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Epoxy resin admixture for concrete
Transcript of Epoxy resin admixture for concrete
Scholars' Mine Scholars' Mine
Masters Theses Student Theses and Dissertations
1965
Epoxy resin admixture for concrete Epoxy resin admixture for concrete
Kuo-Chu Hu
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EPOXY RESIN ADMIXTURE FOR CONCRETE
BY
KUO-CHU HU I I t{z.,?;
A
THESIS
submitted to the faculty of the
UNIVERSITY OF MISSOURI AT ROLLA
-· 11 I' ..
in partial fulfillment of the requirements for the
Degree of
MASTER OF SCIENCE IN CIVIL ENGINEERING
Rolla, Missouri
1965
APPROVED BY
~'~ ~~...._(Advisor)
~-q"'1 \Z ~
ii
ABSTRACT
This thesis describes laboratory tests on concrete
having epoxy as an admixture. Cylinders for compression and
elastic modulus tests were cured under two different curing
conditions, standard laboratory cure and a simulated job
cure. Beams cured under laboratory conditions were tested
for flexural strength.
Test results show the compressive strength increases
with an increase of epoxy content for job curing conditions.
However, compressive and flexural strengths of specimens
cured under laboratory conditions show a slight decrease.
The elastic modulus of concrete containing epoxy also de
creases in comparison to ordinary concrete.
iii
ACKNOWLEDGEMENT
The author wishes to express his sincerest thanks to
Professor J. E. Spooner of the Civil Engineering Department
for his valuable advice and suggestions in the writing of
this thesis. He also appreciates very much his help and
direction on the use of machines for the tests.
He also wishes to express his thanks to Dr. K. G.
Mayhan, Professor of Chemical Engineering Department, for
his primary tests on epoxy resln systems for the determina
tion of proper formulation.
iv
TABLE OF CONTENTS
Page ABSTRACT . . . . . . . . ii
ACKNOWLEDGEMENT • lll
LIST OF ILLUSTRATIONS . . . . . . . . . . . vi
LIST OF TABLES . . • • • • • Vll
I. INTRODUCTION . . . . . . . . . . . . . . . 1
II. HISTORY AND REVIEW OF LITERATURE . . . 3
III. EPOXY RESIN SYSTEM . . . . . . . . . . . . . 7
A. Resins . . . . . ' . . . . . . . 7 B. Curing . . . . . . . . . . . . 8
IV. LABORATORY PROCEDURE . . . . . . . . . . . . . . . 10
A. Test Apparatus . . . . . . . . . . . . . . . . 10 1. Sieves and Sieve Shakers . . . . . . . . . 10 2. Concrete Mixer . . . . . . . . . . . . . . 10 3. Compression Testing Machines . 10 4. Los Angeles Abrasion Testing Machine . ll 5. Ames Dial Gage . . . . . . . . . . . . 11
B. Materials Used In Tests . . . 12 1. Cement . . . . . . . . . . . . . . 12 2. Aggregate . . . . . . . . . . . . 12 3. \-'later . . . . . . . . . . . . . . . . 14 4. Admixture . . . . . . . . 14
c. Mixing Procedure . . . . . . . 14 1. Design of the Mixtures . . . . . . . . 14 2. Mixing Concrete . . . . . . . . . . . 15 3. Handling Precautions . . . . . . . . . 18
D. Test Procedure . . . . . . . . . . . . . . 18 1. 'rest Procedure for Compressive Strength 18 2. Test Procedure for Flexural Strength . . . 19 3. Test Procedure for Modulus of Elasticity . 21
v. TEST RESULTS AND DISCUSSION . . . . . . . . . 22
A. Properties of Fresh Concrete . . . . . . . . . 22 B. Compressive Strength Test 22 c. Flexural Strength Test . . . . . . . . . 23 D. Modulus of Elasticity Test . . . . 24
VI. CONCLUSIONS . . . . . . . . . . . . . . . . . 32
TABLE OF CONTENTS
APPENDIX . . . . . . BIBLIOGRAPHY .
VITA . . . . . . .
v
Page 35
42
43
LIST OF ILLUSTRATIONS
Figures
l.
2.
3.
Compressive Stress Vs. Admixture Content, Laboratory Curing Conditions . . . . ....
Compressive Stress Vs. Admixture Content, Job Curing Conditions .......... .
Compressive Stress Vs. Age, Laboratory Curing Conditions . . . . . . . . . . . .
Vl
Page
25
26
27
4. Compressive Stress Vs. Age, Job Curing Conditions 28
5. Modulus of Rupture Vs. Admixture Content, Laboratory Curing Conditions ...... . 29
6. Modulus of Elasticity at 28 Days Vs. Admixture Content, Laboratory Curing Conditions . . . 30
7. Modulus of Elasticity at 28 Days Vs. Admixture Content, Job Curing Conditions . . . . . . . . 31
8. Stress Vs. Strain Curve, Mix A, Laboratory Curing Conditions . . . . . . . . . . . . . . . . . . 36
9. Stress Vs. Strain Curve, Mix B, Laboratory Curing Conditions . . . . . . . . . . . . . . . . . . . 37
10. Stress Vs. Strain Curve, Mix C, Laboratory Curing Conditions . . . . . . . . . . . . . . 38
11. Stress Vs. Strain Curve, Mix A, Job Curing Conditions . . . . . . . . . . . . . . . . . 39
12. Stress Vs. Strain Curve, Mix B, Job Curing Conditions . . . . . . . . . . . . . . . . . . 40
13. Stress Vs. Strain Curve, Mix C, Job Curing Conditions . . . . . . . . . . . . . . . . . . . 41
vii
LIST OF TABLES
Table Page
1. Concrete Mix Design . 16
l
I. INTRODUCTION
Since its introduction to this country, epoxy resin has
found a position in the concrete construction field because
of its high compressive and tensile strengths as well as ex-
cellent adhesive properties. In recent years most of the ap-
plications have been in bonding concrete to concrete in re
pairing damaged or deteriorated construction. Therefore,
studies and applications have been concentrated on its adhe
sive properties. Engineers, of course, have been aware of
its high strength but little research has been done in this
direction.
Although epoxy concrete, in which epoxy resin compound
replaces cement paste, possesses high compressive and tensile
strengths; it has not been widely used in concrete construc
tion despite its outstanding properties. The high cost of
epoxy resin definitely limits the use of epoxy concrete since
the cost of epoxy concrete is of the order of $200 per cubic
yard (5). Only the repair of bridges subject to heavy traf-
fie can justify its application because of its fast setting
properties; the repaired bridges can be opened to traffic
after only a few hours.
Although higher strength concrete can be produced by
other means, the partial replacement of the cement paste
with epoxy was considered worth exploring in order to see if
some of the properties of the pure epoxy concrete would be
retained.
2
In this investigation, the tests were planned to deter
mine the effect of epoxy content upon the compressive
strength, modulus of rupture, and the modulus of elasticity.
Curing conditions were specified to include both a standard
laboratory cure and a simulated job cure.
3
II. HISTORY AND REVIEW OF LITERATURE
The discovery of epoxy was first reported in 1891 by
the Norwegian scientist, Lindeman (1). Subsequent to that
time, the use of epoxy was limited to laboratory investiga
tions until industrial applications of epoxy resins were be
gun in Germany in the Thirties. During World War II, Germany
made practical use of epoxy by using it to stick treads to
their tanks.
Epoxy resins were first introduced in the United States
in 1949 (4). As commercial quantities became available, it
was primarily used by the paint industry in heavy-duty in
dustrial maintenance paints, and by the aircraft industry
as a structural adhesive to bond aluminum to aluminum. How-
ever, it was not used in concrete construction until the
California State Highway Department used epoxy adhesives to
cement reflective traffic markers to pavements in 1954 (5).
These markers have withstood heavy traffic for five years
without failure in bond. They also found that when an epoxy
resin was mixed with flexibiliser the mixture would bond to
hardened concrete and also that fresh concrete would adhere
to it if applied while the epoxy mixture was still tacky.
Since then, much work has been done by manufacturers, gov
ernment agencies, and others in perfecting epoxy resin sys
tems for application in concrete construction and repair.
Bailey Tremper (3) described in his paper the use of
4
adhesives and binders containing epoxy resins by the California
Division of Highways in repairing concrete. In patching
spalled areas with epoxy mortar or epoxy concrete, the binder
used by the California Division of Highways has a pot life
of about 20 minutes at 70°F. Under favorable conditions
the repair has been opened to traffic within 3-5 hours. The
ratio of epoxy binder to sand used by the California Division
of Highways is of the order of 1 to 7 by weight. For large
volume repairs, both coarse and fine aggregates are used and
the ratio of epoxy binder to aggregate can be as large as
1:18 by weight.
The formulation most frequently used by the California
Division of Highways both for an adhesive and a binder con
sists of:
Epoxy resin
Polysulfide polymer
Curing agent
Filler
10 parts by weight
4 parts by weight
1 part by weight
Variable
Elliott N. Dorman and M. M. Gruber (6) have shown that
concrete pipe for sewers can be coated with epoxy. The re-
sistance of these coatings to sewage, chemicals, fumes and
hydrostatic pressure assures long life and maintenance-free
service.
Surfacing compounds with a high friction coefficient
are of considerable importance on superhighways and heavily
5
traveled bridges (6). Because of its high adhesive properties,
epoxy resin is used as a binder for high-friction aggregate
and as an adhesive to bond it to the pavement. Such binders
must also be tough enough to withstand continuous abrasion
from heavy vehicles being breaked at high speed.
Epoxy resin is also used in chemical resistant floor
topping; it is the bonding agent that holds the topping
together and binds it to the floor (7). This floor topping
protects concrete floors subjected to acids, strong alkalies
and solvents that react with cement.
Tests on epoxy have been conducted by Leo Carbett (1),
Director of Research of Great Western Corp. of Los Angeles.
In the Great Western Laboratory, epoxy test cylinders were
immersed in sulphuric acid which dissolves steel in minutes.
Due to their excellent chemical resistant properties, they
have survived after one week of immersion. Other tests
showed that the bond strength as an adhesive was greater
than that of concrete. Broken beams cemented together by
epoxy resin compound were loaded to failure in flexure.
Rupture always occurred in the concrete, not in the adhesive
bond.
In 1962, a report (4) was published by A.C.I. Committee
403 describing proper procedures for the use of epoxy resin
compounds for various purposes. Methods for specific appli
cations outlined by the Committee include patching, crack and
joint sealing, water-proofing, skid resistant overlays,
bonding hardened concrete to hardened concrete, bonding
new concrete to old concrete. It is emphasized that before
attempting the application of epoxy resin compound, surface
conditions must be met. The surface on which epoxy is
applied must be strong, clean and dry.
G. B. Welch, A. J. Carmichael and D. E. Hattersley (2)
of the University of New South Wales, Australia conducted a
series of tests on the compressive strength, tensile
strength and other properties of epoxy concrete. Four dif-
, ferent types of epoxy formulations were examined as the ce
menting material in the concrete mixtures and each type of
epoxy formulation had one to four different proportions of
aggregates. Test results showed that ultimate compressive
strengths ranged from 7,000 psi to 13,000 psi while tensile
strength exceeded 1200 psi.
6
7
III. EPOXY RESIN SYSTEMS
A. RESINS
Uncured epoxy resins are water insoluble, clear plas
tics, which in the pure and uncontaminated state possess
indefinite shelf life. The grades of epoxy resins are gen
erally specified by viscosity and epoxide equivalent. 1'he
viscosity of an epoxy system can be reduced by adding dilu
ents, but the use of diluents should be held to a minimum as,
in most cases, they degrade the physical properties of the
cured system.
Epoxy resins belong to a class of thermosetting materi
als which requires an external influence to convert them to
a stable solid mass. The systems which are of concern here
are generally furnished in two componentsi resin and curing
agent. When the curing agent is added to the resin, a
cur1ng reaction commences, and the conversion to a solid
occurs. Oftentimes, other materials are added to alter the
physical characteristics of the cured system.
Unlike thermoplastic materials, thermosetting epoxy
resins become permanently hard once they cure and will not
melt at elevated temperatures. Cured epoxy resins are char
acterized by possessing low chemical reactivity, remarkable
adhesive properties, and high strengths. They can have ulti
mate compressive strengths of 30,000 psi, flexural strengths
up to 18,000 psi and tensile strengths varying from 8,000
to 12,000 psi (3).
Epoxy resins as presently manufactured, are available
in a wide range of consistencies ranging from a solid to
liquids of relatively low viscosity. There are four manu-
8
facturers in the United States producing epoxy resins. They
are the Bakelite Company, Ciba Products Company, Janes-Dabney
Company and Shell Chemical Company. Each of these manufac
turers has his own trade name for these products.
B. CURING
Curing agents are necessary to effect the conversion
of the pure epoxy resin to a solid. This conversion is
accompanied by a production of heat. Since the curing pro-
cess 1s rapidly accelerated by higher temperatures, large
batches will harden faster than small ones with similar
geometry due to the decrease in the rate of heat loss from
the large mass.
After adding curing agent to the epoxy, thorough m1x1ng
1s most important. Once the components are mixed, they must
be used within a relatively short time. The time that a mix
ture remains in a usable or workable condition after mixing
is called the 11 pot life 11• The pot life of an epoxy resin com
pound depends on the formulation, the type of curing agent
used, and also its mass and temperature. The use of shallow
containers will reduce the heat build-up; hence, increase
the pot life. Curing temperatures for the usual epoxy
formulations are between 50°F and 85°F. Curing below 50°F
9
is greatly retarded or stops. Above 85°F the cure is great
ly accelerated and the pot life critically shortened.
IV. LABORATORY PROCEDURE
A. TEST APPARATUS
1. Sieves And Sieve Shakers
Two types of mechanical sieve shakers were used for
screening the coarse and fine aggregates. A large shaker,
a product of Gibson Screen Company, Merser, Pennsylvania,
was used to screen the coarse aggregate. A set of wire
screens 17" x 25" in dimension with the following opening
sizes was used: 1", 3/4", 1/2", 3/8", No.4 and No.8.
10
For screening the fine aggregate, a small shaker having
a set of sieves 8 11 in diameter made by W. S. Tyler Company,
Cleveland, Ohio was used. The mesh opening sizes of sieves
are 3/8", No.4, No.8, No. 16, No. 30, No. 50 and No. 100.
2. Concrete Mixer
The concrete mixer, Type SW153, has a capacity of three
cubic feet. It is a product of the Lancaster Iron Works
Inc., Lancaster, Pennsylvania. This mixer is stationary,
nontilting, and electrically driven.
3. Compression Testing Machines
Two hydraulic compression machines were used for the
tests. A machine made by Forney's Inc., New Castle,
Pennsylvania, was used for all compression cylinder tests.
11
This machine has two scales, the low range of 0-60,000 pounds
with 200 pound graduations and the high range of 0-350,000
pounds with 1000 pound graduations.
A Riehle compression machine was used for determining
the flexural strengths. It has a platform 30 1/2 x 32"
in dimension.
to be tested.
The size of the platform enables small beams
The 0-3,000 pound scale is capable of being
read to the nearest 5 pounds.
4. Los Angeles Abrasion Testing Machine
The Los Angeles Abrasion Testing Machine is a product
of Forney's Inc., New Castle, Pennsylvania. It consists of
a hollow steel cylinder, closed at both ends having an in
side diameter of 28 inches and inside length of 20 inches.
This electrical driven machine was used to mix the epoxy
resin and fine aggregate before placing in the concrete
mixer.
5. Ames Dial Gage
An Ames dial was used to measure the deformation of the
compression cylinders in the test for modulus of elasticity.
The dial gage was made by Standard Gage Co. Inc.,
Poughkeepsie, New York and had a minimum graduation of 0.001
inch.
B. IVlATERIALS USED IN 'I'ESTS
1. Cement
The cement used in all mixes was commercial portland
cement Type 1 Red Ring, and was obtained from the Missouri
Portland Cement Company, Kansas City, Missouri.
2. Aggregate
The coarse aggregate used in all mixes was crushed
12
white limestone from Springfield, Missouri and was supplied
by C. F. Farney of Rolla. The specific gravity of the
coarse aggregate was 2.65. The sieve analysis was conducted
in accordance with "Standard Method of Test for Sieve Analysis
of Coarse and Fine Aggregate". ASTM Designation C 136 and
the results were as follows:
Sieve Size Percent Passing
1 inch 100
3/4 inch 95
1/2 inch 47.5
3/8 inch 20
No. 4 2.5
No. 8 0
The ASTM Designation C-33, specification for 3/4"
coarse aggregate gradation is as follows:
Sieve Size Percent Passing
1 inch 100
3/4 inch 90 - 100
3/8 inch 20 55
No. 4 0 - 10
No. 8 0 - 5
13
The results obtained from the sieve analysis showed
that the coarse aggregate used in the mixes met the require
ment of the ASTM specification.
The fine aggregate was obtained from the Meramec River
Sand and Gravel Company, Pacific, Missouri. The specific
gravity of the fine aggregate was 2.65. The sieve analysis
was performed in accordance with the "Standard Method of
Test for Sieve Analysis of Coarse and Fine Aggregate"
ASTM Designation C 136 and the results were as follows:
Sieve Size Percent Passing
3/8 inch 100
No. 4 99
No. 8 82
No. 16 66
No. 30 55
No. 50 18
No. 100 3
The ASTM Designation C-33, Specification for fine
aggregate gradation is as follows:
Sieve Size Percent Passing
3/8 inch 100
No. 4 95 - 100
No. 8 80 - 100
No. 16 50 - 85
No. 30 25 - 60
No. 50 10 - 30
No. 100 2 10
14
The results from the sieve analysis showed that the
fine aggregate used met the requirement of the ASTM specifi-
cation. The fineness modulus calculated was 2.77.
3. Water
The water used in the mixes was ordinary water obtainea
from the University of Missouri.
4 • Admixture
The epoxy resin used as an admixture was Ciba Araldite
6010 {diglycidyl ether of bisphenol A) . It was produced by
the Ciba Products Company, Fair Lawn, New Jersey. It is a
water insoluble, transparent, thermosetting material in liquid
form having an epoxy equivalent of 195, and a viscosity of
160 poises at 25 degrees C. The curing agent used was Ciba
Hardener 951 (triethylene tetramine) •
The formulation of the epoxy resin system used in the
tests was 100 parts of resin and 20 parts of curing agent
by weight.
C. MIXING PROCEDURE
1. Design Of The Mixtures
Since it was thought that the effect of the epoxy would
be related to the fraction of voids filled, the epoxy content
was expressed as a percentage of the void volume or cement
paste. In order to keep the volume of epoxy to a minimum, a
lean mix was used since this produced a smaller void ratio.
15
In addition, since a lean mix has a lower strength than a
rich mix, a change in strength was easier to detect with the
lean mix used as a basis of comparison.
Three mixes of concrete, each with a different percent-
age of epoxy resin compound were made. The percentages of
epoxy resin compound were zero, four and eight per cent of
the volume of cement paste and these three mixes were desig-
nated as Mix A, B and C respectively. The amount of epoxy
resin compound used was equal to the volume of cement paste
removed. This means that the volume of cement paste plus
epoxy resin compound was constant for all mixes. Mix D was
the same as Mix C except that the mixing procedure was changed.
The amount of ingredients of the mixes was calculated in ac
cordance with "Design and Control of Concrete Mixtures", pub
lished by Portland Cement Association (see Table l) .
2. Mixing Concrete
A three cubic foot batch was used for Mix A, B and C.
The usual mixing procedure followed for Mix A was:
(1) add coarse aggregate to the mixer,
(2) add fine aggregate,
(3) add cement,
(4) add water,
(5) mix for two minutes.
On the other hand, due to the presence of epoxy resin
and curing agent, a different procedure was set up for Mix B
TABLE I. CONCRETE MIX DESIGN*
------------------------------------------------------------------· Type of
Mix
Mix A
Mix B
~1ix C
Mix D
Coarse Aggregate
(lb.)
1620
1620
1620
1620
Fine Aggregate
(lb.)
1690
1690
1690
1690
* Basis: 1 cubic yard of concrete
Maximum size of aggregate = 3/4"
F. M. of sand= 2.77
Water per sack of cement = 8 gal.
Slump = l l/2"
Cement (lb.)
427
410
393
393
Water (lb.)
302
290
278
278
Epoxy Resin (lb.)
16.4
32.8
32.8
Curing Agent (lb.)
3.3
6.6
6.6
1-' 0'\
~I
and C as follows:
(1) Thorough mixing of fine aggregate with epoxy in
advance was necessary. This was done, for Mix B, by adding
the epoxy resin to fine aggregate and mixing in a Los Angeles
Abrasion Testing Machine. After mixing for thirty minutes,
this sand-epoxy mixture was transferred to the concrete mixer
for further mixing because epoxy lumps still could be seen
in the Los Angeles Abrasion Testing Machine. For Mix C,
epoxy resin and fine aggregate and some coarse aggregate were
mixed directly in the concrete m1xer. Only seven minutes
were required to produce a thorough mixing for Mix c.
(2) After the epoxy lumps were eliminated in step l,
approximately half of the coarse aggregate was added to the
mixer and mixed for five more minutes. The addition of
coarse aggregate helped to produce more thorough mixing of
epoxy resin and aggregate.
(3) The rest of the coarse aggregate and cement was
added.
(4) The curing agent was added to the water, and then
the premixed curing agent and water and cement were added to
concrete mixer.
(5) Mixing was continued for two minutes.
However, the mixing procedure for Mix D was changed from
that of Mix B and C in order to determine if any different
results would be obtained. In Mix D epoxy resin was mixed
thoroughly with the curing agent before being added to the
18
fine aggregate. The epoxy and sand were mixed for two min-
utes in the concrete mixer, and then half of the coarse
aggregate was added and mixed for three minutes. The rest
of the coarse aggregate, cement and water was then added and
mixing was continued for two minutes.
3. Handling Precautions
The curing agents employed in epoxy resin formulations
are strong skin irritants. These materials can produce
local injury on very short exposure and may even cause per
manent bodily injury after prolonged exposure. Therefore,
epoxy resin plus curing agent in the uncured state should be
handled with care. It is emphasized that direct skin contact
must be avoided. Glasses and rubber gloves should be worn in
handling these materials. If it should contact the skin, it
should be removed immediately by washing the contaminated
area thoroughly with soap and water.
D. TEST PROCEDURE
1. Test Procedure For Compressive Strength
Forty-two cylinders were cast from four batches of con
crete with different percentages of epoxy resin compound.
Mix A consisted of eighteen cylinders from two batches.
Mix B and c consisted of twelve cylinders, each set being
cast from one batch. 6 11 x 12 11 cylinders were cast in
paraffined paper molds with metal bottoms. They were placed
in the curing room which was maintained at 70°F and
19
100 per cent relative humidity. After three days, half of
the cylinders were removed from the curing room and were kept
outside the curing room until the proper age for testing.
This was done to simulate job curing conditions.
The tests were performed in accordance with the "Stand-
ard Method of Test for Compressive Strength of Molded Con-
crete Cylinders", ASTM Designation C-39. Cylinders were
tested at ages of 7, 14 and 28 days. They were capped with
a sulphur compound before the test. All cylinders were
loaded to failure and the ultimate loads were recorded. The
compressive strength of the specimen was calculated by di-
viding the ultimate load by the cross-sectional area of the
specimen
where
p f = A
f = unit stress in pounds per square inch
P = ultimate load in pounds
A - cross-sectional area of the cylinder in square
inches
The procedure was the same for testing at various ages.
At the age of 28 days, the modulus of elasticity was also de
termined simultaneously with the compression test.
2. Test Procedure for Flexural Strength
seven 3 1/2 11 x 4 1/2" x 18" beams were cast for the
20
flexural strength tests from three batches, each with a
different percentage of epoxy resin compound. Mix A con-
sisted of three beams while MLx B and Mix C each consisted
of two beams. Beams were placed in the curing room which
was maintained at 70°F and 100 percent relative humidity.
All beams remained in the curing room for 28 days.
The tests were conducted in accordance with the "Stand-
ard Method of Test for Flexural Strength of Concrete Using
Simple Beam with Center-Point Loading 11, ASTM Designation
C293. A Riehle compression Testing Machine was used in
performing the beam tests. The 0-3,000 pound scale was
used and the beams were supported over a span of 15". The
load was applied at the center of the beam at a rate of 2 psi
per second in terms of maximum fiber stress.
The beams were loaded to failure and the ultimate loads
were recorded. The modulus of rupture was calculated as
follows:
where
R -
p -
L -
b =
and d -
3PL R - 2bd2
modulus of rupture in
maximum applied load
span length in inches
width of specimen in
depth of specimen in
pounds per square inch
in pounds
inches
inches
21
In the calculations the weight of the specimen was
neglected.
3. Test Procedure For Modulus of Elasticity
Tests for modulus of elasticity were made simultaneously
with compression tests at 28 days. Fourteen compression
test cylinders, six from Mix A, four from each of Mix B and C
were tested and results obtained for both laboratory curing
conditions and job curing conditions.
An Ames dial held by a stand was placed against the
lower platform of the testing machine to measure the deforma-
tion of the concrete cylinder under load. Deformations and
loading at intervals of ten kips were read.
The secant modulus of elasticity was determined by the
ratio of stress, taken at 50 per cent of the ultimate J
strength, to strain. The elastic modulus for 6" x 12"
cylinders is given by the equation
where
p E = 0.424
~
E - modulus of elasticity in pounds per square inch
p - applied load in pounds
6 = total deformation in inches
22
V. TEST RESULTS AND DISCUSSION
A. PROPERTIES OF FRESH CONCRETE
The effect of admixture on the properties of fresh
concrete was not very large. The slump for the two batches
of Mix A was 1 1/2" and 1". The slumps for Mix B, Mix c and
Mix D were 2", 1 1/2" and 1 1/2" respectively. The test re
sults show that there is no appreciable change in slump due
to the increase in percentage of admixture.
Laboratory observations indicate that the tendency of
water to collect on the tops of the specimens decreases with
an increase in percentage of admixture. This may be caused,
in part, by the epoxy plugging the gaps between aggregate
particles.
B. COMPRESSIVE STRENGTH TEST
The results of the compressive tests are shown in
Figures 1 to 4. Figure 1 shows the relation between per
centage of admixture used and compressive strength at the
ages of 7, 14 and 28 days under laboratory curing conditions.
Figure 2 shows the relation between percentage of admixture
used and compressive strength at the ages of 7, 14 and 28
days under job curing conditions. In Figures 3 and 4, com-
pressive strength was plotted against age for Mix A, B, C
and D in order to have a clear comparison.
Under laboratory curing conditions, the average stress
23
at 7 days of Mix B and c specimens is 106 per cent of Mix A
which has no admixture. The compressive stress at 14 days
of Mix B and c is 90 per cent and 103 per cent of Mix A
respectively. At the age of 28 days, the strength of Mix
and C specimens is 90.5 per cent and 98 per cent of Mix A.
Under job curing conditions, the average compressive
stress at 7 days of Mix B and C specimens is 116 per cent
and 118 per cent of Mix A respectively. The compressive
B
stress at 14 days of Mix B and C is 119 per cent and 131 per
cent of Mix A. At the age of 28 days, the strength of Mix B
and C is 108 per cent and 121 per cent of Mix A. The in-
crease in compressive strength due to the increased amount of
admixture under job curing conditions is nearly linear at the
ages of 14 and 28 days. However, the results indicate that
the compressive strength at 14 and 28 days of Mix B under
laboratory curing conditions decreased with respect to Mix A.
This reduction in compressive strength is probably due to the
exposure of specimens to moisture during the curing procedure.
~o~sture may affect the curing of epoxy resin.
C. FLEXURAL STRENGTH TEST
The results of the tests on flexural strength of
beams are shown in Figure 5. This Figure shows the relation
between modulus of rupture at the age of 28 days and percent-
age of admixture used. The average strength of specimens of
Mix B and c is 81.5 per cent and 93.5 per cent of Mix A re
spectively.
24
Because all beams were placed in the curing room until
the time for testing, the decrease in flexural strength is
also apparently due to the presence of moisture during cur-
ing. The curve plotted for modulus of rupture vs. percent-
age of admixture follows the same pattern of that for com
pressive strength under laboratory curing conditions.
D. MODULUS OF ELASTICITY TEST
The results of modulus of elasticity tests on com-
pression cylinders are shown in Figures 6 and 7. In the
Appendix, Figures 8, 9, and 10 show the stress-strain curve
for Mixes A, B and C respectively under laboratory curing
conditions. Figures 11, 12, and 13 show the stress-strain
curve for Mixes A, B and C respectively under job curing
conditions.
The secant modulus of elasticity was determined at 50
per cent of the ultimate stress. The modulus of Mix B and C
specimens under laboratory curing conditions is 95 per cent
and 91 per cent respectively of Mix A and decreases linearly
with increase of percentage of admixture. The elastic
modulus of the Mix B and C specimens under job curing condi
tions is 78 per cent and 84 per cent respectively of Mix A.
The decrease in elastic modulus is probably due to the low
elastic modulus properties of epoxy resin.
25
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32
VI. CONCLUSIONS
Since there is very little existing data on this sub-
ject, there is no comparison with previous data. The con-
elusions drawn are based on the data from this series of
tests. The results of the tests show that the compressive
strength of concrete at various ages under job curing con
ditions definitely increased with an increase in percentage
of admixture used. On the other hand, the compressive
strength decreased slightly under laboratory curing condi
tions. This indicates that the curing of epoxy resin seems
to be affected by moisture.
Figures 3 and 4 show that the compressive strength of
Mix A specimens at various ages under laboratory curing con
ditions is much higher than that under job curing conditions
as is usually the case. But the reverse effect is observed
for specimens having admixture.
Like the compressive strength under laboratory curing
conditions, the modulus of rupture also generally decreases
because all beams for flexural strength tests were placed
in the moisture room until the age of 28 days. Both the B
and C mixes exhibit a decrease in strength when compared
with Mix A.
As is expected, the modulus of elasticity of Mixes B
and c specimens decreases in comparison to Mix A under both
laboratory and job curing conditions because the epoxy resin
itself has a low modulus of elasticity ranging from
4 0 0 , 0 0 0 to 6 0 0 , 0 0 0 psi ( 3) .
The elastic modulus of concrete of the strength range
33
in this investigation should be approximately 2,700,000 psi.
The measured values for Mix A of 1,110,000 psi for the job
curing conditions and 1,050,000 psi for the laboratory curing
conditions are low. This is probably due to the method of
measurement. In this investigation, the deformation was not
measured directly from the cylinder. The measurement was
obtained by the Ames dial placed against the lower platform.
The reading was affected by the sulphur compound cylinder
cap which had a low elastic modulus itself and the extension
of the steel posts of the compression machine under applied
load. Since the investigation is on the basis of comparison
and the same measuring method was used for all mixes, the
comparisons were apparently not affected by the difference
between the actual and the measured modulus of elasticity.
Mixing procedure for Mix B and C was changed for Mix D
which has the same percentage of admixture as Mix C. Test
results show that the compressive strength at 7 days of Mix D
specimens is only 62 per cent of Mix C and the compressive
strength at 14 days is approximately 67 per cent of Mix C
under the same curing conditions. The low strength is at
tributed to the inadequate mixing of epoxy resin and aggre
gate. The mixing time was limited for Mix D because the
34
epoxy resin had been mixed with curing agent before it was
mixed with aggregate thus shortening the pot life. However,
epoxy resin and sand can be mixed as long as desired for
Mix C and B because the curing agent was added in the last
step.
Epoxy resins are highly adhesive materials but there
was no problem in cleaning equipment for the small percent
ages used in this investigation. However, releasing agent
might be necessary to clean the equipment in the case of a
high percentage of epoxy used in the mixture.
35
APPENDIX
! . ·l· • t ••. ·t·. :1:
.. ;
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1 t r; __1..., •-~+...:-~_ -·_, .......... ~~+---t t.' ' t '-~' 1' -~-t -t-f-. -f -t j' I -~-f + -4 t 0 • + • • ,__....._
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BIBLIOGRAPHY
1. ''The Wonderful World of Epoxy", Concrete Products, November 1964, pp. 46-50.
2. Welch, G. B, Carmichael, A. J. and Hattersley, D. E., "Epoxy Resin Concrete" Civil Engineering and Public Works Review (London}, June 1962, pp. 759-762; July 1962, pp. 905, 906.
3. Lee, Neville, Epoxy Resins, McGraw-Hill Book Company Inc., New York, 1957.
4. ACI Cormnittee 403, "Guide for Use of Epoxy Compounds With Concrete 11
, Proceedings American Concrete Institute, Vol. 59, 1962, pp. 1121-1142.
42
5. Tremper, Bailey, "Repair of Damaged Concrete with Epoxy Resins", Proceedings American Concrete Institute, Vol. 57, 1960, pp. 173-182.
6. Dorman, Elliott N. and Gruber H. M., "Epoxies Big Potential, New Volume Markets Now Opening in Highway and Building Applications", Modern Plastics, V. 36, N. 59, 1958, pp. 156-160.
7. 1'Good Industrial Floors - Chemical Resistant Epoxy Floor Toppings", Civil Engineering, August 1962, p. 4 0.
VITA
Kuo Chu Hu was born on February 2, 1923 in Tungkuan,
Kwangtung, China. He received his early education in
43
China and completed his high school education in July, 1939.
He received the Degree of Bachelor of Science in Civil En
gineering in July, 1943 from Kuo Min University, Chu-Kiang,
Kwangtung, China.
His experience was gained by working in the Service of
Supply, U. S. Army as a junior engineer for one year starting
in 1945; in the Service of Supply, Chinese Army as an assist
ant engineer for one year; in the Designing and Construction
Office for Fertilizer Factory No. 6, Formosa for two and
one-half years; in the Military Construction Bureau, Formosa
for three years; in the Shihmen Development Commission,
Formosa for two years.
He was married to Miss Pao-Ting Yuen of Macao in January,
1949, and they now have one son and one daughter living in
Hong Kong.