exoeption of Well No. 7 whioh is connected direotly to the distribution
system and pumps against full City pressure. vihen a softening plant is
oonstruoted, it will be neoessary to collect all the water at the site of
the plant. Before that time, suoh practice is desirable since it tends
to equalize the quality of the water and espeoially to minimize the effect
of those wells having a high content of iron asis the case with Well No.7,
since the discharge from !"all the wellswhioh may be pumped simultaneously
\
will be thoro~ghly mixed in the central reservoir.
-47'"
""
The proposed locations of new wells were made with this in
view and Drawing No.6 also shows the layout of low service piping which
\a recommended for construction as new wells are added to the system.
In connection with the construction of the three new wells, which are
recorrnnended for installation in the near future, two new lines will be
needed. One line will begin at Well No. 1 and follow the left bank of
the river to Penn .Avenue as n 12 inch line. From Penn Avenue, it will
continue as a 20 inch line, to provide for a future lateral on that street
which will take the output from at least three additional welJ s at some
future time. At the alley wost of Oakdale Avenue, it increo..sGS to a
24 inch pipe and so continues in a direct line to the pump station.
Well No. 9 is proposed for a location near the alley end some
200 feet north of Oakdale Road. It will be connected to tho new main
by a 12 inch line. Well No. 8 is proposed for a site in Oakdale Park,
near the ooncession stand. It will be near the new main to which it is
to be connected by a 12 inch line. The site of the proposed Well No. 10
is on Front Street some 300 feet south of Prescott Avenue. It will require
a new 12 inch line to connect to the existing 24 inch low service line
in Third Street which now serves Wells No.4 and 5. This arrangement of
piping will permit the additional wells to be constructed as required and
oonnected to the lovl service system with a minimum of piping and without
interrupting the use of the other wells.
.
-48-
In ostimating the oost of improving the water supply. all
those items have beon inoluded ,.,hioh appear to be desirable .to have
,rlthin tho next year or so. This inoludes tho tests for dete~nining
more accurately the extent and quantity or the total supply. the test
.
holes and test wells necessary to prove the desirability of tho proposed
.
well locations. the oonstruotion of threo new wells at locations
n\lll1bered 8. 9 and 10, two for additional supply and one to replace the
20 year old well at the p\lll1ping station and all the piping roquired
to conneot these wells to the p\lll1ping station reservoir.
ESTIHATE OF COST
Test holes to dotermine extent of the supply:
70 holes - - .. .. .. - - - - .. -
Test holes to looate future wells:
7 wells, 2 holos per well- - - - - - - - - .. .. @ 15.00 ::
Test wells at well sites:
6" x 80" -- 560 ft. - - - - - .. - .. -
Construotion of 3 wells:
Purchase of sites for Well No.9 and 10- ..
Pipe line easement, Well No. 10-
3 Wells, complete, including equipment
and buildings .. -
Miscellaneous - - - - - .. - .. ..
Equipment Exchange Well No. 7 - .. - .. -
Cast Iron Pipe Line; in place:
1600 line ft., 24 inch.. .. .. - ..- .. - .. @ 7.25
300 line ft., 24 inch flexible joint,
river crossing ~ .. .. - - .. - .. .. .. @ 14.50
800 line ft.. 20 inch - .. .. .. - - .. @ 5.70
1750 line ft., 12 inch.. .. - .. - - .. - .. .. @ 2.70
- trY. ;)15.00
- .. @
2.25 co
@. 200.00 '"
- @ L.S. ..
- ..
.. @7500.00 ..
_ .. - - .. .. @ L.S. ..
.. .. - @ L.S. ..
A
Estimated Total Cost of Construction - - .. - .. - .. - - -
:
Legal. Engineering and Contingent, 10%- .. .. ..
- - ... - - -
Estimated Total Cost- .. - - - - .. - - ..
- - ..
....-
-49-
:: ~~
1,050.00
210.00
1,260..00
1+00.00
100.00
22,500.00
300.00
2,000.00
::I
11,600.00
::I !~,350.00
= 4,560.00
.. 4,725.00
-.-
$53,055.00
.
5,305.00
$58,360.00