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MICHIGAN STATE COLLEGE FACULTY

Mich-Wits.

MOCHIGAN STAT! COLLEGE
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1949

 

 

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Layout of a ficoidontlul Subdiviaion for
liohigan Stats 00110;: Itculty

A Tho-1| Submitted to

The tnoulty or
IIOHIGAH STAIB OOLLEGB
of
AGRICULTURE AND APPLIED BURROS

by

’0 ‘0 Bow" Jo KO BPOTIDIH
M

Candidates for tho Degree of

Baoholor or Botonoo

Juno 19 49

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Housing facilities provided by flichigan State College
for its faculty have been very inadequate due to the rapid
expansion of the teaching staff and the student body and the
resultant shortage of suitable house for then and their fam-
ilies. We feel that the college should remedy the situation
by undertaking a small-hone project some-here on its property.
Iith this idea in mind, we searched for a nee subdivision loo-
ation near the campue and finally chose a forty-acre piece of
land at the intersection of Beaumont and Bennett Roads. we
picked this location for the following reasons:

1. The area is far removed from truck routes or con-

nercial areas that would create a noise nuisance.

2. It is the highest ground nithin miles, nhich per-

mits excellent drainage of storm waters and sani-
tary wastes.

3. It is close enough to the college to make commut-

ing easy.'

4. The terrain is of a rolling nature, which makes

\ more picturesque home sites.

We next set out to determine the legal boundaries of the
land, and the firet etep use to find the center lines of Beaup
nont and Bennett Roads and to determine the distance from a
corner of the land to the neareet section corner. lith the
help of Ir. Nothstine, of the Civil Engineering Department.
we located a pipe at the intersection of me. Hope and Beau-
nont Roads. one at the intersection of Bennett and College

Roads, and the buried iron at the corner between Sections
30, 29, 31, and 32 of Ieridian Tonnship at the intersection

23-68231

 

of Bagadorn and Bennett Roads. The approXimate location of
the buried section corner was located with a dip needle. The
probable error in the approximate location eas 0.2 feet,
which means that the bearing of the line from College Road to
Bagadorn Road may be in error by.¥f§ minutes, or seven and
one-half seconds. Assuming that the section line runs due
east and west, the angle between Beaumont and Bennett Roads
will give the bearing of Beaumont Road directly. We measured
this angle and found that the bearing of Beaumont Road was.

N 0° 11". We measured thirty-three feet from the centerlines
to establish the standard four-rod county road nidth for both
Beaumont and Bennett Roads. Next, we chained the distance
from Bennett Road to a fence line partially enclosing the

plot on the north and found it to be 1293 feet. The distance
from the centerline of Beaumont Road to the fence on the east
is 1328 feet. In order to make lot sizes more uniform, so
made the bearing of the east boundary the same as that of
Beaumont Road and that of the north boundary the same as that
of Bennett Road. All streets in the plot run parallel to
Beaumont Road or Bennett Road.

The lots are of a size to allow room for any style of
home costing between $8,000 and $15,000 plus ample room for
lawns and gardens uithout creating the crowded appearance
one notices in city residential areas.

The street are placed in such a manner as to minimize
the number of intersections with the county roads and still
give access to all areas. This gives an air of privacy to

the community eithout making it inaccessible. Two outlets

were put on Beaumont Road, because most of the traffic into
the community will come from this direction.

For engineering data on streets and sewer lines we took
elevations at loo-foot intervals by the grid method, as shown
on Plate One, and plotted two-foot contours by interpolating
between these points. First it was necessary to run bench
marks through the project that would be visible from any set-
up of the level. We accomplished this by running a level cir-
cuit to the project from the Michigan State College Precise
Leveling Bench Mark near the intersection of Mt. Hope and
Beaumont Roads and another circuit from this new bench mark.
From time to time during the level taking, we checked into
one of these bench marks to make sure that the height of in-
strument we were using was correct. We set up a system of
note-taking that required the height of instrument to be re-
corded with each foresight, since the rolling terrain re-
quired many set-ups to complete one line of levels. An in-
vestigation of our field notes will show that this was the
wisest thing to do.

We used our own field method for cross-sectioning with
which we covered the forty-acre tract in forty hours with
only two men in the party. One man ran the level and took
notes, and the other man carried the rod and did the taping
unassisted. This was accomplished in the following manner:

(See grid system on Plate One.)

Wooden stakes were first set at loo-foot intervals along

the east and west boundaries. Ueirg line B as a center line

and keeping in line with two of the three range poles set on

the line, the rod man measured the loo-foot shots eastward
by pinning down the hook and of the metallic tape with a
chaining pin and measured the 100-foot side shots for lines
A and G from loo-foot stations on B. This ZOO-foot section
was carried all the way to the east boundary regardless of
level set-ups necessary to carry the line. Then the range
poles were moved 300 feet south and another 200-fcot section
was carried westward in the same manner. Extra length was
applied when taping up or down bill by putting extra pull on
the tape for small slopes and allowing five-tenths on slopes
over ten per-cent. The fact that there is only ninety-five
feet between rows 12 and 13 did not alter the method of note-
keeping. The notes were reduced directly from the field book
onto the grid system of Plate One.

When the contours had been plotted, it was easy 30 de-

cide where the streets should run to give maximum drainage to

 

low areas with minimum amount of grading or trenching. A low

 

pocket exists at lot 59, defined by the 884¢foot and BBS-foot
contours on Plate One. Obviously this particular spot would
be useless as a building site, so we showed it as filled on
Plate Three. The soil bounded by the 894-foot contour was
pushed into the low spot from the hill on the east, making the
spot level at the BBB-foot elevation and allowing complete
drainage into catch basins emptying into sewer line 15-16.

The centerline and sewer profile sheets were prepared

 

from contours shown on Plate Three, which was prepared by an

overlay of Plate One on Plate Two. Irregularities in the
ground, shown by the shaded lines, were smoothed off by use

 

of railroad curves as shown by the dark lines. Ground ele-
vations at the graded surfaces were taken from the profile
sheets to the nearest one-tenth foot to obtain slope between
manholes for flow computations. True parabolic vertical
curves were nct_computed because we did not think the short
tangents warranted it. The curves used are very close to
parabolic and make entirely satisfactory profiles from the
standpoint of appearance and utility.

An estimated 500 gallons per day of sanitary sewage is
expected from each lot, and it is assumed that sanitary sew-
age from any lot will flow into the line nearest the lot.
This low sanitary flow is expected because the water supply
is assumed to originate from individual wells.

Storm sewage run-off in cubic feet per second was cal-
culated from the formula Q'AIR, in which A is in acres, I is
the coefficient of runooff, and R is the rainfall in inches
per hour. The value of R for each section of sewer line be-
tween nmnholes was determined by solving the formula R’2;T8 a
This formula was suggested in article 279 of Water Supply and
Sewerage, by Ernest W. Steel, for a storm intensity expected
once in five years. The initial value of inlet time t was
assumed asten minutes, to which was added the time of flow
through the pipe (column 23 on the date sheet) to obtain
final value for substitution in the formula. Storm run-off

into each line was calculated in three sections: one hundred
per-cent run-off from roofs and concrete surfaces; twenty-five

per-cent runeoff from lawns; and one hundred per-cent run-off
from paved streets. This was done because the contour map

 

shows that in many cases the water from the lawn surfaces
could not possibly drain into the line on which the lot
faces. This situation is true for lots 1, 2, 3, 4, 55, 56,
57, and a few others. It is assumed that water from the

100 per-cent areas drains toward the street on which the lot
faces. The area of 100 per-cent run-off from each lot, as
shown on the diagram, is 4,030 square feet, or approximately
.09 acre. The area of twenty-five per-cent fun-off is 10,970
.square feet, or an average of 0.26 acre. The run-off coef-
ficient of 0.25 was suggested by Professor Prank Theroux of
the Civil Engineering Department. Knowing the slope between
manholes and quantity of sewage entering a line, it was pos-
sible to determine pipe diameters to give feet per second,
flowing full. We used flow diagrams derived from the Manning
formula for circular pipes flowing full. The diagram is
commonly used in preference to the formula, because it per-
mits experimentation with combinations of slope, pipevdia-
meter, and velocity without going through lengthy comput-
ations.

It is appropriate to bring up at this time the problems
inherent to a combined system. The lines must be deisgned to
take care of the maximum storm run-off, which is many times
greater than the sanitary flow; but the design is appropriate
only to pipes flowing full.‘ During periods of little or no
,rainfall the sanitary flow alone cannot fill the lines, and
the resulting sluggish velocity may cause odors or stonpages.
In addition, the treatment plant is overtaxed during rainy

periods unless an interceptor system is devised to allow the

 

 

excess flow to by-pass the plant and flow directly into

the disposal system. In this case the designer depends

on dilution and a dose of clorine to protect the public
health. This practice is extremely objectionable, due to
the uncertainty of the strength of the raw sewage and the
unsightly appearance of the stream receiving the flow. On
the other hand, the sanitary flow from a community this size
is so pitifully small, it would seem a tremendous casts of
money to design two pipe lines when a single line can be '
made to serve the same purpose. An investigation of the ve-
locity column of the data sheet will show that wherever pos-
sible we have used velocities far in excess of the minimum
of three feet per second. we designed for these higher ve-
locities in order that during the periods of reduced flow
the velocities would not be such that sedimentation would
occur. A possible method of periodic flushing of pipes dur-
ing dry spells would be to wash the pavements with a sprink-
ler once a week. It is assumed that similar housing areas
will be layed out directly to the west and south of this sub-
division and that a community water supply system will be in-
stalled. This would.sean greater water consumption and a more
efficient use of the sewers as we have designed them.

We suggest that the design of the water supply system and
treatment plant would make good subjects for future thesis
work. We chose this type of project because it allowed us to
use three different courses of civil engineering which we
studied at Iichigan State College: Surveying and Leveling,

Topographic Surveying, and Sewerage and Drainage. We realise

that the methods used in determining road elevations and ex-
pected flow are approximate and can be used only for initial
estimates. The data sheet included in this thesis is a com-
bination of those set up by Mr. Steel for separate storm and
sanitary sewer designs and requires no clarification.

We wish to extend our thanks to Mr. Nothstine for his
advice in technical matters and his interest in the project,

which enabled us to bring it to its conclueifin.

 

 

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