Investigation in t 00 Muns

AN INVESTIGATION INTO THEUNCONFINED COMPRESSIVE STRENGTH OF CONCRETE

by

BISWAJIT MUNSHI

B.E., University of Calcutta, 1978

A MASTER'S THESIS

submitted in partial fulfillment of the

requirements for the degree

MASTER OF SCIENCE

Department of Civil Engineering

KANSAS STATE UNIVERSITYManha t tan , Kansas

1987

I/O 1

Approved by:

Major Professor

TABLE OF CONTENTS A11S07 3CH422

Page

LIST OF TABLES Hi

LIST OF FIGURES v

CHAPTER 1 INTRODUCTION AND HISTORICAL REVIEW 1

1 .

1

Introduction 1

1.2 Historical Review 2

CHAPTER 2 SCOPE OF INVESTIGATION 6

CHAPTER 3 MATERIALS, MIXTURES, SPECIMENS, AND INSTRUMENTATION .

.

8

3.

1

Materials 8

3.1.1 Fine aggregates 8

3.1.2 Coarse aggregates 8

3.1.3 Cement 8

3.2 Molds 8

3.3 Proportioning, Mixing, and Curing 12

3.3.1 Mix Design 12

3.3.2 Mixing and Casting Procedures 13

3.3.3 Curing 13

3.4 Specimen Preparation 14

3.5 Instrumentation 15

CHAPTER 4 TEST PROCEDURES 17

4.

1

Cylinder Specimens 17

4 .

2

Beam Specimens 18

4.2.1 Difficulties and Precautions 19

CHAPTER 5 TEST RESULTS 21

5.1 Cylindrical Specimens with Varying Diameter-to-

Height Ratios and End Conditions 21

i

Page

5.1.1 Normal-weight Concrete 21

5.1.2 Light-weight Concrete 22

5.2 Mechanical Properties of Cylinders with Varying

Diameter-to-Height Ratios 23

5.3 Beam and Companion Cylinder Specimens 24

5.3.1 Normal-weight Concrete 24

5.3.2 Light-weight Concrete 26

CHAPTER 6 CONCLUSIONS AND RECOMMENDATIONS 28

APPENDIX A TABLES 52

APPENDIX B METHOD OF ANALYSIS OF DATA FOR BEAM SPECIMENS 75

APPENDIX C BIBLIOGRAPHY 82

ACKNOWLEDGEMENTS 85

ABSTRACT

li

LIST OF TABLES

Table Page

Al Cylinder Set #1 : Sulfur-Capped (with residual oil),

PVC Molds. Normal-weight aggregate 53

A2 Cylinder Set #2 : Sulfur-Capped (with TFE) , PVC Molds.

Normal-weight aggregate 54

A3 Cylinder Set #3 : Sulfur-Capped (without residual oil),

PVC Molds. Normal-weight aggregate 55

A4 Cylinder Set #4 : Ground Surface (without TFE), PVC

Molds . Normal-weight aggregate 56

A5 Cylinder Set #5 : Ground Surface (with TFE), PVC Molds.

Normal-weight aggregate 57

A6 Cylinder Set #6 : Standard Sulfur-Capped (with residual

oil) , PVC Molds. Light-weight aggregate 58

A7 Comparision of Ultimate Stress in Cylinders of Diameter-

to-Height Ratio of 1.00 and 0.50. Light-weight concrete,

Paper Molds 59

A8 Cylinder Stress-Strain Data. D/H = 0.85 60



All Cylinder Stress-Strain Data. D/H = 0.23 63

A12 Cylinder Stress-Strain Data. D/H = 0. 19 64

A13 Cylinder Stress-Strain Data. D/H = 0. 16 65

A14 Cylinder Stress-Strain Data. Standard 3-in.-by-6-in.

Cy 1 inder 66

A15 Load-Stress Data, BeamBl, Normal-weight aggregate 67

A16 Computation of df/dG, Beam Bl 68

iii

Table Page

A17 Computation of dm/d€, Beam Bl 69

A18 Cylinder Stress-Strain Data, Companion Cylinder to Beam Bl 70

A19 Load-Stress Data, Beam B2, Light-weight aggregate 71

A20 Computation of df/d€, Beam B2 72

A21 Computation of dm/d€, Beam B2 73

A22 Cylinder Stress-Strain Data, Companion Cylinder to Beam B2 74

IV

LIST OF FIGURES

Figure Page

I General Arrangement of Cylinder Molds 9

2A Assembled Cylinder Molds 10

2B Hold-Down Detail of Molds 11

3 Influence of Diameter- to-Height on Relative Compressive

Strength, Cylinder Set 1 30

4 Influence of Diameter-to-Height on Relative Compressive


4A Linear Regression for Data in Left Half of Figure 4 . . . . 32






Strength. Cylinder Set 5 35



8A Linear Regression for Data in Left Half of Figure 8 . . . . 37

9 Stress vs. Axial Strain Curve for Cylinder with

D/H = 0. 16 38

10 Stress vs. Lateral Strain Curve for Cylinder with

D/H = 0. 16 39

II Stress vs. Axial Strain Curve for Cylinder with

D/H = 0. 19 40


D/H = 0. 19 41

v

Figure Page


D/H = 0.23 42


D/H = 0.23 43


D/H = 0.31 44


D/H = 0.31 45


D/H = 0.45 46


D/H = 0.85 47


D/H = 0.85 48

20 Stress vs. Axial Strain Curve for 3-in.-by-6-in.

Standard Cy 1 inder 49

21 Stress vs. Lateral Strain Curve for 3-in.-by-6-in.

Standard Cy 1 inder 50

22 Comparision of Stress vs. Axial Strain for Beam Specimen

and 3-in.-by-6-in. Companion Cylinder (Normal-weight

Concrete) 51

Bl C-Shaped Structural Element (Beam Specimen) used for

Determining Unconf ined Strength of Concrete 78

B2 Plan of Beam Specimen (showing reinforcement detail) ... 79

B3 Sections of Beam Specimen 80

B4 Loading Frame to apply minor load, P2 81

vi

CHAPTER 1

INTRODUCTION AND HISTORICAL REVIEW

1.1 Introduction

Uniaxial compressive tests are the most widely accepted norm for

evaluating the quality of concrete. The standard cylinder test (ASTM

C39: Standard Test Method for Compressive Strength of Cylindrical

Concrete Specimens (1)) is simple and provides an excellent means for

the quality control of concrete in industry, and is the basis for

assessing the mechanical properties of concrete which are essential to

the design of concrete structures.

However, the value of ultimate compressive strength obtained from

the standard uniaxial compression test, and followed religiously, is,

in fact, higher than the true strength of concrete in uniaxial

compression. Incorrect measurements of strength and elastic

properties are obtained because of the development of non-uniform

stresses throughout the specimen caused by friction between the end

surfaces of the specimen and machine platens, which prevent it from

expanding laterally.

Attempts have been made throughout this century to investigate

the stress distribution within cylindrical specimens. Investigators

have also studied the effect of specimen geometry and end conditions

on the "uniaxial" compressive strength. However, a practical approach

to the problem of trying to find a thumb-rule or guideline relating

the strength obtained in the standard test to the true strength in

unconfined compression is yet to be established. The following

historical review traces significant experimental and theoretical work

in this area.

1.2 Historical Review

The effect of different end conditions on compressive strength

was recognised as early as 1900 by Foeppl (2). He conducted

experiments in which he eliminated end friction to a degree, and

observed the modes of failure. His experiments on cubes showed that

specimens with paraffin on the bearing surfaces failed at a lower

ultimate strength than those without. The modes of failure were

entirely different. The former failed by splitting in a direction

parallel to a vertical face, whereas the latter failed in a pyramidal

shape.

It was not until 1924 that Gonnerman (3) made an extensive study

of this problem. He studied the influence of uneven end surfaces and

of different methods of capping on the strength in compression of

concrete cylinders from four different mixtures. He used neat cement

paste, mixtures of gypsum and port land cement, gypsum, and a variety

of other interfacing materials, such as beaverboard, white pine,

millboard, leather, sheet lead, cork, and sheet rubber. He observed

that the introduction of rubber sheets resulted in the greatest

reduction in apparent strength — 50 percent for a 1:3-1/2 concrete.

In the following year, Gonnerman (4) conducted a study on the

effect of size and shape of test specimen on compressive strength.

Cylinders 1-1/2 in. to 10 in. in diameter and two diameters in length,

12 in. in length ranging from 3 in. to 10 in. in diameter, 6 in. in

diameter ranging from 3 to 24 in. in length, cubes 6 and 8 in., and

square prisms 6 by 12 in. and 8 by 16 in. were tested at ages from 7

days to 1 year. A decrease in strength ratios of 5 percent and 10

percent in cylinders of height-to-diameter ratios of 3.0 and 4.0 (in

comparision to cylinders of height-to-diameter ratio of 2.0) was

observed. The curves presented in the paper indicate that the fall in

strength ratio versus height-to-diameter ratio is quite steep, even at

height-to-diameter ratios greater than 4.0.

In 1941, Troxell (5) investigated the effect of some other

capping materials such as Hydrostone (a gypsum product), Castite (a

sulfur-silica mixture), oiled steel shot, dry steel shot, and Plaster

of Paris. He concluded that, regardless of the end conditions of the

cylinders before capping, a higher strength and greater degree of

uniformity of strength for the same quality of concrete are obtained

with Hydrostone or Castite caps. Plaster of Paris caps gave lower

strengths, especially for high-strength concrete.

A study by Johnson (6) in 1942 on the effect of height of test

specimens on compressive strength reinforced previous observations.

Johnson concluded that a correction factor should be applied for

specimens for which the length is greater than twice the diameter.

Price (9) mentions specimen geometry as one of the factors

influencing compressive strength of concrete test specimens.

In 1956, Neville (10) reported results on the testing of cube

specimens of 2.78 in., 5 in., and 6 in. The mean strength of 2.78-in.

cubes was higher than that of either the 5-in. or the 6-in. cubes.

Werner (11), in 1958, studied the effect of capping materials on

the compressive strength of concrete cylinders and concluded that

capping materials did have a distinct effect on the strength.

In 1964, Newman and Lacnance (12) reported an extensive study

conducted at the Imperial College in London. They investigated mainly

the deformational behaviour of specimens with different geometries

(prisms 4 in. square with heights ranging from 4 in. to 20 in.). They

measured lateral and longitudinal deformations. The lateral

deformation at about mid-height was most for the smallest specimens,

gradually diminishing with increasing specimen height. They showed

that tangential stresses were induced at the ends of the specimen, but

dropped rapidly with increasing distance from the ends. Axial

stresses again were seldom uniform, and they concluded that axial

stress concentrations could occur.

In 1965, Hughes and Bahramian (13) recognized the need for a

modified uniaxial test. They used 4-in. cubes and prisms 4 in. by 4

in. by 9-5/8 in., and initially introduced inter layers of

polytetraf luoroethylene between the specimens and the bearing platen,

but finally decided on using pads consisting of a polyester film

(Melinex, gauge 100), a grease containing 3 percent molybdenum

disulphide (Molyslip), and a hardened aluminum sheet, 0.003 in. thick

(MGA). They observed that lateral strains were reduced considerably

at some stress levels as a result of the MGA pads.

In 1969, Kupfer. Hilsdorf and Rusch (14) developed a steel brush

device with filaments 5 mm. by 3mm. and spaced 0.2 mm. apart. The

idea was that the bristles would produce axial loads, but, because of

their own small lateral stiffness, would deflect, and therefore would

not produce lateral restraint at the specimen ends. A comparable

device had been developed earlier by the Kaiser-Wilhelm Institute

(15). It consisted of a cone with base angles equal to the angle of

friction between steel and concrete; the end effect would be to

produce uniaxial compression. However, this method, though suitable

for testing metals, was not suited to concrete because of the

difficulty in evaluating the friction between steel and concrete

consistently.

In 1973, Schickert (16) published a detailed study on the

influence of frictional restraint on fracture modes. He used steel

brushes and aluminum sheets to minimize end friction and showed that

with aluminum sheets, the strength of test specimens was 92 percent of

the compressive strength obtained using steel platens. He also showed

that steel brushes reduced the strength to 81 percent of that obtained

using steel platens.

Most recently, Basunbul (17) concluded from his work that for

test specimens of height-to-diameter greater than or equal to 2, the

frictional constraint had no apparent influence on strength, which is

contrary to what other investigators have found.

In summary, the apparent ultimate strength of concrete and the

lateral and longitudinal stress distributions within it are

significantly affected by end frictional conditions, and by the

geometry of the specimen.

CHAPTER 2

SCOPE OF INVESTIGATION

The present investigation was designed to evaluate a method for

determining the strength of concrete in truly unconfined uniaxial

compression and then to test the method in the context of a design

application.

Data of earlier investigators suggest that the apparent strength

of concrete in compression (fc) is inversely proportional to the

aspect ratio (H/D) of the test specimen; that is, fc vs. H/D is a

rectangular hyperbola translated from the origin in the direction of

fc. If so, a simple variable transformation of the form, x = 1/x,

should yield a straight line with a y-intercept equal to the

displacement of the horizontal asymptote of the corresponding

rectangular hyperbola along the y-axis. The fact that correction

factors to be applied to strengths obtained from cores of H/D less

than 2 (ASTM C42: Standard Method of Test for Obtaining and Testing

Drilled Cores and Sawed Beams of Concrete (1)) are approximately

linear following variable transformation supports this hypothesis.

In order to test this hypothesis, five sets of six replications

of cylinders of six different aspect ratios, all cast from a single

normal-weight concrete mixture, and a similar set cast from a single

light-weight concrete mixture, were to be tested in compression in

accordance with applicable portions of ASTM C39 (1). Among the five

sets of normal-weight concrete cylinders, end conditions were to be

altered to vary the frictional restraint. Coincidental ly, the

elastic modulus and Poisson's ratio were to be measured for a

representative set.

Finally, ultimate stresses determined in a field of unconfined

uniaxial compression in a structural element were to be compared with

the unconfined cylinder strengths estimated as described above. The

classic specimen of Hognestad, Hanson, and McHenry (23) was to be used

for this purpose.

CHAPTER 3

MATERIALS, MIXTURES, SPECIMENS, AND INSTRUMENTATION

3.1 Materials

3.1.1 Fine Aggregates

The fine aggregate used was a uniformly graded local sand from

the Kaw River Valley. The sand was first dried in air, and then dried

in an oven for 24 hours, sieved through a standard No. 4 sieve, and

stored in sealed containers.

3.1.2 Coarse Aggregates

The coarse aggregate used was a locally available pseudo-

quartzite for normal-weight concrete, and a locally manufactured

expanded shale for light-weight concrete. Both aggregates were

uniformly graded to a maximum size of 3/4 in..

3.1.3 Cement

The cement used was ordinary port land cement, Type I. It was

stored in sealed drums pending use.

3.2 Molds

Molds for cylinders with different diameter-to-height ratios were

made from PVC Schedule 80/40 pipes of internal diameter 2-7/8 inches.

We proposed to make six different sizes of cylinders with

diameter-to-height ratios ranging from approximately 0.17 to 1.00.

Six cylinders molds of each size were fabricated into a gang of 36

molds for any one set. A shop drawing of the gang mold is shown in

Figure 1. Figure 2A is a photograph of the assembled mold. Figure 2B

shows the hold-down detail.

The beam mold consisted of a wooden base and 3/4-in.-thick

8

Height of

Cylinder Mold3,6,9,12,15 & 18"

No. reqd.

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Schedule 80 PVC pipe threadedbottom 2" and slit longitudinally

PVC sheet

SECTION 1 - 1

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36 nos. 3" 0/D PVC pipe segments (Schedule 40)threaded inside and welded to 1" thick PVC sheet

General Arrangement of Cylinder Molds

Figure 1

Figure 2A: Assembled Cylinder Molds,

10

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11

plexiglass walls. The plexiglass was fixed to the base with 1/2-in.

angles and round-head screws 1-1/2 in. long. The joints were sealed

with tape to prevent leakage.

Holds for companion cylinders to the beams were paraffin-coated

paper molds complying with ASTM C39 (1).

The inner surfaces of the PVC cylinder molds and the beam forms

were oiled lightly before concreting.

3.3 Proportioning, Mixing, and Curing

3.3.1 Mix Design

The mixture proportions used for normal-weight, high-strength

concrete were those developed and used in earlier work on the

investigation of the stress-block of high-strength concrete at Kansas

State University (24). Those used for light-weight concrete were

recommended by the aggregate manufacturer. Proportions and pertinent

properties are shown in the following tabulation:

Material

Portland cement (c)

Water (w)

Coarse aggregate

Fine aggregate

Property

Weight of material per eft. of concrete, lb.

Normal-weight Light-weight

27.5

9.0

49.7

60.9

35.2

12.3

31.9

49.0

w/c, by wt.

Slump, in.

fc, psi

0.33

2+1/2

9600

0.35

2+1/2

7000

12

3.3.2 Mixing and Casting Procedures

The batched ingredients were mixed in a power-driven, rotary-drum

mixer of 3.5 cubic feet capacity.

To minimize variation among batches, uniform procedures were

followed, especially when specimens were cast from two separate

batches of concrete, as in the case of the beam specimens.

A "buttermix" with a quarter cubic foot of concrete was mixed and

discarded before the first full batch was mixed, to eliminate

differences between the first batch and subsequent batches.

Dry ingredients were mixed for 30 seconds. Water was poured in

gradually over the next 30 seconds, and mixing was continued for 4

minutes. The concrete was then discharged into a large pre-dampened

pan, and a standard slump test was performed immediately thereafter.

The concrete in cylinder molds was tamped with a 3/8-in. rod with

rounded head as the concrete was placed in layers of about 3 inches.

Subsequently the molds were vibrated on a shaking table. The molds

had been secured to the vibrating table prior to concreting. The

formwork of the beam and its companion cylinder molds was filled to

half the depth with concrete from the first batch and finished with

material from the second.

Five sets of cylinders were fabricated with normal-weight

concrete and one with light-weight concrete.

3.3.3 Curing

All specimens were covered with polyethylene sheets to prevent

loss of moisture.

The cylinder specimens were stripped from their molds after 24

13

hours and put in a standard curing room. The cylinders in any

particular batch were subsequently removed from the curing room on the

same day and kept in the laboratory until time of test.

The beam specimens could not be stripped the next day and

handled, due to strength considerations. The beams were stripped

after a period of seven days after casting. The companion cylinders

were stripped simultaneously and placed in the curing room. The beam

specimens and its companion cylinders were cured in exactly the same

manner for the same period of time.

3.4 Specimen Preparation

The ends of the test specimens were prepared as follows-"

Cylinder Set Description

1 Normal-weight concrete.Standard sulfur-capped with residual oil.

2 Normal-weight concrete.Standard sulfur-capped with powderedtetraf luoroethylene.

3 Normal-weight concrete.Standard sulfur-capped without residual oil.Ends degreased.

4 Normal-weight concrete.Ground surface without powderedtetraf luoroethylene.Ends degreased.

5 Normal-weight concrete.Ground surface with tetraf luoroethylene.

6 Light-weight concrete.Standard sulfur-capped with residual oil.

A given set of 36 cylinders (six different heights, six of each

size) were taken out of the curing room at the same time, and left to

14

dry out for a day under ambient room conditions.

Sulfur-capping was done in accordance with ASTM C39 (1). The

capping base was provided with new guides for cylinders of average

diameter 2-7/8 in.

The capping was checked for perpendicularity to the long axis of

the specimen by placing the capped specimen on a plane horizontal

surface and checking it with a spirit level. If the bubble shifted

from the center, the specimen was re-capped. The smallest specimens

posed difficulty in capping and had to be capped several times before

satisfactory results were obtained.

Two sets of cylinders had ground surfaces. The surface cast

against the PVC plate was already plane and perpendicular to the long

axis of the specimen. This end of the specimen was chucked up in a

lathe. The other end was faced with a diamond cutting tool at a high

r.p.m. and slow cross-feed. The cuts were made in small increments,

and the resultant end surfaces were extremely smooth to the touch. No

coolant was required for the facing operation.

In this operation, the smaller cylinders posed no problem. But

with the larger sized cylinders, there remained a distinct possibility

that the cylinder could slip out of the chuck and be damaged in the

process. A steady-rest was therefore fabricated to accomodate lateral

forces induced in the cutting process.

3.5 Instrumentation

Lateral and axial strains were measured to evaluate the modulus

of elasticity, E, and Poisson's ratio for cylinders of different

diameter-to-height ratios.

15

Six cylinders of different heights from Cylinder Set 3 (sulfur-

capped, without residual oil) were instrumented for this purpose. Two

axial gages 180 degrees apart and two lateral gages diametrically

opposite to each other at mid-height were used.

Electric-resistance strain gages, 2 in. long, were installed in

accordance with the recommendations of the manufacturer.

The beam specimens were instrumented following the same

procedures. The gages were located as shown in Figure Bl. One 3-in.-

by-6-in. companion cylinder was also instrumented with two axial

strain gages 180 degrees apart.

16

CHAPTER 4

TEST PROCEDURES

4.1 Cylinder Specimens

Cylinder specimens with prepared end surfaces were marked

individually for identification. Three diameter measurements were

taken with a caliper reading to the nearest 0.001 in., and an average

of the three was computed. This average diameter was used in all

subsequent computation. Measurements of height were also recorded.

For capped surfaces, the height was taken to include the caps. The

cylinder was centered in the testing machine to the best of our

ability. For centering the specimen, we relied on markings on the

base plate. Two lines intersecting at 90 degrees, and tangent to a

circle of diameter 2-7/8 in., were drawn on the base plate with a

carbide-tipped scriber. A small steel angle section was aligned with

the etching on the base plate. The cylinder was brought into position

so that its sides touched the angle. The angle was removed before

loading.

The difficulty with this procedure was that the cylinders were

not perfectly circular in cross-section, as is evident from the data

presented in Tables Al to A6 (Appendix A). The specimens may not have

been truly centered, but the ultimate stress values which do not have

a wide standard deviation indicate that the technique was sound.

The testing machine used was a load-controlled Emery-Tatnal 1

300,000-lb. hydraulic testing machine. The machine platen was brought

to bear on the cylinder, and load was applied at a uniform rate to

failure. The load at failure was recorded and divided by the cross-

17

sectional area to give the "uniaxial" compressive stress.

Strain data for the cylindrical specimens of different diameter-

to-height ratio were recorded with a Vishay-Ellis Digital Strain

Indicator. The cylinders were loaded to predetermined load levels

with approximately equal increments, and the strains corresponding to

particular loads were recorded automatically.

Since failure was sudden in most cases, it was not possible to

record the strains corresponding to the ultimate load. However, in

most cases, we were successful in recording strain data close to

failure.

4.2 Beam Specimens

Loading on the beam consisted of a major thrust, PI, and a minor

thrust. P2, as shown in Figure Bl. The objective was to load the beam

in a manner such that the neutral axis coincided with the outer face

of the specimen. The approximate zero strain surface represents the

neutral axis of the flexural member while the opposite face represents

the extreme compressive side.

The beam was placed in a standing position in the Emery-Tatnall

machine to apply the major load PI. The minor load P2 was applied

using a hydraulic ram and a yoke as shown in Figure B4. The hydraulic

ram was placed in series with a load cell. The load cell was hooked

to a digital readout which displayed readings to the nearest 10 lb.

The loading yoke was secured to the machine, and the load cell

was bolted to the yoke, to prevent damage to either at failure.

An initial major thrust was applied, and the yoke was placed in

position. This was done to prevent tension developing on the outer

18

face due to the weight of the yoke.

The strain indicator was zeroed at this point, and initial

readings at this load level were recorded. The major thrust was then

increased. The hydraulic ram was operated to apply an eccentric load

until the indicated strains at the outer face were zero. At this

point, the minor load and the corresponding compressive strains were

recorded. This procedure was repeated incrementally until failure

occurred.

The recorded load-strain data and computations to arrive at a

value for compressive stress of concrete at failure, along with test

results of the 3-in.-by-6-in. companion cylinders are presented in

Tables A15 through A22.

4.2.1 Difficulties and Precautions

The beam specimens weighed over 300 lb. Hence, handling was a

problem. Moreover, the mid-section, the test region, was unreinforced

(as shown in Figure B2), and extra caution had to be exercised in

order not to fracture this region in transporting the beam.

Centering the beam in the machine, so that the load PI could be

applied concentrically, was another major problem. The beam had a

tendency to tilt slightly as a result of defective form-work. This

difficulty was overcome by capping the loading region of the beam with

Hydrostone, and levelling it with a spirit level.

Keeping the strain at zero on the outer face was also a difficult

task. This was achieved, however, to some degree of accuracy by

careful operation of the hydraulic ram.

The digital display for the minor load usually jumped around with

a variation of 40 lb. between the highest and lowest readings. Aver-

19

ages of the highest and lowest readings were interpreted as the

operative value of P2.

Following failure, the entire system was unstable; so everything

was slung with rope from the testing machine cross-head.

20

CHAPTER 5

TEST RESULTS

5.1 Cylindrical Specimens with Varying Diameter-to-Height Ratios and

End Conditions

5.1.1 Normal-Weight Concrete

The results obtained from the five sets of cylinders of normal-

weight concrete are presented in Tables Al through A5 (Appendix A).

In all cases, fc is the mean of stresses corresponding to

ultimate loads in cylinders identified as "B" (standard cylinders).

Individual cylinder strengths, f. are divided by fc. This ratio,

f/fc is plotted against D/H. The plots are shown in Figures 3

through 7.

A linear regression analysis yields the following straight-line

fits with corresponding correlation coefficients, R:

Cylinder Description Eqn. of st. line RSet y = f/fc & x = D/H

1 Sulfur-capped, with residual oil y = 0.347x + 0.834 0.957

2 Sulfur-capped, with TFE y = 0.169x + 0.884 0.742

3 Sulfur-capped, without residual oil y = 0.301x + 0.863 0.941

4 Ground surface, without TFE y = 0.346x + 0.847 0.975

5 Ground surface, with TFE y = 0.192x + 0.893 0.855

In general, a linear fit seems to be good, judging from the high

correlation coefficients. However, it may be noticed that Set 5 and

especially Set 2 have a lower correlation coefficient than the other

three sets. A segmental linear fit was tried for Set 2. Figure 4A

21

shows one segment of the fit (D/H = 0.85 excluded). The equation of

the line of best fit is y = 0.373x + 0.833, with a higher correlation

coefficient of 0.804. Interestingly enough, the intercept is much

lower (0.833 against 0.884), which makes it comparable to sets without

TFE. It appears that the effect of TFE is most pronounced for the

smallest cylinders. In the complete absence of friction we would

expect a straight line fit parallel to the x-axis, of the form y = c,

c being the intercept of the y-axis.

The intercept in all five cases lies between 0.834 and 0.893.

The intercept represents the correction factor needed to convert the

ultimate strength of the standard cylinder to the true uniaxial

compressive strength.

The strengths of cylinders cast in paper molds indicate a

reduction in strength as compared to cylinders cast in PVC molds. In

Table Al, where the end conditions were exactly the same for cylinders

cast in PVC and paper molds, a reduction in strength of 2.2 percent is

indicated. This result is consistent with the findings of Burmeister

(25).

5.1.2 Light-Weight Concrete

Results for the set cast with light-weight concrete are presented

in Table A6, and a plot of these results is shown in Figure 8.

The analytical procedure followed is the same as for Cylinder

Sets 1 through 5 for normal-weight concrete.

A linear regression analysis of the plot of f/fc (y) versus D/H

(x) yields:

y = 0.161x + 0.886, with a correlation coefficient of 0.77.

22

The intercept is higher than that obtained for normal-weight

concrete (0.886 compared to 0.834) with cylinders having identical end

conditions. On inspection of the plot, it is seen that a segmental

linear fit would be more appropriate, giving a higher correlation

coefficient and a lower intercept.

We did notice a peculiar phenomenon in light-weight concrete.

The ultimate stresses in cylinders identified as "A" and "B" were

approximately the same.

Two sets of nine cylinders, of diameter-to-height ratios of 0.5

and 1.0 cast with light-weight aggregate were cast. They were capped

with sulfur and tested. The strengths were identical again. The

results are shown in Table A7.

The behavior of light-weight concrete seems to be entirely

different to normal-weight concrete, in so far as cylinders of D/H

ratios of 0.5 and 1.0 are concerned. The established difference of 15

percent in D/H ratios of 0.5 and 1.0 for normal-weight concrete is not

noticed in light-weight concrete.

5.2 Mechanical Properties of Cylinders with Varying Diameter- to-

Height Ratios

The stress-strain data are presented in Tables A8 to A14. These

cylinders were taken from Set 3.

The plots of axial stress vs. axial strain and axial stress vs.

lateral strain are presented in Figures 9 through 21.

Modulus of elasticity, E, and Poisson's ratio are found at

0.45fc. The results are tabulated on the next page.

23

D/H Modulus of Elasticity, E, psi Poisson's Ratio

0.16 4.8 E +06 0.21

0.19 4.9 E +06 0.22

0.23 5.1 E +06 0.23

0.31 5.2 E +06 0.25

0.45 5.3 E +06 *

0.85 5.4 E +06 0.22

* Lateral strain gage malfunction.

The standard sulfur-capped 3-in.-by-6-in. cylinder cast in a

paper mold gave a modulus of elasticity value of 5.1 E +06 psi (ACI

formula gives 4.9 E +06 psi), and a Poisson's ratio of 0.22.

The results indicate a significant difference in the modulus of

elasticity with change in specimen geometry, about 11 percent between

cylinders of D/H = 0.85 and 0.16.

Poisson's ratio at mid-height increases from 0.21 at D/H = 0.16

to 0.25 at D/H = 0.31. Lateral strains in the cylinder with D/H =

0.45 could not be determined due to strain gage malfunction. However,

the cylinder with D/H = 0.85 yielded a Poisson's ratio of 0.22, which

does not tally with the trend indicated by the other cylinders.

Newman and Lachance (12) have reported similar results. In general,

the differences in Poisson's ratio and in lateral strain at mid-height

for varying height of specimens is about 16 percent for the concrete

used in the test.

5.3 Beam and Companion Cylinder Specimens

5.3.1 Normal-weight concrete

24

The method of analysis is presented in Appendix B.

The values of df/dG and dm/dG are computed using the first

derivative of the equation of the curve of best fit for the plots of f

vs. € and m vs. 6. A quadratic regression analysis was done (Tables

A16 and A17), and the residuals indicate that the predictive equations

are satisfactory.

The compressive stresses at the inner face of the beam, computed

from an average of the two stress values obtained from the equations

fc = 6 ( df/dt ) + f,

and fc = 6 ( dm/d€ ) + 2m,

are presented in Table A15. Hence, compressive strain, 6, can be

plotted against fc (average) (Figure 22).

A standard sulfur-capped 3-in.-by-6-in. companion cylinder cast

in a paper mold was also instrumented and tested. The stress-strain

data are presented in Table A18. These stress-strain values are also

plotted in Figure 22. Ultimate stress values of all the companion

cylinders (including the one which was instrumented) are presented

below:

CylinderSet

Ultimate load,

P. lb.

Area, A,

sq. in.

Stress,P/A,

Mean, Std.

Dev. ,

psi psi psi

1 54400 7690

2 59000 8350

3 53400 7.07 7550 7870 350

4 55800 7890

The final compressive stress in the beam that could be computed

from the available data was at a major load , PI, of 115000 lb. A

25

reasonable procedure to find the ultimate compressive stress would be

to extrapolate the preceding data. The differences indicate that the

ultimate compressive stress in the beam would be (7260 + 70) equal to

7330 psi. This is a 7 percent reduction from the ultimate compressive

stress of the 3-in.-by-6-in. cylinders.

This percent value does not reflect the predicted "true" uniaxial

compressive stress value, which was found to be about 15 percent lower

than the ultimate compressive strength of cylinders with D/H

approximating 0.5.

There are two factors for this, namely, (a) the difference in

strengths of cylinders cast in cardboard and paper molds PVC molds;

and, (b) the test region in the beam was 5 in. by 5 in. by 16 in.,

giving D/H value of 0.31.

From Table Al. it may be observed that reduction for factor (a)

above is about 2.2 percent, and the additional reduction for factor

(b), from Figure 3, is 10 percent. This adds up to an additional 12.2

percent, over and above the 7 percent already shown, making a total

reduction of about 19 percent of the compressive strength of the

standard cylinder.

Hence, it may be reasonably argued that the reduction in

compressive strength is a valid proposition, and a reduction of about

15 percent is not at all unreasonable.

5.3.2 Light-weight concrete

Computations similar to those made for the beam specimen made

with normal-weight concrete are presented in Tables A19 through A21.

Stress-strain data for a companion cylinder is tabulated in Table A22.

26

Results for all the companion cylinders are presented below.

Cylinder # Ultimate load, Area, A, Stress, Mean, Std.

P, lb. sq. in. P/A. Dev.,

psi psi psi

1 40200 5690

2 41900 5930

3 40900 7.07 5790

4 43200 6110

5 44000 6220

5950 220

However, the value computed for ultimate compressive strength in

the beam is 7220 psi, greater than the compressive strength of 5950

psi computed in the standard 3-in.-by-6-in. cylinders.

Numerical computation seems to be correct. The raw data also

look good, and so do the polynomial curve-fits. The reason for this

apparent anomaly is not clear.

27

CHAPTER 6

CONCLUSIONS AND RECOMMENDATIONS

The test results of Cylinder Sets 1 through 5 cast in normal-

weight concrete indicate that the strength of concrete determined by

the standard cylinder test is higher than its strength in truly

uniaxial compression by some 11 to 17 percent, based on linear

regression analysis. When the data from Cylinder Set 2 are subjected

to a segmental linear regression analysis, the correlation coefficient

improves, and the standard cylinder strength becomes 17 percent higher

than the estimated strength in unconfined compression. The data from

Cylinder Set 5 also appear to be segmental.

The apparent discontinuity in the slopes of these two data sets

is not understood. The bearing surfaces of the cylinders of both sets

were lubricated with powdered tetraf luoroethylene, but it is not clear

that that fact is all or part of the cause of the anomaly. Further

research is necessary if it is to be understood.

Test results for Cylinder Set 6 cast in light-weight concrete

indicate a reduction of 11 percent, based on linear regression

analysis. Based on a segmental linear analysis, the reduction is 17

percent, with a corresponding improvement in the correlation

coefficient. Replicate testing indicates that the anomaly is real,

but the cause is not yet clear.

Apparently, the strength of concrete in truly unconfined

compression is of the order of 85 percent of the strength determined

from standard cylinders tested in accordance with ASTM C39 (1).

In the case of normal-weight concrete, ultimate stress determined

28

in the Hognestad-Hanson-McHenry structural element compared well with

the estimated strength in unconfined compression. In the case of

light-weight concrete, the ultimate stress was significantly higher

than the estimated strength in unconfined compression. Again, the

apparent anomaly in the latter case is not understood, and further

work is needed to clarify it.

The measured secant modulus of elasticity is affected

significantly by specimen geometry. In this instance, an increase in

aspect ratio of three resulted in a reduction of about 10 percent in

the secant modulus. Over the same range of aspect ratio, Poisson's

ratio varied between 0.21 and 0.25.

The evidence presented here strongly suggests that standard test

methods for determining the strength of concrete in compression and

the secant modulus of elasticity are significantly unconservative for

normal-weight concrete, though not necessarily so for light-weight

concrete. It is recommended that research be continued to explain the

anomalies encountered, to identify and explain other anomalies, and

ultimately to generate an extensive data base as a significant

resource for review and revision of methods of test and design codes.

29

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TABLES

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74

APPENDIX B

METHOD OF ANALYSIS OF DATA FOR BEAM SPECIMENS

75

METHOD OF ANALYSIS OF DATA FOR BEAM SPECIMENS

In 1955. Hognestad, Hanson, and McHenry (23) outlined a criterion

for ultimate strength design. Their work was later accepted as a

basis for formulating the American Concrete Institute recommendations

for ultimate strength design (ACI Standard 318-77).

Their study involved determining the stress block, and the

factors Kl, K2, and K3 which define it. They also defined stress at a

particular fiber as a function of strain, starting from basic

assumptions of structural mechanics.

They used a C-shaped structural element similar to the one

illustrated in Figure Bl.

In the above-mentioned publication, equations defining stress as

a function of strain are given as follows:

fc = 6 ( df/d€ ) + f, and

fc = € ( dm/dG ) + 2m, where

f = ( PI + P2 ) / be. and

m = ( Pl.al + P2.a2 ) / bc~2.

The symbols used above are defined as follows:

fc : concrete compressive stress in extreme fiber of the beam;

G : concrete strain in extreme fiber of beam;

PI : major thrust;

P2 : minor thrust;

al and a2 : lever arms.

(Refer to Figure Bl for physical interpretation of the

nomenclature.

)

76

The reinforcement detail is shown in Figures B2 and B3. The

loading frame along with location of the hydraulic ram and load cell

are shown in Figure B4.

In our investigation to determine the unconfined compressive

strength of concrete, we used a specimen (referred to as the beam

specimen throughout the body of the text) as illustrated in Figure Bl.

The method of analysis was that developed by Hognestad, Hanson, and

McHenry (21).

77

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03

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c= as

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78

6—1/8 dia. strrps@ 2>k in. c/c 3/8 clear

Figure B2 : Plan(Showing Reinforcement Detail)

79

S^ffTJ

P3

u3

H

saxaÂ

80

Figure B4 : Loading Frame to apply minor load, P2,

81

APPENDIX C

BIBLIOGRAPHY

82

BIBLIOGRAPHY

1. ASTM Annual Book of Standards, current edition.

2. Foeppl, A., "Mitteilungen aus dem Mech.", Tech. Lab. der KoenigsTech. Hochschule, Munchen, Hefte 27, 1900.

3. Gonnerman, H.F., "Effect of End Condition of Cylinder in

Compression Tests of Concrete", Proceedings, American Society for

Testing and Materials, Volume 24, Part II, 1924, pp. 1036-1063.

4. Gonnerman, H.F., "Effect of Size and Shape of Test Specimen onCompressive Strength of Concrete", American Society for Testing andMaterials, Proceedings, Volume 25, Part II, 1925, pp. 237-250.

5. Troxell, G.E., "The Effect of Capping Methods and End ConditionsBefore Capping Upon the Compressive Strength of Concrete TestCylinders", Proceedings, American Society for Testing and Materials,Volume 41, 1941, pp. 1038-1044.

6. Johnson, James W., "Effect of Height of Test Specimens onCompressive Strength of Concrete", Bulletin, American Society forTesting and Materials, Number 120, January, 1943.

7. Tucker, J., "Effect of Length on the Strength of Compression TestSpecimens", Proceedings, American Society for Testing and Materials,Volume 45, 1945. pp. 976-984.

8. Mather, B., "Effect of Type of Test Specimen on Apparent CompressiveStrength of Concrete", Proceedings, American Society for Testingand Materials, Volume 45, 1945, 802-809.

9. Price, W.H., "Factors Influencing Concrete Strength", PRoceedings,American Concrete Institute, Volume 47, 1951. pp. 417-432.

10. Neville. A.M., "The Influence of Size of Concrete Test Cubes onMean Strength and Standard Deviation", Magazine of Concrete Research,London, August, 1956, pp. 101-110.

11. Werner, G., "The Effect of Capping Material on the CompressiveStrength of Concrete Cylinders", Proceedings, American Society forTesting and Materials. Volume 58, 1958, pp. 1166-1181.

12. Newman, K., and Lachance, L., "The Testing of Brittle Materialsunder Uniform Uniaxial Stress", Proceedings, American Society forTesting and Materials, Volume 64, 1964, pp. 1044-1067.

13. Hughes, B.P., and Bahramian, B., "Cube Tests and UniaxialCompressive Strength of Concrete", Magazine of Concrete Research,Volume 17, Number 53. December. 1965.

83

14. Kupfer, H., Hilsdorf, Hubert K., and Rusch, Hubert, "Behavior of

Concrete Under Biaxial Stresses", American Concrete Institute

Journal, Volume 68, Number 8, August, 1969.

15. Seibel, E., and Pomp, A., "Die Ermittlungen der Formanderungsfest-igkeit von Matallen durch den Stanchversuch Mitt.", Kaiser-WilhelmInstitute, Eisenforsch, Dusseldorf, Volume 9, 1927, p.157 (as

reported by Timoshenko, S., in "Strength of Materials, Part II",

0. Van Nostrand and Co., Inc., Princeton, N.J., N.Y., 1958).

16. Schickert, G., "On the Influence of Different Load ApplicationTechniques on the Lateral Strain and Fracture of ConcreteSpecimens", Cement and Concrete Research, Volume 3, 1973,

pp. 487-494.

17. Basunbul, Islam Ahmed, "The Influence of End Friction and Length-to-Diameter Ratio on the Behavior of Concrete Cylinders", Ph.D.

Dissertation, University of California, Davis, 1981.

18. Davin, M.. "Remarks on the Compression Test with Rubber Caps",

International Union of Testing and Research Laboratories for

Materials and Structures (RILEM), Bulletin, Number 32, 1956,

pp. 49-57.

19. Hansen. H., Nielsen, K.E.C., Kielland, A., and Thau low, S.,

"Compressive Strength of Concrete — Cube or Cylinder", Bulletin,RILEM, Number 17, December, 1962, pp. 23-30.

20. Sigvaldason, O.T., "The Influence of Testing MachineCharecteristics upon the Cube and Cylinder Strength of Concrete",Magazine of Concrete Research, Volume 12, Number 57, December,1966, pp. 197-206.

21. Mills, Laddie L., and Zimmerman, Roger M., "Compressive Strengthof Plain Concrete Under Multiaxial Loading Conditions", AmericanConcrete Institute Journal, Proceedings, Volume 67, Number 10,

October, 1970, pp.802-807.

22. Farrar, N.S., "The Influence of Platen Friction on the Fracture ofBrittle Materials", Journal of Materials, JMLSA, Volume 6, Number4, December 1971. pp.889-910.

23. Hognestad. E. . Hanson, N.W.. and McHenry, D.. "Concrete StressDistribution in Ultimate Strength Design", Journal of the AmericanConcrete Institute, December, 1955, pp. 455-479.

24. Nikaeen, A., "The Production and Structural Behavior of High-Strength Concrete", M.S. Thesis, Kansas State University, 1982.

25. Burmeister, R.A. , "Tests of Paper Molds for Concrete Cylinders",Proceedings, American Concrete Institute, Volume 47, 1951, p. 17.

84

ACKNOWLEDGEMENTS

The author wishes to express his sincere appreciation to Dr.

Cecil H. Best, under whose guidance this study was carried out, and to

Dr. Stuart E. Swartz and Dr. Albert N. Lin for their helpful

criticism.

Sincere thanks are also due to Dr. Robert R. Snell, Dr. James K.

Koelliker, Dr. Fredric C. Appl, Messrs. Gary Thornton. Russell L.

Gillespie, Brian Holle, Ali Nikaeen, and Ms. Peggy Selvidge. Dr.

Snell provided office and laboratory space, equipment, and a portion

of the funding. Dr. Koelliker provided instruction and guidance in

the use of microcomputers and software. Dr. Appl made his research

diamond-tooled lathe available, and Mr. Thornton instructed the author

in its use and crafted the steady-rest needed in the facing of longer

specimens. Mr. Gillespie taught the author to machine the PVC

cylinder molds, to refit elements of the loading yoke for the beam

specimens, and to weld the reinforcing bars for the beam specimens.

Messrs. Holle and Nikaeen, fellow graduate students, helped the author

in experimental work. Ms. Selvidge gave invaluable guidance relative

to Graduate School rules and regulations in general, and to thesis

requirements in particular.

Major funding for the project was generously provided through

grants from Ash Grove Cement, Buildex, and Dudley Williams &

Associates, and through contributions to the KSU Foundation from C. H.

Best, D. W. Kershaw, Kershaw Ready-Mix Concrete & Sand Company, and

Professional Engineering Consultants, P.A.

85

AN INVESTIGATION INTO THEUNCONFINED COMPRESSIVE STRENGTH OF CONCRETE

by

BISWAJIT MUNSHI

B.E. , University of Calcutta, 1978

AN ABSTRACT OF A MASTER'S THESIS

submitted in partial fulfillment of the

requirements for the degree

MASTER OF SCIENCE

Department of Civil Engineering

KANSAS STATE UNIVERSITYManhattan, Kansas

1987

ABSTRACT

The standard cylinder test (ASTM C39 : Standard Test Method for

Compressive Strength of Cylindrical Concrete Specimens — Annual Book

of ASTM Standards Section 4 - Construction) is used universally to

determine the uniaxial compressive strength of concrete.

However, the value of ultimate compressive strength obtained from

the standard uniaxial compression test, is, in fact, higher than the

true strength of concrete in uniaxial compression.

It is generally believed as a result of the work of several

investigators throughout this century that the strength in uniaxial

compression of cylindrical test specimens is significantly affected by

the end frictional conditions and the geometry of the specimen.

The present investigation was designed to develop a method for

determining the strength of concrete in truly unconfined uniaxial

compression and to test the method in the context of a design

application.

A coincidental part of the investigation was to study lateral and

axial deformational charecteristics and other mechanical properties

for specimens with different geometries.

Results from this work show that apparently the strength of

concrete in truly unconfined compression is in the order of 85 percent

of the strength determined from standard cylinders tested in

accordance with ASTM C39.

Investigation in t 00 Muns

Documents

assembled cylinder molds

companion cylinder specimens

normalweight concrete

beam specimens

lightweight concrete

pvc molds

bl 70a19 loadstress

inder 66a15 loadstress