 

145
589
THS

C(‘MDHESSNE TESTS OF HiGH
EARLY STRENGTH CEMENTS

THESIS m m DEGREE 01? M. s.

M. C. Peterson
1930

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COMPRESSIVE TESTS OF HIGH EARLY STRENGTH CEMENTS’

A Thesis Submitted to the Faculty
of
muchigan State College
of
Agriculture and Applied Science

by
M. C. ﬁtereon

Candidate for Degree
or
Master of Science

June, 1930

THESIS

PREEACE

Acknowledgement is made to Professor 0. L.
Allen of the Department of Civil Engineering and
Mr. L. J; Bothgery of the College Experiment
Station for advice and kind criticism offered in
developing this problem.
M.O.P.

East Lansing, June, 1930

10‘?" 142':

INTRODUCTION

In answer to a demand which has existed for
several years, a number of cement manufacturers have
placed on the market a new product known as high early
strength cement. Although there are quite a number
of different types, they are all intended to attain
the same ultimate result -- namely, a concrete of
early maximum strength.

The advent of these new cements has been
natural and necessary. Concrete as a building mater-
ial has been in use for some 20-30 years. It has of
late, however, been losing favor due to its slow-
ness in attaining maximum strength. It is not reason-
able that in this day and age a building material
should be used which requires a curing period of
81-28 days before it has the proper strength. To
keep a thoroughfare closed whether it be a highway
or a city street, for a month or thereabouts, may
entail dangers and losses as well as inconvenience.
Traffic is tied up as a result of such blocked
streets, fire hazzards are increased, and the public

is greatly inconvenienced. However, not alone in

-2-

pavement work, but in construction in general, is
work handicapped by the three week curing process
of concrete.

Realizing this handicap and endeavoring to
overcome it, the cement manufacturers have attempt-
ed for sometime to improve their product. The
American Society for Testing materials has also add-
ed an impetus by raising the minimum strength require-
ments as rapidly as the manufacturers have been able

to meet them.
Concrete Research_

The research work which has, and is still be-
ing carried on, has aided materially in increasing
the knowledge of cement and its behavior in concrete.
The point has finally been reached where much of the
vagueness in the latter material has been clarified.

,. It has been found that the strength of con-
crete may be hastened by using any of four different
methods. They are as follows:

1. Control of Water Cement Ratio

2. Slight Increase in Amount of Cement Used

3. Longer Period of Mixing

4. Special Oements

-3-

Control of Water Cement Ratio

The work of D. A. Abrams (l) with relation to
the water cement ratio has been widely discussed and
published and consequently is well known. It has
been.proved beyond a doubt that with a lower water-
cemant ratio, the strength of the concrete is in-
creased. This is shown conclusively in Table 1.

It should be kept in mind, however, that the
values in this table are based on.a minimum temper-
ature of 70°! and minimum time of mixing of one

minute.

EEE?°3°' in Amount of Cement Used

Without exception very nearly every manu-
facturer of Portland cement today advertises the
fact that by using a small amount more than usual of
that certain cement, the strength will be increased.
This, of course, is nothing more than the water-cement
ratio proposition, since a greater amount of cement
is being used with the same portion of water. This
method is used to a great extent and is finding con-
siderable favor. There is, of course, one thing to
be considered in this method, and that is the addi-
tional cost. However, neglecting the latter condition,

this is applicable to any case.

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m we use ammo moeo ehoo w-» any "a H.om
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4 m #00 Face N900 @000 Old HuHum momm
m we moo Hmoo mmoo aeoo Nth when» m.me
0 a mac mHmO quo #000 H\N Hanm m.mm

Longer Period of Mixing

' Much work has been done concerning the af-
fect mixing has on the strength of concrete, and it has
been found that an increase of time of mixing will in-
crease the strength. Mr. abrams (1), who has construct-
ed tables based on his experiments and bearing out the
nabove statement, has found that concrete mixed two minutes
is 40% stronger at 7 days than.that mixed one minute using
a water cement ratio of .6 to 1.1. H. H. Scofield (2)
found that at the end of 28 days a dry gravel concrete
had increased 300 lbs. after mixing an extra minute.
Authorities are of the opinion that time of mixing has
a greater effect on the early strength of concrete than

on its later strength.

§pecial Cements

For several years now there have been avail-
able various brands of Special high early strength
cements. There are at present a number of manufactur-
ers who are placing products of this kind on the mar-
ket. These Special cements used for the purpose of ob-
taining high early strength concrete are of two general
types -- high alumina and special portland.

The alumina cements are more generally known

as the 24 hour type, while the Special portland and

-5-

those taken up in this paper, are of the 3 day cements,
that is, they gain strength rapidly and at three days
have attained a strength far above that reached by the
ordinary portland cement in the same length of time.

Just what processes these cements are subject-
ed to is not known. It is true in some cases, however,
that they receive additional grindings than the standard
portland. In other words, after the first grinding of
the clinker, it is put through the kiln again and then
ground in the usual manner. It may or may not be true
that certain of these cements contain admixtures. How-
'ever, not in all cases have the exact methods used been
divulged'by the manufacturers.

The costs of these special cements amount to
$1.00 to $1.50 more per barrel than do the standard
brands, or as noted in a paper entitled "High Early
Strength Concrete" by Edward E. Bauer of the University
of Illinois, this would amount to an extra cost of

301 to 45¢ per square yard of a 7 inch pavement.

PURPOSE

Although these cements have been on the market
for sometime, very little is known concerning them.
There are few in any long time tests available. It is
because of this lack of data, especially over a period
of time, that this research has been made. The writer
has endeavored to find out just how a concrete contain-
ing one of these cements will hold up over a long
period of time. The data in this report covers a period

of 18 months.

PLAN OF INVESTIGATION

Four commercial brands of cements were used
in this investigation. Of these four, one was a standard
portland and the other three high early Strength cements.
They were all received directly from the manufacturers
and therefore represented their product as marketed.

These cements and their form of designation

-8-

as used 1n this problem are given herewith. The first
named is a standard portland cement.
A - Alpha Cement (Alpha Portland Cement Co.)

B - New Wyandotte Brand (Huron Portland Cement)
Co.

0 - Miami (Southwestern Portland cement Co.)

D - Peerless-Egyptian (Peerless-Egyptian Cgment

The design used for this concrete was for a
strength of 3000 lbs. and a water-cement ratio of 6
gallons per cu. ft. of cement. The mix was l:l.66:2.42
with a slump of 3" - 4". All the concrete was mixed in
a a} cu. ft. power driven mixer, one batch being suffi-
cient for about 40 cylinders. All materials were
measured by weight and the aggregates used were dry.
Approximately 700 cylinders were made. Complete design
data is contained in pages 27 to 32.

t The molds used were heavy paper containers 6
inches in length and 3 inches in diameter. These were
placed on granite slabs while being molded, thus pro-
viding for a level surface.

Standard practice was followed in filling the
home. brie-fourth of the depth was first placed, and
then thoroughly rodded, after which one-half, three-
quarters, and finally the entire cylinder was filled.

-9-

each portion was rodded as soon as it was filled. The
molds were removed after 24 hours and the cylinders
placed in water for 3 days. This was done in order to
approximate actual field conditions.

At the end cf'these three days all of the
cylinders were removed from the water. Half of these
were placed on the floor in the laboratory and allow-
ed to stand there unmolested. The temperature of the
laboratory was constant at about 70°F. The remaining
cylinders were taken to the roof of the Clds Hall of
Engineering where they were subjected to all weather
conditions from June, 1929 to June, 1930. Table 4
contains the average weekly temperatures and precipita-
tion for this period.

Cylinders were tested for compression at 3, 7,
14, 21 and 28 days, and then at 2 and 3 months and each
succeeding 3 months for a period of one year. as each
test was made, five cylinders of each cement from both
the laboratory and roof storage were broken. A total
of 20 cylinders were therefore tested at each of the
stated intervals. The results of all these tests will
be found in pages 32-42 and Tables 2 and 3 contain the

final averages.

-10-

Instead of capping the cylinders with neat cement
or plaster of paris, which is the customary procedure
with larger cylinders, a small piece of wall-board was
used. As a rule only one was necessary but both ends
were capped if they were not true. This method is in
accordance with the report of H. F. Gonnerman (3), who
has found that commercial Beaver Board serves the pur-
pose with but a slight variation. The machine used
in testing these specimens was a 100,000 lb. Riehle
electrically driven testing machine.

RESULTS

The average results of all tests are tabulated
in Tables 2 and 3 and Figures 1 and 2 contain the
curves for this data. A single glance at these graphs
will show two significant facts; (1) That the high-
early strength cements have a greater compressive
strength at all ages than the standard portland; and
(2) the roof Specimens show a greater strength than
do those which have been stored in the laboratory. It
will also be noticed that all cements of either series

show a fluctuating strength. Inasmuch as the writer

-11-

TABLE II
SPECIMENS STORED IN LABORATORY

Compressive Strength of one Brand Standard Portland and
Three Brands High Early Strength Cements.

Average Compressive Strength # per sq. in.

All Results are Averages of 5-3x6 Cylinders.

 

 

 

: CEHENTS
Age at Test: : : :
: A : B : C : D
3 days g 1,530 g 2,300 5 2,400 g 1,980
7 n : 2,450 g 3,650 g 3,810 g 3,030
i 3,130 g 4,680 g 4,280 g 4,010
g 3,170 g 4,940 g 4,560 g 4,670
g 3,950 g 4,160 2 4,440 g 4,490
2 months g 3,090 g 4,210 g 4,380 2 3,950
g 3,975 2 4,790 2 5,110 g 4,710
g 3,460 g 4,740 g 4,740 g 4,580
g 4,140 g 4,895 i 5,760 g 5,500
g 4,140 g 5,040 g 4,925 g 4,875
Average 1 3,300 g 4,340 ; 4,340 ; 4,180
Highxx S. i 1,530 g '2,300 g 2,400 g 1,980
Low Jig : 4,140 : 5,040 2 5,760 g 5,500

 

These results plotted in Figure 2.

TABLE III
SPECIMENS STORED ON ROOF

Compressive Strength of One Brand Standard Portland and
Three Brands High Early Strength Cements.

Average Compressive Strength # per sq. in.

All Results are Averages of 5-3X6 Cylinders.

 

 

 

: smzwrs
Age at Test: A i B i C i D
3 days g 1,530 g 2,300 2 2,400 2 1,980
7 "n g 2,630. : 3,710 E 3,890 g 3,430
14 n g 3,470 g 4,600 E 4,570 g 4,000
21 " 3,040 4, 370 E 4,750 3,730
28 n g 2,860 g 3,750 E 4,760 2 4,520
2 months g 3,530 g 5,700 E 4,940 g 4,560
3 " g 5,110 g 5,500 2 5,880 g 5,130
6 w g 4,570 g 4,740 E 5,190 E 4,640
9 " g 5,160 2 5,685 E 5,530 E 5,450
12 " g 4,880 g 5,830 2 5,090 E 5,560
Average : 3,675 2 4,620 g 4,700 E 4,300
High : 5,160 g 5,830 2 5,880 E 5,560
Low 1 1,530 g 2,300 2 2,400 E 1,980

 

These results plotted in Figure 1.

'1

 

 

ﬂed—5950mm 370260 ON IZOOF

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

7000
6000
.‘S ' "“ ’-——
.2 00 -' ’ . *3;
,3, \ 4—3
a z
T
0
if:
e /
a...
‘1».
(a . /
Q) 5000 -
e \-
o) y
(0
m
k
’0.
E 2000
o .
\o
, LEGEND
l000 AB
-—-— c
—— a
0
/ Z .3 6 9 /z

ﬂqe of fpemmenx -- Monﬂw

 

 

FIG. Z-SPECIMENS Stereo IN Laooearoev

7000 54-

 

5000

 

 

 

 

 

5000

 

 

 

 

 

 

 

 

\I

4000

 

 

 

3000

 

 

2000

 

CowpreSS/re ﬁre/79M —-/bs. per m. m.

LEGEND

 

 

I000

 

0 07a 1
\\

 

 

 

 

 

 

 

 

 

 

 

/ z 3 6 I

:4qe of J‘peCImenS-Monfhs

 

 

-15-

had no previous experience along this line, the matter

was taken up with F. R. McMillan, Director of Research

of the Portland Cement Association. Mr. McMillan attach-
ed no significance to the apparent retrogression inasmuch
as he believed it due to a difference in moisture content
and temperature at the time of the test. He stated that

a difference of 20% or more may occur due to moisture
content and that recently it has been observed that temper-
ature is also a factor affecting apparent strength.

Since several tests were made shortly after a
rain had fallen (a day or so), there is no question but
that the roof specimens tested contained moisture. Hence
the results obtained from those tests should vary, howe-
ever, on the other hand, those cylinders stored in the
laboratory were not subjected to the weather, and it
seems strange therefore, that they Should Show such great
.variation.

It is difficult to understand Just why the
roof specimens Should test higher than those stored in
the laboratory. One might suppose that this is due
to the fact that the former received a partial curing
1nasmuch.as they were kept moist for sometime after

Ihaving been placed on the roof. A glance at Table 4

-14.-

ﬁe 3—Conmsamr SIRENGTHS

ROOF SPECIMENS

28 Dali

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_ 7%?

.5 .v» Lee. .37. {rich sinned—sou

Cemen ('5

-15-

WE stENGTHS

ﬁe 4-Ccnmut

TORY 3 FCC

LABOIA

28 Ba,

3 007 7//////.

 

 

 

 

 

 

ﬂ . 7///// M77

 

 

 

 

 

 

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u

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2000

.E .vw sea no. .. 39:92.5 elm» 93:30

Cements

TABLE IV
AVERAGE WEEKLY'TEHPERATUIES AK PRECIPITATI H

June 15, 1929 - June 8, 1930

 

 

 

Week ending Temperature Precipitation
June 15 63 .ll
22 71 .Ol
29 63 .11
July 6 69 .08
13 71 .12
20 63 .10
28 76 .03
Aug. 3 69 .Ol
10 66 .01
17 66 .OO
24 66 .02
31 66 .00
Sept. 7 72 .01
14 60 .04
21 51 .07

28 65 .Ol

-17-

T’PLE IV (Continued)

 

 

 

Week ending, Temperatures Precipitation
Oct. 5 48 .04
12 49 .05
19 51 .OO
26 45 .44
Nov. 2 47 .07
9 38 .Ol
16 42 - .09
25 27 .06
50 23 .02
Dec. 7 24 .05
14 27 .09
21 19 .26
28 24 .04
Jan. 4 29 .05
ll 25 .20
18 19 .06
25 8 .03
Feb. 1 17 .02
8 25 .05
15 - 24 .02
22 59 .02
Mar. 1 38 .10

8 29 .01

~18-
TABLE IV (Continued)

 

 

 

 

Week ending, Temperature Precipitation
her. 15 35 ' . 01
22 34 .05
29 . 28 ~ .13
April 5 39 - .Ol
12 49 .03
19 46 .20
' 26 38 .02
May 3 ' 57 .05
10 65 .03
17 58 .15
24 56 .19
3l 46 .03

June 7 60 .Ol

-19-

will show that considerable rain fell during May and
June of 1929. This is evident in the case of "h", which
barely reached a strength of 4000 lbs. in the laboratory
series and passed that point by 1000 lbs. in the roof
Specimens.

In order to compare the strength at 3 days and
28 days, Figures 3 and 4 have been drawn and illustrate
quite clearly the difference existing between the stand-
ard portland and the high early strength cements. Again
the effects of storage are in evidence. with regard to
the 3 day strength, Figure 3 shows considerable variation
between all cements. However, the most significant fact
is that the 3 day strengths of the high early strength
cements are far in advance of the same strength for the
standard p or t land.

The figures within the graph indicate what per
cent the 3 day is of the_28 day strength. Figures 3 and
4 must again be taken separately. In the former "A“ and
"D" lag behind, but in Figure 3 "A" is above both "C"
and "D". Both the roof and laboratory Specimens show
that "B" and "C" have attained 50w of their maximum
strength at 3 days.

Table 5 shows the average results of all
three high early strength cements as taken from Tables

2 and 3. No attempt has been made to compare these

Compressive

-30-

TABLE V

B ‘ C - D

Strength # per sq. in.

AVERAGE RESULTS OF CCHPRESSICN TESTS
OF THREE HIGH EARLY STRENGTH CEMEN S

 

 

 

: T‘O RAGE
Age at Test : :
: ROOF : LABORATORY
3 days g 2,227 g 2,227
7 7 g 3,677 g 3,497
14 7 g 4,390 g 4,323
21 7 g 4,283 g 4,723
28 7 g 4,343 : 4,363
2 months 2 5,067 2 4,147
3 7 g 5,503 g 4,870
6 7 i 4,857 g 4,687
9 7 g 5,555 g 5,385
12 n g 5,493 g 4,947
Average : 4.540 g 4,317
High : 5,555 g 5,385
Low : 2,227 g 2,227

figures with the standard portland since but one standard
cement has been used, and in order that the results might
be more comparable, an average of as many standard portland
cements should be used.

The concrete as designed for these tests was
for a strength of 3000 lbs. With the exception of the
standard portland cement, this mark was passed by all
cements at the end of 7 days.

It mﬁght be well to note here that of the
dements used B (New Wyandotte Brand) gave the highest

and most consistent results.

SPECIFICATIONS

ﬁecause of the fact that there has been no
set standard for the manufacture of these special cements
their quality has differed to a great extent. Therefore,
the user of these cements has had no way of knowing just
what results he would obtain in using them in his concrete.
With no tests available and using a cement not manufactur-
ed according to any standard Specifications, he has been
as much at a loes as the proverbial "ship without a
rudder”. He has had no means of assuring himself by ac-
cepted standards that the results would be as he had

anti cipat Ode

-33-

Finally, and not without a little agitation,
the long-looked-for specifications have arrived. The
American Society for Testing Materials has issued its
new tentative specifications for high early strength
portland cement. The date of approval of these was
‘ February 18th, 1930.

The March issue of "Concrete" points outthat
this tentative specification makes but one change in
the chemical content of the two cements, namely; high
early strength and portland. They permit a maximum
sulfuric anhydride (SOS) content of 2.50 per cent in
the former as compared with 2.00 per cent in standard
portland cement.

The 1:3 mortar test requirements for high early
strength cement are 275 lbs. per square inch in 24
hours, and 375 lbs. in 72 hours, and the 28 day strength
must be at least equal to the strength at 72 hours.

These new specifications also contain the follow-
ing definition for high early strength cement. High
early strength portland cement is the product obtained
by finely pulverizing clinker produced by calcining to
incipient infusion an intimate and properly proportioned

mixture of argillaceous and calcareous materials, with

no additions subsequent to calcination excepting water
and calcined or uncalcined gypsum. These specifications

have been issued in printed form under serial designation

-23-

3 Day and 7 Day Tests

Due no doubt, to the advent of high early
strength cement there has been suggested a proposal
to combine the 3 day mortar strength test with the 7
day test to replace the 7 day and 28 day tests now
required in construction. This suggestion has come
from the engineers associated with conétruction com-
panies. The proposal was submitted to Committee 0-1
of the American Society for Testing Materials and
voted down due to the fact that such action might be
_a handicap to the highpsilica cements which might in-
crease more rapidly after 3 days than before. .An
editorial in the March issue of "Concrete" points out
however, that after a few years it may be advisable
to make the 3 day test a standard one and place full
dependence on the 3 day and 7 day tests. It is true,
of course, that much valuable time could be saved by
eliminating the 28 day test, and undoubtedly 3 and 7

day tests may closely succeed the new Specifications.

-24-

DISCUSSION

The writer hesitates to draw any conclusions
due to two reasons; first, it does not seem that so
few a number as five cylinders can be relied upon to
give an accurate average; and second, the comparison
of compression tests of high early strength cements
with those of standard portland cement would be of more
value if an average of several of the latter were used
rather than just one as was done in this case.

It was necessary in many cases to discard one
or two results from several tests and the averages
therefore, were based on but three compression tests
rather than five. Hence the result obtained was not
nearly as accurate as was possible, and it seems that
in order to obtain a true average,at least 8 or 10
cylinders should be tested each time.

Cements vary greatly as has been pointed out
by'P. H. Bates (4). He has drawn attention to the fact
that in most studies of concrete, cement is not con-
sidered as a variable. However, all cements are not
of the same quality since some manufacturers in endeavor-
ing to meet the requirements of the standards of the

American Society for Testing materials, may exceed such

-25-

necessary requirements. The question arises as to
whether or not there really is a standard portland
cement.

Mr. Bate's report contains a table giving the
compressive strengths for 3 - 7 - 28 days and 1 year
of 32 brands of portland cement. It is interesting
to note that the average strength of these cements at
-one year is 5,000 lbs., with a high of 6,190 lbs. and
a low of 4,070 lbs. This variation in cements is

significant as brought out in this problem.

CONCLUSION

With the above facts in mind, the following
general conclusion may be drawn from the results ob-
tained in this research:

1. The high early strength cements had a
greater compressive strength at all ages than standard
portland cement.

2. 3 day compressive strengths of high early
strength cement were far in advance of the same strength
for standard portland.

3. The compressive strength for which the
concrete was designed was reached by the high early

strength cements prior to 7 days.

-25-

4. hesults obtained showed that storage has

an effect on the strength of concrete.

DESIGN DATA

and

COMPRES SI V? STBEN GTE S
O
INDIVIDUAL CYLINDER S

~28-

 

 

Wt. of Damp Sample
" ' Dried '
7 ' Water in Damp Sample
% Moisture
Wt. of l cu.ft. Damp Loose
7 " 1 " " [Dry Rodded
" 7 Drwaaterial c’uL-ftJamp Loose
" ' Water
Bulking Factor
Fineness Modulus

Maximum Size

0. O. O. .0 O. O. O. O. .0 .0 .0 O.

 

 

Strength 3000# Slump 3"-4"

Heel Mix - 1:3.55
Nominal - 1:409
Field Mix- l:1.66:2. 42 Bulked

Moisture content

Sand 107‘11 e40 I e696# I e083 gal.
Stone2.69 1 e50 I 1e345# .0151 U
m gal.

QEPOIPtiQE

Sand 1.74 1 107e50 I 601 : 1.87 :
Eton. 2e69 X 97044 1 e01 8 2e62 3

. SAND . 0.4.
; 10-80 g 48.97
g 10.76 E 48.72
i .04 E .25
: .37%§ .51%
§ 108.00 g 97.94
E 115.42 E 108.92
2 107.60 E 97.44
E 1'05 g 1.11
3 2°53 3 6.33
: 7 w
m 4.79
l:1.74:2.69
.224 gal.
.314 7

:53; gal.

-29-

W‘ter 1 on. Ito 3 6e00 * e538 ‘ e244 2 6e294 381. 3 52.55

r 2 Mo - M.= 6.33 - 4.79 s .405 Mix a 1:3.55

o- O - .

4001676 Sand.
59.4% c. A.

.405 1 115.43 a 46.05
e594 3 108.92 8 64e70
TIT-75'

True weight g 127. 92#
110.75 . .867

3e 55 g e 409
7537

Nominal mix. a 1:4.09

Cement I 94 I 9e4#

""10"" 1'0

Sand .- 1.74 x 107.60 a 18. 72#
“IO

Ovo I 2e69 x 97e44 I 26021#
10

Water::52.55 I 5e25#
T

-30-

131.74:2.69 6 gal. H20
1 one it. 0 94 3 049 one ft. abs. vol. cement
3e! 3 62.5 I .
1e74 cu. fte @ 113e42 I 1.18 on. fte sand
5.35 I 62e5
2.69 cu. ft. @ 108.92 a 1.78 cu. ft. gravel
- e 3 2e -

gag. = .80 cu. ft. water

Total volume produced 4.25 cu. ft. per sack cement

cement required - 5.31 - 1.25 cu. ft.
2‘23

38nd W “ 1025 I 1074 - 2.18 one fte
c. A. 7 - 1.25 x 2.69 _ 3.36 7 7

Water 7 - 1.25 x 6 _ 7.50 361.

1e25 x 94 39e17#
7

2.18 x 113.42 a 82.42#
"““73“""

2% gal. 32° : 20.87# 3.36 x 108.92 3 122.00#
"““13"“"

SIEVE ANALYSI S

For Fineness modulus

 

 

 

 

 

 

: SAND i 004352 AGGREGATE
SIEVE When: 9% on :Total 0;: Wt.on: ﬂan? Total %
- f Sieve: Sievefcoarser; Sieve: Sieve: Coarser

1-1/27 i i i i E E

3/4" E i i : 2.08%.0208 E 2.08

3/87 E i i E 39.20%.3920 E 41.28
# 4 g i i g 51.36%.5136 § 92.68
# e E 2.0 :.10 § 10.00 E 6.08%.0608 E 98.76
# 14 g 3.75:.1875 E 28.75 E .64§.0064-§ 99.40
4 28 E 3.25:.1625 § 45.00 E ‘.16§.0016 E 99.56
# 4e 2 6.00:.3000 : 75.00 g .00§.0000 E 99.56
# 100 i 4.00:.2000 : 95.00 g .00§.0000 E 99.56
Pan i 1.002.0500 : xxx g .48E- 2 xxx
r0711 § 20.00: :253.75 §100.00; ; 632.88
Fineness Modulus i 2.53 i i i 6.33
Maximum Size i {a i i g 3/47
Max. Size of Mixed Aggr. (based 6n 3% 76 Milo)

 

-32-

JUNE IllL 1929
3 Days

LAB
TOTAL LBS.

A 11,720
11,160

9,550

9,440

12,150

AVE. 10.80‘ 1.530#/SQe ine

5 18,750
13,250
15,890
17,090
16,450

Avg. 16,286 2,300#/aq.1n.

0 13,600
18,900
14,140
19,560
18,560

Avg. 16,958 2,400#/sq.in.

3 12,630
11,890
14,690
15,520
15,430

Avg. 14,032 l,980#/sq.in.

Avg.

Avg.

Avg.

Avg.

LAB

19,690
17,660
15,650
16,180
17,510

17,338

29,620
22,420
25,580
29,410
22,080

25,822

26,910
28,040
24,370
28,810
26,670

26,960

20,790
23,440
21,100
21,000
20,640

21,394

-33-

JUNE 15. 1929

7 Days

TOTAL LBS.

2,450#/sq.in.

3,650#/sq.in.

3,810#/sq.in.

3,030#/sq.in.

ROOF

TOTAL L2§L'

17,280
17,120
20,330
15,990
22,300

18,604

27,810
27,605

ew++wxr

24:000
25,380

26,199

29,460
26,220
30,000
27,000
24,860

27,508

27,000
23,560
21,640
22,000
27,140

24,268

2,630#/sq.in.

3,7lO#/sq.in.

3,890#/sq.in.

3,430#/sq.in.

Avg.

B

A'Be

Avg.

Avg.

-54-

JUNE 22. 1929

 

 

14 Days
LAB 5002
TOTAL 228. TOTAL LBS.
25,350
23,310 24,470
19,360 23,750
23,700 26,000
dihﬁﬁﬁk 23,008
22,123 3,130#/sq.in. 24,516 3,470#/sq.in.
32,610 33,310
. 31,510
34,340 33,750
30,000 29,970
35,350 33,890

33,075 4,680#/sq.in.

30,000 29,000
20,850

31,190 32,000
37,690 33,810
31,570 34,410
30,260 4,280#/eq.in. 32,305
28,050 27,230
28,813 30,000
28,300 27,200
28,130 -35715e-
-2-1-,-799- . 28,770
28,323 4,0lO#/sq.in. 28,300

32,486 4,600#/sq.in.

4,570#/sq.in.

4 .000#/8Qe ine

A

Avg e

Avg.

Avg.

Avg.

TOTAL LBS.

20,790

22:840
23,550

22,393

36,330
31,700
34,270
34,800
37,080

34,836

35,820
30,840
35,000
31,650
27,820

32,226

29,900
34,440
35,830
31,270
33,810

33,050

JUNE 22. 1929
21 Days

3,170#/eq.in.

4,940#/sq.in.

4,560#/sq.in.

4,670#/eq.in.

ROOF

TOTAL LBS.

22,350
21,190
20,000
22,620
21,500

21,532

31,860
31,460
28,760
31,560

30,910
34,000

4H++HH>

362340
35,730
28,300

33,592

27,560

'5tﬁﬂﬁ¥
’27,07O

24,800
26,110

26,385

3 ,040f/sq. inn

4,370#/sq.in.

4,750#/sq.in.

3,730#/sq.in.

Avg.

Avg e

Avg.

Avg.

-55-

,ggpr 5, 1929
28 Days

LAB
TOTAL LBS.

24,810
28,950
4225224
31,890
27,330

28,245 3,950#/sq.in.

-6+ﬁWW}
31,110
28,180
29,680
28,630

29,400 4,160#/sq.in.

32,290
-9¥7&99-
32,340
29,610
31,400

31,410 4,440#/sq.in.

34,660
29,310
30,760
32,370

31,775 4,490#/sq.in.

ROOF

TOTAL LBS.

20,600
21,070

-45—418-

17:250
21,910

20,208

32,790
24,600
24,480
22,760
27,990

26,524

32,990
33,040
35,270
34,990
32.210

33,700

34,370
33,040
28,250
30,730
33,050

31,888

2,860#/sq.in.

3,750#/sq.in.

4,7602/sq. in.

4,520#/sq.in.

AVEe

Avg.

Avg.

Avg.

LAB

21,640

iﬁhﬁﬂﬁi
iﬂfiﬁﬁi

20:150
23,690

21,827

4§+4NK+

28:370
28,620
32,280

29,757

33,890
33,620
28,770

+x+4HK>

27:490
30,942

28,850
29,600
27,510
25,720

'847199-

27,920

AUGUST 8, 1929
2 Months

TOTAL LBS.

3,090#/sq.in.

4 , 210#/BQe ine

4,380#/sq.in.

3,950#/sq.in.

ROOF

TOTAL LBS.

27,140

awe—swa-

22:100

‘34-969-

25:520
24,920

42,360
411490

-E}4ﬂﬁ+

37:190
40,347

25,140
41,860
34,300
40,370
32,770

34,868

26,150
32,200
30,410
38,400
34,000

32,232

3, 530#/BQe 1ne

5 , 700f/3Qe 1ne

4,940#/sq.in.

4,560#/sq.in.

Avg.

Avg.

AVSe

AVGe

LAB

29,540
25,000

4EE4HKF

291800

-38-

SEPTEMBER 8, 1929

3 Months

TOTAL LBS.

28,113 3,975#/sq.in.

34,630

éﬂiiﬂﬂi

331280
33,700
33,980

33,898

35,470
38,000
37,220
34,940
35,050

36,136

33,700
35,770
33,130
30,510

33,278

4,790#/sq.in.

5,110#/sq.in.

4,710#/sq.in.

ROOF

TOTAL LBS.

-B4-900-

341335
36,000

-17-655-

381125
36, 153

37,120
40,330

37,175
dﬁiiﬁﬁi

411000
38,906

44,000
43,130
39,300
41,500
40,000

41,586

37,900
33,935
37,950
35,250
36,000

36,207

5,1107/sq.1n.

5,500#/sq.in.

5,880#/sq.in.

5,130#/8Q41n.-

Avg.

Avg.

Avg.

-39-

DECEMBER 4, 1929

6 Months

LAB
TOTAL LBS.

26,040
inheixr
24,440
22,010
25,040

24 . 582 3,460#/BQe 1ne

34,400
30,810
-407960-
32,630
36,260

33,525 4,740#/sq.in.

31,340
35,180
32,190
35,260
-427359-

' 33,492 4,740#/sq.in.

29,490-
35,680 '
32,500
36,730
27,810

32,442 4,580#/sq.in.

ROOF

TOTAL LBS.

29,430
33,520

4H¥4HK¥

341840
31,600

32,347

32,230
36,110
32,380
33,230
32,280

33,446

38,000
37,200
35,000
42,510
31,020

36,746

30,140
34,000
35,000
33,220
31,500

32,772

4,5702/aq.in.

4,740#/sq.in.

5,190#/sq.in.

4,640#/sq.in.

Avg.

Avg.

AVSe

Avg e

~40-

MARCH 8, 1930

9 Months

LAB
TOTAL LBS.

29,460
40,000
25,580
21,000
30,000

29,208 4,1407/aq.1n.

35,000
35,000
33,740
35,120
34,260

34,624 4,895#/sq.in.

42,790
41,260
36,390
42,380
inqese-

40,705 5,7602/aq.1n.

iﬁhﬂﬂﬁr
40,150
sngswm»
40,730
35,740

38,873 5,500i/sq.in.

ROOF

TOTAL LBS.

38,000

37,140
37,220
33,620

36,495
41,000

43,000
35,260

-34—979-

401510
40,192

37,420
40,000
42,160
36,660

39,060

38,710
37,000
38,540
40,000

38,562

5,160f/sq.in.

5,685#/sq.in.

5,530#/sq.in.

5 . 450#/ BQe in.

AVg.

Avg.

AVE.‘

Avg.

LAB

29,000
27,600
32,000
30,440
27,110

29,230

36,400
32,000
37,120
37,350
35,000

35,574

32,460
42,280
37,060
35,080
27,000

34,776

37,240
35,310
30,680
35,000
34,200

34,486

-41-

JUNE 8, 1930

12 Months

TOTAL LBS;

4,140f/sq.in.

5,0407/sq.1n.

4,925f/sqain.

4,875#/SQ01H0

ROOF

TOTAL LBS.

36,000
33,640

4%b4ﬂ33—

30,770
37,740

34,538

42,250
40,470

4¥>4HK%

37:660
44,190

41,142

29,570
42,130
32,000
34,290
41,840

35,966

33,440
39,600
39,340
44,770
39,370

39,304

4,880#/sq.1n.

5,8304/sq.1n.

5,0905/sq.1n.

5,5607/aq.1n.

1.

2.

3.

4.

D.

H.

H.

P.

A.

H.

F.

H.

abrams

Scofield

Gonnerman

Bates

-42-

REFEHENCES

Concrete Sept., 1926

Proc. am. Concrete Inst. v 23,
Bulletins Nos. 1, 2 and 9,
Structural Materials Research
Laboratory, Lewis Institute,
Chicago.

Engineering and Contracting
Jan. 17, 1915.

Bulletin 514 Structural Materials
nesearoh Laboratory

Report of Committee 202 of 4.0.1.

-43-

INDEX

Page No.

INTBODUCTIONOOOOOQOOOOOo00000.00000000000000.0000...
COHOreta Besearoh..............................

contrOI Of Water Cement ﬁatlo..................

mater-I

Increase in.Am0unt 0f Cement Used..............
Longer reriod of.Mixing........................
Special Cements................................

PURPOSEOOCOOCOOOOOOOOOOO0.00.00.00.00....OOOOOOOOOOO

Q ‘3 01 UI

PLAN OF INVESTIGATION...............................
RESULTS............................................. 10
SPECIFICATIONS...................................... 21

3 Day and 7 Day rests.......................... 23
DISCUSSION.......................................... 24
CONCLUSION.......................................... 25
DESIGN DATA......................................... 27

COMPRESSIVE STRENGTHS 0F INDIVIDUAL CYLINDERS....... 32

BEFEBBRCESC...00.0.0.0...00.000900000000000.00...... 42

 

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