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DESIGN OF A SEWAGE DISPOSAL PLANT

FUR CHARLOTTE, MICHIGAN

THESIS FOR DEGREE OF B. 8'

EDWARD A. .IERIJE

19226

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Design of a Sewage Disposal Plant for Charlotte; Michigan.

A Thesis Submitted to
The Faculty of

THE MICHIGAN STATE COLLEGE

by
Clyde A. Kitto Edward A. Jerue

Candidates for the Degree of

Bachelor of Science

June 1986

Index of Contents

Introduction
Preliminary Survey
Selection of Type
Location
Design
1.Pipe Lines
2.Wet well and pump
3 . Imhoff tank
4.Dosing chamber and filter
Cost
Tables

Bibliography

Introduction

A Sewerage Plant fer the city of Charlotte, Michigan,
has long been a necessity. Due to the light flow of the
Battle Creek River during the summer months, the sewerage
is not disposed of adequately by natural means, causing
not only a disagreeable and unhealthful condition for the
inhabitants in the vicinity of the outlet but preventing
fish life from developing. A place of beauty in one of
the State Highways has also been bothered with the
disagreeable stench from this waste.

After considering the above objections, in the city of
Charlotte, the detriment to the inhabitants along the
Battle Creek River, and the necessity of cleaning up the
rivers of the State for the preservation of wild life and
natural beauty, the State has ordered the city of Charlotte
to build a sewerage disposal plant.

Thus a plant at Charlotte is not only an apparent necess-
ity in the minds of the people who are detrimentally affected
but is a project for immediate solution by city legislation
and engineering.

This report shall deal entirely with the engineering of
the project, and shall include location of the plant,
'selection of type and size of units, design and general
plans of the most important of these units, and will not
include the detail and construction drawings.

The purpose of this reportis to furnish the writers a
practical problem in the field of sewage disposal; and the

attempt, in the solution, has been to produce a.practical

design as complete as possible in the time available.

Preliminary Survey

The first step in the solution of the problem was the
determination of the available and suitable location for
the plant. The most suitable location that is easily
available was found tobe on a twenty acre parcel owned
by Mr. Ledyard and described as follows:-

All that part of the N E & of the S E % of Sec. 84
lying N a W of the Battle Creek Drain excepting therefrom
a parcel commencing 25%' West of the N E Corner of the
s E t of Sec. 24, thence West 9.15 rods, thence 8. 336,55'
thence s 74°E 158.00', thence N 377.8' to beginning.

Also excepting the following parcel this day deeded to the

State of Michigan. Commencing at a point on the E a W line
of said Sec, 84,176.475'W of the E line of Sec. 84, thence

running S parallel to said E line 451.4', thence N 564.3'
to the E a w t line, thence along the EC& w t line 440.0'
to beginning. The last exception containing 5 Acres of

land subject to a right of way. (Armory)

This parcel and the adjoining tepography is shown on

the location map.

A preliminary survey of the above piece of land was then
made in the following manner. A transit traverse was made

and seven points located. A level traverse was then made

and six bench marks were established using the city datum.

From the above seven points, 28? readings were taken to

locate the high and low points on the ground and to deter-

mine their elevation. The fences roads, buildings, etc.

were also located at the same time. Stadia rod and transit

being.used on all of the tepography work. Soundings were
then made at various points. Table #1 will show the results
of these soundings.

The above mentioned location map was made from this survey.

In compiling data for estimating the size of the plant
necessary, the following data was obtained.

A Census Report given in Table #3.

A Weather Report for the year 1985, given in Table #3.

A Water Pumpage Record showing maximum daily pumpage
and total monthly pumpage for the year 1935, given in Table #4.

Gaugings were then taken by measuring depth of flow in
the main sewers and the velocity of flow. The time of and
weather for each gauging was taken and recorded.

An authentic sewerage map of the city of Charlotte was
procured fromMr. H.A.Williams, a ll preliminary elevations
for the plant were referred to the same datum as given on
these plans. A set of these plans may be found attached
to this report.

From the above information the following conclusions
were drawn relative to amounts of sewerage to be handled
at present and inthe future. Present guagings show that
for a pepulation of approximately 5,000 people a.plant
would be required to handle 480,000 gallons per day,
this however, will be increased at times of precipitation

due to a number of storm sewers being connected to the

main sewer. The bulk of the storm water, however, is

taken care of by a separate system. Thus our estimate of
100 gallons per day per capita will be adequate to cover
the present needs and give a factor of safety for any
contingency that might increase the rating per capita per
day; such as high water pressure in the supply for domestic
uses, inventions that use water power, and so on.

In figuring the capacity of the plant for future needs
the census report, natural resources, manufacturing
possibilities,and transportation were taken into account.
From the above information the following conclusions were
drawn:— Every indication points to a practically static
pepulation, first because natural resources offer no poss-
ibilities to new enterprizes; secondly, though centrally
located and offering good transportation facilities, no
additions have been made to the list of industries in the
city during the period in which the present industrial
orddr of the State has develOped; Thirdly,present indus-
tries show no tendencies of expanding such that it would.
increase the requirements of this project. Fourth, an
increase of only 600 people occured during the ten years
between 1910 and 1920. Since that date it has remained
practically constant. Thus this would seem to indicate
that the pepulation will be fairly constant for a period
of years and the only kind of growth to be expected would

be a phenominal one which could be provided for by addit—

ional units. Therefore this design is for 6000 peeple

and 600,000 gallons per day.

Selection of Type

Before a selection of type was made a number of plants
were visited with the idea of obtaining all possible
information about the construction and operation from men
who have had practical experience. Following is a list
of these plants:-

Horthville

Plymouth

Royal Oak

Pontiac

State Home at Lapeer

The treatment of sewage has been quite generally
separated into the following divisions; and the selection
of the plant has been guided by this classification.

1. Preliminary Treatment

Screening (a) Course screens
(b) Fine screens
Sedimentation
(a) Grit chambers
(b) Septic tanks
(c) Imhoff tanks
(d) Dortmund tanks
8. Secondary Treatment

Filtration .
(a) Broad irrigation and sewage farming

(b) Sand filters
(c) Contact filters
(d) Sprinkling filters

Activated Sludge Method

3. Final Treatment
(a) Secondary sedimentation
(b) Disinfection
4. Ultimate Disposal
Dilution with
I (a) Ground water
(b) Lake or Ocean
(c) Stream

The treatment selected for the Charlotte Plant is :-
Coarse screens,Imhoff tanks, sprinkling filters (nozzle
type), and disposal into a stream.

The reason for the selection of coarse and not fine
screens is that the character of the suspenfid material
in the sewerage is such that most material not suitable
for sludge can be removed by a coarse screen.

The sewerage seems to be fairly free from grit thereby
eliminating necessity for grit chambers.

An Imhoff tank was selected in preference to a Septic
tank because of the better type of sludge produced by an
Imhoff tank. The sludge from a Septic tank is apt to be
offensive, while good sludge from an Imhoff tank has no

offensive odor.

The sprinkling filter was selected because it allows
for a high rate of filtration, small area, and moderate

expense at a slight sacrifice in the quality of the
effluent. A high grade of effluent is not necessary in
this plant because of the nature of the stream into whidi

it flows. The quality of the effluent will be comparable

to the quality of the water in the stream. Nozzle type
sprinklers were selected because of their relative
simplicity of Operation.

The activated sludge method has proven undesirable for
small installations.

Final treatment has also been eliminated because 'of the
lack of necessity for a high quality of effluent.

In the final disposal of the effluent the course of least
resistance is followed and the effluent allowed to flow
into the attle Creek River.

This is in brief an explanation of the “Selection of
Type‘ of plant with soma few reasons for the selection.
There are a number of additional reasons for such selections

that have not been mentioned here because of lack of space.

Location
In locating the plant, two places on the Ledyard property
were considered. One was the S E Corner adjoining the road
opposite the water works. The other was in the N E Corner
of the said piece of prcperty as shown on the location and
layout map. The latter location was selected for the follow—

ing reasons:- All disagreeable odors which might arise
from the Operation of the plant would not make it uncomfort-
able for peeple on the road or interfere with the proposed
Armory which is to be built on the adjoining preperty.

While it will take a longer connecting sewer line to connect
this location with the present main than if located in the

first position, the difference in cost will readily be
made up in the price of foundations. As the foundations
at location #1 are very uncertain while at #2 they are of
sand clay. If located at #1, a plant of the size
recommended would be crowded and any increase in size in
the future would necessitate building at #3. Thus the
plant would be scattered causing a much larger expense
for extension.

Thus summing up the advantages of location #2 we have :-
First, a more desirable location, as disagreeable odors

will be taken away from pepulated-districts. Second,
better foundations available. Third, room for extension of

the plant in the future. With the one disadvantage that

a longer connecting sewer will be necessary.

Design
1. Pipe Lines

Under this head have been included all connecting pipes
between units and the inlet and outlet sewers.

The inlet sewer runs from the main on S, Main St. along
the dirt road and across the Ledyard pr0perty, as shown
on the location map, to the pumping station, a distance
of about 1080 feet at a grade of 0.85%. This is essentially
a continuation of the main sewer and is 30‘ V. P.

The elevation of the point of junction of the two is 63.4
and the elevation of the connecting sewer at the pump house
is 60.7 .

The pipd.lines connecting the pumping station to the
Imhoff tank, and the line from the tank to the filters are
all 10' cast iron flange pipe and are as shown on the
location map and plans. The pipe fromthe tank to the
filters is 100' long with a grade of 0.50%.

The effluent line from the filters to the river is 600'
of 10. V.P. at a grade of 0.25%. The elevation of the
outlet at the river is 57.0 and the elevation of the pipe
at the filter is 58.5 . The elevation of the outlet at
the filter is 63.0 leaving a 3.5 sump.

2. Wet Well and Pumps.

The sewerage must be raised a distance of 23.5 feet at

the pumping station. The pumping station consists of a

wet well and a dry well. The sewerage enters the station

at anelevation of 60.7 and.passes thru a coarse screen

with a loss of head of 1 foot. The wet well is five feet
deep, the bottom elevation being 54.7

The pumps are set in the dry well, which is adjacent to
the wet well, and are at the very bottom level.

The type of pumps recodmmended for this installation
are as follows :-

Three Vertical Type Trash and Sewage pumps of 140 Gal.
per minute capacity when Operating against a head of 83.5
feet, at a speed of 1710 R.P.M. Each pump to use a 3 H.P.
electric motor. These pumps are manufactured by the
Pacific Flush Tank 00. of 4341 Ravenwood Ave., Chicago, Ill.

The pumps are to be Operated by automatic float switches
which start the pumps at successive heights of sewerage in
the wet well, these heights to be adjusted to suit the flow.
3. Imhoff Tank.

The Imhoff Tank was designed for a minimum detention
period of five hours and the sludge capacity is ample to
provide for 85 cu. ft. per capita.

Reversal of flow was provided for by means of a system
of cast iron pipe outside of the tank. This eliminates
construction difficulties and makes operation easier than
in the usual arrangement of channels.

Further information about the Imhoff Tank can beobtained
from the attached plans.

There are two tanks of this design used in this installa

ation.

4. Dosing Chamber 8:Filters
. From the Imhoff Tanks the sewerage is then piped to the
filtering tank for secondary treatment.

In selection of type of filter a trickling filter was
selected for the following reasons :-

It has a high rate of treatment, being two to four
times faster than a contact bed and about seventy times
ascfast as a sand filter. There is an abundance of local
material suitable for this type of filter, where as material
for the other types would have to be shipped in. The
characteristics of the sewerage lends itself readily to
this type of treatment. The effluent from this filter
is in all ways suitable for disposal in the Battle Creek
River.

From the Imhoff Tank the sewerage will first enter a
dosing chamber, the details of which are given in the plan,
and.whose size was designed to hold ten minutes of the aver-
age flow. The maximun drawing depth of 8' 6' was figured
in order to vary the head at the nozzles from 2' to 7%'.

A 12' Miller Sewerage Siphon will adequately serve in

intermittently emptying the tank.
The 18' siphon is connected with a 14' main distributor

which runs the length of the flushing gallery. From the
main these are 6‘ feeds that go to the nozzles. The
nozzles be Type B Circular Spray nozzles, 7/8“ orifice,
spaced as shown in plan. The bed of the filter shall be

made up of gravel free from foreign material, graded frmm

1‘ to 3', with a minimum depth of 5'.

The floor is of three inch concrete reinforced with
lock woven wire fabric and shall be laid inaa grade of
two tenths foot per 10 feet. The false floor shall be
made up of 6‘ vitrified tile, 13' long, split, spaced 8‘|
center to center, with 1‘ clearance between the ends of
the tile. There shall be collecting gutters of split 6‘
vitrified sewer tile imbedded in concrete with a grade
of 1% sloping down to the longitudinal gutters. The
cross drains shall have port holes into the flushing gall—
ery to provide for cleaning and aeration. A covering
shall be provided for the gutters by imbedding a vitrified
clay brick in concrete (see detail in drEWing).

The longitudinal gutter shall be an 8' split tile
imbedded in concrete with a grade of 1%. These gutters,
of which there shall be two, will empty at the center of
their length, into a 80‘ tile which shall connect with the
main to the river. These gutters shall have port holes
thru the main walls.

The main walls shall be 8' wide on tOp and 18‘ on the
bottom with a depth of six feet, and made of plain concrete.
This design was not made for either maximum pressure from

the earth or the rock and water but as a stabilizer

between the two.
The flushing gallery shall be built with 6‘ reinforced

concrete walls, with cross beam every 18' for supports

for the distributing main.

Other details of this unit may be found on a drawing in

the pocket in the back of this book.

Cost

A detailed estimate of cost cannot be made by the

authors due to the inability to get cost figures on the

various units shipped to the site. But a general cost f;

figure can be given by comparing this plant with the

cost of plants already built.

The following figures are only a rough estimate of

the cost

Site $2,500.00
Pipe Line from main to Plant 3,500.00
Pumping Station & Equipment 10,000.00
Imhoff Tanks & Excavation 10,000.00
Dosing Chamber & Filters 13,000.00
Pipe Line from Plant to river 1,000.00

Total - $40,000.00

TABLE #1

SOUNDINGS
Position . Depth Soil

S.W.COR. of Flats 6' Gravel
Center of W.End of Flats 5' Gravel
N.W.COR. of Flats 2' Water Sand
3. Side of Center of Flats 5' Water Sand
Center of Flats 5' Gravel
E.End . 3' Gravel
High Ground Sandy Loam

*w*********************

*************
TABLE #11

CENSUS REPORT

Year Pepulation
1920 5126
1910 4486

***********************

***ie**s****e

 

TABLE # 111
WEATHER REPORT
Snow Fall Rain

Month Max. Daily Total Month. Max. Daily Total Month.

Jan.1925 4.0 5.5

Feb. 6.0 6.0 1.04 1.28,
Mar. 4.0 9.0 0.40 1.43
Apr. 0.94 1.63
May 0.45” 0.86
June 0.60 1.84
July 1.24 4.60
Aug. 1.25

Sept. 1.30 5.20
Oct. 2.15 4.95
Rev. 5.0 7.5 1.40 2.14
Dee. 1.0 ' 4.0 1.31 1.31

**********************

*§§*****¥*****

 

TABLE 31v
WATER RECORDS

Month Max. Daily Total monthly
Jan. 1925 925,200 25,660,800
Feb. 900,000 22,587,080
mar. 795,600 22,336,100
Apr. 788,400 21,875,800
May 867,600 22,810,800
June 1,152,000 26,000,800
July 1,055,200 22,587,800
Aug. 784,800 21,585,200
Sept. 860,400 21,440,600
Cot. 784,800 20,445,600
Nov. 687,600 . 19,095,200
Des. 673,600 19,519,200

*********et****************

*************4*****

Bibliography

Books
“Sewerage and Sewage Treatment' Babbitt
'Sewerage and Sewage Disposal' Metcalf a Eddy
FSewage Disposal‘I Fuller
Pamphlets
“Wood Trash and Sewage Pump‘ Catalog #28a

“Sewage - Nozzles and Siphons for Sprinkling Filters”
Pacific Flush Tank 80., Chicago, Ill. Catalog {23
"Sewerage and Sewage Disposal“

Hichigan Dep't. of Health Engineering Bulletin #11

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