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WATLR POWER POSSIBILITIES
OF THE

RED CEDAR RIVER

A Thesis Submitted to
The Faculty of the
MICHIGAN STATE COLLEGE
OF

AGRICULTURE AND APPLIED SCIENCE

BY

George R. Grantham
W

Candidate for the Degree of

Bachelor of Science

June 1938

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PREFACE

The increasing demand for power in all industries,
its continually growing uses in the home, and with the
increasing fuel cost, have made the public look into
water power develOpment. As a consequence large projects
of power develOpement are being planned. It is evident
that all water power commercially available should be
utilised and with this in mind I would like to find out
what possibilities our own Red Cedar River has as a
power source. Only preliminary investigations will be
studied in this thesis to find out if power from the
river is economical.

It is fitting that acknowledgement be given those
persons who gave valuable assistance and information:
to John M. Patriarche, a classmate, who assisted in the
surveying work; to Professor C.M. Cade who gave valuable
suggestions; to the personnel of the Lansing office of
the U.S. Geological Survey, water Supply Bureau, who
gave me available floe data; and to Mr. H.K. Barrows
whose book "Water Power Engineering” served as a form

by which this study was made.

WATER POWER POSSIBILITIES OF THE RED CEDAR RIVER AT EAST

LANSING, MICHIGAN.
A. Power Available
The prime essentials of hydro-power are (l) a suitable

quantity of water (2) falling through a distance. The energy
develOped by falling water is used in generating power.
Therefore, to compute the power available we must investigate
the flow of water and the available head.

1. Flow of Water

The flow of water for the Red Cedar River at East

Lansing, Michigan is shown in Table 1. This data was gathered
by the U.S. Geological Survey, Bureau of Water Supply, and
the U.S. Weather Bureau in conjunction with Michigan State
College. Only approximately eight years of daily flow records
are available, while crest flows are available for twenty
five years. During the eight years of daily records, however,
we have records for 1934 which was a very dry year, having
only 21.00 inches of precipitation that year. That deficiency
in precipitation is exceeded only by two years in 63 years
of records. We also have records for years in which the
precipitation was running close to normal. It is assumed,
taking into account of the facts stated above, that the flow
data listed in Table l are average flows and are to be used
to give satisfactory results.

Twenty five years of records show that the maximum flow

was 5200 c.f.s. on March 15, 1918. The minimum flow was 5 cfs

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occuring Euly 31, 1931 and the minimum.average monthly flow
was 5.59 cfs in July, 1934.

Daily river flow records furnished data used in the con-
struction of the flow-duration curve shown as figure 1. The
average flow for each day was plotted in order of intensity
and the curve was drawn through these pbints. From this flow
duration curve we can determine the amount of primary and
secondary power available for a given head.

2. Available Head

It is practical to remove the existing dam (behind the

Shops Building on the Campus), to obtain additional head for
this power project. The only function of that dam is to
stablize the river elevation, and the power dam put in a few
hundred feet upstream would serve the same purpose. It is also
practical to improve the channel of the river to a point 1600
feet below Farm Lane bridge to provide adequate flow to carry
away the tail water. Plans for this channel improvement can
be found inside the back cover. From this study we establish
the elevation at the dam at 821.1. Using the Manning formula
with n3-0.025, s= 0.00017 (from plans) and a reasonable(up to
400 cfs) flow, we get a depth of 2.80 feet in the channel.
For the average flow of 176 cfs, the depth of water is less
than two feet. The depth of water is assumed as 2.70 feet in
computations for head available.

From the U.S. Geological Survey quadrangle map of Mason
quadrangle, the elevation of the headwater was set at 840.00
mean sea datum. It was found that at this level a fair sized

pond would be formed without an extreme length of dam. With

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the tail elevation established at 823, 8 we find that 16.2
feet of head is available. From this, a reasonable loss of
head due to friction through the plant must be deducted. A
loss of 1.2 Feet was decided upon from a table on page 166
of "Water Power Engineering" by H.K. Barrows. This leaves
an available head of 15.00 feet.
3. Pondage for Equalizing Flow

The possibility of storage to increase flow for the dry
months was investigated and was found that to equalize the
flow for a whole year a total of 27,900 acre-feet would be
needed. This makes any kind of storage out of the question
and the matter was immediately dropped and pondage was con-
sidered.

The results obtained in Table 2 for pondage were gotten
with the method outlined on page 155 of ”Water Power Engineering"
by H.K. Barrows. By using pondage during the periods of low
flow, the flow can be increased . It was decided that for
July and August, a ten hour use would be made, for October,
November, and December, a fourteen hour use would be made,
for January, June, and September, an eighteen hour use, and
in February, March, April, and May, the plant could operate
24 hours. This arrangement increases hte flow for periods of
use over the continuous flow to quite a marked degree.

By computing the volumes stored during the periods of
rest, it was found that the elevation difference due to

pondage would be less than 0.7 feet. In fact, it was found

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

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that if no water flowed into the reservoir in August and

103.2 cfs ( for ten hour day) were taken out each day, the

total volume used would be 2666 acre-feet in one month, which

would cause a difference of approximately two feet in elevation.
4. Power (see Table 3).

The flow- duration curve (figure 1) is used in com-
puting the available primary and secondary power. Primary
horsepower is the horsepower available at the plant at all
times. The effect of pondage on the flow is considered as
primary power. The amount of primary power at 80% efficiency
is figured at 140 horsepower at times of use. Secondary power
is power generated over and above tne primary power. The
average flow was figured by the use of the planimeter and
primary flow subtracted. This figure is 127 cfs which generates
173 horsepower. The total average yearly power is the sum
of these primary and secondary horsepowers or 313 horsepower.

Energy in kilowatt-hours generated at 93% efficiency
is figured from the power develOped multiplied by the time.
The monthly kilowatt-hnur capacity is shown in Table 3.~
Primary energy is figured from power deveIOped multiplied
by the time and divided by the pondage factor. This results
in a total primary energy)manufactured yearly and is equal
to 86,400 kilowatt-hours. Secondary energy is the energy
manufactured besides the primary power and therefore is the
total energy developed minus the primary energy.

This total energy available is not near enough to supply
the demand of the College. The energy developed , however,

can be used to decrease the load already on the steam plant

 

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now in use. There are two ways in which this energy source
can be used. First, as a base power source using the steam
energy source to furnish the peak load conditions and to
supply the that energy needed above the hydro-power source.
The second way- to use the hydro-power source to ease the
peak load on the steam plant which is used as base power.
In February, March, April, and May, when the energy
is manufactured 24 hours a day, the hydro-power plant could
be used as a base supply and the steam plant used as auxiliary
to produce peak energy and in the other months during inter-
mittant energy develOpement, the steam plant could generate
the base supply. The hydro-power plant could be used to

generate power during the peak hours. In this way fuel costs

would be cut.
B. Dam and Plant

1. Dam Design.

Maps and borings show that a dam resting on clay
hardpan at elevation 820.00 would have to be 24 feet high
to back water up to the predetermined height of 840.00. The
earth type dam is the only practical dam which could be used.
A typical earth dam was decided upon. A spillway section
sufficient to discharge the maximum flows must be included.
The front slppe should be 1 on 4 and faced with rip-

rap. At a point 28 feet to the upstream side of the center-

line a concrete core wall is used. This wall extends out

above the water to an elevation of 845.00 and is used as
wave protection. The core wall extends down to the clay

hardpan and below that there is-8 Wall Of sheet Piling to

 

 

    

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further out off seepage.

A twenty foot concrete roadway is constructed on top of

the dam. This roadway is to carry traffic now carried by

Farm Lane and Farm.Lane Bridge. In as much as there is room'

for the roadway on the dam and a new bridge will soon be
necessary at Farm Lane, it is only suggestive that we include‘
the road in our design, thus eliminating an expensive bridge.

An inexpensive bridge could be constructed over the spillway

section. This road would not only be practical but also fit

into the natural scenery around the plant.

The downstream lepe should be on a l on 2% and sodded

over to prevent erosion.

The existing material above the clay hardpan must be
excavated and filled with a sand and gravel fill. This fill
must be pakked in layers of not over 12" and rolled. This
would make 81 impervious fill which has sufficient density,

2. Spillway Design

In the design of the spillway it is very necessary
to have adequate discharge capacity. The capacity must be

adequate to discharge as much water as is flowing into the

reservoir. This would be the case if the reservoir was full

when the disgharge is maximum.

‘ The maximum discharge of the Red Cedar River to date
is 5200 cfs occuring March 15, 1918. ( Twenty five years

of records). As a safety measure, the maximum was taken as

6000 cfs. Using the Francis formula- Q =5.33Lh1'5 a Q of

6000 cfs, L of 80 feet,—h is found to be 8.00 feet.

It is necessary then to have 8.00 feet of head on the

 

gate which acts as a weir, for maximum flow. It is also

necessary to maintain an elevation of water of 840.00 to

obtain sufficient head on the wheels. With these facts in

mind, we must choose a gate which will be capable of varying
in elevation of 840.00 to 852.00. A floating drum gate (shown
in drawing) was decided upon because it is automatic in
Operation.

With this spillway arrangement, much larger discharge

than 6000 cfs could be obtained as there is as much as 5 feet

more rise could be cared for without seriously endangering
the dam. This, however, is not counted upon but would be a

safety measure should the estimate of 6000cfs prove too low.

3. Plant Design
Selection of Wheels
With the values of h (head) and Q (flow) already
constant, it is desireable to select a wheel to generate

power. Since the head is low it is advisable to use either

a prOpellor type or a reaction type wheel. The prOpellor
type wheel is most used now for lOW'heads because of high
specific speed, a charactistic of that type of wheel.
However, a propellor type wheel has a relatively sharp peak
and a small change in gate results in a marked lowering of
efficiency. To get around this disadvantage a Kaplan adjust-
able blade wheel could be used but due to the fact of high
first cost, this wheel would be out of question.

Having a head of 15.0 feet and a Q of 500 cfs and using
White's emperical formula page 227 of"Water Power Engineering”

- 63%;
by H.K. Barrows, Ns- h‘3 , we get NS 2 165 which is rather

 

 

 

 

high for a reaction type wheel. Also assuming A as 0.9 (page
NS 1.11.25
A. ::
h. _ hpe
258 RPM which is quite high too. D'ZNu___ - 27 inches.
.g___ hp N
Qu : Deng;— =o.1oe Pu : We .-. 0.0965.

In looking in catalogues of various wheel companies

 

212 "Water Power Engineering" by H.K. Barrows) N =

we find that no wheel made has these charcteristics and there-

fore we cannot choose a suitable wheel. It is possible,

however, to select two wheels that will give the desired

power with the head and flow available.

Fron the list of wheels in Barrow's "Water Power Engineer-
ing, page 215, a representative list, a Deffel Z type wheel
was chosen. That wheel has the following constants;

Ns=lOl , Pu: 0.00481 , Nuzl450 , Qu' 0.055 , h=l5 feet ,
, hpz252 , NleU fi.m. This unit

D:50 inches , Q: 185 cfs
can be used to take care of the flow a good share of the
time, (see flow-duration curve). Another wheel, an Allis
Chalmers 24 inch, which has the following constants;

NS:100 , Puz-0.00428 , Nu31520 , h: 15 feet , D: 24 inches,
Qu:0.047 , Q: 105 cfs , hp:l42 , N:100. This wheel can be

used at low flow periods, and in conjunction with the first

wheel during periods of high flow.

Buildings and Generators

In this preliminary investigation it is not practical
to select generators and further it is out of the scooe of

the author's knowledge.

A suitable building must be chosen to house the power

equipment. The building must be of sufficient size to

accomodate two generators and have room for switchboards and

 

other necessaries. The architecture should be such that it

fits into the landscaping and architecture of the other
college buildings. A suggestive design and size is shown

in the drawing but no attempt was made to produce complete

detailed plans.
C. Flooded Land - Area and Types of Land

The volume of water stored in the back water was found
to be 6400 acre-feet or 277,740,000 cubic feet.
The area flooded behind the dam site with the water
level at 840.00, is 2.76 square miles or 1766 acres. This

figure was obtained from the quadrangle map with hte help
Of this 2.76 square miles of flooded land,
0f

of the planimeter.
1.05 square miles is swamp land and is of little value.
the remaining 1.75 square miles , it is estimated that only
20% or 0.55 square miles is under cultivation.

The back water would also include area containing ten
houses, six of which are in the southern edge of the town
of Okemos, 1.4 miles of county road,and 0.1 miles of state
highway all of which would be under water. The roads could
be filled as they are all less than two feet under water.

Thetracks of the Grand Trunk Railroad, which passes through

the flooded area, are of sufficient elevation not to be

affected by the back water.
D. Cost Estimates
1. Dam, Spillway, and Power House.

These costs are the first costs.

1. Dan, Spillway, and Power House.

Excavation - 56,600 cu. yds. at 0.40 --------- g 14,640.00
Fill Material - 5,500 cu. yds. at 1.25 -------- 4,575.00
Concrete - 7,880 cu.yds. at 20.00 -_____i ------- 158,000.00
Reinforcing Steel - 115,000 lbs. at 0.05 --------- 5,650.00
Steel Sheet Piling - 817,200 lbs at 0.05 -------- ”24,516.00
Building and Switchboard ------------------------ 8,000.00
Drum Gates 2 at 5,000.66 ---------------------- 10,000.00

-------------------------- 20,000.00

 

Wheels and Generators
s 244,180.00

2. Flooded Land and Real Estate.
SVIramp Land "' 660 acres at 50000 --$ 55,000.00

886 acres at 75.00 -- 66,500.00

Waste Land

220 acres at 100.00 -- 22,000.00

Farm Land

Houses - 10 at 5500.00 ------ - 55,000.00

1.4 mi. at 10,000.00-- 14,000.00

County Road

State Road 0.1 mi. at 20,000.00-:__ 2,000.00_
5 172,500.00 fifl72,500.00

Engineering and Preliminary Investigations ------ 41,668‘00

 

458,548.00
.............. 22,917.00

...................... 25,000tgg

Total Costs --------- % 506,265.00

Contingency Fund

 

 

This total cost divided by the horsepower deve10ped would
give the cost per horsepower which is w 1,617.46 per horse-
power. This is very high, in fact, it is out of the question
as far as economics is concerned.

Fixed and Operating costs must be figured. Insurance
and depreciation amount to 9gtolO£ of the cost. Operating

costs amount to 0.1 cent per kilowatt-hour for attendence

and operation.

E. Conclusion

Although there is a coming demand for hydro-electric
power, the possibility of that type of power from the Red
Cedar River is economically beyond consideration. The main
factors affecting the cost are the size of the dam needed
to form the pond and the amount of real estate flooded due
to the flatness of the land in this vicinity. The river is
not of sufficient size to expect much power because of a
small drainage area and because of low available head.

This study of power development is only a preliminary

type of study but it afforded the author a good opportunity

to learn about hydraulic power development.

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NIVERSITY LIBR IE5
‘ ‘ ‘ I I

MICHIGAN S
I I “

SUPPLEMENTARY
MATERIAL

LIBRARIES
MICHIGAN STATE UNIVERSITY
EAST LANSING, MICH 48824-1048

p
. ..: I a Cs. DEPARTMENT OF THE INTERIOR.
" 15‘ U. S. GEOLOGICAL SURVEY

 

 

 

 

 

0 l. 13101L." ,,
i $35K 1.. 559
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«

STATE OF MICHIGAN

.REPRE SENTED BY THE

DEPARTNIENT OF CONSERVATION

GE OL O GIC AL STJBLV'EY DIVISION
7 - '1 I

   

 

 

 

 

 

 

 

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ENGRAVED

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SEPT. ISII BY U.S.G.S.

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M R.B.MarshaII,Chief Geographer.
Q0 W.H.Herron,Geographerin charge.
«xii Topography by C.D.S.Clarkson.
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Q1 Control by C.B.KendaIl and Frank HAIR/est.
(S Surveyed in 1908—1909.

SURVEYED IN COOPERATION WITH THE STATE OF MICHIGAN.

 

 
 

 

 

 

 

 

 

 

 

 

 

 

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MAS ON, MICH.

PonoonIo projection. North American daium 8?

TRUE NORTH

APPROXIMATE MEAN
DECLI NATION \909.