DEVELOPMENT OF POWER AND IMPROVEMENT OF
WATER-SUPPLY FOR TRAVERSE CITY, MICHIGAN .

THESIS FOR THE DEGREE OF B. S.
MICHIGAN STATE UNIVERSITY

DEAN E. HOBART
W. H. BEZENAH

1925

 

SUPPLEMENTARY
MATERIAL

INBACKOFBOM

Dcve10pment of Power and.Improvement of Water-Supply
for

Trayerso City, Michigan.

A Thesis Submittod to

The Fuculty of
MICHIGAN STATE COLLEGE
of
AGRICULTURE AND APPLIED SCIENCE

By

”I
I' r: \4.
\

Dffo Ho t W. H. Bezenah
Candidates for the Degree of

Bachelor of Science
in
Civil Ensd. neeri ng

June 1935

"rm-Tm! i
I

PREFACE

For some time the people of Traverse City have felt the
need of a new source of water supply, but so far nearly
all the means suggested.have been of a rather expensive
type and, as a result the obtaining of a new supply has
been delayed dye to the fact that the city was carrying
about all the load of taxation that the citizens seemed
to be able to stand. It was with the idea of obtaining
a cheap and at the same time wholesome source of supply
that the present thesis has been undertaken.

The investigation of Boardman Lake naturally suggested
the water power possibilities of the same body of water
and the two ideas were combined into one thesis under
the title shown.

The writers wish to take this oportunity to express
their thanks to the city officials and the superintendent
of the dam for their cordial cooperation in collecting
data. Thanks are also especially due to Mr. W. B. Darrow
for his assistance in collecting important samples of
water, which could not be obtained when the writers were

in the city.

10142.1

A STUDY OF THE WATER SUPPLY OF TRAVERSE CTTY.MICHIGAN.

is a result of hearing the complaints of the res-
idents of Traverse City in regard to the very poor quality
of water which they had to use for domestic purposes, it
was decided that the problem should be a subject for inves-
tigation. A further impetus was received.when the water

was tasted.

The first impression was the bitter, pungent taste
of excess chlorine and was of such strength as to give the
impression that many times too much chlorine was in the
water than was allowable to give a good tasting water. In
fact the taste was so strong as to be repulsive even when

the water was used.in making coffee or tea.

The next thing noticable was the variation in the
strength of the chlorine taste at different times of the
day. This would lead one to believe that the variations
in consumption were more rapid than could be followed by a
chlorine injection apparatus or else the apparatus was not

variable to meet variations in the consumption.

From the above statements it was easily seen that
something was necessary to improve the supply of water.
The residents of the city were most all keenly interested

in seeing some improvement but none were able to say just

where the improvement was to be made.

A visit to the pumping plant disclosed several
interesting things which had considerable bearing upon the

subject under consideration.

The chlorine apparatus was found to be of the con-
stant discharge type being set each day by the attendant to
discharge at the rats of 8# liquid.chlorine per million gal—
lons ofwater pumped using the average consumption of the

day before as the pumping rate basis.

From the pumping cards from the venturi meter which
measured the flow of water to the pumps the hourly varisp
tion in consumption was noted. The typical card as shown
by the accompanying diagram shows that the maximum flow
for the day is about 140% of the average. If the discharge
of chlorine is constant then the amount injected during the
day when consumption is a.marimum is 10/14 x 2#'a l.43#
per million gallons. Conversely during the night when con-
sumption is a minimum the rate of injection is 100/55 x 2#

= 5.84# per million gallons or nearly double the average.

Wolman recommends maintaining (.2) P.P.M. excess
after 5 minutes absorption, basing dosage on bottle exp
psriments starting with (1) p.p.m. available chlorine.

A summary of his recommendation is as follows;- I'In gen-
eral the simplest form of chlorination control, and the

one which should give complete satisfaction, would consist

MICHIGAN AG R-ICU LTU RAL COLLEGE

”?‘°*"‘ a-4eo-

. .._.._$.

.‘—.—.—‘.~Q—‘ a_. H

- p. -*.J—a.1~_.-

0-.

o... i
.
,a.-.»

 

in maintaining a quantitative residual of chlorine at a
definite station near the point of application of the
ohemical.‘ This principle seems to have a strong found,
ation because it gives an actual control of the practical
operation. Maintaining an actual excess in the supply

assures that the water has actually been properly treated.

The Wolman recommendation of maintaining (.2) p.
P.m. after five minutes has been found, according to the
best present installations and modern authorities to be a
rather short and.quite variable period of test. It has
been found that there are numerous conditions which might
enter into this short period in the form of vegetable mat-
ter, chemical plant wastes, and various forms of animal
life which would tend to slow up or advance the chlorine
action to such a point as to make it an unreliable basis

of practical control.

It has been modified to meet the present conditions
by adapting the maintainence of (.l) p.p.m. excess after a
contact interval of from 10 to 30 minutes. After five min-
utes the absorption is progressing rather rapidly but by

ten minutes has becomelargely stabilized.

The absorption of chlorine is influenced not only
by time for a given organic content, but also and largely
an initial dose. When a substantial excess is applied

such as l to 8 p.p.m., absorption is stabilized more

quickly and also is greater than when (.1) D.D.m. excess
is maintained. In plant operation considerable latitude
must be expected and allowed. The personal element, var-
iation in comparison tubes, etc., may account for minor
variations up to probably (.05) p.p.m. Many comparisons
with varying excess residual chlorine in the actual plant
experience indicate that, if a certain dose maintains an
increase of (.l) p.p.m. residual chlorine and that dosage
is increased, approximately an average of 50% of the in.
crease of dosaae appears as increased absorption and 50%

as increased residual chlorine.

The results of seventy five comparisons of Crotan
and Long Island Fater Plants showed an average increase of
(.02) p.p.m. chlorine absorption at the longer interval of
10 to 30 minutes. Experience of these plants and several
others has been to the effect that (.l) p.p.m. excess covers
daily variations in absorption by the main supplies, which
are not subject to rapid fluctuations. From an inspection
of the pumping card of Traverse City it can be seen that
the consumption is subject to quite sudden fluctuation.
This is due to the quite extensive use of hydraulic elev—
ators in some of the business blocks. From this varia-
tions and a knowledse of the large percentage of arsenic
matter in Grand Traverse Bay it seems advisable to main_

tain a residual of (.15) p.p.m. to (.20) p.p.m. between

ten and thirty minutes from the time of dosage.

This amount of residual chlorine is well below
the minimum amount that a person can taste which is (.4)
9.9.m. and.well within the recommendation of Mr. fiellingb

ton Dondldeon who recommends an excess of from (.1) p.p.m.

to (.3) p. auxin.

The taste of chlorine itself, if p.eeent in con-
siderable excess, is easy to recognize by comparing with
very weak solutions of chlorine or bleach. The opinion
of Mr.Wellington Donaldson as exereeeed above was given in
a paper read before the American Eater Works Association.
This limit of (.4) D.p.m. as the minimum which the average
person can taste oure chlorine is slightly variable for
some people with a keen eenee of taste who can detect a
slightly lesser amount. These eeoble are quite rare and
so the excess as recommended for Traverse City if followed
completely will give a mapply which no resident can com-
plain of. Many water purification plants control chlorine
feeding on the basis of maintaining a fixed residual of

from (.1) to (.3) p.p.m. in the effluent.

The two methods of determining free chlorine in a
water supply are the Wolnan method of establishing a stan-
dard dose and a standard contact period which has the value

of being an exact laboratory method makinq results comparable.

The second method is the most practical for plant
Operation and consist of a simple color comparison of the
sample of water and Tolidin reagent with standard solutions.
This is the method.used.in testing for the presence of free

chlorine in the samples of Traverse City mater.

The following is the above method in detail as taken

from the Journal of the Azericsn Health Association:-

As the reagents which have been proposed for its de-
tection are not specific for chlorine but give similar or
identical reactions wi th oxidizing agents or reduca‘ole sub-
stances care must be exercised in interpolatins the results
of such tests; nitrites and ferric salts are of common oc—
curence snd.chlorates may also lead to misinterpretation in
waters treated with calcium hypochlorite.

Reagents;

l. Tolidin solutiong-one gram of O-tolidin pur-
ified by being recrystallized from alcohol
is dissolved in one liter of 10% hydrochloric
sci d.

2. Copper sulfate solutiong-Ihssolve 1.5 grams of
copper sulfate and 1 cc of concentrated sul-
furic acid in distilled water and dilute the
solution to 100 cc.

3. Potassium bichromsts solution;- Dissolve .025
gram of potassium bichromate and (.1) cc of

concentrated sulfuric acid in distilled water

and dilute the solution to 100 cc.
Procedure;~

Mix 1 cc of the tolidin reagent with 100 cc

of the sample in a Nessler tube and allow

the solution to stand at least five minutes.

Small amounts of free chlorine give a yellow

and larger amounts an orange color.

There are numerous sources of chlorine tastes in a
water supply other than that of actual injection for the
purpose of killing bacteria. The free chlorine injected
for purification may become combined.with various organic
substances with the result that the taste remains as strong
as formerly but a test for free chlorine shows the absence
of any of this element in an uncombined state. This ex»
plain- the reason that none of the samples of water showed
free chlorine when analyled while at the time that they
were placed.in the bottles the water was so strong it
could not be used for drinkins purposes. A weeks time
elapsed between the time of taxing the first sample and
of analyzing it so that it was suspected that the’chlor-
inc had become used up in combining with various organic
substances. The second sample analyzed just at the end
of the required contact period of the chlorine showed no
presence of free chlorine yet the strong taste was present
as before indicating the presence of organic substances in

such volume as to quickly absorb the free chlorine.

There is another source of free chlorine in a
water SUPPly and that 18 from industrial mates. This
source of chlorine was investigated thoroughly and it
was found that there were no chemical plants or other
industrial plants which v.ere discharging- this compound
into the water at any points along the shores of Grand

Traverse Bay or any tributary streams in the vicinity.

As a conclusion it can be stated that the reason
for the strong taste of chlorine is the presence of or-
sanic substances in such quality and volume as to absorb
the chlorine forming disagreeable tasting chlorine com-

pounds.

At present the water is being ts.ted daily by
making platings on agar or gelatin. If there are bac-
terial spots on the plates then the amount of chlorine
is increased by the Superintendent in an effort to pro-
duce an effluent free from bacteria. This is not always
accomplished because a sample of water taken at 5:30 P.M.
on Wednesday, April 1 showed a count of two on the plate.
This is during the part of the day when the consumption is
high and the chlorine injection a minimum for the water

used.

From another sample taken at 5:00 A.M., April 3
one bacteria per cc Was found. This sample was taken at a

time when the chlorine injection was a maximum. Of all

times during the day the water at this time should be the

acct pure from a bacteriolcgical stand point.

The conclusion as written by F. E. Turneaure in

his discussion of chlorination as a means of purification
seems to express the Traverse City situation exactly. He
says, “In concluding it may be stated that, while liquid
chlorine is a very valuable agent in the purification of
waters satisfactory from a physical stand point and relat-
ively low in pollution, also as an adjunct to filtration.
it cannot be considered sufficient treatment where there is
naterial pollution or there the physical quality of the '
supply is unsatisfactory. In fact it in no way effects the
physical quality and because of the danger from the per-
sonal factor in operation, possible stoppages in the ap-
paratus and.other difficulties there is always the danger
of interuption in the application of the chemical at which

times there is absolutely no purification.‘

In tracing the quality of water along the Boardman
River from the bacteriological tests it can be seen that
the river is a very grossly pcluted and in the very short
distance of four thousand one hundred feet fron the mouth
of the river to the water intake the ester is not diluted

sufficiently to be called anything but badly polluted.

With this very poor water at his disposal it is up
to the Water Works Superintendent to produce a suitable
drinking water and the only way he can do it is to make
the chlorine injection sufficient to keep the number of
spots on the plates down to a minimum figure. So no can
say as a summary that the strong chlorine taste is due
partially to the nonpflexible method of injection pro—
ducing an excess of chlorine in the water nhioh is quickly
absorbed by the large quantity of organic substances and

bacteria.

Another consideration is that which was cited by
F. E. Turneaure in the possibility of failure of the
chlorine apgaratus which would result in camping this
polluted raw water directly into the mains and probably
resulting in an epidemic of tyohoid fever or what not.
If a much better type of raw water could be procured or
a filter slant estaolished.using the present water then

the dangers from break down would be reduced considerably.

From the foregoing discussion it can be easily
seen that something is quite necessary in the line of an

improvement in present water supply conditions.

The natural thing to do is to look for a new
source of supply or possibly to some means of improvement
of the present supyly. Four possible solutions for the

Problem may be considered. They are as follows:-

1. Boardmsn Lskes as a source either raw or with some pur-
ification.
a. Using present humping plent.
b. Bui ldinrg new pumping plant at the Lake." edge
using new or old machinery.

3. Purification of the present source with a vice of
securing more uniform chlorination and more effective
removal of suspended matter.

3. East arm of Grani Traverse Bay as a source.

4. lells as a source of supply.

In any case it would be well to look into the
past statistics of the city waterdegartment and the city
in general so that any changes recommended may be in
harmony With the growth of the City and its Water con-

surption.

From a summary of the data gained from the annual
city resorts of the city of Traverse City and what other
information that could be obtained verbally from the City
Clerk and tater horas Superintendent the following results
were obtained;-

The population of the city at various periods was
obtained asfollows:-

1908-» 14, 000
lQlO--- 12,115

1920--- 10.900
1923.-- 10,800

 

MICHIGAN AGRICULTURAL COLLEGE

O‘H-.-l.—‘_‘A

o

.-- ---- “V. _a--- .7"-
I
U
0
v

 

o'voovoro
.OOQOO‘IOO
..o»_.4...

OQ.--ooo

.
D. 0 0-4... .

V
O
o
o
O

o

000'
«

~o-o‘mo— k-.-----

0M-.—oo m“-

0-ONOMO'."”

 

caravan" or uM’HmAflco

A curve was drawn using this data in an effort to
predict the future population. From the shape of the curve
it can be readily seen that the assumption of future path
was quite well founded. To further substantiate this
assumption the manazer of the Bell Telephone Co. was con-
sulted and he informed.us that his company has made exactly
the same assumption in their business statistics. This
assumption as seen from the curve is to the effect that
the pogulation would remain constant at 10,800 people for

the next ten years.

The next phase of the problem to investigate was
the rate of consumption at various times in the east with
a View of predicting a future consumption. For water sup-
ply purposes the maximum consumgtion is of prime import-
ance so with this in mind a curve was drawn of the per
capita consuagtion of the maximum day in each month for
the years 1923, 1923, 1924. From the curve and data it
can be seen that the maximum was reached in June1€23 which

was a very hot month.

Another interesting thing to note is the fact that
the rate of consumgtion increases enormously in the summer
months and to a figure nearly five times the average rate
for the whole United States. At no time during the year
does the consumption reach a minimum which is as low as

the average for United States. This enormously high rate

 

is sometimes reached.in certain cities where very little
of the service is metered but Traverse City has 85% of

their service metered which makes it still more unusual.

5

Furthermore in the years 1941-22-23 when the per-
centage of metered service was gradually increased the
rate of consumption increased also instead of decreasing
as would ordinarily be expected. This unusually high rate
of consumption is accounted for in the fact that the toun
has a large number of parts those lawns must be watered
and to extensive private lawns and gardens and to sewer

flushing.

Another item which causes considerable variation
in daily flow is the extensive use is hydraulic elevators
in many of the business blocks. All these things tend to
account for the high rate but call for a quality of water
which might be considerably inferior to the domestic us-
aaes. It is rather excensive to treat water which is later
to be used mostly for purgoses which do not demand this

quality.

Another curve was plotted showing total monthly
pumpage for each month of 1982-23-24. This curve showed
very little in advance of the brevious curve except that
the ratio of pumpage on the maximum day to the average
monthly pumpaae was higher in some of the summer months

showing large monthly fluctuations.

One of the most noticablc things is the fact that
the pumpage during the night goes only as low as 55% of
the daily average which is too high a night consumption
for thistown where there are no factories operating on

nizht Shifts.

This facts leads susyicion upon the amount of
water in main leakage or to other sources of loss. A
pitometer survey would.discover gipe leakage and the

subject would be an excellent one for some future problem.

MICHIGAN AGRICULTURAL COLLEGE

 

comm INT 0' “AT" NATIG

 

MICHIGAN AGRICULTURAL COLLEGE

 

PROPOSED METHODS
of

IMPROVFHTNT OF THE SU??LY.

I. Boardman Lanes as a source either raw or with some
purification.
a. Using present gunning plant.
0. Building new pushing plant at the La es edge

using new or old nachinery.

II. Purification of the present source with a vies of
securing more uniform chlorination and more effect-

ive removal of suspended matter.

III. East Arm of Grand Traverse Bay as a source.

IV. Wells as a source of supply.

I. Boardman Lake As A Possible Source of Supply.

 

The seneral opinion of the older residents of the
city has been that Boardman Lake has always been a dirty
lake not fit for bathing and certainly not fit for drink-
ing. This probably was true in the older days when the
lake shore was dotted with saw mills and the town was
"booming! so to speak. But now things have changed con-
siderably, The saw mills have all disappeared except one
and that is on the river below the outlet of the lake and
does not effect the lake water. There are no city sewers
emptying into the lake and the only source of pollution

is from the cities farther up the stream.

At Kalkaska a small village on the head waters of
Boardaan River there are no sewers to pollute the stream
and the only source of contamination is from surface run-
off water. The stream gaugings reports of United States
Government shows a flow of 27 cu. ft. per sec. which is
very small comsared to the flow through Boardman Lake
which has a minimum of 150 cu. ft. per. sec. and an aver-
age of 300 cu. ft. per sec. and a maximum of 430 cu. ft.

per sec.

South Boardman another small village empties no

sewage into the stream other than by surface water.

There is only one other village and that is

Kingsley in Paradise Township which is no larger than the

other two mentioned. The flow as stated before is shall in

these localities compared to the infiltration from springs

along the lower part of the river and the small lases which

empty into the lower portion of the stream.

Bacteriological Analygis.

 

The sanitary survey of the river drainage area

shows a good quality of available water out the best basis

of opinion is an actual test of the water at hand and this

was done by analyzin? the water in the Lake and at intervals

down theriver.

Samples of water taken from the following places

were analyzed by Mr.w. L. Mailman of the Bacteriology Dep-

artment of Michigan State College with the following

results:-

nas in 1000 count on(1oo)

 

 

 

A. Middle of Boardman Lake

 

E. River at Case St. Brings

 

0. River at front st. bridge

I). Mouth of river

E. Tap water at 5:30A.M. 4/4/25
‘F. Tap water at 5:00P.M. '
(3. Bay at mouth of inlet

 

 

 

 

 

actos Broth .plain agar
4:gr6148 hrs] I II
5-0 3-0 6 15
1-30
1-20
8-0
5-0 1-30 6 28
1-40
1-8
1-10 1-50
4-40 3-60 2647 8825
1040
1-30
1-50 511
1-40 over
1-30 100% 4483 ----
2-20
5-0 5-0 2 ----
5-0 5-0 0 1
5-0 5 -0 covered covered

 

 

A summary of the results of the samples is as

follOwB:-
Sample A.

No Rae production in 24 hours indicates a very
high state of purity for inland lake waters; The appear-
ance of a sac production between at and 48 hours indicates
the presence of bacteria but in such numbers as to be not
very active. The count of six per cc on agar at 37° at
24 hours is a very low count for late waters. This is

comparable or even better than average deep well mater.

The sample of water taken at the intake showed
a bacterial count of such a figure that the plates here
covered. The tubes showed no gas production which in-
dicates no human sewage pollution in this particula
sample. The large bacterial count on the plates indicates

the presence of soil bacteria in larre numbers.

Knotinc- the such ty of water which is being
emptied into the lake and strencthened by the large bac-
terial count at the intake this supply may be condemned
even though there has no human pollution present in this

particular sample.

The presence of this large number of bacteria and
organic matter explains why the chlorine taste remained

:1n.the water then no free chlorine “as present.

The United States Treasury Department Standard
provides that the bacterial count at 37° on agar for 34
hours shall not exceed lCC perco and that organisms of E.
0011 group (as determined by lactos-broth fermentation,
streaked on Endo's Medium or litmus-lactos agar and
fermentation of lactos broth by colonies picked from con-
firmatory plate) shall not be present in more than one out

of five plantings of 10 cc amounts of the water.

The sanitary survey of source justifies a slight
departure from the requirements of the standards that may
sometimes be countencanced. The requirements of a sand
filter are an effluent containing less than 130 per cc
when the raw water contains less than 3300 per cc. or an
efficiency of 97% when the raw water contains more than

3300 per cc.

Whipgle gives the fellOting table for the inter-
pretation of the oresumptive test for B. Coll which is re-

presentative of current practice.

 

Sanitary Quality Test Colon Count Colon Index
. fliglogfco logof count
Safe_ f in 100 cc 1 O
Reasonably safe 4 in 10 cc 10 l
Questionable + in 1 cc 1C0 B
Probably unsafe t in .1 cc 10cc 3
Unsafe $ in .c1 cc lanes 4

 

A rough classification of different degrees of
contamination, made for the International Joint Com-

mission by A. J. Mo Laughlin is as follows:--

1. Relatively pure water-

Under a E. Coli per 100 so or under 10 bacteria

of all kinds per 00 on agar at 37°.

Q)

Slight pollution of relatively pure arter-
Two to ten E. 0011 per 100 on or ten to twenty—
five bacteria of all Kinds per co.
3. Considerable pollution 10 to 20 E. 0011 per 100 cc
25 to 50 bacteria of all kinds per cc.
4. Serious Pollution-
20 to 50 B. 0011 per 100 cc or 50 to 100 bac—
teria of all kinds per c0.
5. Gross pollution-
Over 50 E. 0011 per 100 cc or over 103 bec-

teris of all kinds per cc.

The sample of Boardman Lake water comes slightly
under the Treasury {apartment standard for Interstate
carriers. This standard is for water that is used raw
Without any purification whatever. The Lake water with
the proposed dosage of chlorination then would be well

within the Treasury Degartment standard.

According to the classification of Mo. Laugnlin

for the International Joint commission the lake water

would.not be Safe for drinking purposes in a raw state as
has already been stated. Whipple's table pieces the sam—

ple in a class of Reasonably Safe Water.

Having determined thet the lake water is reason-
ably safe for drinking purposes provided chlorination
treatment follons it then is well to look into the grep
ct1Cal feasibility of pumping the lake weter. As has
already een stated there are two possibilities e2: use
the present plant sith e lake intake or build a new plint
at the edge of the lake. The present plant with all the
machinery installed seems most probably and will be first

considered.

Flow Calculgtion For Present Plant And Lake Intake.

Maximum consumotion on record was in l$08 and was

8,000,000 gallons per day.

8 C00 000 -

'-t§37f§57' - 5.550 gels per minute.

Loss of head from tables for a twenty four inch pipe equals
1.93 ft. yer thousand or 13.08 ft. in 8,810 ft. from intake

to the pangs.

This is orestice.ly equal to the difference in el-
evation between the humps and the lakes eurtsce so that the

w ter would flow by gravity to t 9 pumps. This quantity of

w

consumption is the maximum on record and at a time when the
population was a maximum in 1908. The maximum daily con-
sumption on record in the past five years is 5.10 million
gallons or

5 00 000
4

W :: 3340 93:13. 961’ min.
VI

Loss of head from tables for s twenty-four in. pipe equals
1.1 ft per 1060 or 7.45 ft. loss from the intake to the
pumps. Thirteen ft. minus 7.49 ft. equals 5.5l ft head
under which the water reaches the eumns. This is suf-
ficient to insure good “drain: conditions at all times with
a less exyenditure of pumping gower than is at present re-

quired on the centrifugal pumps.

Coat Calculations For Preoent Pleat And Lake Intake.

‘ Elevation of surface of the leis 109
' ' Pumps G6

 

Difference in elevation 13 ft.

Length of nem 24' pipe from the intake to the yreseut pump—

ing plant.

 

Intake to the edge of the leke 1300
Edqe of the late to the present pit 5610
Total length of 84' pipe 6810 ft.
April 1, 1985 price of pipe £52.00 a ton delivered.
Using class A gipe the cozt ie as folloes:--
(selo)(5.3l) for bell and egizot pipe $29,759.10

Costa as given in Gillettee Cost Beta Hand Book for 24'

Qipe and for tee present .ricee for laser and materials.

Trenching and back filling .3019
Laying .0639
Foreman .0336
Tools etc. .0502
Calking .0757
Lead 5¢ per lb. .1600
Teams .0828
Cartina .1317
Total Cost per ft. .8630

Total cost for 5.610 rt $4838.00

1200 ft. of Class A. Flanged pipe fromnatere edge to intake.

Cost of pipe;-
Wt.--3513# per 12 ft. length or total of 251,ZOC# @ £58

per ton the cost is $8,531.30

Cost of leying.digzing trench, heckfllling and lowering in-
to the trench as given in Hand Book of Cent Data is 34.80 ft.
This includes the exgenee of a diver for insgeotion and 031K-
ing up a fee injured joints which are likely to occur in lay-
lug.

Total cost for 1200 ft. is $5,730.00

Estimated cost of intekc crib £700.00

Summarizing es folloma:--

5610 ft. oeel and spigot pipe 389,7E9.10
Cost of laying the eeme 4,838.00
1200 ft. of Flenged yipe 8,531.80
Cost of laying Flenqed pipe 5,760.00
Estimated cost of intexe crib 7C0.00

 

Total cost of making change $47,618.30

Ib. Building New Pumping Plant At The Lakes Edge Using

Old Or New Machinery.

The progoeition does not carry much appeal due to

‘nt glant

U)
f!)

the necessity of building a new plant. The or
is a brick builning 100 x 70 ft. which in the 1924 city
report was valued at $17,938.28 and it is estimated that
$25,000 would be required to build a net buil lDW cf the

same type at the lake.

There is installed at this plant at the gresent time:-
1. Tao Snow Steam pumae— 150 H.?.

Valued at $19,053 each or 238.0 no total

3. Boilers valued at 20‘C enoh or 4,000 total
3. Anti liery {inchinery 7’45

4. Electric Pumps 10; h.P. ZLOO V 9.52

5. Miscellaneous euuiphont 1,773.63

5. Office equipment '73.CO

The estimated cost of novin tnie e1uipxent and in-
stalling it in the nee giant is 313,1CO. C; m;;in; the total
cost of the new slant J"opwo ~O. It would also be nec—

essary to run a 24” pipe line from the new plant to connect
with the large 16' main on Front St. and with the 13' main
t E1

on E- hth St. maxing 3 total of 2770 ft. of 24' bell

(I)
01?

and 59130t 9198. This would cost as was computed in part
A, 55.31 per ft. and $.883 per ft. for laying making a total

of $6. 173 per ft.

2770 ft. 6 35.173 = £17,o$e.21

There would also be the same intake as before oom-

y
'i'

puted at -700 and the 1200 ft. of flanged pine to be laid

in the lane from the shore to the crib. Cost :3 o fore

(D

mentioned is $6,531.20 for pipe and £5,7SO.C0 for laying
same. This meges the total cost of the ,roject $55,090.41
es comgared with $47,618.30 if the old plant is used. It
has been assumed that the old plant couln no disgozed of
for enouqh to provide a new site for the gropcecd plant.
It can then be seen that this proposal can be refiected as

final.

II. Purification Of Present Bay Water.

The second me+hod of securing a better suoply
would be to install a puri'ioetion syetem for the ores-
ent bay water in an effort to remove all the solid matter
which tends to unite with the chlorine to form such die-
agreeable tutting comgounce as are now present. Another
thing to be obtained would be a bacterial efficiency of
plant which would be uniform and consistently better than

t

f"
"I

‘3

the yresent r en

The greeent trouble of deily varietion of flow
could be remedied by installing a clear water well suf-
ficient to grovine for the excess over the average con,

suggtion during the day.

The type of tater at hand wouli .eguire at leeet
& rapid Filter bed with a coaglletinq basin of 4 or 5

hours capacity along aith the clear water well.

Calculations For Cost Of Filter Plant.

The maximum daily consumption in the

is 5.1 million gallons.

1984--4.30 million

l§23-~5. 1 11:1 llioz’l

$33-— .75 million

gallons in the month
gallons in the

gallons in the

years

of June.
month of June.

of July.

month

From consumytion curvee it is found that six mil-

lion gallons per day is the maximum rate to provide for in

the design of a filter plant provided that a clear water

well of sufficient size is provided to carry over the daily

maximum over the daily average rate of six million gallons.

From data available in the Cost Data Hana Ecol and

from Turneaure and Rueeell

Michigan Plant the cost of

15,000 dollars per million

total for this size of plan

and the regert of the Detroit
rapid filter beds is about
gallons cagacity or 90.380 dollars

do
90

Qomgutetions For Size Of Clear Water Well.

 

From the curve of daily variation of.flow the
size of clear water sell may be determined as follcss:-
From previous data it has been found that the maximum fil-
ter discharge is constant at a rate of 6,330,080 gals. per

day. While the consuhgtion varies conslceracly throughout

U

the day. The cl er tat-r reservoir then must no large en-

(a
(

ough to hold the accuwlation of water during the night
and pay it out as needed during the asy. The curve show-
ing Variation is en everase daily curve and not the maximum

on record.

By finding the area of the curve above the 130% aver-

age ConsumitiOn line and in our Case is the maximum output
of the filters at 5,060.33 gallons we have the total con-
sumgtion of water during the day which is in excess of the

Q

output 0: the filters. The total area regre

'13

of 3.1136 million gallons. To take care of any variation
greater than that shown by the above curve it is advisable

to design for 3% million gallons capacity clear water tell.

-

.ents a quantity

Design Of Sedigentat;on Basin.

Due to the quality of water bacterially and to the
nature of the suspended matter it is found advislole to
provide a sedimentation chamber and coagulation anteritus
such that the coagulant would be ndainistsred as the meter
enters the casin. Since the filters are designed for 6,000.
0C0 gellons per day the coagulation basin should ciao be

designed for the esme amount.

A perioa of four hours in the basin is recoxiended
by Winsnell and Pratt to be euf’icient for this type of

water.
"E‘fiEEL - 21x Changes per day

At six million gallons per day and six changes per

day the basin ehcule ”e of 1,000,530 gallons per carocity.

Due to the relatively hiah summer consu:;tion which
is oeteeen two and three times the consumption during twp
thirds of the year it is best to ouild the coazulation
basin in three units one of four hundred thousand gallons
and tvo of three hundred thOUSLnd gallons capacity. This
seneme will leave one and sometimes two basins idle for a

major portion of the year.

III. Eaet Arm Of Grand Traverse Bay A3 A Source Of SupglyL

0n the large scale map accompanying this report it

will be noticed that Grand Traverse Bay is made u of two

0";

distinct parts, the Fest Arm and tge Teet ATL. Trivsree

City is located at the south end of the West

‘3-

r; 3nd extends
eastward to the shores of Eeet ATL. fill the "sites of the
twon is degosited into tne Boardnen River which emeties in-
to West Arm. There is greeticelly no pollution in this arm
due to the liCk of villages of any size on its horse. The
State Board of Health has eode an analysis of the situation
and is about to recommeno this solution of tne groblem as

a satisfactory one.

It is douotful if this sugp y would yield a quality
of weter satisfactory if chlorination is used as a safeguard
against goesible human pollution any more than the Fest Arm
because of the Terra number of caeterge 0‘ all kinds present.
The shallor are of the bay is quite werm and not moving

very r5 idly so it forms a good place for such growth.

The East Bay is quite shallow so thet an intake of
at least 3000 ft. would be necessary at a cost of $11,585.16.
This figure is based upon the cost of tae gresent intake and
Gillettee Cost Data Handboor as follows:--

2000 ft. 24' Flanged pipe 3 55.44 ft.: 310,555.16
Intake Crib 700.00
Total 311,585.16

There is a total of 9,180 ft. of 34' bell and spigit
pipe from East Bay along Front Street to Garfield Ave., South
on Garfield to Washington, West on Washington to Rose Street
and connecting with the end of the present 13" pipe on this

street.

The cost of this pipe would be $6.173 per ft. in

‘15

place or a total f $53,65“.l4.

O

{

This project would also necessitate the removal of
the present pungiu: giant, teeminery, and fixtures to a
new plant on the bay shore at the foot of Front Street.
The estieeted cost of this emoval and the new plant as
before stated is $35,6CO making the total for pipine,

.

intaie, 5nd glint Elo3.355.30.

I! can be easily seen that the coat in this else
18 prohibitive being about twice as much is ’or tr- Bosrdp

man Lake supply.

IV. Wellngs A Source Of_§ugplyL

Another possibility of a suggly of water is in the
drilling of wells of sufficient number to provioe an ade-

quate amount to meet the demand.

Prooaoly the best aveilabLe infer stion ugon tne
undergrouno meter and geologica conoitions in this 10-
cality is found in Voter Sutgly Pager #183 U.S.G.S. which
deals with Ground Waters and Eunicipal tater Sugylies in
Michigan. The gene: has one cheeter on the unnerzround
waters of Grand Traverse County and Traverse City one reads

'Tne south end of the county is cosigied by an
elevate moraine, wi h a soutnern out-mash apron extendp
inn into Wexford County. North of this is a broad gravel
plain traversed by Boardmen River to the meridian of

,0
gTOUQ 0L

Traverse City, and continue: westwari, post J
lakes near Interlochen, into Benzie County. This gravel
plein is an outuesn apron from i Loraine belt thct svseee
around the need of Grhni Traverse Boy in the northern o:rt
of the county. Traverse City stunts in a recess on tne
inner boarier of the moraine, and its numerous flowing

wells or fed from the water absorbed by the moraine. The

(I)

peninsula which runs northmsra between the arms of Grsnd
Traverse Boy is occupieo.by a rather porous drift beneath

the surface coating of till, so thet underground drainage

1! very efficient.

Throughout much of the county the watertable apgears
to be nearly as low beneath the moraines and elevated aravfll
plains as the surface of the neighboring streams an: lakes,

a.d wells ordinarily go to degtts corrosgonuinz to tuo re-

d

lief of the well mouths ab vs the scares stream or lake.

0n the gravel plain in the south )Lrt of the county,
and the moraine or WniCh it in the outwash, wells are or-
dinarily from 75 to 13C ft. in degth, those near the crest
of the moraine being dee,er than on the ylain to the south.

Several wells around Summit City are over 133 ft. in depth

but the Conmun 389th 16 3d to 50 ft.

At Fife LQVe and Walton, which BUaflJS out little

aoove the ureiuage lljes, wexas are oat ins; gt uoout 30 ft.

At Karlin-------the wells are about 40 f and have very
little hEHd.
At ¥ayfield-----th£ depth rungas from 12 to 30 ft.
At Old Hission--the wells are EC to DC ft. Quay.
t Summit City-othe wells are 35 to 50 ft. d639,

At Vonroe Center-the wells are from as to 23 ft.

The {loving wells of Traverse City are confined
to a small area of 4 Sq. miles in ?erfield Township at
head of West Bay. Floss are obtrinod at From 53 to
400 ft. in degth erd at yreesnt are l? in nutter, yielos
1mg abundant and excellent mater. The nells are in drift

material and seeing is necessary. as such semi is encount~

ered and C;US€8 considerable annoyence. The wells or

(D

H,

from 3 to 8 in. in dieteter and cost on the average 0

$1.CC per ft. the work rein; come on a contract for flow.

The tot;l flow from these wells is 1,023 gels.
per min. The figures being based on measurements nous by
well drillers. In a sgecisl rs.3rt of the tutor-surely

COL¢it€$S of TI'VLPEB Lity Council, Er. G. %. Razter, the

COHSUltlhg engineer, ex reused oouot us to the toility

7":

0

r1
t

3. city sui-lply, but 2-. flow. of 1.9;: gals yer minute

,5.“ p. "' 'I P‘
K1,; :L'hn't l U.
a.

A few of the wells have decrezeed considerably.
The Park Place Hotel well now yielos only half its former

flow. At the Northern Michigan Asylum two wells yield

A

.OQ,CJ3 gals. yer day. One is 180 ft. emu th~ othcr is

(l

ICC ft. seep. In one of these soils the ”roufld §PUSEUTG
is 8.75 younus at the sell blad. At the casino room the

pressure is 40# sq. in. at 70.25 ft. below the ouilding.
T

v | _ _, 'b _, F, F
be total cost ot.tne sell and pies line has 4153».

Analysis of the waters is es

 

 

follows:--

 

, Spring
__>g Perk Plege Asylum South of Asylum

Silica 5 74 ' 3

Calcium 48.5 ~--- 53.17

Mg. 9.85 38.47 .1?

Iron 1.53 3.10 ----

Na 2.3 --—- .39

Cl 3. 45 -...... . 31

804 1.33 37.04 7.13

COB lCS.54 .38.75 3.14

Na Cl & KCl

Na CO ----

3 & K002

kg
'1
Ll
O
G)

H
C)
I")
x)

to

 

The tuo water beds which heve

Eupyly tne present wells are at depthe of 450 ft.

and at 200 ft.

0'

two '

V

In drilling we: S ucnn to

order is 100 ft. of sand with erall streaks of clay,

ceeded by 203 ft. of :rsvel,
hard and comeect 250 ft.
which have been grilled relo.

nish as very aetis"ectory suogly.

ree,eOLively, acove tiae.

the 3:53 fl}.

been uti 11 m d to

sue furnishes tne greater sueply and the cast

A . A
I" rht Lew

below the surface.

bed do not

to 350 ft

The upger of the

the :aual

SUC-

s:3d, enu slay which becomes

The "Ella

fur-

Tne well at the county

Jail is 4&0 ft. dean but never rose more than to the surface.

As st it: d in the article t"o of the best wells in
the County mi 13 4ee,t.o gels yer day at an initial cost

of drillin of ‘ :0 8% ch At thl: raie it nouli che 15

3
wells to eu95ly the town at tee average daily rate on the
mnxienm day. In con) M'ing tne;e tfiO «fills with tne other

wells in tn: county it -n oe seen tjnt not nearly us good

0
Cu

an average can be exoected from all wells. On the other
hand by gumping fron the wells which would not yielu much
erteeien flow the tetal flow could be increaeed so that

vrese nt ins tal-

J

15 wells would erooecly be sufficient for

leticn.

.

Talinn the c;et of the nell at the asylum as a

Q

rcuzn basis of w.inion it tool: cost about

I

f:

ling the 15 wells. The water vould have to be Lumped to
one are;ent 9“"1n‘ glent and all r55 net vork o? piping:
fret wells t; plant would crime lee test well up to that

" +x. n-4 -* hm r =-~ . 'fufi KVHc
01 one gcqrfing g;u; ur: 9: {ion of .ui,oL&.

Tne article printed in later Eu99ly Pager #153
nae compiled on data collected prior to l?O7. Since then

the flow of these tells n esteieily decreesed so that now

(fl

only 6 are giving any noticeable QUrnflty of water. The
designers of the Traverse City water eyeten did not consider
the well su99 ly a safe progosition in 1907 so it certainly
is not safe at the 9reeent time to rise en inveetment of

£50,000 on such an indefinite supply.

ConclusionL

As a conclusion to this discussion it can 0; acid
that there rcriina but tao good methocc of solution to the
present pruhlem, the Boardman Luke eu9qu ucinq the chESUt

pumping plant and a ourifiCuticn system For the 9rcssnt

The nurification system wituout a count wouli give

\

the most Tflifiblé supply 3nd on; t§;: P':
very uccuratcly. If Traverse City were a r Qizly gracing
city it tould be the best method to IiCO;aeud but such 18

not tha case. The 'own, at least for the Hunt t=n or fif-

‘H

tccn yecre, will eat increase in pogulution and grocuoly
the raver-kc- 25111 {-3 true. Under such conditions it is
beat to 9cL5 over this plan at lecet for 3 humour of

vecrs

v ~.— - . L" - .-‘- 4' ' Y :- 1“ --s“ '. h - 1 - Ia . v~ 1' - ' ‘
leuVidrl: the dagrudmfll l.-, C; taut—1513' cub the only nUlt.;Q-&'3 one

_§ublicrraghz.

Journal of the AmeriCLn Puoli: fis;lth Aitcciction 1930.

Journal American Vater Works Asccciation.
“'1':

V01. 10, Igo.:’ Kai-r. l!“ -1‘. p. 3’7-u?'.34

J°urnal ”*3 loan Water Norks Association.
Vol. 1», No.1, Jan. 1923. 9. 1;?

Journal An3?§.Can ”atcr mar«s As coc ttlon.
Vol. 9, No.6, Nov. 9:3, 3;. {Si-871.

Jourr 31 Ameriz3n hater Warts A3SOC1:LlOD.
Vol. 8, No.6, Nov. 1921, pp 823-615.

S4
{D
d‘
(
'1
[0
J
’l,
H
'4
*t
‘ .
I)
(I‘
.1
*3
p.
('
f:
0
(L
O
Q
(I?
0

Hand Book Of Cost Iata--Gille:te

City Reports of the City or Ir;v-«.cc City
Years lfl:-EO-2 lo-SE -33—24

Contract Hccord. Vol.37, So.9, Feb. 83, 1523. 39li5-199.

CODtPLCt R3v. Vol.34, No.¢3, June 9, i330, #9 538-5;

Journul Cleveland 302. Society, Ec9t. 1917.

POWER POSSIBILI'I‘IES OF BOARDMAN RIVER
TRAVERSE 311', men.

Since the passing of tho lunbordays most northern Mich-
igan cities have been cxporioncing an industrial decline
and as a result hsvc been looking for things that would
attract factories to locate in their vicinity. Ono of tho
scasurcs to attract them has been cheap powor, and.with
this idea in.mind Traverse City has dovclopod two fine
municipal dams on the Boardman River some miles south of
the city. At the proscnt time there is an old low head earth
dII|100£t0d in tho heart of the city, tho powor from which
is not being utilised to its full extent. the people of tho
city have felt for some time that something could.bo made
or this property, but the exact a-ount of power available
has novcr boon dstorminod so that they have only vague ideas
of what power can be developed there.

It was with the idea of making an estimate of this power
that this part of the present thesis was undertaken. In
working up the data, the present owners of the dc: have co-
operatod‘by giving all the information that they could,
concerning high and low water and seasonal variations.

By looking at the accompanying map it can no coon that
the Boardman River has its source about 40 miles duo east of
Traverse City and flows southwestward until it roaches a
point duo south of Travorsc City where, meeting a range of
hills, it turns northward and flows into the wastrarn of

Grand Traverse Bay. Before emptying into the bay, the river

2

passes through Boardman Lake, which is located Just south
of the city largely within the limits of the same, and
from this lake it follows a winding course through the
city and into the bay.

Boardman River drains a generally level, sand covered
area tributary to Lake Michigan through Grand Traverse Bay.
The upper drainage basin is ten.miles in breadth; tributaries
are few and there are a mmall number of undrained lakes and
ponds. Near the mouth the drainage area becomes much narrow-
er and the fall is rapid, water power being utilized to a
considerable extent.

Boardman Lake lies above Traverse City at an elevation of abs
about 15 feet above the level of the bay. The outlet of the
lake makes an abrupt bend and flows parallel to the water
front of Traverse City for one half mile above its outlet. A
dam furnishes power for a flour mill, drawing its water
supply from Boardman.Lake. This dam.is the one which the
present thesis intends to investigate.

This dam, a diagram of which is included herewith, is a
well constructed, solid, earth embankment, and has little
or no seepage through it. The spillway and forebay are con-
structed of timler and are not in a very good state of repair
but the head race which was originally constructed of the
same material, has been recently rebuilt of concrete. The

effective head at the present time is about 9.5 feet. This
can be varied between narrow limts by the controls at the

roman E

arr-ovum '0. on. n:
RDUE U NIVERSITY

Y

Pl

. ._ _
t Ill ‘ tlv\-cl to: o
. . _
o ...<: avial I»-
a , A . . 14

71.! n a 40.

 

 

cpillway.

The present power equipment of the mipl consists ofthree
vertical standard Sampson Turbines sizes 30, 35, and 40 res-
pectively. These will develops at a ten foot head 57.5, 77.9
and 102 H.P. respectively. it full gate opening they will
use 258 cubic feet of water per second. On March slat 1925,
when the observations were made, only one turbine was in use
at the mill and.measurements at the tail race below the dam
showed that the smallest turbine which was operating at that
time, was using 45.5 cubic feet per second. The balance of
the water was being discharged over the spillway, no effort
‘being made to store up any in the lake as the flow of the
river seemed to be sufficient for their needs without any
storage.

The spillway is of the log sluiceway type, a relic of the
lumber days, when all dams had to make allowance for log
rafting. It is 21 feet wide, and.the flow is controlled'by
placing heavy planks vertically across the channell. This
channel at 9.5 ft. head flows six feet deep with water and
at full gate opening has a capacity of 765 cubic feet per
second from the formula Q - 3.20(19 - ang'and taking 80%
as the reduction due to the sluicewsy. This capacity would
seem to be somewhat too small but the dam has stood for many
years and there has never been any serious results from it.
This is probably due to a large extent to the nature of the
soil through which the stream flows, and also to the fact
that the lake equalises the flow sufficienuly to take care of

the situation. At one side of the spillway is a fish ladder
which will discharge between six and ten cubic feet of water
per second depending upon the head of water in the pond.

Due to the reduction of the lake levels of the great lakes
in the past few years, the level of the tail water at the due
became reduced to a point, so that it was below the lips of
the draft tubes of the turbines and as a result the draft

tubes frequently "burned out' with a resultant loss of
power. In order to remedy this effect a weir was built across
the tail race to bring this level up to the lips of the draft
tubes. They could have lengthened out the draft tubes and
utilized this extra head, but as there was never any short-
age of water for their needs this cheaper methdd was resort-
ed to. However in case they should ever want to develops this
dam.and.get more power out of it, six inches of extra head
could easily be gained.by lowering the draft tubes. In the
investigation of the powers possibilities this extra half
fact will be considered and the present structure will be
figured as having an available head of ten feet.

This analyses the present status of the proposition and
the next procedure will be to determine the amount of power
available and the possibilities for increasing it.

5
COBEI’UTATION 0F PO's'z'ER.

Inorder to determine the amount of power available in any
stream it is necessary for the investigator to have figures
giving the flow of the stream over a considerable period of
time. In this case the only figures available are those giv-
en by the U.S. Geological Survey papers nos. 97 and 129.
These papers give the stream flow for the last six months of
the year 1903. It will be seen from the adjoining sheet that
it shows a remarkably uniform flow, altho the year 1903 ac-
cording to the weather bureau was one of considerable rain-
fall. This is an important consideration for, in order to
be valuable for power without large storage a stream must
have uniform flow. Curves are herewith.sublitted of a edi-
parison of the flow of the Hanistee, Au Sable, and.Grand
Rivers for the same period. As these are only curves of
guage height it must be kept in kind that with the larger
rivers a very small variation in guage height means consider-
able variation in flow. From these curves it can be seen
that the flow of the Boardman River is remarkably uniform
even in comparison with the Manistee which is noted for its
uniformity. In addition to this feature, with this partic-
ular dam there is the added advantage of a considerable
storage reservoir in Boardman Lake.

Boardman Lake has an area of 266.5 acres and, with the ex-
ception of the south end its banks are steep. An accompany-
ing map with three one foot contours drawn on it in red

show that very little land.would.be flooded if the head were

man I"
API'IOVID '08 DO]: IN

PURDUE UNIVERSITY

 

raised two feet. On account of property rights in the city
it would hardly be advisable to raise the head.more than
this amount.

By raising the head of this lake by this amount It would
be possible to effect a storage of 23,200,000 cubic feet of
water. The only place where any particular damage would.be
done to property with a two feet raise is on the east bank
of the river between East Eighth St. bridge and the P.M.R.R.
bridge. This could be overcome by constructing a low retain—
wall and.making an earth fill behind it. This would also
serve to level up the property holders land and generally
improve the appearance of their holdings.

In the following pages an effort will be made to show
how the river could be utilized to get the most power out
of it on the basis of its use for an industry operating on

a ten hour day schedule.

7
Record of stream flow at ten day intervals.
July 16 315 CH. ft. per sec.
July 20 370 ' ' ' '
July 30 395 ' ' ' '
Aug. 1 315 ' ' ' '
Aug. 10 432 ' ' " '
Aug. 20 408 ' ' * '
Aug. 30 420 ' ' ' '
Sept. 10 420 ' ' ' '
Sept. 20 405 ' ' ' '
Sept. 30 260 ' ' ' '
Oct. 10 320 ' ' ' '
OCt. 20 410 ' ' ' '
Oct. 30 395 ' ' ' '
Nov. 10 395 ' ' ' '
Nov. 20 320 ' ' ' ”'
Nov. 30 320 ' ' ' '
Dec. 10 230 ' ' ' '
Dec. 20 200 ' ' ' '
Dec. 30 230 ' ' ' '

Maximum, minimum, and average rainfall for thev list five
months of 1903.

max. min. av.
Aug. 550 206 405
Sept. 480 200 395
Oct. 450 225 406
Nov. 420 200 320
Dec. 383 180 303

Average for the period was 366 sec. ft.

8.

RECORD OF STREAM FLOW FOR THE FIRST
SEVEN DAYS OF AUGUST.

Aug. 1 315 C.F.S.
Aug.2 280 '
Aug. 3 395 '
AUG. 4 500 '
Aug. 5 500 '
Aug. 6 500 '
Aug. 7 460 '

Using these figures as a sample the possibility of devel-
oping power at this dam will be estimated on the basis of a
factory running six days in the week and ten hours a day. The
seventh day will be considered a storage day as it can be
shown that 270 cubic feet per second for 24 hours will raise
the level of the lake two feet which amount will be consid-
ered storage volume in this problem.

storage equals 23,200,000 cubic feet

270 x 3600 x 24 equals 23,400,000 cubic feet.
So that an average day of water flow at this time of the
year.will more than fill the reservoir space.

The problem is then to doesrmine Just how many cubic feet
per second can be used for ten house a day at: six days in the
week, so that this amount will Just equal the flow for the
first seven days of August, keeping in.mind that the plant
will be shut down on the seventh day and also that at no
time should the-head at the dam become lessthan 9.5 feet
and preferably not less than ten feet. The first result ob-
tained will be an approximation as it is improbable that
there is storage room enough so that alll the flow sould'be

utilized.

 

 

 

 

9.

Let |,be the amount of water in 0.F.S. that can be drawn
for ten hours a day six days a week.

Assume the reservoir to be full the first of the week.

Then Q x 5 x 10 x 3600 is the amount of water used in the
'08k 0

And ( 315+ 280+ 395 +500. 500. 500+)x3600x24 = the amount
flowing in in the six days. This equals 2490x3500x24

Therefore 210,000 Q — 2490x3600x24 = 23,200,000

Since the amount used.minus the amount the flows in in the
six days will equal the amount of the storage if we aim to
use it all up by the end of the sixth day.

“81:00 Q = 1100 C.F.3o

1100 G.F.S. then is the amount that could.be drawn out for
six days and just equal the inflow in eaten days.

This figure must be investigated to see whether drawing out
this amount will at any tine reduce the head.below the des-
irable amount. 2
1100x3600x10 equals 39,000,000 O.F.8. daily withdrawal
315x3600x24 equals 27,200, 000 0.F. S. inflow
280x3600x24 equals 24,200, 000 '
395x3600x24 equals 34,000, 000 ' '
39,000,000 - 27,200,000 3 12,500,000 withdrawn 1st day
39,000,000 - 24,200,000 - 15,500,000 ' 2nd '
39,000,000 - 34,000,000 s 5.700.000 ' 3rd '
9 9

This amount is 10,500,000 in excess of the storage and
would reduce the head to 9.1 feet at the end.of the third
day which is lowers than is desirable for efficient operation
of the turbines.

1100 cubic feet per second then is somewhat too large an
amount to figure on. An inspection of the computations shows
that 1000 cubic feet per second would be a good number to

use for a second trial. Using this figure the withdrawal is

10.

23,600,000 Cubic feet more than the inflow which is approx-
imently the amount of the storage and is just the condition

that ought to prevail as the storage would.be Just used up
at the end of the sixth day. The following day which showed
a flow of 460 O.F.S. would be more than sufficient to fill
the reservoir as it was shown above that 270 C.F.S. was the
amount necessary to do so. Then the following week could.be
started off with the reservoir full again and.wou1d.be on
the same basis as this week that has Just been examined. As
the flow of the stream.does not change suddenly, by knowing
what flow has been prevailing and estimate could easily be
made for the next weeks probable production and it might be
possible in some kinds of industry to plan the work of the
factory to correspond to the anticipated.strea-.flow altho
in general snag a supposition would be rather far fetched.
Assuming that 1000 0.F.8. could be used there would be
1000x62.5xll . 1250 H.P.,
Turbine efficiency is usually about 85$ and generator eff.
would be about 90%
1250x.85x.90 = 955 B.P. possible to develops the first week
of August.
Let X = the average flow necessary to produce enough water
so that 1000 0.F.S. could.be used
X x 3500 x 24 = 1000 x 3600 x 10
x a 4‘5 0.F.s.
In order to-average this H.P. the year around the average

flow would have to be 415 O.F.8. As thil is more than the

average flow it is evident that the average H.P. for the

11.
year would be less than this amount. Since the average flow
was 366 CFS the average production of H.P. can next be de-
termineda

1. Q13600310 I 366x3600124
Qt): 880 GchSs

‘580x62.52x11 ‘ 1100 H.P.

This reduces to 840 H.P. when.multiplied‘by the efficiencies.

The rainfall for the year 1903 was 15% above the averhge
rainfall so that it might be expected that the average
stream flow would be less in other years. This would make the
average H.P. of the average Year reduce to 730 H.P.

The minimum flow during the year of 1903 was 180 sec. ft.
and this occured in the winter thus. The formation of ice
in the river is the most serious impediment that is experienced
in maintaining the flow of the stream. But assuming that a
minimum of 180 0.F.8. might prevail for a week, a condition
which did not happen at any time in 1903 and is therefore an
extreme case an estimate can be made of the power possibilitues
with that flow.

Qx3600x10x6 2 180x7x3600x24
From which Q I 505 sec. ft.

505 x 62.5 x 11 z 630 H.P.
In all the above computations it has been assumed that the
average head at the dam.during the week would‘be 11ft.
Reducing this for efficiencies would result in 480 H.P. as
the minimum.that could be expected on this plan. At this

rate it would.mean that the reservoir would start full each

12
Monday morning and in the case of an emergency more than
that amountcould be used, reducing the storage a little
more which later might be replaced when the demand.fcr p
power would be less or when the flow of the river should
increase.

Although there are months in which the figures for the
month of August would.be exceeded, it is doubtful whether
any more power could.be developed than isbshow’ in the ex-
ample, for the channell below the dam.frcm Union Street to
the bay is not wide enouih to accomodate moss than 0 1000
cubic feet per second, without a serious rise in the tail
water. This would result in a reducel.hsad and a great
loss of power. This estimate is based on observationszlade
at the dam when the spillway was left wide open during the
spring rains. The spillway capacity whenr running 5 feet
deep was found.previously to be 765 cubic feet per second.
At the time the observation was made the spillway was runs
ning nearly seven feet deep which would mean a discharge
of about 1000 cubic feet per second. With this discharge
the tail water showed quite a tendancy to raise, and aldhc
the mill could run all right, a much greater discharge
would.bave caused a loss in power.

FACTORS THAT MODIFY WINTER RUE-OFF.
(0.8.0.8. Water Supply Paper Number 337)

"Stream flow during the winter is supplied.by precipit-
ation directly, in the form.of rain or snow, and indirect-
ly by melting snow and ground.water.

”Precipitation in the form of snow does not add percept-

ibly to the run-off of an area until the local temperature

13.
rises above the freezing point. Rain falling on frozen
ground not covered with snow will run off quickly at a
rate depending upon the slope, for the frozen surface
nearly as effectively as a rock stratum in preventing ab-
sorption by the ground. Rain falling on snow gradually in-
creases the water equwivalent of the snow to the point of
saturation, when it will run off. Heavy snow on ground
whose surface is not frozen.may melt slowly from beneath,
sink into the ground and thus augment the supply of ground
water.”

From the above it can be seen why the flow of the Boardman
River is now and probably always will be steady and depends
able. In the first place, the winters are moderately cold
and steady, there seldom being any great amount of rainfall
when the ground is frozen. This acts to prevent the possibil-
ity of the sudden large increases of flow which cause so
much trouble in the warmer sections. Also, it is seldom
that a great deal of rain falls when there is snow on the
ground, so that the spring break up does not usually mean a
flood or period when water is so high that water power can-
not be used.

For these rwasons this particular power proposition is a
very valuable one as it can be used without the customery
auxiliary steam plant.

The present mill is equipped to use 230 H.P. and there
is a minimum of 480 H.P. available by raising the head two
feet. This can be done without much cost and very little

l4.

flooding of property rights, and it would certainly seen
advisable to do this if a local market could.be obtained
for the power.

It might even be a good proposition for the city to pur-
chase the water power rights at this dam subject to the
needs of the flour>mill and give the power as a bonus to
any factory that would locate in the city. The cost to do
this would.not be great as there be no long and expensive
transmission line to construct and they could.si-ppy connect
this plant up with the other municipal transmission lines
which are already in service and greatly increase their
power capacity.

In this same connection it weuld‘be a great advantage te
the city to own all the powers which has been deweloped.up
to the present time along the river nad then they could plan
the water flow and consumption for the entire strewn so as to
make nearly all the water develops power. There are five
dams and three of them.have considerable storage area, which
would.make it possible to hold water back during the low de-
mand hours and,'by careful plannong of the flow, and.by know-
ing the time when the peak loads come on, a greatly increased
amount of power could.be developed than with the dual owner-
ship of the present time.

To accomplish this it would.be assumed that the Brown Bridge
plant would.shut down entirely during the night. At that
time when only the lighting loads are on, sufficient water
would reach the three dams between Bosrdman.Lake and Brown

Bridge to carry this lead, from Parker, Swainston, and

15.

the Brown Bridge plant could open up and carry the whole load
for five hours. By that time the first water from this da-
would reach the Keystone plant as it has been found by ex-
periment that it takes about five hours for the water to
flow that far. The the Brown Bridge plant could shut down
and the Keystone plant could carry the load. Thev upper Br
B.R.E.L.&P. dam.which has a 24 foot head and considerable
storage space could be ready to receive and stare quite a
lot of this water, and.would do so until their reservoir
became filled, at which time thewaould assume the load and
the Keystone plant would.be nearly through with the amount
of water given out at Brown Bridge. At about this tit» of the
day the peak load would come on, and the two B.R.ELL.& P.
dams which are close together, would probably be able to
carry most of it between them together with what help the
Keystone plant would give due to the flow of the three
creeks mentioned above. In addition to this, in case power
enough was not forthcoming, there would‘be the power devel-
oped.by the dam below Boardman.Lake which this thesis has
been concerned.with mainly. By the time that the water reached
Boardman Lake, it would some at Just the right time to raise
the head.here, afetr they had.been drawing on it all day for
their ten hour run at the mill..

This is only a rough approximation of what could.be done.
The proper manipulation of this water would be a subject

16.
for another thesis covering the use of the river as a whole.
It is possble too that the constant changing of levels of
that water in these ponds and.portions of the stream would
prevent the foramtion of ice to some extent and help onto
still farther in the utitisation of the winter flow.

In conclusion it can be said that the power possibilities
of the Boardman River at Traverse City properly controlled
are considerable. The average available would.be about 660
H.P. while the probable maximum would be an B.P. and the
anticipated.minimun about 480 H.P. and all of this would
come at so constant a rate that no auxilliary power plant
would.ne needed. It would seas ton the writer that a further
study of the river as a whole would be highly adyisable to
see Just what a gold.mine of power Traverse City has in this

great natural resource.

Bibliography
U.S.G.8. Tater Supply Papers nos. 129, 337, & 97.

Cyclopedia of Civil Engineering Volume VII
Hydroelectric Engineering, Muller.
Hydraulics by Hughes and.Safford.

   

             

Kat/«$101

    

 

 

 

 

 

     
      

   

 

 

 

 

 

       

 

barker Cree/r

\
- .\ c

 

        

_
N .
m _. , s u
_ B \ \e .
W on _ \\\\\\\\M _
0 mm m _
m. w-   _ _ M _
., r m _
M M _ m . m M .
m ,_ a _ Wm _
O . .. \\\\N\ _
a _. _ eh ”
_l _

_

II I l I 11 I I I I II? 'I I If} I F I l l I I I I I I I I ‘1'. ‘

 

 

 

 

  _ «who
_
WI 1-3: A . g. M-
m w . f
-|.|l .- . r
, .l-|l..l..| Ills-ll. . PM” u

 

 

 

 

Q KIA/6.5L E Y

«Na:¢

 

rm.

 

 

 

   

e,.
o s.
_\

in

2

 

\..,... \
a

  

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

  

   

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

l

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

i
1.
1 2

 

 

 

 

 

 

 

 

 

 

 

 

 

1

 

 

 

 

 

 

 

 

 

 

 

 

 

A. \.~.\U>VIM1F

 

 

 

 

fi’ra )7 ml”:

 

 

 

 

 

 

00A—

Ma-b I:

 

 

 

 

{an Ks”
j

 

 

 

 

 

 

 

 

 

 

 

 

{.0

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

         

  

   

   

 
 

 

 

 

   

 

 

     

 

  

              

     

         

                      

       

 

     

 

     
  

  

  
  

        

  

     

 

    
  
 

 

         

 

         

   
  
   

 

 

 

 

         

 

 

-. _ 1. M 0 ..
1 r, v as...
r r C e /.
0 o f - .1
L 4 o E c n _.
A x .d s w. 2
a f 5 e r .
e M r .H/ e a f/1
/ o ,. 0/; v r. r 1Q
a P f m a D a rd.
C V. a Tr 10-
5 , c ...o, A A
._ -. «...... .... .Lflc -_I
. G
lllllllllllfilllllll lllllllll llll llll llllllll.lllllll
fl i1
r, .
5
IL _
. {W Qttfimfiawhlxflh.
.il .- m
m
_ . .tm. _ . e
jl 11‘ . . *‘.h\~h\b\\” H
L
. . ah . 3. .36.... .1....-
. . I E . 1
A ll .... xx.” ( . . fixes” thvthx
_. M D . E. _ . . ...-”L kak \kb .
.7 l. _ - - .
s // R x . .. .. _ _ a T -
A. /_ , .r. - w . .
m 5 ...-W... . T w ...w - 3. .{mmflxtt
m -
7” fila-
w o s
m W . {h - a... ...Lunx ill- 1
a _ _
E -
.-.. . _ Ir. .
. s ..
in. at thatxm.
e ..
m n .
ill!!! I I .
.11]. IJ 1111!. . m 5 - w r.
..L 1|: 1 s
. filll. fill. - {1‘91”
.. S . 1 .
r1 1.. Fl - .. .. ._ V\t\\_\
r . . fill a
. w
. 5
d
a
w

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

     
             

  

       

 

 

 

 

        

 

 

 

 

 

 

 

n ... .1 ... . .... l
.... ....1... ... .. 2.... .. .. ... 1. / \h u
.... .. 1. .. ., .... _. .- a. . .
Tia... ...: . . 1..-3.. p. h}. . .. l
(t... . f... a... . . (1n.- . \. n. . .. 1 1 . .
.. 19%.») , . ... . . . 453$... ._ -..-Tamar...’
. . .4
. . . . ‘lll!
(‘Jfifl . . r I
v 51 _. .. I I
. , a x .. I
.... .1. , . ... . .. .. . .I l s
1 ..1w..... ...4. ...U .....V . . ... ..LA. .....Wfifi....r _ :12... 1 fa... ... '1 h ab IS \Q
. w . n» w . v‘ A . . . ..... .41 1N1. . In. . 1
. , an. .Xmskct..efia1fi. . .63. glint}? 3.495. 1.2! e:- . a . I
. . 1 . -. . . T .. .. . . . .. M... .... ... . u. .... .. . .. . a .. I
a .11.» . v.7. ...\ 1“ Qw-wAtL. . .\ . .. . a 1.“... . . Hikiz... ....K ._ .. .... .. .... . .. ... Ma.“ r: :40; anew . a. 4:. \7 .1 . n .. . . . 1 I I
.. .x ...a l AM. .1 119%.}... t .. .uv...$“3.¥\ 11.3.W13nb... *Kfi. .VM . ...ar.)a...1~..\.!.h.:.: ....-. 1..)» tr .. ”as. . .»$¥mr. . chulu. .52...th34. . g a. . a ...... .WWL . . .
. L... «...... -. .. . . . .... 1.. ...... ... . .. . «$11.25.-.. 1.... .21.... . . . . ..
A .NW:~\.. ...5...v5m....\i.r . gift. . A .. . . Amrf. .....Lxxffivhddid? .1.. .Au ...: tn. .... . ‘1‘”... ..3. . . ......n .t. s ‘01.... 4 .3... . ...... .. .5 . .
\ .. a. . $kw¢g‘. - .1” . .gxnkfi¢¢t . . ,- . .. hf M?X1.V.9:~.M.~ . .1.. . .... a . .4 .s. 1- at .. .. . 1LT)? ... .. t.c o.v.h1.~Ma..a1V.;!\..... .. O. . kw“ ... . ..st: r
r .. .. .‘t.1r~.« . . . . \J r a .33.. .....R. n\.i.i.i.:. . 3‘. wa(qa\m¥.utwn&mu .....m‘? - .WAm ....uvivunc ....fi.W.l... ......» .‘Z . .u...... .Aemfim . . ...? , Lrflm? .....‘MW‘J. ...? . ..
. A..... -. .. .. ..cal. .- ......w. . .1 12.3.1.2.-. . .. .- ......T.....1-. . . 311.... , . ... >1... 3....
. . .1.....) haltiw. .1..-...... . .1.. I .. . . .- . >.r .... ...w s .... -.. . . . ... . .. .. . - ...: v . ... .fl 5.)... .. .... ....n1. .
......3............... _ . .. . . .... 3... rs. . 3.1.1... ...-1... . -.....,.......A.........%...1..3...§. ”......Eaxtfiu .. . ......mesfi . . .. .. . .1.. . 1 . -
.1..... A .18..k w .. . \11 IML. .1 .0. .. .. “AM \ . 1 . . ... . ...Naaafiwmer. . ... - .. {$3. ..«J»....»..‘HH.dafawu...r..nvuv.s. ax, ...Nifiwdrflnnéwfiexfi .w .. . s .. ... ax K. . . .12.. . . ...
. . . .. . 1. . . . . . v . 1... .1 .u .1 . ... .. 1 ._ .. ... \ ..Jn..1 ... . ...5f. . - A a . .A... . . .. .... A. . .
. . 1. ...~ \. 1. . 1 e . . . . ..x. . .. ... . ...c 5 ... . I .. ..Lht..\p..?. ..ut \ 1L. .\. .42.? a». .... é... 3.5.1: .9. . ..." A~.a.uns.....\.u..v..a1 . .s A. 2... . .. .1?» C1”! . .n. . . . 1
... Kl): . 1 .s 1. 1.....» 1.... . s... . .. .. . . 1: 2 A.-. . . .. «.1..... A. H... .r. .....1. .1 . walla-1..»)? ....I .W... ......F
. .1" l . . b...\v\~ A . _ - . .. .- ...“...A... 6"... . . . . v.1...w’h_me.s{\..a w . . ... . x ‘1‘. - ...(2... . .. o. v. .... v. was . ...... .F No. . 3.. .- a . ... .7. . q .. .... .r .31.”...
. .A . . .. s. . .. . .. 1 . . ......1... .. \- ... ...... ...... . 1. 432(5. .....\\§.€;..§w.1 313...... .. 9.33% .. ... . 1..... 21.1.. .12..» .13..u..\s&~q {ff-1.. .- .. , .. .
. .A . . . .. i v. . 3 .11 .. . p... ... ...... .1. an...» 1...... . . 1.3.11.1“. ..rg . .. 1.? .....rm... .. e .w ...... an ._ r 1..—emu... ...: (*1...NV60 .. 2 .. . <1. 53
. ...-... ... .82: ... .. .. .... .. .... -... . . - ...-.-..- .. . . .... . , ..
1 ‘1'. 1 .1 .l ..u. if. .. .? . x 1 \o . r .. . _ a I . ... -. .\ a. ..u,» . n. . ... a 1r. a 1“. \ a A . «- .... a. .r.’ ‘ .. r
1 . 1 . . ..x..rv.. ... . .A. 1. ......1.r11.. a... ... . 1v... r: .. . ...a: . . . ... .. . .,. 14...»...r11u. ... . ”1.43.. ... .... .. h Laugh“ id»? .. - .1. : . 9. slave-r...“ ...-i .5 .-
1 x 5.... ...... . . . . ... .. ‘31.... - . .. .. .... .. . . l 531‘}... .. -... . ... . A... ...?»- 1-. . .. a...) . s. ...” 11...}... . .
v - 9.. .. ..u ....‘.11.1 .e . .nnum..o.:h\r1J.u.13\ as ..A. . .x. A a . .. n O 151;} 1. .. .A . . . .. .. . .. .. ea...‘ air If .. .. .h...T.1....~.....« 113’ .. . I. 1., 13.“. .tqmmfifai“. .xcfl... Peta . . t
. v .- .s .. w. . c .. Nix; ...? §:.L1..o.d . . . ... ., .. .. ... . .. .... .. .3h vizier ._ ... .... .. x. . .A .- 21.1.13... .../.9)? ...-.913... s
1 . .. . ..n....... J)..._>1..,n.....1........ .. ..... u .. .. 1 . . _ . . . 1. ... . 1.... ......r...1....$.7.1.-3:$. finalizgmhfie. 1. :9; . - .
o . .. x 1 .\0m .1. .. . I. . . ._ . . a e.‘ ..x .. ... .. H... 1 . y...».%. C a 1. \m‘) . .%.1 A.\ . .. .
. . ...nfl. . - . ...... . . . .. .. .- 1 1 .... w. ......»r . . . . .. 9.... a... ... .. W4“: .. ...-.5. .. of. . ....n ..
.. . ...: . . .....x .1.%..u1ic.mw. . Vifi. ' .H r51....u.¢....e ......»MAVTA: . ... av ‘14.. 9
. . x .- .. 1 . . .1..: a. -. .. . .. . . .. ...-.1..
Whit}. \ahu. . ..1 .....11 . ..l...~...k.n. . ..xl. .. , a .. . a. . 4 «W ...n A... f
L .. . {mag-=11. » .. 1...... ... 2... ....n. .1. . shy“... ... ... .
. . ....A . . ......Z . 7 . ....c...a. .. .. g ._ 4
. . . . 1.... .. ... .... . .. ...Lam. .A . . . .. ...l .A
- _ . - . , .315... 23$... A, .3}.-. ,. _ .. . .. a... .
. - _ . ...-.351. M114... _ I .. ...NPFWaX v. .u.. ri u .1 :1 .
.. . . ..... . . ..x.. . .... .. «...... a. . -. «1.1. {a .1.....
a . . . . . . ‘ n .1 a . .
A ...J 1.1. . . HwJ...’ 1 . . .. P. ... . J.” .m . .
1 Q . . \ - u a 1 ..e .a’ ’0‘“. - . ‘- ‘0‘1 cl . .‘ I s:
. . 1...... .. A r1 «Ax-ur- ... . ....Q§J._.A.x4.., a yum-.6"...
. s 7.1.. . . x... .. .~ . 32.4 .u; .1.. . 1:
- . . . . .. . A ,. ......i.....5. .
. . . _. .... . .. . -. ...-...... U. 519...... -
. .. .L. fires}... a...“ -. .1.. Karma ”.1..-limw-1fi: ..
0 . 11.. £.:i....v.¢#fl%.% .... .... .t- . ...-...- Ah 1...... .1 0‘
S j . . . 2.5911 \. 4. ...-K .1../3.... . 2.... 3.. 41.1.. ¢
T o,
D RD 1 ..
a _
.u
1‘.

MICHIGQN STQTE UNIV. LIBRQRIES

I II I! llllilllllllll II "III llllllll H

312 3010938672