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WATER SUPPLY AND SEWERAGE, FOR AKRON, MICHIGAN.

A Thesis Submitted to
The Faculty of
MICHIGAN AGRICULTURAL COLLEGE

By
T.L.Jackson S.0.Hess.
_—
Candidates for the Degree of

Bachelor of Science

June, 1916
Introduction

The. vwiliage ofAkron has never had any water supply.
except from private wells andno sewss system except for~
storm water. Our object in taking this thesis was to ine
vestigate: the conditions at Akron and then design water and
sewer systems: to fit the conditions. Through the help of
College instructors and others: experienced in this line of
work, iti has been possible focr us: to accomplish this end.

To add in the determination of: the available foture
supply of good water for Akron, we made a Geological Strue
cture Section map which shows the rock formations as they
exist at or near Akron. For the well records used in make
ing this map and for other information on the geology of
Tuscola County, we are indebted to Mr. Smith, ofthe United
States Geological Survey in Lansing.

First of all it was necessary to go to Akron and
make a topographical survey of the village and immediate
vicinity. This was done during the winter of 1915 and
1916. Later a complete map was made showing contours at:
one foot interval. We are indebted to the Civil Engineere-
ing Department: of M.A.C. for the instruments used on the
survey.

Several samples of water from wells in Akron were: t:
tested as: to their: physical, chemical and sanitary fitness
and potability for use as a domestic supply. We wish to
express: our: apprectation for the. work done by the Bacter=
lology; and Chemestry Departments of M.A.C, in making the:

tests: on these water samples.
40N2QA2
The. water system was designed to furnish sufficient:
water for: fire consumption. The quantity necessary for:
domestic consumption was so much less that it did not hage
to be considered in the designe

On account of the lack of time, we did not attempt to
estimate the cost of our proposed systems; but simply; desige
ned what would be absoluteky if such systems were ever ine
stalled in the villag of Akron.

The order: in which the different subjects are present-
ed in this thesis is:as follows:-

Introduction -..-...--s-= -=peges 1-2

Location menncacnnnanennnns "© 30d

Geology. eenmenne--- —e= © 405

Topography -«-accenesnee= enen"® §=22

Water Supply eennnnceennen-- © 22029

Water System an-ceacancanne- ®© 29-30

Sewer System onc-enuunee--——- © 3034

Conckiision. eeuseawecsconane 8 Jha
 
Location

The villege of Akron is located in the northe-
eastern part of Tuscola County, Michigan. Part of the
villege lies in Fairgrove township and part in Akron towne
ship. It is about seven miles from Saginaw Bay and eigh-
teen miles from Bay City, in a large and fertile valley
known as the Saginaw valley. A ridge running through Wat-
rousville, Caro and Gagetown forms the southeastern

boundry of this valley in Tuscola County.
Geology 4
As is well known to geologists, the rock formations.
of Michigan are:made up Aikéxe pile of saucers lying one
upon the other with the concave sidecof the saucerss up
ward. In the sequence:of events:according to geological
history, after theese formations wereclaid down, the
surface.was: smoothed off. by erosion, se that it:was: left
comparatively level. Theccenter-of theese: saucerelikec
formations: is very nearly in the central part of the-
Lower Peninsula. The village of Akron lies about: half way
between the: center-and the edge: of the saucers; Conssquent>
ly, ail of the: rocks at this place dip, tomarts the: uanthwest.
A geological structure: map of a: section thru Akron
wassmade, showing the approximatecdip, thickness:and char-
acter: of the rock strata:.and overlying glacial drift.
The map is here shown in this thesis. MThecdata used in
making this map consists chiefiy of well records: obtained
from the recorde of the United States Geological Survey
in Lansing. Many of these wells weme not‘ exactiy on the
section taken, so that the results whéch are shown on
the map are only approximate. Nevertheless, it serves
the. purpose of presenting a general view of the rock
formations: in the vicinity of Akron.
Topography

The topography of Akron and immediate vicinity
is pretty well shown on the topographical map which is
included in this Thesis (In folder on inside of back cover).
The data and notes used in making this map were obtained
by the writers in the winter of 1915 and 1916, when they
made a complete survey of the village and visinity.
The elevations were obtained by running lines of levels
down the center lines of streets and along other lines
where a knowledge of the topography was beligved to be
necessary. An initial elevation of 100' was assumed on
the corner of a basement window sill at the Bank of Akron,
and all elevations on the map refer to this point as a
bench mark. Quite a number of other bench marks or check
points were established at other places for the purpose
of checking the lines of levels . All elevatinus were
read to the neqrest hundreth on the rod, and all lines
of levels were checked on bench marks at the end.

The notes taken in this survey are shown on the <»
following pages of this thesis. All of the instruments
used in this survey were obtained from the Civil Engineer-
ing department of the Michigan Agricultural College.

Profile maps of the street: center lines were also

made and bound in this volume, These maps also show the

positions and grades of the proposed water and sewer mains.
Profile levels running N.

Sta. B.S.

BM.

1.

T.P.1
3053

T.P.2
3.00
100
200
300
T.P. 400
4.01
§00
600
700
T.P. 800
3.83
900
1000
1100

H.I,.

$3.96 103.96

101.44

98.88

99.78

98.18

F.8.

4.62

6.05

4.76
5.66

52b9
5.80
3.87
Sell

4.50
4.03
4.86
5.43

5299
4.20
4.41
2el2

El.

99.54

97.91

96.68
95.88

95.69
95.08
95.01
95.77

95.48
95.75
94.92
94.55

94.19
93.98
93.77
96.06

on Main St.

Remarks.

100.00 S.EB.corner bazement

window sill Bank of
Akron.

Cross walk in front
of Hotel Bloomfield

Cor. Lynn & Main St.

Main & Center.
Main & North,

Cor.

Cor.

Top large stone at N.E.
corner Budd French
porch
Profile

Sta
BM.

B.S.
3201

1.
@
T.P.l
5.62

TP,

1.357

T.P.
3.80
4
6 400
5000
T.P.600
3.52
8
700
800
900
1000
T.P. 1100

3.85

levels running west on W.

HI.
103.01

102.68

99.43

97.26

94.52

91.86

¥.8.

4.95
? O01
5.95

4.71
5234
4.62

4.46
5.93
5.97

4.78
5.03
5.55
6.26

4.13
4.19
4.83
542
6.15
6.51

El.
100,00

98.06
96.00
97.06

97.97
97.34
98.06

94.97
95.50
95.46

92.48
92.23
91.71
91.00

90.39
90.53
89.69
89.10
88.357
88.01

Beach St.
Remarks.

S.Eecorner basement
window sill Bank of
Akron.

N. Main & P.M.R.R.
Cor. N.Main & Beach St

Top of stone at end
of N. walk.

Cor. Beach & Mill St.

Wood block at W.side
of telephone pole.

Cor. Beach & 3.lst Sf.
Cor. Beach & Craamery St

S.E. Cor. walk at Land=
ons house.

Cor. Beach & W.2nd St,

Top of stone in N,
ditch W. of Hickeys.
Profile levels running W. on W.Beach St.

Sta.
;6 1200

1300
1400

1525
1550
1375
1576

1600
1700
1800

B.S.

T.P L500

0.92

HI.

85.54

F.S.
35079
4.10
5.75
744

2291
5035
Xe a
7.52
12.41
4.08
4.95
2254
0.95
5235

Fl.

88.07
87.76
86.11
84.42

835.535
82,01
81.57

Remarks.

77 .82 East bank of ditch

72293
81.26
80.39
82.80
84.359
79.99

EB. side Water edge
On bridge

Sect. Car.

N.E.cor. W. abutment
of bridge.
Profile levels running So. on 8o.Main St.

; Sta BES. H.I. F.S. El. Remarks,
BM. 3.51 100.57 97.06 Top of stone at Cor.
N.Main & Beach St,
1 35.87 96.70 Cor. So. Main & Beach.
T.P. 4.26 96.31
2.18 98.49
2 5.04 93.45 Cor.So. Main & So. St.
TP 100 4.65 93.84
5.40 99.24
200 5.56 93.68
300 5.79 93.45
400 5.28 93.96
5.22 94.02 N.W.Cor. D.B.C.&W culvert
4.62 94.62 So. Main St crossing
D.B.C & W. R.R.
500 4.62 94.62
600 3-57 95.67
T.P.700 4.93 95.21
2076 97,97
800 4.26 93.71
4.13 93.84 Horse block at Joe Storms ~
house
900 5.04 92.93
1000 4.71 93.26
1100 4.09 93.88
1200 4.38 93.59
TP.1300 3299 93.98
3057 97,55
1400 5255 94.00
Sta
1500
1600
1790
1800

Profile levels running So. on So. Main St.

B.8.

ASI.

F.S.
4.14
5.88
2.71
5-14

{

El.

93.41
93.67
94.84
94.41

Remakks.

LO
il

Profile levels running E. on E. Beach St.

Sta B.S.
BM. Lez
1
100
200
T.P.500
5286
400
500
B.M.

600
700
800
1000

HI.
99.29

99.79

F.S.

5-81
4.85
5027
5.56

5.46

4.95:.
6.222.

4.44
5.00
5.09
4378

El.
97.06:
95.48
94.44
94.02
95.93"

94 34
94.84:
935.57

95.55
94.79
94.70
95.01

Remarks.

Top of stone at

end of walk EB. side
Cor.E.Beath St. &
Railroad st.

Top ofcedar post
by mapletree.

24 ft EB. of wire
fence.on N. side of
road.
pta
BM.

TP

BoM,

BoM.

BM.
TP1l

TP2

B.M.

B.u.

B.8.

0.60

5,27

Hel.

98.66

98.64

e@eee 60 @ 88 8 8

4.05 104.05

S$el2 101.13

4.87 101.71

4.73 102.99

0.26 101.70

 

F.S8.

5.58
5.29

4.80

4.34

6.49
5.47

6.04

4.29

4.75

Profile levels on 8o0.St.

5.65
1.35

5093
6.22

Profile levels running N. on W.18t. St.

El.

12

Remarks,

98.0665 Wood block at Cor.

93.08
93.37

95.84
94.350
92.15
93.17

Establishing B.M's onMain street.

100.00
98.01

96,84

96.96

0e@#e7eoe00e08808008088 088088808 8 0886 8

98.06
97.14
101.44

95.77
95.48

Beach & Mill St.
Cor. Lynn & W.lst.Sf®.

Top manhole crock

So. edge.

Cor Center & W. lst.
So. edge of above Cor,
Cor. N. & W. lst St.
Manhole at above Cor.

BM. at Bank Bldg.

Walk at §.E.Cor.
Tobiass store.

N.W.Cor. horse
block at W.C.Hess.

So.W. Cor. lower
step at church.

Wood block at Cor.
Beach & Mill St.
Cor. Mill & So.8t.

Top of iron pipe
S.W. COr Elev. Scales

Top of rail on
T.B.C.& W.R.R

Cor. So.& Creamery
street.
Profile levels running W. on Lynn to West Road.

Sta.

B.M.
200
400
483

T.P.

581
600
700
800
1000
1200

T.P.1400

1500
1600
1700
1748
1764

B.S.

5077

1.58

4.22

T.P.1772. .-

L779

1810

1900
T.P.
1925

1940
1960

4.79

H.I.

97.14

90.87

89.57

81,98

F.S.

4.70
6.59
4.835
7.85

0.51
5-52
5.68
5.18
4.97
5.50
5.52

4.50
. 4.18
4.32
5.65
10.48
12.358

9.26

6.45
4.71
2012
790

5 86
20170

El.
93.357
92.44
90.55

92.31 Walk at west sideof
school house.

89.29

92.356
97.35
87.19
87.69
85.90
85.57
85.35

85.07
85.59
85.25
835.92
79 .09
77.19

Top edge of manhole

Remarks

crock.

Walk

school house.

at S.W.

Cor.

72.72 Water edge E. Bank

75.53
77.27

79.86 Top of stone E. of

78.26
80.350

road.

83.46 B of road
Profile levels running W. from Cor.Center & W.lst St.

Sta.
B.M.
, 200
300
400
500
700
T.P.

800
900
1000
1100
1200
1400

T.P.

1450
1500
1600
1680
1700
L725

T.P.50

1764

B.S.
0.60
242

4.0

L

0.91

5-86

5.08

H.l.

94.80

90.98

88.06

80 .67

F.5.

4.08
5.035
5-80
8.15
4.73

4.42
4.43
6.15
5.46
6.15
6.98
6.78

6.52
4.87
5.97
5.69
8.29

12.03
12.47

5.49

ELe

Remarks

14

94.30 Well curb N.E.Cor.

92.38
90.72
89.77
89 .00
86.67
90.07

86.56
86.55
85.83
85.52
85.83
84.00
84.20

81.54
85.19
84.09
84.37
79.77
76.03
75.59

75.18 E. edge of CO. Drain
Sta.
1772
1794

1795
1900

T.P.

1940
1960
check

B.S.

715

H.I.

80.67

84.45

F.S.
9.25
7.44
5.58
5.35
52357

1.88
0.91
590
5.34

El.
71.42
75 235
75 29
75.352
77.30

82.57
83.54
80.55
79.11

18
Remarks.

Elevation of water

Check on first line

Check on W. abutment
of W. Beach St.
Bridge.
Profile levelssrunning E. on

west’! Beach street.

Sta. B. 8. H. I. Fr. S&S.
BM. 1.27 88.22
0.00:: 0.12
100 8.15
125 9.86:
192: 7.88
193: 9.75.
200° 13.22,
B.M. 0.16; 83318
BM 4, 96:
220 & 66
580 7.28
$35 6.87
TP 60 0.88
7034 89°64:
400 5.63
500 6.6u
690 4.68
700. 32422
880 4:02
check 5.35
TP 16 2289
442% 90.98
900. 5.28
1000 5.64

‘g@.line

El.

&8 .63:.

84.17
76014:
79.435"
76.41
7h.54.
71.04

8% 02.

78.23
76202.
75.90
76.351
62,50

84.01
83.00
84.95
86222
66.62
84.20
86. 76

85560
8334

1312 ft N. of!

16

Remarks
Final B.M. of
previous line:

Stake at side: of.
road bed ss

We edge of bank

El ofwater:
Same as above: BM.
TOp of: spump asinter

section of Fenc:s& Co
draine

Stone:.on2nd line
Top: of: harge stone
Sta
1100
TP

1200
1500
1400

1500 |

TP

1600
1700
1800

1900.

1960
check

BeSe

5208

6.16

5.88

H.It

925 7B:

96.21

97574.

FV. 8S
4233;
1.30

6.01
4.99
5.82
5.00
5-68

5.67
4.70
4.08.
5055

5.356
4.57
5-40

El.
86.65
89.68

$5.72

$7.74:

86.91
87.73.

89.05:

89.54.
90.81
91413
91.866

92.58
93.17/
94.34

 

1?
Remarks:

Top of beach stump

Cente‘r of. W.roag

So. edge of well
crock at Cor.
Center & W.lst St.
Profile levels on aline from N. Main St.
half mile west.

Sta
BM.

BeM.c
100
200

TP

500
400
500

600.

700
800

900
1000
1100
1200
13500

1400
1500
1600

B.S

2008

5269

1.94

2226

18
to roa d one

The line is 300 feet nofth of North St.

H.I.
99.54

97.31

92.90

89.78

F.S.

4 008:

42D

4.75.
5272.

4.37

4.09.

4.17

5.82.

6.34
6.40
6.355

2091
4.74
5.29
5.02
6.00
§.38

4.56
4.14
5.28

El.
96296:

95.29
95.14’
94.59
93% 62:

92.94
93.422
93.14
91.79
90.97
90.91

90.96.

89.99

88.16.

87.61
87.88
86.90
87.52.

85.22
85.64

Remarks.

S§.W Cor of lower™
step ofchurch on
Yain St.

So. edge manhole
crock on Main 8t.
2100
2200

2220

2210
2500
2550
2400

check

2440
2465
2477
2498
2500
2950
2570
2990
2640

5255

4.71

H.I.

86..82

81.44

F, 8S.
4.98
§.26
5.56
6.52

5082

El.
84.&®

84.52.

84.22
83.47

852.00

3203. 83.783.79

2046
4.80
8.80
11.76,
12.768:
10.09
8.54'

7855
5.25
10.74
8.11
6.11
6.90
§.28
218
0.82

84.36:

82.02.
78.02.
75.06.
74.077

Remarks.

76.73: Top of stump E. shide

78.28

of ditch.
Stump at intersection
of wire: fence and ditch

75359 ©

76.19
70.70
713.33
75.335
74.54
76.16
79 .26
80 .62

East bank
Kast Watér edge.

West Bank

Middle of N.&8S. Road
Profile levels running E. on: Case: Ste

Ste 25.8. HAI. FUS..
BoM. 1.60 101.50

0.00 4.34:

TP 4.28
8.61 105.86.

100 8.82

165 9.04

Profile levels runningN.

Cass street.

100 6.51
200. 5076
500 4.19
400 4.13.
440 5028

El. Remarks:

100.00 B.M. onBank Bldg.

972165 Intersection Cass: St.
& P.M.R.R.

97.25 WN.side top of cement:
Walk bytelephone pole:

97%04-

96.82:

from last station on

99.56.
102.215:
101.67
101.73°

102.88 Higheet Pt. Approx.
position of stand

pipe.
e21
Profile levels along W. side of P.M.R.R. running N.

Sta B.S. H. TG F.S. El. Remarks:
Bow 2.09 102.09 100.00 3B.M. at Bank Bldg.
180 4.10 97.99
240 4.02 98.077
560 5.87: 983 22
TP 4860 3.84 98.22
4.85 103.10
600 4.83 98.27
720 4.91 98.19
840 5674: 97.56
TP 860 5.85 97.25
§.17' 103.42.
1080 5.25 983,17
1200 6.12. 97330
1440 6.04 97.38
TP 4.352 98.82.
4.24 102.34 98002
1560 4.32 98.02
16860 448 97.865
1800 4.55 97.79
1920 4.63. 97.81
S : ~
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Water. Supply

The villagec6ff Akron Massnever had a public water
supply. All) ofthe water used comes: ffom private wellss.
Quite: a. number are: shailow drive wells: from ten to twenty
feet: deep, but: the: majorisfy are drilled:iweils ffom 100 to
250 feet deep. It: is needlsss to: say that the shallow are
a dahgerouss source of diseases. With privy vaults: andi
other: sources: of. contamination in such close: proximity to
the weils, it:'is hardly reasonable: to suppose:that the:
water: from such shallow.wells:is sanitary. On this:.account
we must eiiminate: surface water. ffom our consdderation ofia
publiccsupply.s The only. other alternative is the water
from the deep wells:

Ih. March, 1916, the: writers took samples: off water from
three: différentdeep wells in Akrom eid tested them both
basteriologicadly and chemically. Thecsamples for bacterial
analysis were:taken in sterlized flasks ad kept: in this cone
dition until they were:tested three days later. This analy-
sdscwascsmade by R.W.Wyantiat the Bacteriology Laboratory of.
the M.A.G. One pint:of water from each well was used: Bor: the:
chemical analysis which was made bythe Chemistry Department
ofthe M.A.C. The results of both bacteriological and chemi-

cal analysés were as follows:-
20

Sample No.ae

Village well at: Akron. This is: a:four-inch well, 147ft
deep, and was about one old when the samples were taken.
There is no curd at the top of this well. It is located at
the corner of Lynn and North Main streets.

Bacterial Analysis:

Three different 48 hour tests showed

pravally no bacteriazat all. <As far as sanitary conditions
are concerned, this well is very good.

Chemical analysis:

HCO g---------- rrr eon 40.parts per million
CAD emnnwnnnnn wenncennncen 350.

A103» F0,03--------------= Trace only
810.------- eS 2222222222282 None.

SO OO O88 BHF F2H 2D AFZBZ2e 225

Total Solids
(evaporation over water) 1240
Residue heated to constant
weight 940
The water from this well could not be used as a source
of supply without some sort of treatment which would reduce
the total solids. The State Boakd of Health® requires that
water fw a municipal supply must not contain greater than
500 parts per million of total solids, whereas this water
contains 1240. The above analysis shows this water is very
high in salt and gypsum.
oo »-
Sample No.2.

Well belonging to David Somerville:-This well is
located on Bast Beach St. just east of Railroad St. It is
a 2inch wéll, 149 ft-10 inches deep and has no curd, It was
about threecyears old when these samples werec taken. ‘The
water contains a fine white sediment which givew it a slight
cloudy appearence when first pumped out% It tastes ail:
right and is being used for domestic purposes at the present
time.

Bacterial Analysis;

Three: 48 hour tes$s showed no bacteria
This shows that the water is perfectly sanitary as: far as
bacteria are concerned.

Chemical Analysis:

HCOg eenennnn-----------= 20 parts per million
BN qnn nnn moe nw n won mn oo 1 88
C80 aenmnnsennnn---- 190
Cl ennnennnnnne See neenne 63
A1,0,-Fep0z -~-------=---Trace
810, ann semen ennwnn oow=None
rfotal Solids
(evaporation over water) 619
Residue heated to constant

weight 450
ee |
, ‘ 256

This sample also shows too high a psrcentage of totad
solids: to be used for a municipal supply,» It is very high
in salts and gypsum, but: met as bad as the water from the
Village well. The cloudy appearance of: this water, before
mentioned, is due to the gypsum which is chemicadly known

as calcium sulphate.
26
Sample No.3.

Weil belonging:-to Rob Albertson:-This well is located
on South S8t., about half way between Main and Mill Ste. It
isa 2 inch well, 250 feet deep and is about eich years old.
It has a curb about 6 féet deep to catch waste water.

This water looks and tastes the best of any ofthe three
samples. Itis clear, quite soft, and sparkling. It would
make a pretty nearly idel water for amunicipal supply.

The percentage of téal solids is far below the minimum o f
500 parts per million.

Bacterial Analysis:

Three 48 hour tests showed practic=
ally no bacteriaa

Chemicaa Analysis:

HCO, o0n ennn nen ne - eee 12 parts pews million

3
50, QE BOO Bow Meean anes 90

CaQ’ onncmeewoonnnnnnna-n G80
Cl ewe nneennnecenenmcwns 30
A103 .-Fe20. Cumaananaeane  Frace
8105 ewnncenennnnneens meee =)
Total Kolids

(evaporation over water) 230
Residue heated to

constant weigh 175
-—o-

~~ a. =
2”

The ahalysis shows that this water contains some salt
and some gypsum, but not in large enough amounts to: serious~
ly affect the quality of the water.

The head at this welllis such that the watetrrises with
in six feet of the surface.

No attempt was made to make tests on all of the weal
water in Akron. The samples taken were only: typical of the
other wells in town; se the three tests made were believed
to be sufficient to show the general characte®, of the water
throughout the town. It looks as though, there: ightbee some
difficulty in obtaining a large supply ofthe righttkind of
water.

The writers have made an attempt: to discover something
definite concerning the rock structure beneath Akron, in
orde¥ todetermine where and how. deep to drill ¢o get a- good
supply of water. To carry out this: idea; ea geological strue
cture section map has been made and inciuded in this thesis.
The sectiontaken was from Caro, thru Akron, to Saginaw Bag.

This map shows two good sandstone formations, namely
the Parmanand the Marshall Sandstoness Both of. these arec
waterbeaimg rocks, but: the water from the Marshadl Sandstone:
at thie place is too saltyfor domestic use. The Marshail
The Marshall Sandstone is deeper down than any of the pre-
sent wells in the village. At first it was thought that
the Parma: Sandstehe might be a good source of: supply, but
the chemical analysis has dissipated this idea
28
Two of these wells from which samples were taken do

not extend as deep as the Parma Sandstone; but get their
supply from the Coal Measures above tiie Parma. The Coal
Measures do net contain any gypsum, but both ofthese wells
ag heavy uin gypsum which comes Oniy. from the formation
known as the Grand Rapids Group, below the Parma Sandstone.
This shows quite conclusively that the Parma and also the
other formationsare very irregularand badly broken up by
faults and fissures. Evidentiy, the sulphate waters from
the Grand Rapids Group rises and mixeswith the waters in
the upper formations. This accounts for the sulphates,

er gypstim, in the water drawn from tthe CoalMeasures. The
fact that the water has a high head @ this place, alsoup=
holds this. argument. The wager rises nearly to the surface,
in all of. the wells.

The::conclusion is that nothing; very definite can be
statedas to how deep to drill to get the right kind of
@.Water supplys There is one:fact which will help in
Picking out the proper location for a well. In general,
the wells in the sauth end of town yield better water than
Sheebiinbohe north end. ‘4+ is quite probable that a well
about 260 feet deep in the south end of town will yield a
plentiful supply of good water,
29

Water System

The first requisite to a water system is the location
of a well, or wells, and a pump house. In this purposed:
system, the well and pumps were placed on Shuth St. The.
distributing spsteme@asslaid out as shown on the large map
of Akron( In pocket on inside of back cover). The gridiron
systen was: used throughout. Sixsinch and four-inok mains
only were: used. The sizes are shown on thecmap. In size
ing the mains and placing:.the hydrants, aahydrant: pressure:
of 75 pounds was assumedi This much pressure-is necessary
iff the system is going to be any; good for fire protectio n.

A hydrant pressure of. 75 pounds:per sq.inch will fir»
nish a 175 gal. stream from a 450 fdot' hose, or a 250 ga l.
stream from a 200 foot:hose. This discharge from the-hoss
is in gadlons per minute. Thecabove hydrant pressure will
give a nozzle pressure of: 355 pounds: pew sqe inch with a onee
inch nozzle.

The: pumping machinery must be large enough to furnish
the required hydrant pressure. <A direct pumping systen,
using a gas engine , is recomended for this place. In fact
it is the only practical system to inséal1l here. The pumps.
must be kept running all the time. Of course, this is quits:
expensive, but it: seems te Be the only alternative.
30°:
Sewer System

Up to the: presenti time, Akron hassnever had any
sewer system except for storm water. One:of thec chief
objects of this theeds is: the design offa: system to take
care of domestic wastessin some convenient manner. The
system here advecated is known as the "separate® system
with water as the carrier. In this system the sewage does
not flow: in the same mains with the storm water; buti compe
Tisessan entiredy separate: system. At prSsent there is a
fairdy adequate system for tie: storm water sewage« This
water discharges: into an open drain west of the town which
in turn empties into Squaw Creek, a: county drain nearly a.
half’ mile west of the village. This system need noti be
interrupted in any way by the installation of a.system
for domestic sewage.

The layout of the proposed sewer system is shown on
the large: map of Akron in the back ef this volume. Both
the surfasecelevation af the outlet elevation at each
manholecare shown on the map; also the sizes and grades
of the mains. In calculating the sizes and grades of the
mains, a. minimum size of eighttinches was used. The miné
imum grade to be used fog each of the three different sized
mains: was calculated fg the sewer running 0.50 fall at a:

minimum velocity of two feet per second.
The following calculations apply to an 8 inch sever:-
Yes 3 » where V velocity in feet per second.

C = friction constant,

r = hydraulic: radius:

S:2slope or drop per: foot.

22120 YO.1128's

s =0.002477ft.

This gives a 0.247 % grade as a minimum fe an 8 inch main
running 0.35 fulle It was found necessary,to use this
minimum grade in several places. Inthe same waythe minimum
grade to be used for a 10 inch.main was found to be 0.195%
and 0.163°% fdr a 12 inch main. |

The sewer grades, their sizes, and also the outlet:
elevation at each manhole are shown on the profile maps
in thés thesis.

To determine the size of mains to be used it was
necessary to know the quanity of sewage flowing. This va
Value: was taken equal to the:domestic sewage: plus 30 % for
leakage of ground water into the mains. The population
upon which the domestic sewage wassficured wam calculated
bg estimating five people per lot, all vacgnt lots were:
included .in this. The average daily sewage was assumed at
75 gal. pew capita per 24 hr. day. To this value was added
30 4 for leakage. The following table gives the estimated
population on each street, also the domestic and total

sewage pee: 24 hr. day for the population on each street:
Street

West ond Ste. 215

West lst Sst.
Ne. Main st
S. Magn st.
Mill 8st.
Creamery St.
North st.
Center St.
lynn St.
W.Beach St.
E.Beach Ste
Cass S8t.
South st.

11&

170
90
55

50
65
60
65
65
50
15

40.

e
ee

6, 740
4,120
5,900
35; 760
4,875
4,500
4,875
4,875

3,760

1,125

Domestic Sewage.
-Population.gai/24 hr. day .

16,100
8, 625:

12,710

eoe555uu'nier.#eoe#2te#8« @ee0e806080@8 e680 8 80 @ @
e e e

11,200
16, 550

8, 760
5, 550
55 900
44,876
6,530
5, 850
6,350
6,550

4,876.

1, 460

Domestic Sewage
30 @ for Gr.water

20,960.

fotal-

« 1,055

799,045

102, 760

32
53

“
A

The only available stream into which the sewage can _
be run is the County drain known as Squaw Creek. This is. 7
nearly a half mile westt of Akron. In order to comply.
with the requirements of the State Board of Health, it.
will be necessary to treat the sewage in seme very efficent
Manner. This is compulsory wherever sewage is emptied into
a county drain. As a result of pretty thorough investigata
ion in this particulaS case, it seems that the best method
of treating the sewage at Akron will be a combination of a
septic tank and sprinkling filters. To do this , the sewage
will have to be pumped from the tank to the filter bed,

on account of the low elevation of the sewer outlet. The

septic tank will have to be built so low that there will be
no chance for a filter bed between &t and the stream. The
tank will have to be made waterproof, as it will be below.
the high water mark of the stream. The filter bed can be
located higher up on the bank. A sprinkling filter will
be the best here, because the soil at this place is not
suitable for a large filter bed such as is required for a
slow sand:filter. The filter bed here will have to be ent-
irely made up by hauling in the materials, but it need not
be large if sprinkling filters are used. It will be nec-
essary tod maintain an engine and pump st this place in order:
to pump the effulent from the septic tank up onto the filter
bed,

This system may be prohibitive on account of thec expen-
se, but iti appears to be the only method by which the sewage
can be properly handled.
34
Conclusion

It is not at ail likely that the village of Akron
will be in such a financial condition that they will be.
able to install water and aewer systems for several years:
to é6pmec The systems which we have proposed may even be
prohibitive for this village: on account: efthecexpense.
We donot evenclaim that our proposition is a practicad
one for Akron, finaaicialiy. We do hold, however, that
we have shown the beet ahd practically the only methods
by which this village can have: adequate water and sewer
systems:at ail.

In conclusion we willisay that it is our sincerec
wish that, in the event of the inatallation of euch
systems, this this may be of some benefit to the people
of Akmone
THEA