DESIGN OF A LIME-SODA WATER
SOFTENING PLANT FOR

MICHIGAN STATE COLLEGE

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MICHIGAN STATE COLLEGE

MarshaII Hines
1948

 

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Design of a Lime-Soda Water Softening Plant

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DESIGN OF A LIME-SODA WATER SOFTENING
PLANT FOR MICHIGAN STATE COLLEGE

By
MARSHALL was

A THESIS
Submitted to the School of Graduate Studies of Michigan
State College of Agriculture and Applied Science
in partial fulfillment of the requirements

for the degree of

MASTER OF SCIENCE

Department of Civil Engineering

1948

Acknowledgement

The author wishes to express his apprecia-
tion to Prof. Frank R. Theroux for his help

and cOOperation in this design problem.

206056

HISTORICAL SKETCH

Since the beginning of time man has realized the
importance of a safe water supply. A knowledge of the
development of waterworks is of importance in emphasizing
the changes in practice and the relatively recent deve10p-
ment of present-day methods.

No doubt the earliest method of artificially obtain-
ing a wateresupply was by digging wells. At first these
were shallow cavities scOOped out in low and moist places.
As necessity arose and man's tools improved, wells were
made deeper to increase the supply. Joseph's well at
Cairo is indeed a great engineering achievement. It is
excavated in solid rock to a depth of 297 feet and con-
sists of two lifts; one is 18 by 24 feet and 165 feet
deep; the other is 9 by 15 feet and is 130 feet deep.1
The deepest wells were dug by the Chinese. Depths of
over 1500 feet were reached.

The greatest water supply undertakings of the
ancients were primarily for irrigation. The most re-
markable was Lake Moeris, in Egypt, constructed about
2000 3.0. It was of sufficient size to regulate the
annual inundation of the Nile, and supply the deficiency
of water during low flow. This, with other large reser-
voirs, enabled the Nile valley to support 20,000,000
peeple. Only one-fourth that many peOple live there

2

today. In ancient times the Assyrians built similar

reservoirs for controlling the flood waters of the Tigris
and Euphrates. One of the distributing canals, the
Nahrawan Canal, was some four hundred miles long and
from two hundred to four hundred feet wide, with depth
great enough for navigation of vessels of the time.

In India, the English found at the time of their
occupation about 50,000 reservoirs for irrigation pur-
poses, the construction of which had involved the build-
ing of 50,000 miles of earth embankment.1

Wyckcff states that 'Evidences exist in New Mexico
and.Arizona that in pre historic times a race now extinct
had extensive irrigation works and cultivated large
areas.'2'

Drinking water for ancient Carthage was supplied
from a spring in the Zaghoun Mountains some 65 miles to
the south. The channel which conducted the water to the
city was ten inches square in section. It contoured the
hillsides for many miles, was underground in places, and
was carried on arches over low sections near the coast.
The water was stored in great cisterns, eighteen in
number, each about one hundred feet long, twenty feet
wide and twenty feet deep. They were originally covered
with earth. They are in a very good state of preservation
to this day.

The Romans were perhaps the greatest water-supply
engineers of the past. The waterworks constructed by the

Romans are the best known of the ancients. Previous to

about 312 B.C. Rome obtained its water from the Tiber and
from springs and wells in the immediate vicinity. As the
population increased the supply became polluted and in-
adequate, so water had to be obtained from springs some
distance away. It was necessary to build long conduits
and aqueducts to convey the water from these new sources.
These conduits often led through hills in tunnels and
were carried over valleys on long lines of arches. The
principle of the inverted siphon was well understood,

and one of the siphons built by the Romans in Lyons,
France, was nine miles long, constructed of twelve and
eighteen inch lead pipe, and working under a head of
about two hundred feet. Iron pipes were unknown: the
only materials used were stone, lead, and pottery.

The first aqueduct built to supply Rome was called
the Aqua Appia, constructed in 512 B.C. It was eleven
miles in length. The Claudia aqueduct built in 50 A.D.
is the most interesting because of its long line of
imposing arches. The cost of construction of this 45
mile aqueduct was equivalent to about $12,700,000. In
all, nineteen aqueducts were built between 521 B.C. and
305 A.D. The aggregate length was 581 miles and the
length of arches was 50 miles. In cross-section the
aqueducts of Rome varied from 5 to 8 feet in height and
2% to 5 feet in width. The interior was finished with
great care to secure imperviousness but constant repair

was necessary. One half of the Roman aqueduct at Metz,

Germany is in use to this day.

Much of the detail concerning the history of the
water supply of Rome is presented in ' Frontinus, and
the Water Supply of Rome,‘ translated by Clemens Herschel.5
Frentinus was water commissioner of Home about 100 A.D.
His records deal not only with the history of Rome's
water supply, but also with the intimacies of the Romans
and his difficulties with people tapping the aqueducts
illegally. It is believed that Frontinus was responsible
for the construction of the famous Roman baths at Bath,
England in the first century A.D.4 He was govenor of
England before being appointed water commissioner of
Rome.

The various aqueducts serving Rome carried water of
different degrees of purity. The least clear and most
loaded with sand was used for public baths and street
watering; the clearer waters were used for tanks, foun-
tains, and washing troughs; while the best water was
used for drinking purposes.5 The water from the aque-
ducts first passed intorlarge cisterns. From these it
was distributed through lead pipes to other cisterns, to
the fountains, baths, and various public buildings, and
to private consumers. Only the rich could afford private
service; most of the peeple were obliged to carry water
from public fountains.

The quantity of water supplied to Rome is not known
exactly. Estimates range as high as 400,000,000 gallons

per day. No doubt the many aqueducts could carry this
amount, but generally not all the aqueducts were in
capacity use at one time. A more conservative estimate
and one which is more generally accepted, is 50,000,000
gallons per day as estimated by Herschel. This is a
per capita supply of 50 gallons for the 1,000,000
inhabitants of Rome.

The ancients had certain conceptions concerning the
quality of water supplies. As was mentioned above the
defferent qualities of water delivered to Rome were used
for different purposes. In some cases water was passed
thru artificial reservoirs to purify it by sedimentation.
Four hundred years befor the beginning of the Christian
era Hippocrates advised boiling and filtering a polluted
water before drinking it.2 During the Middle Ages it
was recognized that water distributed in lead pipes
became poisonous.

In the Middle Ages the great aqueducts of Rome were
either destroyed or fell into disuse. Public water
supply in these times an any scale were practically nil
except for the works of the Moore in Spain.

Until 1183 Paris obtained its entire supply of
water from the River Seine. Up to 1550 the Paris supply
was only one quart per capita. This increased to only
2% quarts as late as the end of the seventeenth century.
Such meager quantities attest to the sanitary conditions

of the day.

London was first supplied with small amounts of
spring water by lead pipes and masonry conduits. In
1582 the first pump was installed on London Bridge to
take water from the Thames River and deliver it to the
city through lead pipes. The pump was operated by the
river current. In Germany water-works were constructed
as early as 1412, and pumps were installed at "Hanover
in 1527.

By the invention of the steam engine in the 18th
century machinery of adequate capacity and power was
made possible. It might be said that the growth of
water-works plants dates from this time, however, slow
progress was made until the latter part of the nineteenth
century. Cast iron pipe began to replace wood and lead
in the year 1800. '

Water treatment got its start in Europe. The water
supplied to Eurcpean cities was of better quality than
that supplied in the United States, but the quantities
were much smaller. This condition changed about 1900
with the rapid growth of plants in this country. Amer-
ican cities still are supplied much larger amounts than
cities of ZEurope.

The principle of supplying each house with water
started on 1619 in London. In that year the New River
Company was incorporated. This company still supplies
a part of London. At first it was believed impracticable

to furnish a continuous supply to homes. The water was

turned on for a few hours each day at which time the
consumers had to draw their supply for the day. As

late as 1891, 55 per cent of the London supply was still
on the intermittent system.

The first filtration of water on a large scale was
by the Chelsea Company in London. This was in 1829.

This method of water purification spread rapidly. It
was.the slow type filter.

The first works in America were those that supplied
Boston. They were built in 1652 and served to bring
water by gravity from springs. Machinery was first
used at TBOthlehem, Pa. in 1754. The steam engine was
first used at Philadelphia in 1800 and in New Yerk in 1804.

The great advances of water plant design in the
United States have taken place since 1850. The improve-
ments that made possible these great advances include the
perfection of cast iron pipe, improved pumps, particularly
the perfection of smaller sizes, the adaption of direct
pumping systems for small towns, and the develOpment of
ground and artesian water-supplies.

The first application of alum as a coagulant was at
Sumerville, N.J., in 1884. Aipheus Hyatt patented the
process. Perhaps the greatest advance since the con-
struction of sand filters in London was that of rapid
sand filtration. The first rapid sand filter was completed
in 1897 at Louisville, Ky. by Hermany and Fuller. The
principles they established have served as the basis for=

the design of mechanical filters that have since been
constructed in the 0.8. The rapid sand filter has almost
completely replaced the slow sand filter. The graph
below shows the fast growth in the number of rapid sand
filter plants in the United States.

50

 

-g 500
H 450
H
3 40.0
3 550
H
m 500
g 250
vi 200
p.
m. 150
o 100
i.
(D
"a”
Z

0
1890 95 00 05 10 15 25
Number of water-filtration plants

installed by years.
Jour. A.W.W.A., Vol. 14, p. 123, 1924.

Water as a disease germ carrying medium has long
been recognized. A great many plants new sterilze the
water as a safeguard against a water-borne epidemic.
Chlorine is used almost universally for this purpose.

It is used either in the gas state or as hypochlorite of
lime. The first application of chlorine to a public
water supply for the purpose killing bacteria was in
Belguim in 1902. Sterilization usually requires compli-

cated mechanisms which need the attention of skilled
operators to avoid breakdown and incorrect dosage. In
1916 an attendant at the Milwaukee waterworks stopped
the chlorinator for eight hours. It so happened that
the water was badly polluted that day, and there resulted
50,000 to 60,000 cases of enteritis, 400 to 500 cases of
typhoid, and 40 to 50 deaths.7

The existance of great concentrations of populat-
ion in present day cities and the many activities pur-—
sued therin would be impossible without the availability
of water. A city with a resticted water supply is a
city of resticted growth.

HISTORY AND ECONOMICS OF WATER SOFTENING

The art of water softening with lime dates back to
1776 when Cavendish discovered that the addition of
lime to natural water caused calcium and magnesium car-
bonates to precipitate out. In 1800 Thomas Henry of
England proposed using lime to soften water on a plant
scale. It was 1841 before water softening on a large
scale was developed,by Clark in Scotland. About 1865
Porter of London used soda ash for removing iron-carbon-
ate hardness. For years this lime-soda process was
called the Clark-Porter process. The increasing number
of industrial plants employing steam made the demand
for soft water great, and during the last half of the
19th century about fifty softening plants were construct-
ed in England.

Before the turn of the century a number of plants
were built to soften boiler and laundry water, but it
was not until 1903 that the first municipal plant was
constructed. This was at Oberlin, Ohio. In 1908 a
large plant was built at Columbus, Ohio to soften 30_
million gallons per day. This plant was later enlarged
to treat 54 million gallons.

For a long time there were several distinct dis-
advantages of lime treatment. Difficulties arose in
Operating sand filters due to incrustation of the sand

with calcium carbonate. Water mains, service pipes,

10

and meters became clogged with deposits. At times there
was excess causticity which made the water unpalatable.
These difficulties were overcome with the develOpment

of the recarbonation process by.Archbutt and Deely in
England. Practically all plants are now equipped with
recarbonation devices.

The chemistry of water softening is now well under-
stood. Improvements in design and equipment for apply-
ing chemicals and removing sludge have greatly simpli-
fied operation: as a result, the trend has been toward
softening. .At the present time more than 350 municipal
water softening plants are in Operation in the United
States using lime or lime-soda. Many more plants employ
the zeolite method for softening.

”The consumer normally Judges the degree of hardness
of a water by the amount of soap necessary to make a
good lather. Hard water causes scale in boilers and
pipes which is very objectionable. It is cheaper to
soften all the water for a city at a central plant than
to have small softening units in hundreds of homes.
Softening units in the home make necessary extra plumb-
ing. The units are not well cared for and results from
them are seldom satisfactory. The nuisance to the home-
owner is objectionable. Softened water costs more to
the consumer, but the saving to him in plumbing and
soap waste more than offset the increase in his water

bill.

11

 

The softening of water with soap is not only ex-
pensive but is objectionable because of the curd formed
when the soap combines with the hardness producing
compounds. Curd adheres to clothes, combines with grease
on dishes, produces deposits on basins and bathtubs,
and irritates the skin. The cleansing action of soap
is not realized until the soap has actually softened the
water and then lathers. The extravagance of removing
hardness with soap can be appreciated when it is real-
ized that a pound of lime costing about half a cent will
neutrilize as much hardness as 20 pounds of soap costing
$5.00.

A number of investigations have been made to det-
ermine the amount of water softened per capita per day

by soap by users of hard water. Some of the estimates

are as follows;7

Foulk 0.9 gallons
Report of Special Committee 1.7

For Madison, Wis.

City of St. Louis 1.0

Average 1.2 gallons

The amount of soap required to reduce the hardness
of 1,000 gallons of water one part per million has been
determined as being 0.2 of a pound (Foulk's formula):
Pounds of soap consumed per 1,000 gallons = 2- 0.2H.

Based on these assumptions, the loss per family

of five using water of varying degrees of hardness is

12

shown in the following table;

 

 

Raw Water' Hardness Loss Lbs. Soap Amount of Loss

Hardness Reduced to per Family of Five at 12¢ lb.

1315M. - per 11;.
15c 85 28.5 t 5.40
200 85 50.0 6.00
250' 85 72.5 8.70
500 85 94. O 11.50‘
550 85- 11610 15.90
400. 85; 158.0 16.55
45c: 85' 160.0# 19.20
500 85 182.0 21.85

 

H. W. Hudson of the University of Illinois? has
made an interesting sur vey of the relation between water
hardness and retail soap sales. Four cities were includ-
ed in the survey; Superior, Wisconsin, Bloomington,
ChampaignpUrbana, and Chicago Heights, Illinois. The

results are tabulated in the following tables:

Total Soap Sales

City Annual Soap Annual Soap
Sales pounds Sales Dollars
Superior 1,550,514 $196,155
Bloomington 1,517,658- 215,528
Champaign-Urbana 2,095,581 507,752
Chicago Heights 1,009,505. 159,910

13

Per Capita Consumption For Different Hardness

Hardness, Per Capita Per Capita

p.p.m. Soap Consumption Cost of Soap
Superior . 45 29.23 lbs $3.75
Bloomington 70 52. 15? 4.48
ChampaignpUrbana 298 59.89 5.95
Chicago Heights 555 45.78 7.50

It is readily seen that for an increase in the
hardness of the water supply, the soap consumption also
increases. The saving of this large loss in soap to the
consumer would more than offset the increased cost of
softened water, not to mention the convenience of soft

water.

14

CHEMISTRY OF WATER SOFTENING

The hardness of a water supply is proportional to
its content of calcium and magnesium salts. The salts,
in order of their relative average abundance in various
water supplies are (l) bicarbonates, (2) sulfates, (5)
chlorides and (4) nitrates. The calcium salts are about
twice as abundant as the magnesium salts. The averages
may vary considerably in different supplies. Iron and
aluminum also are hardness producers, but are generally
present in such very small quantities as to be insignif-
icant in hardness determinations. For this reason they
are neglected in connection with hardness and calcium
and magnesium hardness only will be considered.

The hardness caused by the bicarbonates was formerly
termed 'temporary hardness' because it was thought to
be removed entirely by boiling, but since only a variable
amount is so removed the term “carbonate hardness' is
now used. The hardness caused by sulfates and compounds
other than the bicarbonates, formerly called “permanent
hardness,“ is now called “non-carbonate hardness.”

In the United States and the British Empire, the
standard of hardness measurement is the calcium car-
bonate (CaCO5) equivalent. Alkalinity is also expressed
in terms of calcium carbonate.

The most accurate method for determining total

hardness is by a gravimetric analysis of calcium and

15

magnesium and calculating their CaCOa equivalents.

Other methods used for hardness determinations are the
soap method and soda-reagent method. Both are approximate;
the latter being preferred to the standard soap test.

Carbonate hardness is found by calculation from the
results of the normal carbonate and bicarbonate alkalin-
ity determinations which are express as CaCOa as indicated
above. If the normal carbonate and bicarbonate alkalin-
ity is greater than the total hardness, normal carbonates
or bicarbonates of sodium and potassium are present.

These compounds do not cause hardness, so the carbonate
hardness would be equal to the total. hardness. If the
sum of the normal carbonate and bicarbonate alkalinities
is equal to the total hardness, the carbonate hardness
equals total hardness. If the sum of the normal carbonate
and bicarbonate alkalinities is less than the total
hardness, this sum is equal to the carbonate hardness

and the difference between this sum and the total hard-
ness is the non-carbonate hardness.

The degree of hardness in a water at which soften-
ing is desirable or necessary presents a question.
Theroux, Eldridge, and Mallmann state that ' water having
less than 50 to 75 ppm of hardness is generally consid-
ered as sufficiently soft for the ordinary uses of a
public water supply. Water having 75 to 150 p.p.m. of
hardness may be considered as moderately hard but still
not sufficiently hard to interfere seriously with its

16

use for most purposes or to cause much public demand for
water softening. Hardness above 150 p.p.m. is noticed
by most persons and if the hardness is above 200 p.p.m.
many homes will be provided with household softeners or
cisterns."8

The lime-soda process is most commonly used in the
larger municipal water softening plants. The following
reactions occur when softening chemicals are added to
hard water.

(1) Ca0 + 2H2003 ='Ca(H003)2 +-H20

(2) Ca(H003)2 + Ca(OH)2 Z'2ceco3 . saga

(a) Mg(HCOs)2 + Ca(OH)2 =:Mgco3

(4) MgC03 +-Ca(OH)2 S-Mg(OH)2 . CaCOg

(5) 002 +-Ca(OH)2 =:Caco5 +-H20

(e) CaSO4 . Na2003 I oaco3 +~NaQSO4

(7) MgSO4 +ICaIOH)2 =7Mg(0H)2 +—CaSO4

. CaCOs + 2H20

CaSO4 +.Na2C03 3-CaCO3 +~Na2804
(8) Ca012 + Na2C05 :3Ca005 + 2NaCl
(9) FgClg +-Ca(OH)2 = MgIOH)2 ..Ca012
Ca012 o-Na2003 ZICaCOS e 2NaCl
Reaction (1) expresses the conditions that occur
in nature to cause hardness. The calcium carbonate in
the limestone is dissolved by water containing dissolved
carbon dioxide. Reaction (2) shows the formation of
insoluble normal carbonate by the reaction between calcium
bicarbonate and lime. The removal is not complete because

calcium carbonate is soluble to about 15 p.p.m. The third

17

and fourth equations show the removal of magnesium
bicarbonate. Sufficient lime must be added to arrive

at (4) or else soluble magnesium carbonate will be formed
as in (5). Equation (5) is the reaction of lime with

any carbon dioxide that may be present.

Noncarbonate hardness is removed with soda ash
(N82003) and lime as shown in (6-9). Calcium non-car-
bonate hardness requires soda ash only as is shown in
(6) and (8). Magnesium non-carbonate hardness requires
both lime andxsoda ash as is shown in (7) and (9).

The computations for the amounté of chemicals need-
ed for the water in question are given on page . The
factors in the table are derived by ratio of the molecular
weights of the reacting substances and adjusted to the
units indicated.

18

CHEMICALS REQUIRED

The following is an analysis of College water as

reported by the National Aluminate Corporation.

p.p.m.
Total Hardness (as CaCOS) 515.0
Non-carbonate Hardness (as CaCOS) 5.4
Ca Hardness (as CaCOS) 206.0
Mg Hardness (as Mg) 26.6
Total Alk. M.0. (as 002) 511.6
Free 002 (as 002) 9.0
Chlorides (as NaCl) _ 8.6
Sulfates (as stso4) 13.7
Silica (as 3102) 8.6

In determining the amount of chemicals required
certain tests are used. The tests needed are (1) free
carbon dioxide (002), (2) alkalinity, (5) non-carbonate
(incrustant) hardness and (4) magnesium.

The non-carbonate hardness is negligible, so no
soda ash will be required and no provision will be made
for its use. When present, non-carbonate hardness is
reduced to 50-55 p.p.m.

The following table gives the factors by which to
multiply values in the first column to obtain the re-
quired amounts of pure calcium hydroxide and calcium

oxide.

19

 

’Item determined, CdCOHIQg_ EaO

 

 

in p.p.m. Lb. per Lb. per
l,000_ga1;; 1,000gga1;

002 (as 002) 0.01405 0.01062

Bicarbonate Alk. (as Ca005) 0.006169 0.00467

- 35 (as Mg) 0.02559 0.01922

 

Calculationa; (Using factors from table)
Free 002:

9 x 0.01062 = 0.098 1b. CaO per 1,000 gal.
Alkalinity:

511.6 x 0.00467 == 1.454 lb. CaO per 1,000 gal.

Magnesium:
26.6 x 0.01922 == 1 1b a r 1 .
Total 2.06 lb.

Commercial lime is not pure CaO. The purity is
usually about 90 per cent. The amount of chemical re-
quired is :0 = 2.29 lb. CaO per 1,000 gal. or 274
p.p.m. This is the amount of chemical theoretically
required to reduce the hardness to zero. It is desired
to reduce the hardness only to 70-80 p.p.m. or approxp
imately one-fourth of the total hardness. This would
necessitate the use of about 206 p.p.m. of CaO. In the
Operation of a softening plant it is customary to carry
excess lime to the extent of 10 to 50 p.p.m. because
the chemical reaction is not complete. Assuming 50
p.p.m. excess lime, the total amount needed is 256

p.p.m. This value is an estimation; only by actual

operation of the plant can the exact amount be deter-
mined that will give the desired final product.

It is desired to have storage capacity for one month.
Calcium oxide weighs 55 lb. per cu. ft..

Storage capacity 3

256 gg':
1, 000 000 I 5 00° 000 x 8 54. 55 5, 220 cu. ft.

A flocculating agent is generally required in the
softening process.
Alum will be used here;

Alum required - (Assume 20 p. p.m. needed)
20x8.54x5= 500.4#/day

Alum weighs 65 #/cu. ft.
99-93%39 = 250 cu. ft.

21

Lime bins:
V 3.11 x 15 x 9 + 1/5 x 7 x 11 x 15
- 1485 + 585
V a 1840 cu. ft. per bin
2 bins - 5740 cu. ft.
Alum bins:
V: 4 x 7.5 x 9 + 1/5 x 7 x 4 x 7.5
3 270 + 70
V 8-540 cu. ft. per bin
2 bins = 680 cu. ft.

22

POPULATION STUDY AND WATER DETAND

An estimate of the number of peOple to be served is
always an important consideration in the design of a
waterworks. In the case of cities and towns an estimate
can be arrived at by any one of several conventional
methods and with favorable accuracy.

The author takes the liberty of reproducing a pre-
dicted enrollment graph for Michigan State College made
by Professor F. R. Theroux in 1944. Professor Theroux's
prediction is based on the following population statistics
of the college for fall terms.

Year Enrollment Year Enrollment
1900 465 1958 5855
1905 757 1959 6650
1910 1174 1940 6676
1915 1499 1941 6556
1920 1411 1942 6551
1925 2514 1945 5484
1950 5211 1944 5821
1955 4006 1945 5284
1956 4627 1946 12965
1957 5218 1947 14979

in 1948 will top 16,000.

Registrar Linton estimates that the fall enrollment

The question of when the max-

imum post-war enrollment peak will be reached and how

Student Enrollment - Fall Terms

15000
14000
15000
12000
11000
10000
9000
8000
7000
6000
5000
4000
5000
2000
1000
0

MICHIGAN STATE COLLEGE
STUDENT ENROLLMENT

Past Values And Predicted Future

Actual Enrolment

Year

24

‘I‘

 

redicted
Normal

Enrolment

1900 05 10 15 20 25 30 35 40 45 50 55 60 65 70

15000
14000
13000
12000
11000
10000
9000
8000
7000
6000
5000
4000
5000
2000
1000

Prof. Frank R. Theroux

great the enrollment will be is the big problem. The
Council of State College Presidents in Michigan in a
report to the Michigan Legislature9 estimates the peak
will be reached in 1950. The figure reached then will
decline until 1960 when the normal growth will again
assume a normal upward trend. This report does not es-
timate how many students will be enrolled in each college,
but rather the total number in the state. At the time
the report was published (January 22, 1947) the number of
students enrolled in state colleges was in excess of
85,000. The estimate for 1950 is put at 200,000 to
210,000 students. This figure would indicate an en-
rollment at Michigan State approaching 20,000.

On July 15, 194610 the President of the United
States appointed a Commission on Higher Education. The
commission was made up of twenty-eight members including
educators and civic leaders. Their voluminous six volume
report to the President was completed in February 1948.

The President's commission, after evaluating the
evidence available, reports that the American colleges
and universities face an unprecedented era of expansion.
Instead of declining or remaining stationary, the present
record student body is expected to double. Thus, by
1960, the commission predicts, the college enrollment
will reach 4,600,000. The present figure is 2,500,000
which is 1,000,000 greater than pre-war enrollments.

Considerable of this increase will be on the junior college

25

level in many cities, taking some of the load off the
present colleges. The Commission recommends that the
Federal Government provide direct aid to students and
money for building.

All indications are that federal aid in education
will be continued. The G.I. Bill is a starting point.
The Congress has not acted on any prOposals for grants
to colleges so no definite statements can be made.

Mr Denison, assistant to President Hannah, told
the author that the enrollment of the college will level
of at about 15,000 and that figure will be maintained.
This figure is the size enrollment the administration
would like to maintain.

The type of population to be served is very subject
to change. A few years ago only students in dormitories
lived on campus with the exception of a few houses. At
present there are some four thousand peOple in non-
dormitory housing on campus. This number will very
likely drop when the married student enrollment drOps.
The breakdown on the above figure is as follows (Fall
1947):

Permanent apartments 555
Faculty village (Quonsets

and British prefabs) 172
Barracks apartments 2656
Trailers 928

26

Most of these housing units will be in use for
several years. With the demand for advanced degrees
on the increase, the number of married students may
be eXpected to remain much higher than formerly, but of
course considerably lower than at present. No figures
on this particular aspect of the problem are available.

The total number of peOple residing on campus in
January 1948 was 10,550. Two more dormitories, one for
men and one for women, to be built in the near future
are now in the planning stage. They are to be built with
the intention of reducing the overcrowding in the other
dormitories and to take the place of the temporay Quonset
Dorm. Other prOposed buildings include an animal indus-
tries building, bacteriology building, greenhouses,
library, hotel, a Memorial Chapel and International
Center, and others in the more distant future. Build-
ings now under constructibn and to be ready for occupancy
during the 1948—1949 school year include the Natural
Science Building, new Union Bldg, Physics Bldg, Gilchrest
Hall for women and the Electrical Engineering Bldg.

The following table gives the water consumption
for various types of buildings.

Water Consumption In Gallons Per Month

Building October 1947
Field House 1,401,900
Dairy Barn. 451,700

27

Campbell Hall 825,200

Union 2,172,200
Hospital 595,700
Chemistry 747,500
Abbott Hall 561,800
Berkey Hall 122,400

The buildings to be completed in the next year
will add considerably to the water demand. In compar-
ing these buildings with the same type of old building
and the water demand of the old buildings, it is safe
to say that the water demand will be in excess of 100,000
gallons per day.

Considerable water is used for irrigation on cam-
pus and in the prefab area. The latter will be of limited
duration. A sizable portion of the campus lawn watering
is river water pumped fOr condensing return steam at
the Power Plant. This pipe line extends from the Power
Plant to the Beaumont Tower-Library area and over to I
the Horticulture Gheenhouse. For greenhouse purposes
this warm river water is preferred to the well water.

The Landscape Dept. believes it more desirable to extend
this line rather than to use the service water system.
The season when the greatest amount of water is used

for lawn sprinkling is in the summer when the enroll-
ment is small and the water demand small.

The following table gives the water consumption

28

statistics for the 1947-1948 school year.

This year

has been a record year for the amount of water pumped

on campus.

 

 

 

Month Daily Ave. Maximum Minimum
M m gbm
ggpt. 1,066,500 1,255,000 757,000
Oct. 1,176,700 1,255,900 1,091,100
Nov. 1,046,800 1,272,500 622,500
Dec. 896,100 1,202,900 524,100
Jan. 1,085,600 1,254,100 654,500
Feb. 1,085,100 1,256,000 820,000
March 985,700 1,264,100 594,700
April 1,075,500 1,256,700 705,500
May 1,220,400 2,562,400 855,100

The reason for the extreme high in May was the

use of water for flushing hydrants and mains.

The daily

averages of the higher demand months is seen to be about

1,200,000 gallons.

Basing this in terms of gallons per

capita, the figures would be 120 gallons per capita for

the 10,000 peOple living on campus and 80 gallons per

capita for the 15,000 students.

The hourly rate of pumping is not recorded, how-

ever, the demand at night is verysmall.

The rate of

pumping remains constantly high from 7:00 A.M. to 8:00

P.M. The proposed reservoir, which is to be built in

the near future, is to have a capacity of 1,250,000

gallons. This capacity is well large enough to supply
the night demand and still retain sufficient reserve to
make softening unnecessary at night. For this reason
the conditioning plant will be designed to Operate 16
hours a day.

For design purposes the quantity of water to be
softened will be 150% of the present demand. This will
take care of the immediate forseeable increases and
peak load days.

The design quantity is as follows:

 

150% of present demand 1,800,000 gal.

Wash water-52% 100.000

Waste with sludge - 5%% 1004090 A
Total 2,000,000, gal.

The rate of Operation is 5,000,000 gallons per day
based on Operation for 16 hours a day. This gives the
plant an ultimate capacity of 5,000,000 gallons per
day.

50

EXISTING WATER SUPPLY FACILITIES

The tremendous increase in water demand at Michigan
State College has made it mandatory to increase water
supply facilities. The College has 12 wells, four of
which were dug during the current building program. Of
the others, only four are still in use. One of the new
ones is not on the line yet. It produces 220 gallons
per minute. The total production of the wells in use is
2100 gpm. This figure could be upped about 600 gpm if
the older wells were cleaned. One well has an air lift
pump; the others are electric motor driven multi-stage
pumps. The new wells in use, which have a capacity of
950 gpm are hooked onto the line directly, they do not
feed to the reservoir as do the older wells. This
water then, is not chlorinated.

The existing reservoir has a capacity of 250,000
gallons. This is woefully inadequate for the size of
the consuming population and the large area served.
Claud R. Erickson, who is consulting engineer for the
college, has just completed the design for a new reser-
voir. It is to have a capacity of 1,250,000 gallons.
Building plans call for the construction of this reser-
voir in the very near future.

Three of the new wells are located near the Grand
Trunk Railroad tracks. They are hooked into a 14.”

main. This main passes by the site of the prOposed

51

reservoir. This location is between the Piggery and
Shaw Lane. ‘

It is planned also to have a zeolite softening plant
and pumping station in connection with the reservoir.
These units will not be built in the immediate future
because Of lack of funds.

A central water conditioning plant is a great need
on campus. At present there are over 50 separate zeolite
softeners in the various buildings. Most buildings have
two units, but some have only one and others have three.
The capacities of these various tanks ranges from 1000
gallons to 55,500 gallons. It is a full time job for
one man to rejuvenate the softeners regularly.

In the past 12 months the college has used 75 tons of
salt for the softeners at a cost of $10.50 a ton. The
salt is purchased in 100 pound bags and is delivered to
the Power Plant. From there it is distributed to the
various buildings as needed.

The water softening problem would be vastly sim-
plified if a central conditioning plant were built.

If this were done, the cold water as well as the hot
water would be soft. All of the new permanent buildings
on campus nave two softening tanks. The money spent to
buy these 26 softeners would have gone a long way on
financing a central plant.

The boiler water is conditioned at the Power Plant.
This conditioning plant will be continued in use even

52

though a central plant is built.

The pumps at the new wells are capable of pumping
the water directly to the mains. The water from the
reservoir is moved by four pumps in the Power Plant.
There are two 1000 gpm pumps, one electric and one steam,
and two 500 gpm units, also one electric and one steam.
These ratings are for a pressure of 80 pounds.

The chlorinating unit is in the Power Plant.

The college has a connection with the city of East
Lansing in case more water is needed than can be supplied
by the college system. Considerable water has been bought
from the city in the past year.

55

SOFTENING UNIT

The type of softening unit to be used is the Per-
mutit (Spaulding) Precipitator. This type of unit has
several advantages over the standard coagulation -
sedimentation type unit, the most important of which
is the saving in space. In a cold climate coagulation
and sedimentation must be accomplished under cover. The
holding time of a precipitator is only slightly over an
hour as compared to 2 to 4 hours for standard basins.
Less chemicals are required; savings vary from 10% to

40%. This is particularly true when softening cold water.
In the precipitator the sludge is not settled to the

bottom, but by mechanical agitation and upward flow, is
kept suspended. The water passes thru this sludge blanket,
leaving the precipitates behind and flows from the top
of the device as a clear liquid.

The raw water and chemicals are admitted to the tOp
of the inverted cone as indicated in the diagram below.
In this zone the chemicals and water are mixed and coagu-
lation takes place. The water then passes under the
inverted cone and into the upright cone where the water
flows up thru the sludge blanket, emerging as clear water
to be drawn Off the tap of the tank.

Other advantages of the precipitator are the elimina-
tion of sludge removal equipment and adaptability to

variable rates of flow. A sludge outlet from some con-

54

 

venient point as indicated in the illustration is all that

is required. The sloping sides of the sludge filter

—_.

INFLUENT

zone cause a continuously increasing rate of change of
area. Therefore, at the normal operating level of the
top of the sludge filter a very stable condition exists,
and even large changes in the rate of flow will result
in relatively small changes in the elevation of the top
of the sludge filter. As the rate of flow decreases,
the top of the sludge filter drops until a level is
reached where there is the proper area to correspond to

the new lower rate.

 

CHEMICAL FEEDS

EFFLUE NT
H COLLECTI N0
T O H
WATER LE VEL

 

 

FF

TOP OF
SLUDGE

SLUDGE
CONCENTRATOR
AUTOMATIC
SLUDGE
BLOW OFF

DRAIN

STILLING VANES

Fig. l—Schematic Diagram of principle of the Permutit Precipitator.

NT

 

55

The suspended matter in the precipitator effluent is
lower than standard settling tank effluents. This makes
longer filter runs possible.

Precipitator units are designed by the Permutit
Company to meet certain requirements and specifications.
The tank size will be figured here in order to determine
the size of the room necessary to house the units.

The basic detention time is considered as the time
that the water being treated is in actual contact with
the sludge. When the clear water leaves the sludge
filter zone the chemical reactions have ceased and the
remaining upflow portion serves as storage space, or
space to take up fluctuations in flow rates. Two units
will be used; each to soften 1,500,000 gallons per day.

Detention time - One hour plus 15 min. storage

1.25 1 500 000 -
V S—Q-z- X W -- 10,450 cu. ft.

Depth of tank - 14 feet
Top diameter -.58 feet
Bottom diameter - 24 feet
v a 1/5(A1 .. 12 . mm
1' l/5(l,l40 +9 454 4 171,140 {454)14

 

V = 10,800 cu. ft.

56

Pipes from Precipitators to Filters
Use 12” pipe from each precipitator.
Use 18' pipe for combined flow to filters.
Flow in 12' (A 3-0.7954 sq. ft.
Q = 1.547 x 1.5 - 2.52 c.f.s.
v =7Q/A =-2.95 '/s.
v2/2g = 0.155 ft.
Flow in 18' (A = 1.77 sq. ft.
Q 8—1.547 x 5 = 4.64 c.f.s.
v = 2.62 '/s.
v2/2g = 0.107 ft.

Head losses in 12'

Entrance 0.5 v2/2g
2 Elbows 1.0 '
1 Valve 0.1 '

20' Pipe - F x L/D 0.4 '

2.0 V2/2g,=-1.27 ft.

Head losses in 18"

19"! 0.25 V2/2g
2 Elbows 1.0 '
2 Valves 0.20 '
1 Tee 1.50 "
45 feet. pipe 0.60 '

 

5.55 V2/2g = 0.59 ft.
12” - 18" Enlarger
0.25(v§/2g -»v§/2g = 0.01 ft.
”Homomix' Recgrbonator 1.0 ft.
Total Head Loss 1.67 ft.

Place bottom of effluent trough 2.0' above water
level in filters.

Specifications for Precipitator:12

A treating plant consisting of 2 units shall be
provided as shown on the drawings. Each unit shall meet
the following specifications.

The maximum diameter shall be 58'.

The total detention time in the treating tank
shall be not less than 75 minutes at designed rate of flow.

The unit shall be constructed to include a centrally
located mixing compartment. Raw water and chemicals
shall be introduced into the tsp of this chamber. The
water being treated shall pass in a downward direction
through the mixing zone so that one complete change of
direction of flow will take place before the water enters
the upflow sludge filter compartment.

The sludge filter compartment shall have a res-
tricted entrance port above which the horizontal area
shall gradually increase, thus insuring uniform distri-
bution of the treated water and stability of the sludge
filter.

The agitator shall consist of paddles, rotating
about a shaft and driven through suitable speed reducers
by an Open motor and suitable equipment to give a speed
variation of at least 2 to 1. Manual starting equip-
ment of the cross-the-lime type shall be provided. The

58

tip speed of the agitator blades shall not exceed 10
feet per minute at the highest speed of the motor.

Provisions shall be made for intermittent sludge
removal Operating automatically on an adjustable time
cycle. A drain connection and an overflow connection
shall also be provided.

Walkway and railings shall be provided as indicat-
ed on plans. All structural steelwork shall be given a
shOp coat of priming paint to within two inches of any
edges prepared for field welding.

The inner structure shall be of steel at least
5/16' thick. Necessary structural steel members shall
be provided to insure rigidity and prOperly support the
inner sections, baffles and agitator.

The inner structure shall be shipped in sections
designed for field welding.

The outer tank shall be constructed of steel plate
at least 2' thick, shipped in sections designed for
field welding.

The agitator shall be mounted on a vertical shaft and
its driving mechanism shall be carried by a bearing lo-
cated above the water. A corrosion-resisting water-
lubricated guide bearing shall be provided for the lower
end Of the agitator shaft.

As part of the treating tank, there shall be furb
nished a straight raw water conduit of welded steel or

cast iron construction from a point one (1) foot outside

59

the tank wall and similar outlet conduit to a point one
(1) foot outside the tank wall.

SAND FILTERS

Babbitt and Doland suggest that at least three
units be used. Here two are being used because of large
storage capacity, the plant is not large, and since
well water is being used the raw water can be pumped

directly to the reservoir in case of extreme emergency.

Number of units - 2

Rate of filtration - 125 m.g.a.d. = 2 gal. per min
per sq. ft.

Quantity - 1,500,000 gal. per day per filter

Area at W a 522 sq. ft.

Length 3 1.25b
1. 2552 s 522
b 3 20.5 ft.
1 3 1.25 b = 25.6 ft.
Make tank 20' x 26' 3 520 sq. ft.

Cross section of filter

 

 

 

 

“ Free Board T- 24"
I

'_II— 24!!
Trough Level ,

. Water —-II—- 24!!

10
d}-
I!
Sand 30

4

Stone _JL 13-

 

 

 

 

 

41

Wash water gutters
Rate of wash - 2 ft. rise per minute
Q = 2 x 520 3-1040 c.f.m.

for each trough Q 3 1040 7‘48 =-2600 gpm.

(Trough size determined by method explained in
in Engineering New-Record, Vol. 90, p. 882)

Let S = 0.02
z = 1.58'
y1 = depth of water at shallow end.
y1 = Z - LS = 1.58 - 26 x 0.02 8 1.06 ft.

32 =-depth at deep and
y2 = 2/5 (y1 - Ls)

3-2/5 (1.06 - 26 x 0.02)
y2 3 1.05 ft.

Make shallow end 16" deep - allowing 5%" fall over
weir.

See Detail Sheet 1 for cross-section of troughs

Underdrains-

Manifold cross-section - 1% - 2 times total
lateral area.

Lateral area 2 x orifice area

Orifice area to bed area - 0.5% to 0.4%
Lateral spacing - 6' c/c

Orifices - 5 8' 0 6' c/c (Area 5/8" orifice =
0.11 sq. in.

42

Wash

Orifice to bed area: (4 orifices per sq. ft.)

Rate of wash - 2 ft. rise per min.

Vel. thru orifice

2 x 144
V - 60:; 4 x 3.11 =~10-9 1/8

vel. head 3 35—87: 1.84 ft.

Lateral size -2%"

A =>(2.5)9 x 0.7954 = 4.91 sq. in 2 x orifice
area.

Area taken by one lateral 3 10 x 0.5 3»5 sq. ft.

5 x 2 x 144 -
Vel. in lateral 3 mac) x 4.91 -— 4.88 l/s
v2
28 - 0.37 It.

Total number of laterals - 104

Area of laterals 3-104 x 4.91 3 510 sq. in.
Area of manifold = 1.75 x 510 3-895 sq. in.
Use 56' pipe - A 3 1020 sq. in.

water drain pipe

q :régg-aé—g =-17.5 c.f.s.

Try 18' pipe A 3 1.77 sq. ft.

Pipe losses:

5 Elbows 1.50’2/23
1 Valve 0.10 '
1 Tee 1.50 w
Entrance 0.50 '
50' Pipe f x L/D 0.58 '
45 5.99 2/2g = 5.17 ft,

(6.6Y available)

Wash water tank

Rate of wash 2 ft. rise per min. per sq. ft.
Wash period 6 min.

Q 3:2 x 520 x 6 I 6,240 cu. ft.

Try tank of 20' diameter

6 240

___.......I__.____. g 0
h -'0.7854 x 400 19.8 Use 20' d & 20' h

44

WASH WATER TROUGH - STRUCTURAL

Make sides and bottom 6".
6” 18” 6"

 

 

 

l6"-16%"

 

 

 

 

 

 

[6.

Cross-section of Wash Water Trough

 

Dead load 3 5.5 x 0.5 x 150 3 598 #/1
Live load 3 1.5 x 155 x 62.43 117 1
Total loads 515 #/1

Each side is a beam carrying half the load.

Moment equations for fixed - end beam.
2 2
Ma g‘Mb . wl 8 25,0 x136 x 12 = 152,400#.

12
;.w12 -
Mc .753—I- 76,200 #"

Inflection point
x 3 0.2111. 3 5.5'.

f8 3 20,000 p.s.i.
fo 3 1550 p.s.i.

n 3 10

45

r 1550
x R:-d(fB/nn- to) = 19.5 (3355) = 7.97"

8 i fc x b x X x a

= t x M1550 x 6 x 7.87 x 16.883 557,000 #".
152 400

As 3: j d' 20, 000 x 0.85 I 19.'5' ° 44 sq 1“:
Use 2 - %'¢. As a 0.66 sq. in.
Shear: _
v =§§ x 500 - 6,500 #.
v 5 500 -
V ' 535': 6 x 0. 5 x 95 ‘ 55:7 P°8°1-
Bond:

12 55.7 x 6 _
u .‘ to 3 5.5 - 9505 p.801.

Use hooked bars.
To give support to the bottom place A)" 7 hangers in
trough as shown on Detail Sheet 1.

46

FILTER WALL DESIGN

Pressure on wall:
4.5' water 0 62.4 #/cu. ft.

4.0' sand and stone 0 115#/cu. ft.
62.4 x 8.5:

 

 

Water -P a wh2/2 =- 2 = 2,256#
60 x 42
Sand -P 3- 2 ' 3 480#
Total 2,75

Average weight of sand, stone, and water over whole

depth 3 75.8 #/cu.ft.

Ma:

Total Pressure 3 2,756# x 5.66 3-10,0504'
wl : 10.5 x 1 x 150 =.l,575# x 0.5 2 785#'
w2 a 12 x 2/5 x 150 = 1,200# x 0.5 :‘ 600#'
W5 = 1.25 x 12 x 150 2 2,250# x 4 =--6,000#'

 

 

W4 3-10 x 8.5 x 75.8 3-6 44 x 5 2-52.200#'
10,715# I_-25,755#1
' - 2,51
Resultant falls within middle third.
r = §(11%9)
: loigls (1 3.6 x1%.5)
f 3 1565 #/sq.ft. 0 toe
= 225 #/sq.ft. 0 heel.
Wall Steel 5

M 3-2756 x 2.84 = 7,750 #'.

_ __,- 7,750 x 13 -
d ' VEE" 255 x 12 ’ 5°74"

 

47

Pv 3 10,715 x 5 = -55,575
RE 3 L399. x 5.55 = 22,190

v = 4,155. M 3 51,475#'
(1:;35-5:s.7" dz/Wa‘b':ll.5
Use 15' slab - d 3 12'.

M - 51,475 x 12

As 3 ‘1'st " 20,000 x 0.87 xT2' " 1'80 Bq' 1“:

Use 1" 0 5'c/c. As 3 1.90 sq. in.
V - 4,155 -

u 3 z—"ojd" " 7.5 x 0.87 x 12 " 75°5 P's'i-
Toe:
MB’B 3- 762 #' Very small.

Place steel as shown on Detail Sheet 1.

Filter gallery floor
Free span - 15' Design as simple beam.
Try 6' slab; d 374'
L.L. = 150 #/'
D.L. 3- 75 '
T.L. = 225 #/'

225 x 152

2
1 8 = 4750;)“ 3 57,120#".

M"?

 

M 57 120

Use %'¢ 0 6' c/c. AS 3-0.88 sq. in.

 

Shear:
v3-L3 1460 3548psi.

Bond: 5
u-_.__:..__.L342 2 = 88.9 p.s.i.

48

d being used is 9.5” £9? a 12" wall

- M .. W...-
As " £st " 20,000 x 0.37 x 9.5 " 0'5“" “1' 1‘“

 

Use i” 76 8" c/c. A3 3 0.66 sq. in.
On wall that is common to both units this steel to
be placed on both sides of wall.
Temperature Steel

Use §'¢O 8" c/c.

W2

1

 

 

 

10 ‘ W1

 

 

 

 

 

 

 

 

154
1565 V x
+-—P- w ((4.55l
4
15 l W3 . {

 

 

Base design:

Earth pressure to right of A-A (minus concrete)

X = 100 x 10 x 5 + 1116 x O x 0 5 x 5. - 3 55
" " 1.000 x 10‘ 7‘131’1'6'" x 5 E' “' °

49'

FOUNDATION WALLS

Outside walls of Precipitator room:
Assume earth pressure equivalent to liquid weigh-

ing 50 p.c.f.
.. 114?}... 59.5.23-
p - 2 .1 2 - 960#
Ma:
WI 2 14 x 150 = 2100# x 0.5 a 1050#'

 

W2 . = 1000# x 0.5 a 500#'
W3 3 '4 x 150 = 600# x 0.0 = 0

W4 = s x 100 = 800# x 1.5 = 1200#'

P =- 960g x 5.67 =:-5550#'

4500# [-17755'

- 0.59'

r :i- (1;: £3)
-4 6 0.
,-_451cx1u#__zz_.4)

f 9-1800# @ toe
f = 450# 6 heel

M = 960 x27 = 2,590#'

#7 2"“"'5so_x"1'2‘ : 3. 52'
d . 1/ fig' 256 x 12 #

v .. ‘ 4500 -
d 3 v'Tb " '6"'0"x' '0'."s'5 'x""1'2 " 7° 5"

 

Use 12" wall: d = 9'

 

 

 

 

 

 

 

 

 

 

 

'7T__——'F‘
5' '
Grade
1 W4
I I
8' P ’ Bf A
2.7: 450
r_J 788112
12"_ _ 5 I $1800

 

*2112t 24"
2590 x 12

M
A = £7.15 3 """'""20,000"'x“'0""'.s""‘“"7 x 9.6 = °~188 Sq. in PG? ft.

Use %'¢ @ 8' c/c; A3 3-0.30 sq. in.

Shear:
- ;!_-.____.Jflfll______
V - de -' 12 x 0.97 x 9.5 ’ 9.5 13-8-1.
Bond:

b 9.6 x 12 -
u:g-5-:—§T;—--48p.s.i.

Temperature steel:
Use §'* 06' c/c horizontal.
Q“? @56' c/c vertical.
Base Design
Stresses at B-B are negligible.

Earth pressure to rt. of A-A. (minus concrete)

976 x 2 x l + 674 x 2 x 0.5 x 1.53

x: 967x2+674x2x0.5

51

MA = 2626 x 1.08 = 2850#'

.. _y_ - 2626 -
d ' va—P 60 x 0.85 x ‘ 4'18"

4.. -.2§§Q_51__. -
d '; Rb “I 256 x 12 " 3'48"

Use 12' base; d =»9'
_ M _ 2850 x 12 _
As 7 fst "2U,800 x 0. "i‘6'7 0-918 BQ- in-
per ft.

 

 

Use %"5 O 8" 0/0; As

0.50 sq. in.

Shear: ’

v = Ega- 3 WW 3 26.9 p.s.i.
Bond:

u = g? = §§;%T%_l§_= 154.5 p.s.i.

Use hooked bars.
Outside wall of pump room:
Assume earth pressure equivalent to a liquid weigh-

ing 30 p.c.f. Use 12' wall; d 3.9".
. 2 2
P = 'h - 30 g 12 = 2,16“.

 

2 - 2
y.%=..
- 160 x 4 -

RB = 2,160 - 452 = l,728#.

Point of zero shear:
Xo,x 90x6 . 452
x0 = 2.2'
Arm 3-8 + 2.2 8 10.2'
M = 452 x 10.2 a 4,410#'/'

52

M 4 410 x 12

 

 

 

 

 

 

 

 

AS = m 1 W 3 0.30 sq. in. per ft.
Use in? 08' c/c; As 8 0.30 sq. in.
Shear:
- V - 1:73§. -
V ' b_J_d - 12 x 0.87”? 9'“ '- 18o5 P-B-i-
Bond:
u : g—ob' :« W = 9105 p.801.
8'
1
1
180
12'
P'
‘7[ ’
Y
‘1 . ‘— RB
12' ' F::

 

 

 

53

COLUMN DESIGN

Filter Gallery:
Use Fink Trusses @ 10' c/c. (Top chord 6“ on 1')
Vertical loads

Snow 50 #lsq.ft.
Wind 8 '
Purlins 5 '
Concrete 18 '
Slate 10 '
Ceiling _1O [_

 

81 #/sq.ft.

Load per ft. of top chord of truss:
81 x 10 x cos 26° 54' =-720 #/'
(From Merriman & Wiggin's "American Civil Engin-
eers' Handbook”, p 1151, the weight of a Fink
Truss to carry the above load is 1650 lb.)

Load per column:

1650 - 81 3 10 x 49 3 17,025#.

Try column 12' x 12'. (fc = 540 p.s.i.)
Transformed area = 144 + (10 - l) 0.79
A = 152 sq.in.

Allowable load
P = 152 x 540 3'82,000#
(But height of column is greater than 10 times

54-

least dimension, so by J.C. Art 858
P1 = P(l.3 - 0.05 h/d)

P1 . 82,000 (1.5 - 0.05 1: LE): 77,000#.

Precipitator Room:

Use same size column for outside wall as

used to support filter gallery roof.

55

1.

2.

6.

8.

BIBLIOGRAPHY

Turneaure, F.E., Russel, H.L., Public Water

Supplies," John Wiley & Sons, Inc., 1916 pp 1-12.

Mason, William P., 1902, “Water Supply," John Wiley
& Sons, Inc., 1902, p.2.

Herschel, 'Frontinus, and the Water Supply of Rome"
Boston, 1899.

Babbitt, Harold E., Doland, James J., ”Water Supply
Engineering," MoGraw-Hill Book Co., Inc. 1939.

pp. 1-80

Ellms, Joseph W., "Water Purification,“ MoGraw-Hill
Book Co., Inc. 1928, p. 4.

.Hansen, Paul 'Proc. Lake Michigan Sanitation Cong.,

p. 17, July, 1927.

Hoover, Charles P., “Water Supply and Treatment"

National Lime Association Bulletin 211, 1946, p. 86.

Theroux, F.R., Eldridge, E.F., Mallmann, W.L.,
"Laboratory Manual for Chemical and Bacterial
Analysis of Water and Sewage,l McGraw-Hill Book 00.,
1943, p.155.

56

9. "Status of Higher Education in Michigan" January 22,
1947. A Report to the Michigan Legislature by the
Council of State College Presidents.

10. New York Times, February 15, 1948, E11.

11. Sutherland, Hale and Reese,RaymondC. "Reinforced
Concrete Design”, John Wiley & Sons, Inc., 1945.

12. Bulletin No. 2204. The Permutit Company, 1942.

5?

Ma), 6 4g;
30’; 20 7“?) '
Aug 2960551. — l A“ I lull—1., ‘ t

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