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THE DESIGN OF A SEWERAGE SYSTEM
FOR
STERLING-MONROE STATE PARK

A Thesis Submitted to
The Faculty of
MICHIGAN STATE COLLEGE
OF
AGRICULTURE AND APPLIED SCIENCE

\by
’ ’ L

‘5‘1
J. S.

"\r

Orton
Candidate for the Degree of

Bachelor of Science

June, 19%}

 

.THas‘s

ACKNOWLEDGEMENT

I wish to express the deepest appreciation
to the members of the Michigan State Parks Department
office staff for their kind indulgence and coopera-
tion, throughout this writing. They have been most
helpful in offering advice, suggestions and use of
their facilities.

I also tender a vote of thanks to Professor
F. R. Theroux of the Civil Engineering staff of

iichigan State College for his many helpful suggestions.

1.
2.
3.
u.
5.
6.
7.

CONTENTS

Introduction
Methods of Disposal
Preliminary Design
Final Design
Cost Estimate
Bibliography

Diagrams

 

A? fif’zf‘t ' L .fiéf i it,
a :{g Qé“;'fhn‘"= '5, U 5 Li J ‘1’ S “

page

1

2

3

ll

31
36

Pocket in back

THE DESIGN OF A SEWERAGE SYSTEM FOR
STERLING-MONROE STATE PARK

Introduction

Sterling—Monroe State Park is the Conservation
Department's answer to the problem of furnishing recreation-
al areas to the inhabitants of the Detroit area. It is
located on the northern outskirts of the City of Monroe
along the shore of Lake Erie and is within easy reach of
both Detroit and Toledo. The existing development is composed
of three buildings, a few acres of land and a bathing beach.
It is difficult to approach from any well travelled highway
and is resultantly poorly patronized.

The proposed expansion program consists, in general, of
the purchase of additional adjacent land from the Monroe Piers
Land Company, the entire area to be graded and landscaped
according to the features of Plate I. The excavated earth
from the lagoon area, plus some necessary additional fill
material, is to be used to build up the area on the lake side
of the lagoons. This region is now of a swampy nature and
is drained, rather extensively, by means of canals.

The park is to be highly developed because of the rather
large congregation of people expected. These developments will
consist of twenty buildings of various sizes and uses, a
bathing beach, a camping area, picnic area and a playground
area as well as the boating lagoons. The Jones Beach State
Park, located on Long Island in New York, has been used as a

comparative development in the design of the Sterlinngonroe

State Park.

-2...

An estimated capacity crowd to make use of the facilities
in one day would be nearly 75,000 persons, with at least a
third of that number in the park at one time. A crowd of this
size, in estimating the quantity of sewage that would require
treatment, would.be equivalent to a city of nearly 5,000
population,

Other important factors that have a decided bearing on
the project are: (l) The largest portion of the crowd would
be expected during the daylight hours, (2) The greatest crowd-
ing would occur during the week-ends and on Holidays, (3)
During nine months of the year the park has few if any visitors

and consequently little or no sewage to dispose of.

Methods of Disposal

Judging by the tight concentration of facilities of the
proposed plan we can assume that every available inch of the
park would.be used during a peak load. This leaves us no re-
course but to use as little area as possible in the disposal
of sewage. The lack of area will naturally eliminate some
readily apparent methods. Even so, several possibilities still
present themselves.

The first of these would be to connect the outfall direct-
ly to the City of Monroe system. This would require a pressure
main and large pumps to lift the sewage into position to flow
into the Monroe's treatment plant. The cost of this would
probably Just about balance the cost for.any other type system
but, in addition, we must figure the cost to the City of

Monroe for the disposal of the park wastes.

-3-
This would probably be paid on a monthly or annual basis.
Further, the entire system‘would have to be laid at once to
insure treatment for the sewage from each building as it goes
into operation. .This is important, since the building plan

for the park is to be spread over a number of years, with

money appropriated accordingly.

A second possibility would be the use of individual septic
tanks for each building: the effluent to be pumped to a
chlorination contact chamber and thence to the River Raisin.
Thus the sewage sludge would be digested in the tank to a cer-
tain extent. Each tank would require some attention and
possibly a periodic cleanout. The initial expenditure for
this type system could be figured right along with the cost
of each building as it was being built and is an excellent
possibility. However, for a group of buildings as numerous as
will be in existence here, the number of tanks that will re-
quire attention is too much for a normal sized park staff to
handle. There are altogether too many things that can go
wrong in a series of septic tanks, especially a group of this
size.

An alternate to this plan of disposal would'be the use of
ordinary sand filters along with therseptic tanks, for the
simple aeration of the effluent. However, the condition of the
soil.and the nearness of the water table to the surface in-
violates all the practical sides to this method. In addition,
the sand filters would require nearly an acre of very valuable

land and almost constant attention to Operate efficiently.

Another design, and the onewhich we shall adopt as being

 

fink

-u-
most feasible would.be a method of primary treatment with
chlorination. This would include a sedimentation tank, a
method of sludge disposal and the previously mentioned
chlorination chamber.

The sedimentation tank would be, preferably, of rectangu-
lar shape covered and sodded to ease the sharpness of the
landscaping. A sludge removal devise of the endless chain
scraper type would be installed to remove the sludge. Deten-
tion time should be at least two hours preferably three. The
sludge would be trapped in a h0pper at one end of the tank
and pumped when a sufficient amount had accumulated, to a wait—
ing truck and carried off to the Sludge Digestion Tank of the
City of Monroe. The effluent would be chlorinated and pumped
into the river Raisin at a point near its mouth. The length
of pressure pipe carrying the effluent would allow enough

detention to sufficiently sterilize it.

Preliminary Design

After careful consideration of the best available features
of the previously discussed proposals we have decided to devel-
op our problem around the last mentioned: The primary treat-
ment with post chlorination. Regardless of the type of treat—
ment we have selected our first problem is the design of the
sewers to transport the park wastes to the point of disposal.
This is one of the most important parts of the design and cannot
be passed over lightly.

From a study of the proposed grading plan the route of the

sewers themselves can be followed and traced to the southern

tip of the park. Shortest routes were selected in all cases be—

 

aui'

-5...
cause there was no need to follow streets or stay on any
particular section of property. In accordance with accepted
practice manholes have been placed not farther apart than
350 feet, and over 300 feet in but one or two instances. They
have also been placed at all changes of direction of the sewer
lines to facilitate cleaning. They will be of brick construc—
tion with a concrete floor. A metal ladder will be provided
in all manholes to ease descent for any reason whatsoever.v
They should also be provided with small cast iron lids heavy
enough to resist pulling by any but grown men.

The sewers themselves will be of vitrified clay and should
not be less than eight inches in diameter. Joints should be
made of cement mortar or of some accepted bituminous material.
Grades shall be not less than O.M% at any point on the line
to the sedimentation tank and should preferably be much greater
than that. This is important since we will be handling raw
domestic sewage almost entirely. But, because of cracks that
are bound to occur and leeching of the sewers there will be
some grits seep into the lines. In other words, infiltration
becomes an important factor in the design. This discussion
will serve as an introduction to the subject of minimum veloci-
ties in sewers. For sanitary sewers, such as we will design,
the least scouring velocity that is practical to use is two
feet per second. Since most sewers are designed for full flowh
ing conditions, which is very near to the maximum flow, we do
have some leeway. From hydraulic studies it has been dtermined

that the maximum velocity occurs when the sewer is a little

better than two thirds full. However, on a project suchaas

-6-

this one, where minimum flows will be in evidence more than
with a system which would have continuous normal flows, we
must take extra precautions. These willte simply the steepen—
ing of the grades throughout the system.

0f even more importance, perhaps, is the basis for comput-
ing the volume of the flow in the sewer. We have used 300
gallons per day per fixture as a good average value. The
fixtures being the ordinary plumbing fixtures, such as toilets,
urinals, wash basins, and showers. The value used is one that
has been used successfully by the Parks department for years in
their park utility designs. For the maximum flow that would
be expected to occur on the heaviest day we could jump to 300
percent of this and still find that the facilities would be over-
burdened. However, the days during the year that a heavy load
such as this would occur could be counted on the fingers of
one hand. It would not be feasible to design for such a hugh
overload and then only get it but a few times during the
summer months. It will not be harmful for the system to be
overloaded for a few hours at infrequent intervals, especially
because of the extra precautions that will be taken elsewhere
in the design. 0f the many empirical formulas available for
the determination of the sizes of sewers we have selected

Kutter's as best for our purpose, using "n" as equal to 0.015.

Force Maine
The force mains, or pressure lines, are necessary to the
carrying off of wastes in this project because of the relatively
flat terrain that is planned for this park. In.addition the

position of the water table, which subject to the rise and fall

-7-
of Lake Erie, prevents the laying of sewers to any great

depth. The danger of flotation of the sewers after they are
laid and indeed, the difficulty even laying them, enters into
the picture here.

It appears that we will need something like six pressure
lines of varying lengths but probably of uniform size. These
should be of cast iron and of the bell and spigot construction.
No particular attention need be paid to grades since they have
no bearing on the quantity or velocity of flow. The losses of
head incurred while traversing from the wet well to the succeed-
ing manhole should be carefully computed to determined the
size of pump needed.

At one point, where the sewage from the west size of the
lagoon must cross to the east side, the pressure main is a sub-
stitute for an inverted syphon. This was the logical step to
follow because of the great distance to travel to the next man
hole, and the consequent necessary fall.

The outfall from the treatment plant to the diluting body,
the River Raisin, has not been designed because of the incom-
plete data available on the condition and extent of the area

between it and the park.

Pump Units
The pumping system, necessarily, must be a complete one.
They must be carefully specified both for quantity of sewage
to be handled and for the amount of head to over come. Static
head, entrance‘and exit losses, as well as friction head loss

should be investigated thoroughly before the pump can be selected

They will be of the vertical centrifugal type, with the

pump submerged in the wet well directly. The driving motor

.3.
will be mounted a foot or so above the inlet sewer on a solid
platform. They should be electrically driven and protected
from weathering and meddlers by being placed in an underground
vault. They will be float controlled with an automatic
alternating device to shift the load from one pump to the
other, there being two pumps in each unit.

The wet well will be of the bevelled bottom type of con-
struction with the impeller constantly submerged at the point
of least width. There should be a clearance from the bottom
of at least three inches. It will be of concrete construction
made accessible to inspection or repairs by means of a manhole
in the roof. The wet well should also be made accessible to
inspection and cleanout by means of a manhole in the motor
mount platform.

The sedimentation tank effluent pump unit shall be of the
flat bottom construction, since it will have no sewage solids to
pump. The size and capacity of these pumps will have to be
arbitrarily chosen because of the lack of information of the
necessary head required to pump to the River Raisin. Included
in this unit willte the chlorination dosing apparatus.

The sludge pumps will be two in number and shall be manu-
ally controlled acoording to whenever the hoppers will have to
be emptied. They will also be of the vertical centrifugal type
and shall be mounted underground to remove unsightliness and
for protection. They shall be selected according to the fre-

quency of use and the head to overcome.

Sedimentation tank

The sedimentation tank is the basic tool of primary treat-

ment of

-9-

mentof sewage. We shallchoose the rectangular continuous

fhwvtype because of its simplicity of operation. The

mumzwill actually be two tanks operating as a complete unit
tnrthemselves if for any reason one of them should break down.
The distribution box shall be designed so that either one of
‘Uuatanks may be put out of operation at any time. It shall

be sloped slightly so as to insure uniform flow into the outlet
holes at all times. The effluent shall be caused to flow over
a wier into an effluent channel sloped toward the effluent
pumping unit and the chlorination dosing chamber.

Sludge will be removed by means of a mechanical scraper

... .

mounted on an endless chain conveyor. It will be scraped into
a sludge hopper placed at the upper end of the tank from which
it will be pumped into waiting trucks for disposal elsewhere.
A suggestion from Professor F. R. Therous of the Michigan State
College Civil Engineering Staff helped me arrive at this solu-
tion. He further suggested that an arrangement be made with
the City of Monroe to dispose of it in their digestion tank.
Scum, which collects on the surface at the lower end of the
tank, due to its being pushed there by the sludge scraper on its
return journey, shall be removed by means of another and smaller
endless chain conveyor. The scum trough will span the width
of'1flie tank and should be sloped up toward the surface on its
downstream side. It will be caused to flow back into the wet
well.}xreceding the sedimentation tank and.allowed to be retreated.
The tank itself will be of reinforced concrete construction
with a bottom sloped toward the sludge hopper. It will be
covered with a concrete roof and a small amount of earth on

whitfli to plant sod to cover as much of its unsightliness as

-10-

pmssible. The effluent pump unit will have a small structure
stop it in which to house the chlorination apparatus and

the pumps. It will also have room for the storage of any

maintenance equipment needed to operate the plant.

Line

m) on «4 (n \n -F \N H

[u n) .a' a: pa l4 P‘ +4 F’ +4 *4

n)
«J

-11...

DESIGN OF SEWERS

From To ‘Infiltration Max
IMD’ magggéf £336 Leggth Increment Total Fag;
s-17 1 280 1060 1060 12460
B—16 2 160 600 600 23800
2 3 300 1140 2800 37400
3 4 300 1140 3940 38540
4 5 300 1140 5080 43620
B-15 6 90 1340 340 15340
6 9 190 725 1065 -16065
B-14 7 90 340 340 15340
7 8 225 855 1195 16195
8 9 240 910 2105 17105
9 10 300 1140 4310 34310
B-13 10 120 455 455 11855
10 5 90 340 5105 46505
B-12 11 80 300 300 44700
11 12 325 1240 1540 45940
B-12 12 80 300 300 44700
12 13 125 475 2315 91115
13 14 300 1140 8560 173360
14 15 300 1140 9700 174500
15 16 300 1140 10840 175640
B-9 17 80 300 300 15300
17 20 240 910 1210 16210
s-10 18 80 300 300 15300
18 19 200 760 1060 16060
19 20 200 760 1820 16820

R)
09.

Max
Flow
CFS

.0366
~0575
.0584
.0610
.0236
.0247
.0236

.0299

.0264
.0528
.0183
.0762
.0687
.0706
.0687
.140

.267

.268

.270

.0236
.0250
.0236
.0247

 

29
30
31
35
36
37

39
40

41
42
43
45
46
LL7
48
49
50
51
52
53

55
56

20
B-ll
21
B-18
25
B-l9

-12-

300

60

90
250
350
200
210
320
310
300

90
220
270
270

90
290
340
200
190

310

1140
228
340
950

1330
760
800

1220

1180

1140
342
840

1030

1030
342

1100

1440
760
724
114

1180
114
760

4170
228
4738
950
2280
760
800
21770
22950
24090
342
840
26302
27332
342
28774
1440
30974
724
114
2018
114
33866

34170
11628
46138
6950
17880
3760
23600
279370
280550
281690
11742
24240
318702
319732
11742
332574
16440
34977LL
13924
11514
26618
11514
388666

 

Line

No.
l

\OORNCDU'IFW

10
11
12
13
14.
16
17
18
19
20
21
22
24
25
26
27
28

Ground
Elevations

Upper

578.00
580.00
578.00
578.00
578.00
578.20
577-50
577.50
577-50
577.50
577.40
578-30
578.00
580.00
579.00
580.00
579.00
578.80
577-30
577-50
578.00
577-30
578.00
577.80
577-60

576.20
578.00
578.00
578.00
578.00
577-50
577-40
577.50
577-50
577-40
578.00
578.00
578.00
579.00
579.00
579.00
578.80
577-80
577.00
577.30
577.80
577.40
577-80
577-60
577-20

-13-

Die.
of
Lower Pipe

in.
8

cacaoaoamoaoaoaoamoamoaoaoaoeoamoaosoaoaoaoa

Grade

Ft.
0.010
0.010
0.008
0.008
0.008
0.010
0.010
0.008
0.008
0.008
0.008
0.010
0.010
0.008
0.008
0.032
0.008
0.006
0.006
0.006
0.010
0.010
0.010
0.010
0.010

Fall
Ft.

2.80
1.60
2.40
2.40
2.40
0.90
1.90
0.72
1.80
1.92
2.40
1.20
0.90
0.64
2.60
2-57
1.00
1.80
1.80
1.80
0.80
2.40
0.80
2.00

2.00

Invert
Elevations

Upper
575-00
577-00
575-”0
573-00
570.60

575-00
574.10

575-00
574.28
572.48
570.56
575-00
568.16
577.00
576.36
576.33
573-76
572.76
570.96
569.16
575-00
574.20

575-00
574.20

572.20

Lower
572.20
575.40

573-00
570.60

568.40
574.10
572.20
574.28
572.48
570.56
568.16
573.80
567.26
576.36
573.76
573-76
572-76
570.96
569.16
567.36
574.20
511.80
574.20
572.20

570.20

 

29
30
31
35
36
37

39
40

41
42
43
45
46
47
48
49
50
51
52
53
54
55

577-20
578.60
578.00
578.00
579.00
578.50
579.00
579-00
577-80
577-20
575-80
580.00
577.50
577-50
577.00
577-10
578.00

577.00
578.00
577.30
577.30
577.20
576.90

578.00
578.00
577-30
579.00
575-00
575-00
579.00
577.80
577.20
577-20
577.20
577-50
577-50
577-10
577-10
577.00
577.00
576.90
577-30
577.30
577.30
577-30
577.00

l
|-‘
4:-
I

OROSOROROROROSOQOROROSOSOQOROROROROQOQOROQOROQ

0.008
0.010
0.008
0.010
0.010
0.010
0.012
0.006

0.006

0.006
0.010
0.010
0.006
0.006
0.017
0.006
0.010
0.006
0.01

0.01

0.019
0.10

0.006

2.40
0.60
0.72
2.50
3.50
2.00
2.50
1.92
1.86
1.80
0.90
2.20
1.42
1.42
1.50
1.74
3.40
1.20
1.90
0.30
5.90
3.00
1.20

570.20

575-00
567.80

575-00

572-50
575-00
576.00
574.00
572.08
570.22
575.00
576.50
574.30
572.80
573-00
571.46
573.40
569.72
575-50
575.00
574.60
572.00
568.52

567.80
574.40
567.08
572.50
569.00
573-00
573.50
572.08
570.22
568.42
574.10
574.30
572.88
571.46
571.50
569.72
570.00
568.52
574.60
574.70
568.70
569.00
567.32

 

c.15—
DESIGN OF PUMP STATIONS AND FORCE MAINS

.Pump No. l - Manhole 1
' Maximum Influent 12460 GPD
9 GPM
.Assume 30 minute accumulation
9 x 30 — 270 gal.
- 37 cu.ft.
Assume 2 - 50 GPM Pumps of Vert. Control

Centrifugal type with float

Wet Well Design
Assume 4.5 x 4.5 square concrete tank
with bottom sloped toward the center
at 100%
Depth of tank -

Ground Elevation - 576.20
Sewer Invert Elevation - 572.20
Difference 4.00

Depth from sewer invert to start

of sloped bottom -
Depth of hopper bottom -
-‘ Total

Depth between trip head and shut off head

Design of Force Main
Length of Line - 980 ft. of 4" pipe
Head Losses
Static Head

Friction Loss

2.00

1-75
7-75
2.00

-16-

Velocity — 130 ft./SFC

 

_ 2
Entry Loss V _ 0.03
2%
Exit Loss - V2 - 0.03
28
Total Head Loss 9.06
Adopt 2 - 50 GPM 1 HP Pump

place one check valve and one gate valve on pressure

side of each pump.

 

.-20—

Pump No. 5 .. Manhole 26
Maximum Influent - 21640 GPD
_ 15 GPM
Assume 30 minutes accumulation - 450 gal
- 60 cu.

'Try 22 5O GPM Vert. Centrifugal pumps with float 0

Wet Well Design

.Assume 4 x 5 tank with Hopper Bottom sloped at
Depth of Tank — Ground Elevation 5
Sewer Invert Elevation 5

DIFFERENCE

Depth of Sewer Invert to Start of
Sloping bottom

Depth of Hopper Bottom
Total

Depth between trip head and shut off head

Design of Force Kain
Length of Line 1700 ft. of 4" 0.1. Pipe
Head Losses - Static Loss
Friction Loss

Velocity - 1.30 ft. per sec.

Entry Loss -

Exit Loss -

Total
Adopt 2 50 GPM l H P Pump, place one gate valve

onecflmck'valve on pressure side of each pump.

ft.

ontrol

100%
75.00
69.00

6.00

3.00
2.00

3.00

9.00
6.00

0.03
0.03
15.06

and

 

-23-
Sedimentation Tank Design

Maximum Daily Flow - 400000 GPD

Maximum Hourly Flow 2400 Cu.ft.

Design for two tanks assuming flow divided equally,

and tanks identical in shape and size.

Assume 3 hour detention

then needed volume - 1200 x 3 ~ 3600 cu. ft.

Assume average depth ..
Then area of tank - —2-§rO—O- -

Assume each tank 12 ft. wide

6 ft.
600 sq.ft.
Then length of tank - 50 ft.
L/W Ratio - 4 7t: 1

Velocity of Flow «- .103 in. / sec.

Inlet Details
Flow for one tank ~ 0.66 C.F.S.

Assume channel 1.5 ft. wide by 1 ft. deep

V ~ 0 y RS Chezy Formula.
C - 100 Assumed

R-iufii— .143
WP 3.5

S 008

.. _.3__ —- 0.013

v - 100 W
- 6.8 ft/ sec.
Channel to be constructed of concrete 4" thick spanning both
tanks completely. It will be inside the tank and be fed from
a six inch pipe at the center of the east wall of the tank.

There shall be a six inch projection of the channel wall above

the surface of the liquid to prevent its backing up into tank.

 

-24-
The outlet from the channel will be from the bottom
and will consist of six, 6-inch openings spaced three inches
on centers and naturally in a submerged position. By direct-

ing the influent downward at a low velocity the forward

velocity is broken up and sedimentation is more readily

accomplished.

 

 

 

 

3.1.0.,

 

 

 

 

 

 

 

 

 

 

 

r

Scum Trough Details

The scum trough will consist of a concrete channel with
a wier on its back side to prevent the scum from entering the
effluent channel. The downstream face shall be slightly above
the elevation of the water surface. It will be sloped at the
:nate of 30% for a distance of 1'9". We will make it a foot
«deep and sloped toward the outer edge of the tank. The removal
«devise will consist of a small endless chain scraper that will
1n1sh the scum along with small amounts of liquid into the trough.
The trough will empty into a steeply graded 6" sewer pipe which
leads back to the wet well along the outside of the sedimentation

tank.
The trough will be of concrete four inches thick and

completely spanning each individual tank.

 

 

 

 

I

 

 

 

 

 

 

 

 

Effluent Channel Design

We will assume dimensions of a one foot square
channel with the lip placed slightly below the sewage
surface to serve as a wier. The bottom of the channel
will be sloped toward the inside wall where it will
enter the effluent wet well by means of an eight inch
pipe. The fall for the entire distance is to be
three inches.

Hydraulics -
Flow of tank - 0.66 c.f.s.
Channel dimensions - 1' x 1'

Assuming channel flowing half full

 

. 1
R - g- - E - 0.25
V — C N RS Chezy Formula
C — 100
0.08
S on T- - 0.013
v - 100 \[(0.25) (.013)
V - 5.7 ft./ sec.

-26-

Design of Reinforcing Steel for Sedimentation
Tank

Design of tank roof:
Assume: Roof 9 inches thick
F111 on t0p 2 ft. thick

Section of slab one foot wide

 

Length of clear span 1} ft.
Weight of slab 115 lb./ft. of width
Veight of earth 200 lb./ft. of width
iaximum bending movement — WL2/12
M _ (315) <13)2
. 12

M - 4436 ft. lbs.

 

Assume K - 104
2
d " E n 4416 X 12
K6 104 x 12

d - 6.5 say 7"
D ” 7 f 3 “ 10"

 

 

Weight of slab 125 lb./ ft.
M _ (325>(13)2
l2
- 4577
a? .. 4577 x 12
—104 x 12

d n 6.7 say 7

D — 7 f 3 - 10 0.K.
Test for Shear

V WL

-27-
Assume J - 7/8

 

v - 2047 X 8 - as lb.sq.in.
12 x 7 x 7
allowable - 50 lb.sq.in.
Steel ratio — p - .0052

As - .0052 x 12 x 7 — 0.47 sq.in.
Try 5/8" round bars @ 8% C8 - C

 

V _ 2047£ x 8.5
Test Bond — U "sum ojd 2 x :7X 7
- 118 allowable 120

Use deformed bars.
Temp. Steel - Area — .3% of area of concrete
- .003 x 12 x 7
~ .252 sq. in.
Use 3/8 round bars at 9" C-C on top
Use 1/4" round bars at 9" C-C on bottom
we11 ~ Condition No fill tank full
well 7. 5 ft. high
Assume 12" thick
Water pressure exerted as a single force at 2.5 ft.
up from bottom

2
P fl EE_ _ (62.4)(49) _ 1529 lb.

2 2
MI "' 1529 X 205

 

"' 3822 lbs.

 

K - 104
2 _}822 x 12
d -
104 x 12
d ~ 6 { say 6

D- 6743 - 9

-gg-

Test Shear V - 1529

l 29 x 8 _ r
v - Ig‘§"7“i‘6 24.3 allowable 50

as — .0052 x 12 x 7 - .47 sq. in.

Try 5/8" round bars @ 8 % C-C

1530 x S x 8.5
1.96 x 12 x 7 x 7

Use deformed bars —

 

 

Test Bond u n 101 allowable 120
Place sameamount of steel on insidezas on outside
Retain 12 inch wall as assumed.
Temperature Steel
A8 - .003 x 12 x 7
~ .252 sq. in.
Use 3/8" round bars at 9" C-C on both sides
A - .30 sq. in.
Bottom Slab Weight of Walls - (1x 7.5 x 1) 150 x 3 — 3375

Weight of roof ~ 125 x 27 3375
weight of £111 - 200 x 27 5400
Total 121500

Length of clear span - 13

Weight per foot 12150/31 392 s2. ft.

Weight of 10" bottom slab 125 lb/ ft.

Total weight per foot 267 lb./ ft.

2
W1 _ 267 x 169
M - T 1? fl 5253 ft. lbs.

2 60 x 12 '
d “ ifs—£71m " 36'5
d n 6 % say 7

D ~ 7% 3 - 10
‘8 - .0052 x 12 x 7 - .47 s2. in.

 

Use 5/8 inch round bars 0 8% c-c

Temp Steel A t .003 x 12 x 7 n .253 place half an top
and half on bottom so place 3/S round bars @ 9n c-c

-29-
Sludge Hopper Design
Assume 2500 Gal. Sludge / 1,000,000 gals. sewage
- 1000 gal. / day ‘
- 134 cu.ft. / day
Assume tank to be emptied every two days
~ 268 cu.ft.
- size of tank
Try 4 hoppers, 2 in each tank with sides sloped toward
a one foot square bottom. They will be at the influent
end of the tank where the scraper ends its upstream trip.

Try a six foot square tank five feet deep.

      

 

 

  

~
.- ---
..-
-‘—---

      

---—--q—-

.1-.-

  

Segment 1 volume

(5)(1)(1) - 5cu.ft.

(2.5)(6/2)(5) ~ 37.5 cu.ft.
Segment 3 Volume - (17°5) 5 — 43,75

Segment 2 Volume

Area - (7/2)(5) '* 17-5
Total volume - 66.25 cu.ft.

For 4 hoppers - 265.00 cu.ft.

Sludge Pumps: Two needed
Try 50 GPM sludge pumps

Volume to be pumped 993.75 gal.

-30-

Time for Pumping . 993.25 / 50 - 20 minutes
Head Losses - Static Head - 22.33
Miscellaneous losses — 1.00
Total Head 23.33

Adopt 2 50 0PM pumps with a 4" suction
Use 2 H P Motor

Effluent Pump Unit -

Maximum flow — 400,000 GPD
~ 278 GPM
Assume 10 minute accumulation - 2780 gal.
— 371 cu.ft.

Try 2 200 GPLI Vertical Centrifugal pumps with
6 inch suction and float control.
Wet Well n
Assume 9 x 9' sq. concrete tank

Depth of Tank

Depth to surface of Sewage - 3.5
Depth of Sewage ~ 4.5
Depth of Pump coverage ~ 1.5

Total depth - 9.5

Tank is to have square bottom
Head Losses - Static Head 9.5
Friction losses unknown

Assume total head needed 80
Adopt 2 200 CPU Pumps with 10 H P Motor - Intall

chlorinator in pump house on top of effluent wet well

so that it injects automatically as the pumps begin to

discharge.

-31-

Cost Estimate Concrete 0 6.50 / cu.yd
Item Length Width Depth Volume Cost
ft. ft. ft. cu.yds.
Pump House #1 4.5 4.5 7.75 7.2 $52.00
Pump House #2 4.0 5.0 17.50 15.2 98.80
Pump House #3 7.0 7.0 16.22 25.0 162.50
Pump House #4 4.5 4.5 5.60 6.5 42.25
Pump House #5 4.0 5.0 11.00 11.6 75.40
Pump House #6 7.0 7.0 16.28 25.0 162.50
Pump House #7 9.0 9.0 16.18 29.3 190.50
Slude Pump House 25.0 8.0 14.00 39.6 257.40
Sedimentation 25.0 50.0 6.00 154.0 1000.00
Tank
Effluent Pump
House 9.0 9.0 18.00 31.3 221.00
Total 344.7 2262.35

Steel @ 2% lb./sq.ft. concrete and a $0.04 / lb.

Area of Sedimentation Tank - 4473 sq.ft.
Weight of Steel - 11182.5 lbs.
Cost of Steel - $447.31

Forms 0 .12 / sQ.ft.

Form Area Cost
Pump House #1 280 $32.40
Pump House #2 630 75.60
Pump House #3 908 109.00
Pump House #4 200 24.00
Pump House #5 396 47.50
Pump House #6 930 111.40
Pump House #7 1165 140.00
Sludge Pump House 1498 180.00

Sedimentation Tank 2950 354.00

~32-

1286
10243 sq.ft.

Effluent Pump Room $154.60

Total $1228.50
Cost Iron Pipe 0 $0.51 / ft.

Length of Pipe ~ 7468.50 ft.

Cost - $3810.00
Cost Clay Pipe @ $.20 / ft.
Length of Pipe - 9645 ft.
Cost - $1939.00
Hanholes @ 14 bricks / sq. ft. 0 $20.00/1000
Manhole Depth Diam. Area No. Bricks Cost
2 3 3 27.26 382 7.64
3 5 4 62-80 879 17.60
4 8 6 151.72 2120 42.40
6 33 3 27.26 382 7.64
9 7 6 131.88 1842 36.90
7 3 3 27.26 382 7.64
8 5 4 62.80 879 17.60
10 10 6 188.40 2638 52.20
11 3 3 27.26 382 7.64
12 5 4 62.80 879 17.60
13 6 6 113.10 1583 31.66
14 7 6 131.88 1842 36.99
15 8 6 151.72 2120 42.40
17 3 3 27.26 382 7.64
18 3 3 27.26 382 7.64
19 5 4 62.80 879 17.60
20 7 6 131.88 1842 36.90
21 10 6 188.40 2638 52.20

‘33

25 7 6
26 6 6
28 6 6
28 6 6
29 7 6
31 3 3
32 5 4
33 6 6
34 8 6
35 3 3
36 9 6
Total Cost

Manhole Lids and Frames

47 @ 200#/each

Earth Work -

131.88
113.10
113.10
113.10
131.88
27.26
62.80
113.10
151.72
27.26
169.82
of Brick

6 $0.10 /#

1842
1583
1583
1583
1842

382

879
1583
2120

382
2378

36.90
31.66
31.66
31.66
36.90
7.64
17.60
41.66
42.40
7.64
47.50
8 771.02

S 940

Machine Excavated and Backfilled-fi .30 cu.yd.

Sewer Trench ~ Len
Average Depth
Maximum width
Average area of a sect

Volume

Cost 0 .30 cu.yd.
Manhole Excavation -
Average Diameter
Azerage depth
Number of manholes

Volume of average hole

gth -

ion of trench

5 ft.
6 ft.

29

17113 ft.

5 ft.

1.5 ft.
7.5 sq.ft.
128347 cu.ft.

4753 cu.yd.
$1425.90

117.75 cu.ft.

-34-

Plus 20% for construction ~ 24.25
- 142.00 cu.ft.
Average volume of all manholes - 4118 cu.ft.
- 152 cu.yd.

Cost 0 .65 cu. yd. ' - $98.80

Pump Well Excavation —

Average Depth — 12.26

Average Area - 37.07

Number of Wells ~ 7

V01ume of wet wells — 3181 cu.ft.

Plus 20% for construction - 636 cu.ft.

Total - 3817 cu.ft.
- 141 cu.yds.

Cost @ .65 cu. yd. .' $91-65

Sedimentation Tank' -

Volume - 13725 cu.ft.
~ 508 cu.yds.
. Cost 0 .20 cu.yd. - $101.60

Equipment Estimate

4 - 50 st Pumps 0 $200 - $800
2 - 75 GPM Pumps 0 250 - 500
2 ~ 100 GPM Pumps 0 300 - 600
2 - 150 GPM Pumps o 350 - 700
6 - 200 GPM Pumps 0 400 - 24000
2 - 50 GPM Sludge Pumps 8 750 - 1500
l Sludge Remover - 1400
1 Scum Remover — 200
1 Chlorinator - 1200

14 Gate Valves 0 $40 $560
14 Check valves @ 25 350

Total Cost $10,210

Bibliography

Metcalf, Leonard, and Eddy, H P

Sewage and Sewage Disposal

Steel ’ Eu Y5"."

Water Supply and Sewage

Peabody, Dean, Jr.

Reinforced Concrete Structures

Report of the Sewage Disposal Project

of Wayne County, Michigan

Lectures by Professors C. L. Allen and

F. R. Theroux

 

 

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