A STUDY TO DETERMINE THE
ECONOMICAL DESIRABILITY
OF FLOOD PREVENTION ON
THE SYCAMORE MUNICIPAL
GOLF COURSE

Thesis .for II“ Degree of B. S.
D. F. Spcncer M. J. Hendra
' 1936

 

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The authors of this thesis wish to express their grat-
itude in appreciation of the assistance and advice they re-
ceived from Professor Allen and other m mbers of the Civil
Engineering Department. They are also deeply indebted to
the College for the use of surveying instruments, without
which, it would have been impossible to consider this proj-

eCto

A Study To Determine The Economical
Desirability Of Flood Prevention On

The Sycamore Hunicipal Golf Course

A Thesis Submitted to
The Faculty of
u CHIGAE STATE COLLEGE
of

AGRICULTURE ALD APPLIED SCIEJCE

D. F. Spencer M. J. Hendra

Candidates for the Degree of

Bachelor of Science

June 1935

REASORS FOR CUQSIUERATIOH OF

THIS PROJECT

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This subject was selected as a project for thesis for

several reasons.

1. Up to the present time there has been no map made

of the Sycamore Golf Course.

2. This course is always the last to be in shape for

play in the spring of the year.

3. No observations have been previously made as to

the maximum flood stage of the creek.

4. The velocity of the creek at flood stage is such

that it is eroding the banks at its bends.

5. It is a fairly new course, being built on old
swamp land, and has no adequate system of drainage at

present.

METHOD OF PRESENTATION

OF THE SUBJECT

This thesis is divided into several subject heads as:

l.

Topographic Survey and map.

Design and construction of dyke.

Selection of drainage system and its location.

Consideration of size and type of pump.

Cost analysis.

Conclusions as to the feasibility of such a system of

flood prevention.

TOPOGRAPHIC SURVEY MID MAP

The Sycamore Golf Course of Lansing is located in the
southeastern portion of the city just south and adjacent to
Mt. Hope Avenue and west of Sycamore Creek. The entrance to
the course is just opposite the intersection of Lindberg
Drive and Mt. Hope Avenue.

Inasmuch as the course was formed by the filling in of
swamp land, which resulted in a natural settlement of the fill,
portions of the course are caused to become flooded, creating
an abnormal situation in regard to proper drainage of the
course. In fact, the general level of the course is so low
that any perceptible rise in the creek level causes portions
of the course to become flooded. At the time of construc-
tion, the general level of the course was such that no un-
usual situations were encountered in regard to annual spring
floods.

Another contributing factor causing excessive flooding
of the course is that the topography of the surrounding land
is such as to provide a watershed tending to drain on the
course.

In view of the above mentioned facts, a suitable topo-
graphic ma * of the area is necessary to determine the

methods of correcting this condition.

COVBI‘.

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*Hap in inside of

DESIGN ALID COI‘ISTRUCTION OF DYKE

The purpose of the dyke is to keep the low portions of
the golf course, which are at an elevation considerably low-
er than the flood stage of the river, from becoming flooded
during the early spring months. Water collecting in such a
manner is difficult to remove and necessarily results in the
closing of the course until the water has been taken care of.
A dyke, as proposed, will limit the flood flow of the river
to the channel formed by the construction of a dyke on the
one side and the bank, which is of adequate height to take
care of an flow which might ever occur.

A dyke as shown in the sketch below is considered as

being adequate.

 

 

 

 

2&55'

 

JL

The top width was determined by use of the formula,

W : ZJH W = 5.5 = 4.7' H 2 Height of dyke.

The position of the dyke is shown on the map, and as
can be seen, originates nd terminates in banks which mark
the beginning of higher ground and whose elevation is much
greater than that as selected for the top elevation of the

dyke.

.13 Determine the Amount g: Fill

 

In order to determine the volume of fill necessary for

the construction of the dyke, use was made of the end—area

formula,
,
2
Where, A = Area of cross section at_station O in

square feet.

A1 = Area of cross section at station 1 in
square feet.

L = Distance in feet between stations.

V = Volume of fill in cubic feet.

For the sake of convenience, the volumes are converted

to cubic yards, V = V1 .

.—

37

Resul

Stati

7-8

all

._2

ts of the computations are as follows:

on Volume of Fill in Cubic Yards
300
380
455
438
6

H
\I

3104 cu. yds.
7

owance for shrinkage (.25) 3104 - 7
total fill a 388

5 cu. yds.
cu. yds.

 

0

Determine the Factor 2: Safety Against Sliding

 

is de

 

 

In order to determine water pressure the formula,

9
P = WH“ , is used.

a w
Where, W - 62.4“ per cu. ft.

:1:
ll

Height of dyke in feet

p = 62.4 x 5.53: 974.05 lbs.

 

The downward pressure exerted by the mass of the dyke

 

 

termined from the formula, P - (a + b)h x w1
= (5 i a};§)s.5 x 100 =
2 7288 lbs.
a = top width of the dyke
b = bottom " " " "
h : height of the section

W = unit weight of the fill, 100# per cu. ft.

Assuming the value of the coefficient of friction as
being 0.5, the factor of safety may be determined,

Safety factor = (7 8
4.05

38
97

The factor of safety against sliding can be determined
in this manner because the flood stage is not continuous and
the fill used in the construction of the dyke may be consid—
ered as being 100% per cubic foot at all times.

It was deemed advisable to sod the river side of the
dyke to provide adequately against erosion by the swift
currents in time of high water. Sod has proven to be the

most satisfactory form of protection.

 

2_ Determine the Amount _f.§2d
EStation Area of Sod Uscessary in Square Yards
0-1 180
1-2 149
2-3 393
3-4 311
41-5 395
55-6 341
63-7 199
77—8 _;§

3
total isso Sq. yds.

However, in order that the scenic value of the course
will in no way be impaired, the top and remaining side of
the dyke will have to be seeded, serving only to preserve
the beauty of the course and having no value in regard to

increasing the quality of the dyke.

To Determing the Area to ‘e Seeded

 

 

Station Area to be Seeded in Square Yards
0-1 480
1-2 282
2-3 484
3-4 582
4-5 720
5-8 432
6-7 398
7-8 58

total 3745 sq. yds.

SELECTION OF DRAINAGE SYSTELI AND ITS LOCATION

Drainage System

A drainage system was found necessary for the following
reasons:
1. Portions of the golf course are lower than the creek
stage in early spring.
2. There is need of a means of concentrating the drain-
age to a pump which is to lift the water over the dyke.

Before a tile drainage system could be intelligently
designed, an accurate survey had to be made and the course
mapped. Insofar as underdrainage generally follows surface
cdrainage, the topographic map can be used.

The map shows possible outlets, boundary lines of the
czourse (fence and creek), and the area of the watershed to
t>e drained by the proposed system.

Outlets for the drains were selected at what was judged
‘tcs be the most convenient, as well as effective location. If

13c>ssible, the outlets should not be submerged. I

Arrangement of the drains was determined by the topo-
é§lfaaphy of the land and, where possible, the s10pe of the
léaLtserals and mains was made to conform with the slope of the
ground.

The arrangement used is what is known as the natural
S3’8‘tzem, the laterals making less‘than forty five degree
azlézflles with the mains to avoid retardation of flow.

In general, the practice has been to lay drains 3% to

4 1‘east in loam soil, but on the Sycamore Course the soil

being principally clay, and it being necessary to keep the
outlets of the drains as high as possible, the maximum depth

was 2 feet. This depth was deemed sufficient to avoid frost

action and would not interfere with growth of grass.
To determine the size of drains, a run-off modulus of

1;:- was used. This was found to be ample for this vicinity.

The drainage area was measured on the map by means of a

planimeter.
Division of the course into two drainage areas was
necessary because of the elevation of a ridge that crosses

the course at green number one. All land north of this

ridge is noted as drainage area number one and that to

the south is drainage area number two.
In View of the fact that the tile is not very large,

it would be cheaper to excavate by hand.

The best time to lay tile in ordinary soil is in the

late spring when the ground is in the best condition for

d~j—g‘,ging, but because of the inconvenience and the retarding

3

of the readiness of the course for play, it would be ad-

Vi Sable to excavate and place the tile in the late summer,
“’11 en fewer people desire to play golf.
Estimated cost of trenching tile, and covering will

be found on the cost sheet.

Calculations to determine the size of drain may be

found on the following page.

Calculations for Size of Drains

 

TDradnage Area #1 - 20.03 acres
3/4 x 1/24 = .0314

Flow - .0314 x 20.03 - 828 c.f.s.

a"From discharge diagram for tile drains based on U.S.D.A.
jfc>rmu1a, v ~.1saa3/3s%
diameter = 8"+
Use 500' of 8" mains

1870' of 4" laterals

 

L
TDirainage Area I? = 21.92 acres

3/4 x 1/24 - .0314
SlOpe - .2%
Flow = .0314 x 21.92 a .8883 c.f.s.
From diagram

diameter = 8"+
Use 1020' of 10" mains

2425' of 4" laterals

*
EECDund in, "Drainage and Flood Control Engineering" by

CE'. W. Pickles.

CONSIDERATION OF SIZE AND TYPE OF PUMP

In consideration of the correct style and size of pump
to be used, several items must be taken into account. These
items include:
1. The amount of water to be pumped over the dyke.
2. The minimum and maximum head under which the pump
vvill be expected to perform.

3. The time which should be allowed for draining of
‘tlae course, and finally,

4. Whether or not the pumping equipment should be
Ebermanently located in a predetermined position, probably
Ilear the outlet of the drains.

These items will be considered in the order named.

 

 

_———**

From previously determined knowledge and observations,
'tilue average depth of water over the entire drainage area
lfireas considered as being 3 inches. Naturally, water will
12>ee deeper in some portions than in others, but based on
C>7t>seryatory knowledge this value is acceptable as being a

good average.

Drainage Area.#1 Drainage Area #2

Area = 20.03 acres Area = 21.92 acres
Average depth = 3 inches Average depth 2 3 inches
Q = (so.os)(4s,sso)s/ia Q = 21.sa(43550)3/12

Q - 218,128 cubic feet Q - 238491 cubic feet

The minimum and maximum head under which the pump will

be expected to operate will not vary greatly from 8 to 10

‘

r
||

C

feet. This value, being as low as it is, assures greater

efficiency and capacity regardless of which type of pump is
ultimately selected.

Time, in determining the size of pump, is a very im-
portant item. In selecting the time in which the water must
be removed, first consider the following example.

Considering only drainage area #1 for purpose of this
discussion.

The total quantity to be removed is roughly 220,000
cubic feet. If this quantity were to be removed in 24 hours,
the capacity of the pump would have to be 1140 gallons per
minute, if in 30 hours, the capacity would be 920 gallons
per minute, and if in 36 hours, the capacity would be 770
gallons per minute. In case the time is either a 24 or 30
hour period, the pump would have to be larger than if a 38
hour period were decided upon. This information would in-
duce the selection of a 58 hour period as the difference
in initial cost of the two pumps under consideration is
approximately equal to the initial cost of the smaller
machine.

As one would suspect, the pumps might either be perma-
nently located or of a portable type. The advantage of the
permanently located pump lies in the fact that it would be
on the spot ready for Operation at a moment's notice. 0n

the other hand, a portable setup might be used to advantage

to help drain small portions of the course which would not
otherwise be drained in a desirable length of time.

The cost of the two setups would be approximately the
same. In case the portable pump were selected, its original
cost would be greater than as though it were simply mounted
on skids. The difference in price would be necessary to
construct a suitable foundation for the pump that would be
permanently located, making the resulting costs about equal.
However, due to the topography of the course and the pres-
ence of several small portions at exceedingly low elevation,
the portable type of pump would likely prove the more effi-
cient.

After having selected the size of pump and its mount-
ing, another feature of importance is that of priming. Pumr
of this type may either be self-priming or what is commonly
known as straight pumps. The self-priming pump was selected,
at a higher cost, because it would entail no loss of time in
setting the machinery to work, and inasmuch as time is such

an important item, this feature would be a desired asset.*

*For further information, consult the Novo Engine Company's

bulletins on self-priming pumps.

COST ANALYSIS

A cost analysis in a project of this type is of vital
importance because it will show the feasibility of this type
of flood prevention.

For purposes of convenience, the cost will be divided
into three parts. First, the cost of the dyke; second, the
cost of the drainage system; and finally the cost of the
pumping equipment.

The Cost f the Dyke*

M .-

 

I
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H
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03
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3880 cubic yards of fill @ $.33 per cubic yard

1890 square " " sod a $.10 per square " = 189.00
Cost of seeding the remaining portion
3743 square yards a 9.015 square yard : 5”.l§

The ost f the Drainage §ystem*

 

4,115 feet of 4" pipe 9 $50 per 1000 feet = $205.75
500 feet of 8" pipe 8 $70 per 100 feet a 35.00
1,020 feet of 10" pipe @- 53380 per 1000 feet

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trenching, laying, and backfilling
5835' @ 8.10 per ft. = 583.50

 

The Cost 2: Pumping Equipment**

 

/\

2--4" self priming centrifugal pumps a $585 a dll30

*All prices and rage scales determined from current issues
of the Engineering News-Record.

**Price quoted by local manufacturing company.

The Total Cost

 

cost of dyke $1524.55
cost of drainage system 885.85
cost of pumping equipment 1130.00

 

This type of pump has a normal gasoline consumption
of 1/5 gallon per horsepower hour. Assuming the pumps
to be in use on 20 separate occasions and the maximum

horsepower to be 15, the annual fuel bill will be,

 

2[:15 x 20 x 38] x cost of gasoline
5

4320 x 8.15 = $848.00
For this type of pump the oil consumption is negligible

and its cost may be omitted.

CONCLUSIONS #3 TO THE FEASIBILITY OF

SUCH A SYSTEM OF FLOOD PREVEKTIOH

The results cf this method of flood prevention, as
shown conclusively by the cost analysis, would not be satis-
factory if the benefits derived were to be judged solely on
the increased patronage of the course during the early spring
months, or at intervals during the playing season when this
course would precede the other courses in the city in opening
after periods of intense precipitation.

Several reasons may be advanced for the seemingly high
cost of putting a system as prOposed by this study into
operation. These reasons, in order of their importance,
may be listed as:

l. The present attempt at drainage is entirely in-
adequate, as only a very small portion of the course is
affected by the system in use at present. This means that
all drain pipe and related equipment would have to be pur-
chased new.

2. In case the present drainage system was expanded
to proper proportions, two pumps would be necessary to
pump the water from the outlet of the drains over the dyke
and into the stream. At present, no pumps are provided,
requiring the purchase of two new pumps.

Based on this study, the conclusion finally reached
was that the system, as proposed, would serve the partic-
ular needs demanded. The conclusions were based on the
following points:

1. The cost would not be prohibitive if properly

financed over a period of years. Results show that in-

creased proceeds would not serve to pay for this added
expense of improvement in a few years.

2. If properly installed and maintained, this system
would improve the value of this course from the standpoint
of retaining its natural scenic qualities.

3. Allowing for the natural expansion of the city,
resulting in a possible increased patronage of this course,
the rate at which the debt is erased by this system of

flood prevention would tend to be increased.

 

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