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Design or e Pumping Station for
But Lancing, Michigan

A Thesis Submitted to

The Faculty of
MICHIGAN STATE GOLLEQ
OF
AGRICULTURE AND APPLIED SCIENCE

by

Stanley H. Sutton
2:!-

Cendidetc for the Degree or

Bachelor of Science

June 1942

fl'HESH‘!

\\

f.“ .j.‘ .I /
‘. ' , I I l
J

ACKNOWLEDGEMENT

I wish to express my appreciation to the faculty of
Michigan State College for considering me a candidate for
the Degree of Bachelor of Science. I further wish to ex-
tend my thanks to Professor Frank R. Theron, Associate
Professor of Sanitary Engineering; Professor Chester 1..
Allen, Head of Civil Engineering Department; Mr. John
Kepler, Director of Bureau of Engineering, Michigan Dept.
of Health; and the Pomona Mp Company, for valuable
guidance and assistance in the composition or this thesis.

143697

INTRODUCTION

This thesis on the design.of a water pumping station
for the city of East Lansing was suggested by Professor
Therour. This subject is,in accord with the duties of a
sanitary engineer and has proved to be very interesting
for more than that reason alone. The city of East Lansing“

at this time has drilled a new well, and will actually
employ a similar design in the necessary construction of

a new pumping station on the site of the present west
water supply plant. Per this reason.my'work.has seemdngly
tended toward an actuality instead of a hypothetical
problem.which may have been encountered with a different
subject.

Intolved in this design is the selection.of a pump
and the structure in which it is to be housed. Before a
pump may be wisely selected it is necessary to determine
the amount of water to be pumped and the total water*head
to be pumped against. In.regard to construction, a list
of minimum.standards for the location and construction
of wells used for the production of untreated municipal
water supplies, was secured from the Michigan Department of
Health to guide the design in respect for public health.

Both the selection of a pump and the design of a
pump house will conclude with definite receomendations in

the following pages of this thesis.

CAPACITY OF WEST SIDE TREATMENT PIANT

A decision must be reached as to how much water is to be
pumped before the most efficient pump can be selected.
Several factors are capable of determining this amount of
water. They are: (1) Maximum capacity of the well, (2)
The amount of additional water required by the city, and
(3) The Maximum capacity of the existing softening plant
through which the water must be pumped and softened

( exclusive with this particular problem ).

Quite obviously it is in this case the capacity of
the softening plant which will establish a maximum rate
at which water may be supplied to the plant. -

The Permutit Company in their Operating Instructions
state that the capacity of each softener is " Per minute
rate of softening " 3'70 gallons per minute ( 5.25 g.p.m.
per square foot of filter area )

If 370 gallons per minute includes the maximum rate
at any time, then it includes the rate at which water is
passing through the softeners when one of the softeners is ‘
regenerating. During regeneration a softener uses a rate
of 800 gallons per minute washing, for 10 minutes, no
gallons per minute for 25 minutes rinsing, and about 60
gallons per minute for 10 minutes brining.

If the pump delivers 1000 gallons per minute to the
plant and 300 gallons per minute is used for washing, this

leaves 700 gallons per minute for delivered water and

80 i will be assumed passes through the two softeners not

regenerating. The remaining 20 % will pass through the

iron removal tank. In accord with these assumptions each

softener would be operating at 700 x .80 g 280 gallons
T

per minute. Values for other rates of pumping were cal-

culated and listed in the following table.

 

e 80‘ e .Dollver e G.P.H. e GePeMe e % of
Pumping. of . 001.2 .to 2 Set. to .to one . time
Bate . Water . ‘ .and Iron. two .Scftener.only two
G.P.M§ . Pumped . .Tk Durin.Softener. Col.5 .Softeners
WT a . ” t A .ﬁygshigg3eoﬁ 0014. +2 . ._in Dye
goo I 430 I 160 . see I 240 . 120 I 26
sec . 540 I 213 I 500 I 400 . zoo . 34
1000 . see I 257 I woo I see I see I 43
lane . 960 I 320 I 900 I 720 I see I 52
1300 I 1040 I see I 1000 I soc I 400 I as
1400 . 1120 . 373 I 1100 I see I 440 I so
0 C C O O .

Computation for Column 7.'( i of time that only two softeners
are in use )

78000 3 Softening capacity of tank between regenerations.
“252%ag'8 Softening capacity of 3 the.
Softeners take only 80 % of water through the plant.

254000 ; 292,500 ; Plant capacity between.regenerations.
TuneIallcwed for 3 regeneraticns : 3 x 45 : 135 ninutea.
Per 1000 gallons per minute pumped to plant.

Time to deliver 292500 } Six 7000 = 313500 : Sid minutes.

Time that only two tanks are Operating a 135 minutes.
135 x 100 = 43 % of time only 2 softeners are in use.

These computations show it advisable to deliver no
more than 1300 gallons per minute to the plant if it is
desired to restrict the rate of filtering on each unit to
the 370 gallons per minute, the capacity as stated by the*
Permutit Company.

From.the experience with the east water plant it seems
more advisable to keep the maintained rate of filtering
below these values and deliver to the plant from.1000 to

1200 gallons per minute as a maximum.

,HEAD LOSS IE TREATMENT PLANT

The head loss through the plant will be equal to the
head lost in any one of the four routes which the water may
take. Assuming that the flows have been adjusted so that
each softener receives an equal amount of water, the head
loss in the plant may be calculated for different rates of
flow. The head loss is computed by listing the pipes and
fittings from.the entrance of water into the plant through
one of the softeners to the common interceptor from the
plant, and summing the loss in terms of velocity heads lost.
The loss through the softener is found independent of this

calculation.

HEAD LOSS IN PIPES CONNECTING IN SOFTENER N0. 1

 

 

 

Items in order of flow. iHead losses in terms of V3"
38
1e 8": 8": 5” T90 e08
2. 8": B": 8" Toe .02
3. 8" Gate valve .02
d. B”x 8”: 3' Tee .02
5e 9. 8" P1P. e0].
6. 8”x8"x 5” Tee .60
7. 2' 4" 3" Pipe .12
8. 5* 90 Degree Bend .30
9e 28" 5" Pipﬁ e12
10. 5' Gate valve .10
ll. 5" 40 Degree Bend .13
12. 9" 5" Pipe .04
13. 3" 45 Degree Bond .13
14. Long Radius 00 Degree Band .20
15. 4” Plate .02
16. 5" 45 Degree Bend .13
1?. Multiport Valve 3.00
18. 6' 8" 5” Pipe .35
19. Long Radius 90 Degree Bend .25
20. 3' 9" 3" Pipe .20
21. Long Radius 43 Degree Bond .07
22. 0" 3" Pipe .03
23. Softener - Head loss computed in feet for various flows.
24. 6” 5” Pipe .03
23. Long Radius 45 Degree Bend .0?
26. 1' 4' 5" Pipe .19
27. 4"x 3” 90 Degree Bond .80
28o 5" Gate val". e10
299 3' 8" 5" Pipe e8].
30. 5' 90 Degree Bend .50
31. 8" 3" Pipe .05
32. 5": 52x 8' Tee 1.08
11.22

_ The head loss in the treatment plant excluding the
softener, is 11.22 velocity heads in terms of five inoh

DIPOe

FOOT HEAD LOSS IN PLANT EXCLUDING SOFTENEB

velocity heads lost for items in route number'one he terms
of five inch pipe e 11.22
root Head.Loss For a Plow of 160 Gallons Per Minute.

100 : .356 Cubic rest Per Second
145

Velocity : § 3 .356 : 2.61 Feet Per Second.
"IEEE"'

0

'2 : gen 2 z .106 : It. LOCI / Vol. 303‘
'5? HT ( 5" Pipe, 0 of 160 g.p.n.)

.106 x 11.22 : 1.19 root Loss
rest loss in head have been computed in a similar

manner and entered in the table below.

 

G.P.l. I PT? / Sec.I v 5.. I '2!» I Foot Less
130 I .415 I 3.04 I .144 I 1.01
214 I .477 I 3.50 I .190 I 2.00
340 I .535 I 3.92 I .239 I 2.53
see I .594 I 4.55 I .295 I 3.51
s94 I .555 I 4.80 I .360 I 4.05
see I .714 I 0.25 I .425 I 4.00

CALCULATION FOR HEAD LOSS IN SOFTENING TANK

For Total 0, = 300 Gallons Per Minute
Assume 1/7 of flow through iron tank and balance through

the three softeners.

Then 0, through iron tank 2 500/? = 71 gallons/minute.
And 0, through softeners 3 429 gallons per minute.
Try 0 through one softener 9- 143 gallons per minute.

Head Losses In Softening Tank
Hazen formula for loss of head in clean sand.

.égv' -i_ ,
(.70 { .00 t) 15-

1000

effective size as .28 m.m.

temperature 8 50 degrees 1*. or 10 degrees C.
velocity in meters per day.

depth Of sand.

If
u

bdnbo
N "ﬂ."

 

V = 1‘3 x 1 1 8640.0 800. I H. = 165e5
m .7357! x 54 day mt. li/Day
1.; 105 10.3 : 5.00 Feet.
"WEH?TE*"

Sand Losses ( 143 gallons per minute )

h 3 5068 1 165.5 .1 8 201 It.
(.70 l .00 x 10) 1.1000 x (.2a)z
Other Losses 8 .3 Ft.

 

 

W—ﬁ—

Total Loss : 2.4 It.
Best loss in softener for other rates of flow has

been computed and entered in the table below.

 

c.r.n. I a (sand) I h (other) I Total
. Pt. . . g, . It.
100 I 1.40 I .2 I 1.00
142 I 2.10 I .0 I 2.40
200 I 2.90 I .0 I 0.52
000 I 4.44 I 1.2 I 5.04
400 I 5.90 I 2.0 I 7.90
. . .

With regard to the softener, there is a slight head
loss in the nozzles and underdrain system. The loss in
main drains is negligible.

The following table is a consummation of preceding
tables and calculations giving the total water head loss
through the treatment plant.

GePeMe oN.HC.L068 e F‘e Ed. TOOQI

 

 

0001333 I Thro . in Plant . Loss in I Hd. Loss
W ‘ . Route g 1 .Excl. Softi. Softener . in Plant
000 I 100 I 1.19 I 2.79 I 5.90
700 I 100 I 1.01 I 0.20 I z 4.00
000 I 214 I 2.00 I 5.02 I 5.02
900 I 240 I 2.00 I 4.07 I 7.05
1000 I 200 I 0.01 I 4.92 I 0.20
1100 I 294 I 4.05 I 5.52 ‘ I 9.07
1200 I 520 I 4.00 I 0.10 I 11.90

For a delivery of 1150 gallons per minute to the
treatment plant the new pmp should supply 750 gallons per
minute, as the present well and pump in the plant are
capable of supplying 400 gallons per minute. Then for
a flow of 750 gallons per minute, a pipe of not less than
8 inches in diameter should be chosen to carry the water
to the plant. 750 gallons per minute flow in an 8 inch
pipe with 0 a 120 will give a velocity of 4.7 feet per

second which is considered a maximum velocity without

excessive loss in head due to friction.

NEW WELL TEST DATA

14" W011, Depth 385'
Pumping Test February 1, 1942.

Length of air tube
Gage on air tube

2' above ground.

180'

Shale at 270 feet.

Gage reading 125' ( Static water surface in well )

Distance to water level below gage 180 - 125 = 55'

The following readings were observed

on the air tube

gage and the water elevation above the 6” x 8" orifice in

the pipe discharge.

 

. . Water . . .
. Air Tube. Surface . . Orifice.
Time . Gage . Below .Drawdown . Gage . Discharge
. g I, . Gage . g'eet . inches . G.P.llo
9:50 A.ll.I 70 I 110 I 55 I 17 1/0I 050
9:05 1.n.I 75 I 105 I 50 I 15 1/2I 595
9:50 A.-M.I I I I 15 I 500
9:39 A.il.I Increased pump spIed I I
9:40 1.n.I 40 I 140 I 05 I 40 I 1050
9:47 1.n.I 55 I 145 I 90 I 44 I 1000
9:50 A.l[.I 55 I 125 I 70 I 29 I 020
9:55 A.M.I 50-55 I 125 I 70 I 29 I 020
10:00 A.M.I 50-55 I 125 I 70 I 51 1/2I 055
10:04 A.n.I 50 I 150 I 75 I 04 I 090
10:04 4.uiI IncreasId pump speed I I
10:17 A.M.I 55 I 145 I 90 I 51 I 047
. . . . .

TOTAL HEAD TO BE PUMPED AGAINST

The total head to be pumped against for any rate of
pumping will include friction loss in 900 feet of 8 inch
pipe from the now well to the treatment plant; friction
loss in 900 feet of 10 inch pipe from the plant back to
the elevated tank; the head loss in the treatment plant;
the feet of drawdown caused by continued pumping; and the
static lift from the static water surface in the well to
the overflow of the elevated storage tank. The total head

to be pumped against plus two feet allowed for minor losses

 

is given in the following table.

 

é . rt. . rt. . Pt. . rt. . rt. . Ft. . Pt.
' Bate of.EdILcss.Hd.Lcss.Hd.Loss. Draw . Statio.Station. Total
Pumping.900' of. in .900' of. Down . Water .Floor*-. Head

 

 

 

 

 

E G.P.Ml. 8”Pipe. Plant .10"Pipe. .Surface.0verfl., I 2'
f 000 I 7.2 I 5.90 I 2.52 I 50 I 55 I 110 I 250.7
I 700 I 9.9 I 4.09 I 5.55 I 59 I 55 I 110 I 250.1
000 I 12.0 I 5.02 I 4.50 I 00 I 55 I 110 I 205.7
900 I 15.5 I 7.05 I 5.40 I 77 I 55 I 110 I 277.0
1000 I 10.5 I 0.25 I 0.50 I 00 I 55 I 110 I 292.2

1100 I 22.5 I 9.57 I 7.90 Inc DateI 55* I 110 I --

1200 I 27.0 I 11.90 I 9.00 I50 DataI 55 I 110 I ---

Frem.the preceding tables the total head loss to be
pumped against is summed as follows.

Loss in 900 feet of 8" pipe ( 750 g.p.m.) £2II73
Loss in.treatment plant 10.8
Loss in 900 feet of 10" pipe ( 1150 g.p.m.) 8.5
Drawdown in well ( 750 g.p.m.) 03.5
Static water surface 55.0
Pump house floor to tank overflow 110.0
Hunor’head loss allowed 2.0

Total to pump against ( 750 g.p.m.) 267.1

According to the preceding summation a pump should be
selected which will deliver 750 gallons per minute against
a total dynamic head of 258 feet.

The Pumena Pump Company of Pomona, California was
asked to submitt a pump performance curve of the particular
pump in their line which would most satisfactorly suit the
above calculated demand. The performance curve submitted
is included in this thesis, and is that of the pump rec-
ccmmended by Pomona, a six:stage 12 LC deep well turbine
pump operated at 1700 revelouticns per minute.

From a study of the pump curve it is seen that the
pump efficiency and the overall efficiency curve are quite
flat topped curves. This indicates that the pump can, if
desired, operate with quite a degree of flexibility and
still retain it's efficiency although the range may deviate
considerably from the specified 750 gallons per minute

against a head of 268 feet.

This pump was chosen for the design and in general
description of this unit the pump bowls or turbine element
is located 180.feet below the base plate of the head and
is suspended by 180 feet of 8" column. It is driven by
one and a half inch shafting. The motor driving this unit

is a standard squirrel cage induction type electric motor.

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PUMP’HOUSE

The inside dimensions of the pump house were arbitrar-
ily chosen.to be 9 feet wide by 10 feet long in order to
allow room.for nesessary work around the pump and also to
house a flow meter, a gate valve, and an elbow to take the
discharge line below ﬁne pump room.floor. These dimensions
give a pleasant proportion since the ceiling height must be
seven feet or more for head room. Reinforced concrete
walls are to extend above ground and the side walls are to
be of face brick. The roof shall be a reinforced concrete
slab with provision for access to the turbine. This nes-
essitates leaving a port in the roof through which the
8 inch column may be lifted. This port will be equiped
with a water tight frame and cover.

The maximum.depth of frost line is considered to be

four feet below the ground surface.
BUILDING DESIGN

Roof
2600# Concrete
n 8 12<
J : .85
f8 : 18000 flag. in.
Assume Live Load 2 125 Pounds Per Square Foot
Dead.Load (Assume 6" slab) 75 Pounds Per Square Foot

Total Load 8 200 Pounds Per Square Foot

Maximum.Bending ( Consider a strip 1' wide as a beam)
Bone : W L2
T

B.M. = 200 1'5; : 2025 Feet Pounds
T“

d 8 (2025 x 12 ér 164 x 12 )1/2 : 3.5 inches

Add 1.5 inches for protective coating.

11 = 3.5 .4- 1.5 u 5- for total thickness of slab.

Cheei weight ( Assume reinforced concrete 150 #lcu.ft.)

150 1.5 g 65 #/sq.ft. ‘Used 75 #Isq.ft. so 5" is
12" sufficient to take bending.

Steel in Hoof

Area of Steel 3 “azimum,Bend1
T, x 3 x I

As 3 2025 r 12 = .455 square inches required
Xe x e

‘Use 1/2' Round Bars , Spacing 5" c.c. ( 1.: .48 sq.in.)

Use .25 of area for temperature steel.

5" x 12" x .002 8 .012 square inches.

use 3/8" Bound Bars , Spacing 10" c.c. ( A = .13 sq.in.)
Shear at Wall

v = Shear in pounds per square inch.
Y‘: Shearing force.

8' Y
5 2T3 x d
v 8 200 x 4.5' g 25.2 Pounds per square inch.

x. x .

This is less than.the allowable sheer of 125 pounds
per square inch.therefor the five inch roof slab will be
adopted.
22.1.1.5

A double row of face brick.is to be used fron.the con-

crete wall,which.ertents above the ground line, to the roof
slab. In each corner three rows of brick are used for the
purpose of reinforsenent. Two rows of brick will require

a foundation.more than.eight inches wide, therefor a ten
inch concrete wall is arbitrarily selected to extend from

above ground line down.to the footing.

Steel for Concrete Well
A; I .2 ﬁ‘b x d
A, 3 .002 z 10 x 12 3..240 square inches.
use 1/2" Bound Bars Both Ways, Both Sides.
Spacing 10' c.c. ( A : .240 square inches )

rooting ( Assume a width of 1.5 feet )

Bearing Pressure : Load

res
Investigate a section.one foot in.1ength.
Live Load 125 1.5.5! = see i / rt.
leight of Roof 5/12 2 5.5 x 150 = 3.. # / It.
wail 10/12 x 12 x 150 a 1500 g / rs.
rooting 3/12 x 1.5 x 159 g 150 f / rt.
Total Load on.IOoting 3 2585 # / It.

Bearing Pressure = 2684 = 1790 #/ Sq. rt.

A bearing pressure of 1700 pounds per square foot is
well within the allowable for this ground and the assumed
1.5 foot width is sufficient therefor this footing will be
adopted.

Pump Base
The pump base shall extend twelve inches above the‘

pump room floor as required by the "Minimum.standsrds for
municipal Water Supplies". Assume the weight of the pump
and motor 3000 pounds, the pump base three feet square at
the tOp and four feet square at the bottom.

Effective Bearing Area 2 15 square feet - Area of Well.

16 - 1.5 8 14.5 Square feet bearing ares.

Bearing Pressure 3 3000 g 206 Pounds per square ft.

This pressure is well within the allowable and the
before assumed dimensions shall be used.

Construction details of the pump house and placement
of piping are blue printed and enclosed in this thesis.

COST ESTIMATE

Well ( Actual cost ) .......................... 5 2206.50
Pomona Turbine Pump including 180' 8” column .. 2500.00
Instalation of pump ........................... 150.00
Cost of power line 800' 0 t .50 / ft. ......... 400.00
9003 of 8" 0.1. water pipe .................... 2000.00
0.1. valves, fittings etc. 5000 # 0 s 42/; . 500.00
c... of laying 000' of an pipe ..... o s .20/ft 180.00
Excavation a backfill 1000 yds. o t 1.50 [- yd.. 1500.00
Sperling flow meter ............................. 500.00
Bbinforced concrete 11.5 yds. 0 3 55.00 / yd... 400.00

race brick 3500 0 3 28.00 / 1000 ............. 98.00
Window frames and sash including storm.sash ... 25.00
Door and door frame ........................... 15.00
Watertight frame and cover for roof ........... 50.00

Iorm.lumber 2000 ft. 0 3 60.00 / 1000 ft. .... 120.00

 

Hardwan 000.00.000.00.00000000000000000000000 15.00
Labor for construction of pump house .......... 150.00
5 10689.50

Add 10 S for cost of engineering &.contingencies 1068.95

Total cost of project ........................ 5 11758.45

 

 

 

 

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6 ONNEC T/0/V OF NEW WEL L IN TO PLA N T

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GENERAL LAYOUT OF
WEST WATER PLANT
EAST L/lN5/N6 M/CH.

 

Drawn: Mﬂd 00/8: ’ git-2&4?

Traced: gas/1% Jed/e: g = /

 

 

 

 

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