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Design of a Small, Submerged Dem
for the Improvement of

Potter Perk

A Theeie Submitted to
The Faculty of
fiICHIGAN STATE COLLEGE
of

AGRICULTURE AND APPLIED SCIENCE

By

J 1"

Hi Jl‘ Sikorlki °‘ Lil-“11'“ Jr‘

Cendidetee for the degree 0!

Bachelor of Science

June 1954

THESIS

C. 01.. I

INTRODUCTION

The site or the preposed dam is located not in Potter
Perk proper, but in a small addition to Potter Park, known as
Trager Perk. '

For many years a canoe and boating livery has Operated
in Trager Park at a point just below, and west of the Penn-
sylvania Avenue Highway Bridge, making canoeing and boating
accessible to all those who enjoy the sport.

In midsummer, however, a condition of low flow takes
place rendering the river unsightly and evil smelling, and it
is for this reason that the building or the prepoaed dam is
being investigated.

we, the authors of this thesis, wish at this point to
acknowledge the valuable aid and assistance given us by several
of the city of Lansing'e technical staff, especially Mr.
Bancroft, the city forester, and chief of the park department.

In the past three years a number of channels have been
dredged out in the east end of Potter Park and last year a
number or rustic wooden bridged varying from about 18-25 feet
in length were built across the channel. we have shown the
majority of these bridges the channels on our tepogrephic map,
and also the tepOgraphy or the park adjacent to the river. A
complete map of the park was not needed for the purpose or this
thesis, and so to save time, we took only the data that was
necessary, and omitted many details of the park layout which
were interesting, but which.were not required.

In view of the original cost of this park (which is a large

park for a city the size of Lansing) and the cost or maintenance

Q-é‘736

we shall take the liberty to criticize the park in a friendly
‘manner, and also to suggest improvements in the park.

We met confess that at the start of this thesis, we were
somewhat sceptical as to the practicibility of a dam, but now
we are thoroughly convinced that it is practical, and also
necessary if full benefit is to be realized from the expen-

ditures made in Potter Park.

PROCEDURE

The first and one of the most important details of our
thesis was a comprehensive topographic map of the park,
showing the differences in elevations of the ground and
showing the lower regions of the park that would be inun-
dated by the water backed up by the preposed dam.

. we were held back considerably on our survey by one of
the latest springs for the past several years. and if we had
waited for reasonable weather, we would have lost about four
weeks time.

During adverse weather’we confined our efforts to what
information we could find at the City Engineer's and the
City Forester’s offices.

As soon as the flood waters had abated to somewhat near
normal prOportions we began our many and frequent trips to
the park, putting in our travels with the many checks that
go along with it, and then with that completed the almost
endless task of ”shooting“ in the topography.

With the instrument at Station B we oriented ourselves by
sighting at the N.E. abutment of the Pennsylvania Avenue high-
way Bridge, distance 180’. and azimuth 82 04'. and also by '
sighting at the 8.3. abutment cf the Grand Trunk Railroad
viaduct. distance 325'. azimuth l#5 00'. At this station we
took a magnetic bearing, using that as our south point from
which our*aximuths were computed. We ran a check on Pennsyl-
vania Avenue to compare its direction with our azimuth. and
found it checked within reasonable limit. We then located ou-

initial traverse point A in Trager Park, immediately to the

west of Potter Park, distance 397'. alimuth 110 10'. Also
froa Station B we located the third point on our traverse,
Station 0, distance 708', asinuth 292 29'. Thence to Station
I, distance 778', azimuth 305 43'. Up to and including
Station 2 our traverse ran practically parallel to the river.
but at Station 3 we began to broaden it out to include the
channels which began in that section. The next ”shot" was to
Station F, distance 395‘. azimuth 208 32'. Stations H. J.
and K were the other stations in our traverse polygon. we
then checked the traverse thus completed to Stations I and D.
The polygon came 2' from closing.

With our control survey completed, we took tepography
that we thought would be of value to us. putting in prominent
roads, etc.:‘and also “shooting” in detail. the channel
territory.

Our next problem was to obtain some sort of information
as to the cross section of the river at the dam location, and
to ascertain as close as possible the depth of existing rock
layers at that point. The cross section of the river bottom
was found by setting the transit at a point on the shore at the
dam location, and using a stadia red as the means to determine
the different levels. We were somewhat handicapped by the
fact that a canoe was our only means of navigating the river,
and at its best this means of determining a cross section was
faulty. To find rock we proceeded to drive a long pipe at
intervals across the stream, but the results were discouraging.
Not having the necessary equipment and not being able to locate
any, we consulted Mr. Smith of the State Geology Department.

By the use of his records on certain wells in the vicinity of
Potter Park, and from his maps, we estimated a good sandstone
to be about 20‘ down from normal river level which is an
elevation of 818' from the United States Coast and Geodetic
Survey map. The strata at this point is approximately horizon-
tal. Our maximum flood flow at this point was calculated from
the records of the United States Gaging station at East Lansing.
Th

:0

additional flow from the East Lansing station to this point

was in direct preportion to the respective drainage areas.

 

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Calculations
The principal volumes, which we used for reference pur-

poses, are listed as follows:

Earth Dam Projects - - - Justin

Hydraulics - - - Schroeder and Dawson

hydraulics - - - Russell

The Design and Construction of Dams - - - Wegmann

hater Power Engineering - - - Barrows

The notes shown in this thesis are only a small por-
tion of the total notes taken, however, they are sufficient
to indicate the type of survey that we made.

Because of the original cost of construction, and know-
ing that the park department would not be able to provide
for the cost of an eXpensive structure, we investigated at
length the many varieties of dams that seemed to be practi-
cal for the project.

We first considered the possibilities of a wooden dam,
knowing that the original cost would be low because, of the
-fact, that the cost material would be low. Wood is the most
durable of all structural materials, if it can be kept per-
manently submerged under water, this was one of the chief
reasons for not building a dam of timber, because of low
flow in the summer, which is characteristic of the Red
Cedar River, a large portion of the structure would be ex-

posed to the elements and would deteriorate rapidly.
We next considered the earth dam with a concrete spill-

way and its possibilities, but upon investigating we found
that it was impractical due to heavy flood conditions, and

would necessitate building such a large spillway that the

dam,in order to avoid overtopping which is disastrous in the
case of an earth dam, would be largely concrete instead of
earth. To prevent erosion at the apron of the dam it would
be necessary to construct a concrete retaining wall to

guide the water from the spillway to the tail race.

After carefully considering the amount of concrete
necessary for this type of dam we decided that it would
be nearly as economical, and require only a small, addi-
tional amount of concrete to construct a splllway com-
pletely of concrete, and thus acquire a uniform structure
of better appearance, and of_a more durable nature.

The dam wnich we decided upon was of the gravity con-
crete spillway type. The first problem was to estimate the
approximate dimensions, and after several trials the cor—
rect dimensions were obtained.

The formula used for determining the base was 0.7(H
-+h) which in our case was 16.8 or 17’, however, we found
that the length of base needed was 19.66'. The length
140', perpendicular to the direction of the stream, was
determined by the tOpOgraphy cf the banks. We next divided
the structure into longitudinal sections, 4' in height,
and found that the resultant of all the forces fell with-
in the middle third of the section in each case. We also
checked for shear, and for suitable values of pressure at
the heel and toe. The forces which we considered were, let
the water pressure acting at the center of pressure, 2nd,
uplift, and 3rd, the weight of the dam itself. These are

the major forces which we used in our computations. Ice,

wind, and other minor forces were not considered in our de-
sign.

The elevation of the top of the spillway should be at
112', city datum, or 818‘ U. S. Coast and Geodetic Survey
datum, the elevation would be to an elevation of 92', city
datum.

To compute the number of cubic yards of concrete neces-

sary we used the formula, c:;f+22g; x L

2922;25sz x 140 = ll89 cubic yds.

which result will be found to accord fairly well with
the actual dam section of these heights.

rho spillway section of our thesis was designed to
carry over it safely a sheet of water equivalent to that
for the maximum flood discharge. The length of the spillway
was fixed so as to limit the maximum head possible on its
crest to about 4'

Another important consideration not occurring with an
abutment section must be kept in mind in designing the upper
part of the spillway section, that is, to so proportion the
curve of the upper part of the spillway that the overfalling
sheet of water will not leave it, but rather be guided stead-
ily to the lower level and by a reverse curve be started hor-
izontally doWnstream again without undue shock or wearing on
the toe of the dam or its foundations.

The theoretical path of particles of water going over
‘the dam will evidently vary with their initial velocity,

vfillCh, however, will be greatest for the maximum head onthe

crest.

The theoretical or base section for the spillway will be
a trapezoid, which is the portion of a triangle of height (hi8),
and base about 0.7(h+H).

It will be found that this section will satisfy the rules
relating to position of resultant inside the middle third and
that for sliding.

The crest of the trapezoid must be rounded somewhat in
order to eliminate contraction of the flowing water, and allow
floating material, such as ice, legs, etc., to pass the crest
without injuring it. There should be a small, horizontal
section to give room for placing and removing flashboards and
also enough width to allow walking along the crest.

The curve Just below the crest where the water starts
falling approximates in form the parabola, the equation of which
is yzgxgxgj. The head H on the spillway enables the discharge
per lines; foot Q to be computed based on a suitable value of
C in the formula Q=CLH§. With the water area passing over the
crest known the mean velocity may be computed. Then if x and
y are coordinates of the parabola at any point:

x=vt and y =eYS’4-z

With the values found for these formulas points on the
parabola may be plotted, then a length of constant slepe
continues to the point or elevation where the reverse curve
begins to straighten the water out in a horizontal direction
again. This curve may be of a radius of g or 2. If the last
'podnt terminates above the foundation level, the latter may be
reached by a 1 to l slope. ’

In constructing the parabola used as a basis for the spilt-

way face, a discharge somewhat less than the maximum expected
may be used, as the former is usually a very rare occurrence
and would prevail for only a short time. It should be remem-
bered however, that backwater on the toe of the spillway at
time of maximum flood, would usually help considerably to lessen
the shock of the falling sheet of water.

lore experimental data are needed on the form of curve of
the overfalling sheet of water for spillway and the amount of
drop in this surface curve atfthe downstream limit of the flat
portion of the crest. i.

A masonry dam of gravity section, whether of spillway or
abutment type, must be able to withstand with suita le factor
of safety; (1) overturning, a dendency to overturn about the
downstream edge of the dam, at any assumed joint level in the
dam, including the base of thechm and its foundation; (2) sliding,
a tendency to slide on any assumed horizontal Joint in the den ’
orbits foundation; (3) stresses, occasioned in the masonry of
the dam by its loading;,(e) other possible stresses or con-
ditions requiring special design. These calculations are shown

in detail in this thesis.

 

 

 

 

 

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Conclusion

We are of the Opinion and we suggest, after a thorough
investigation, that certain channels which we have noted on'
the map, need further dredging, in order that a certain con-
stant depth may be maintained throughout the channel systel,
and so that the maximum benefit may be derived from the heighth
of the dam which we decided upon.

we accorded upon a height of 112' for the top of the dam
after a study of the fluctuations of the Red Cedar'River, and
its neighbor the Sycamore Creek. A height greater than 112'
'Ould unnecessarily flood low portions of Potter Park, and
low portions of the Sycamore Golf Course. We also concluded
after consultation with government maps and local authorities,
that the normal neight to be maintained in the vicinity of
Potter Park is 112' city datum.

To have shown to the best of our knowledge that the con-
crete spillway type of dam is the best and the most practical
for the purpose of improving Potter Park.

Potter Park, which already possesses much natural beauty,
would be greatly benefited by this preposed improvement. It
also suggest that careful attention be given to seeding the
banks and islands adjacent to the channels, with a grade of
grass especially suited to that type of soil and shade, which

would prevent or lessen erosion of the soil by rain or wind.

 

 

 

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