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CO NBS TECHNICAL NOTE 932

*EAU Of

U.S. DEPARTMENT OF COMMERCE/ National Bureau of Standards

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NATIONAL BUREAU OF STANDARDS

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- Located at Boulder, Colorado 80302.
187&

,

- r\$ Concrete Strength During Construction

"^_ <2L C^ ^ • j <H

H. S. Lew, T. W. Reichard, and

J. R. Clifton

Center for Building Technology

Institute for Applied Technology

National Bureau of Standards

Washington, D.C. 20234

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U.S. DEPARTMENT OF COMMERCE, Elliot L Richardson, Secretary

Edward 0. Vetter, Under Secretary

Dr. Betsy Ancker-Johnson, Assistant Secretary for Science and Technology

NATIONAL BUREAU OF STANDARDS, Ernest Ambler, Acting Director

Issued December 1976
National Bureau of Standards Technical Note 932

Nat. Bur. Stand. (U.S.), Tech. Note 932. 56 pages (Dec. 1976) CODEN: NBTNAE

U.S. GOVERNMENT PRINTING OFFICE

WASHINGTON: 1976

For sale by the Superintendent of Documents, U.S. Government Printing Office, Washington, D.C. 20402

(Order by SD Catalog No. C13.46:932). Stock No. 003-003-017-03-5 Price $1.35

(Add 25 percent additional for other than U.S. mailing).
CONTENTS

Page

LIST OF FIGURES iv

LIST OF TABLES V

LIST OF SYMBOLS vi

Abstract 1

1. INTRODUCTION 2 1.1 Background and Purpose 2 1.2 Scope 3

2. DESCRIPTION OF TESTS 4 2.1 Preparation of Test Specimens 4 2.1.1 Description of Test Specimens 4 2.1.2 Concrete 4 2.2 Curing Procedure 5 2.3 Test Procedure 5 2.3.1 General 5 2.3.2 Compressive Strength Test 5 2.3.3 Splitting Tensile Strength Test 6 2.3.4 Pull-Out Bond Strength Test 6 2.3.5 Probe Penetration Test 7 2.3.6 Rebound Hammer Test 7

3. TEST RESULTS AND DISCUSSION 8 3.1 General 8 3.2 Maturity of Concrete 9 3.3 Compressive Strength Test 9 3.4 Modulus of Elasticity 11

3.5 Splitting Tensile Strength Test 12

3.6 Pull-Out Bond Strength Test 12

3.7 Rate of Strength and Modulus Gain with Maturity 13

3.8 Non-Destructive Tests 14

3.8.1 Probe Penetration 14

3.8.2 Rebound Hammer 15

4. SUMMARY AND CONCLUSIONS 15

5. REFERENCES 17

ill
LIST OF FIGURES

Page

Figure 1. Section Through Pull-out Specimen Rack and Mold 29

Figure 2. Compressive Test of Cylinder 30

Figure 3. Splitting Tensile Test of Cylinder 31

Figure 4. Pull-out Test Setup 32

Figure 5. Pull-out Bond Test 33

Figure 6. Probe Penetration Test 34

Figure 7. A Device Used to Measure the Average Penetration of Three

Probes 35

Figure 8. Rebound Hammer Test ,, Figure 9. Cylinder Temperatures During Curing Period 37

Figure 10. Compressive Strength Versus Maturity 38

Figure 11. The Lower and Upper Limits of Intercepts and Slopes of

Regression Lines of Compressive Strength Versus Maturity. . 39

Figure 12. Typical Stress-Strain Curves of Compressive Tests of

Cylinders Cured at 35 °F (1.7 °C) 40

Figure 13. Secant Modulus Versus Maturity 41

Figure 14. The Lower and Upper Limits of Intercepts and Slopes of

Regression Lines of Secant Modulus Versus Maturity 42

Figure 15. Splitting Tensile Strength Versus Maturity 43

Figure 16. The Lower and J|a?per Limits of Intercepts and Slopes of

Regression Liifls of Splitting Tensile Strength Versus

Maturity 44

Figure 17. Pull-out Load Versus Maturity 45

Figure 18. The Lower and Upper Limits of Intercepts and Slopes of

Regression Lines of Pull-out Load Versus Maturity 46

Figure 19. Normalized Mechanical Properties With Respect to 28-Day , Values Versus Maturity 47

Figure 20. Comparison of Measured Compressive Strength Versus

Compressive Strength from Probe Chart 48

IV
LIST OF TABLES

Page

Table 1. Distribution of Test Specimens to Three Curing Conditions. . . 20

Table 2. Compressive Strength Test Results 21

Table 3. Splitting Tensile Strength Test Results , 22

Table 4. Pull-Out Bond Strength Test Results 23

Table 5. Probe Penetration Test Results 24

Table 6. Rebound Hammer Test Results 2 5 Table 7. Mean Temperature of Concrete During Each Age Interval 26

Table 8. Maturity Value of Concrete 27

Table 9. Statistical Properties Associated with the Regression

Equations 28
LIST OF SYMBOLS

a = Regression coefficient

b = Regression coefficient

E . = Secant modulus of elasticity si 2

E = 28-day secant modulus of elasticity of concrete cured at 73 °F

(22.8 °C)

i f = 28-day compressive strength of concrete cured at 73 °F (22.8 °C)

f . = Compressive strength of concrete other than f

i f = 28-day splitting tensile strength of concrete cured at 73 °F

(22.8 °C)

i i f . = Splitting tensile strength of concrete other than f spi r 3 sp

M = Maturity of concrete

P = Probe penetration reading

P. = Maximum pull-out load

i P = 28-day maximum pull-out load of specimen cured at 73 °F (22.8 °C)

r = Coefficient of correlation

r

2 = Coefficient of determination

R = Rebound number

S = Sample standard deviation from regression

S = Standard error of regression coefficient a

a

3

S. = Standard error of regression coefficient b

T = Temperature of concrete in degree Fahrenheit

T = Datum temperature of concrete in degree Fahrenheit

At = Increment of time in days

x

2 Chi- square statistic

VI
CONCRETE STRENGTH DURING CONSTRUCTION

H. S. Lew, T. W. Reichard and J. R. Clifton

The early strength gain characteristics of a concrete at

various temperatures was investigated in this study. In addition,

the applicability of two widely known non-destructive evaluation

methods were examined for the purpose of determining the compressive strength of concrete at early ages.

For destructive evaluation, standard cylinder compression

tests, splitting tensile tests and pull-out tests were made on specimens cured at 73 °F (22.8 °C) , 55 °F (12.8 °C) and 35 °F

(1.7 °C) . For non-destructive evaluation, both probe penetration

and rebound hammer tests were performed on slabs. Tests were carried out at the age of 1, 2, 3, 5, 7, 14, 28 and 42 days after

casting the concrete.

Statistical analyses were made to examine the possibility of

using maturity of concrete as a parameter to correlate test results

of concrete cured at different temperatures. Rate of gain of the

splitting tensile strength, pull-out bond strength and elastic

modulus were compared with that of compressive strength.

The results show that when related to maturity, the rate of

increase in the splitting tensile strength is about the same as that of the compressive strength, whereas the rate of increase in

the pull-out strength and the modulus are slightly greater than

that of the compressive strength. The results of non-destructive

evaluations revealed that the compressive strength could not be

estimated correctly by the probe method using the manufacturer's

conversion charts. Because of lower rebound readings, the rebound

hammer could not be used to estimate the compressive strength at

early ages.

Key words: Compressive strength; concrete; maturity; mechanical

properties; non-destructive evaluation; pull-out strength;

splitting tensile strength.
1. INTRODUCTION

1 . 1 Background and Purpose

In recent years there have been a number of failures of large concrete

structures [1,2] during construction. Although the specific factors which

triggered the failures may have been different, the main reason for the

failures was the inadequacy, or absence of shoring necessary to support the

partially matured concrete structure. The decision as to when shores and/or

forms can be removed safely and how many levels of previously cast floors need

to be reshored to support construction loads is based primarily on the rate

of strength gain in the concrete and/or on the determination of in-situ

strength of concrete.

Considerable information exists on the development of the compressive

strength of concrete [3,4] under varying temperature and moisture conditions.

These investigations have shown that the compressive strength can generally

be predicted if the curing history, in terms of temperature, moisture and age,

is known. However, the strength of flexural members such as beams and slabs

are often governed by either shear (diagonal tension) or bond strength at

early ages. It is usually assumed that these strength parameters are related

to some function of the compressive strength [5,6]. The most common assumption is that they vary with the square root of the compressive strength. To

date, no systematic investigation has been made to substantiate this functional

relationship at early ages. Accordingly, one objective of this investigation

was to determine the interrelationships between the compressive-strength gain

of concrete with its strength gain in shear and bond and with the increase in

modulus of elasticity.

In-situ strength of concrete members is usually determined from results

of compressive tests of job-cured cylinders. Investigations [7,8] have shown

that the results from cylinder tests, even when cured at the job site, generally do not correlate consistantly with the strength of structural members.

This inconsistency stems primarily from the difference in curing conditions

because of shape and massiveness of section.

Numbers in brackets indicate references listed at the end of this report.
In order to overcome the difficulty of simulating curing conditions, test

results of cores taken from structural members are sometimes used to determine

the concrete strength of those members. The variability in test results for cores is significantly greater than for the cylinder test, however. In a series of cylinder and core tests [7] , the coefficient of variation for 216 core tests was 3.9 percent and for 216 cylinder tests was 2.4 percent. This

shows that dispersion of core test results is greater than that of cylinder

test results. The dispersion becomes greater as the number of tests becomes

smaller. Because it is difficult and time consuming to mold, cure and test

large numbers of cylinders or to remove cores, it would be desirable to have

a reasonably accurate non-destructive test method for determination of the

strength of concrete. Thus, the other objective of this investigation was to

evaluate existing non-destructive evaluation (NDE) methods in determining the

compressive strength of concrete at early ages. Two NDE methods, probe pene2 2 tration (Windsor Probe) and rebound hammer (Schmidt Hammer) , were evaluated

in this study, and they are described in reference 9.

1.2 Scope

Since the purpose of this test series was to determine only the relative

relationships between the several strength and stiffness properties of a specific concrete at early ages, the tests were designed to be as simple as possible. Three types of destructive tests and two types of non-destructive

tests were performed. They are:

Destructive Tests

1. Compressive strength test of cylindrical specimens

2. Splitting tensile strength test of cylindrical specimens

3. Bond strength test using cylindrical pull out specimens

Non-destructive Tests

1. Probe-penetration test on slab specimens

2. Rebound-hammer test on slab specimens

2 Proprietory names. These brand names are used merely to accurately identify

the equipment used and their use does not imply an endorsement by the

National Bureau of Standards.
All five types of tests were made on specimens cured at three different temperatures, 35 °F (1.7 °C) , 55 °F (12.8 °C) , and 73 °F (22.8 °C) ; and tested at

nine ages, 1, 2, 3, 5, 7, 14, 21, 28 and 42 days.

2. DESCRIPTION OF TESTS

2.1 Preparation of Test Specimens

2.1.1 Description of Test Specimens

Three types of concrete specimens were used. For the compressive and

splitting tests, conventional 6 x 12 in (15 x 30 cm) cylinders were cast in

waxed cardboard molds. For the NDE tests, unreinforced 3 ft x 5 ft x 5-1/2

in thick (0.915 m x 1.525 m x 140 mm) slabs were cast in oiled wood forms.

The pull-out specimens for the relative bond-strength tests consisted of

a 48 in (1.2 m) long No. 6 (3/4 in or 19 mm) deformed reinforcing bar (62.3

ksi, or 429.6 MPa yield) cast in a 6 x 8 in (15 x 20 cm) waxed cardboard

cylinder mold. Figure 1 shows the pull-out specimen and mold. The specimens

were made so that the bar was bonded to the concrete for a length of 6 inches

(15.2 cm) in all specimens. The pull-out molds were set up for casting in

gang racks holding 6 specimens each. The racks were designed to rigidly hold

each bar in a vertical position during the casting operation and during

curing. The metal bottom of each cylinder mold had a hole drilled in it so that the bottom end of the bar would extend into a hole in the plywood base

of the rack. A plastic furniture tip over the end of the bar sealed the hole

in the bottom of the mold and protected the end of the bar. The concrete

cylinder of each pull-out specimen was reinforced with a 4.5 in (11.4 cm)

diameter cage made of 2 in x 2 in (5 cm x 5 cm) welded steel wire mesh of 16

gage (0.0625 in or 1.59 mm).

Table 1 lists the specimens cast and the temperatures at which they were

cured.

2.1.2 Concrete

The concrete was supplied by a local ready-mix company 'in a 3 yd 3 (2.3 m 3

) batch and was one of their standard mixes. The mix proportions for per cubic

yard of concrete were:

517 lbs (235 kg) Type I Cement

1365 lbs (619 kg) Silica Sand

1750 lbs (794 kg) Crushed Limestone (Maximum size, 3/4 in or 1.9 cm)

6 oz (170 g) Air Entraining Agent

4
Water was added to provide a 3-1/2 in (8.9 cm) slump after 15 min of mixing.

This mix resulted in a concrete containing 4-1/2 percent air and weighing

145.8 lb/ft 3 (2335 kg/m 3

) when placed. (Subsequently, the unit weight of the

hardened concrete in the 6 x 12 in (15 x 30 cm) cylinders was determined to

be 146.3 lb/ft 3 (2343 kg/m 3 ). A total of 2 hours was required to mix and

place the concrete. Internal vibration was used to consolidate the concrete

in the slabs and 6 x 12 in (15 x 30 cm) cylinders. Rodding was used for the

pull-out specimens. It should be noted that loss in slump was experienced

because of the extended period required to place the test specimens.

2.2 Curing Procedures

The pull-out specimens and the NDE slabs were cast in the curing chambers

which were temperature controlled. The compressive and splitting tensile test

specimens were cast at a central location and then distributed to the curing

chambers. Because humidities within the chambers were uncontrolled, the

specimens were covered with polyethylene film to retard loss of moisture

except for six pull-out specimens in each chamber which were sealed by seating

steel capping plates on top of the fresh concrete. These "capped" specimens

were tested when the concrete was 1 and 2 days old.

The nominal temperatures within the three chambers were 73 °F (22.8 °C)

,

55 °F (12.8 °C) and 35 °F (1.7 °C) . The actual temperatures of the chambers

and of the concrete within the chamber were recorded periodically. The temperature of the concrete was measured with a thermocouple cast in a 6 x 12 in

(15 x 30 cm) cylinder stored in each chamber. All specimens were stored in

the chambers until each test day.

2.

3

Test Procedures

2.3.1 General

Three specimens from each curing condition were tested for each destructive test on scheduled test dates. The capping and testing of the cylinder specimens were done in a 70 °F (21 °C) environment.

2.3.2 Compressive Strength Test

For tests prior to 7 days each compressive test specimen was capped with

a sulphur-silica compound at least one hour before test. For the 7-day and

later tests the specimens were capped at least 2 days prior to test. After

capping, these specimens were returned to the curing chamber and placed in

plastic bags.
The compressive tests were performed in a hydraulic testing machine

essentially as described by ASTM C39-72 [10] . The rate of loading was adjusted to be approximately 1/3 of the expected maximum load per minute.

Figure 2 shows the compressive test setup.

Deformation of each specimen was measured during the compressive tests over a gage length of 8 inches (20.3 cm) with a compressometer such as is

described in ASTM C 469-65 [10]. The output from a linear variable differential transformer (LVDT) mounted on the compressometer was recorded on the

"x" axis of an x-y plotter and the load was recorded on the "y" axis.

2.3.3 Splitting Tensile Strength Test

The splitting test was performed in accordance with ASTM C 496-71 [10]

except that the loading rate was adjusted to be approximately 1/4 of the

expected maximum load per minute. Figure 3 shows the splitting test setup.

2.3.4 Pull-out Bond Strength Test

The testing procedure for the pull-out tests was essentially as described

in ASTM C 234 [10] except that only the slip of the bar at the free end was measured. Figure 4 depicts the test setup. The load was applied in a screwtype testing machine at approximately 1/3 of the expected maximum load per

minute. Loading was continued until resistance to pull-out decreased.

The load and free-end slip were recorded on an x-y recorder. The slip was measured with an LVDT which was mounted on a tripod held to the top of the

specimen with hot-melt glue. Figure 5 shows a specimen under test.

It should be noted that the strength of the bond between reinforcing

steel and concrete is a rather nebulous property in that there is no standard

method for measurement of this property [11] . ASTM C 234-71 is a standard

method used for comparing the "bond strengths" developed between a reinforcing

steel bar and various concretes, but the values measured are not accepted as being design values [24] . For the purposes of this investigation it was assumed that a method based on ASTM C 234-71 can be used to determine the

relative values of bond strength between No. 6 deformed bars and a concrete

at the various ages and cure conditions.
2.3.5 Probe Penetration Test

This procedure [9] is based on the depth of penetration of a special

steel probe when driven into concrete with a precisely controlled powder

charge. Empirically-obtained relationships are used to determine the compressive strength in terms of penetration measurements. The probes, powder

charges (32 caliber blank cartridges), special driving gun, templates for

guiding the probes, and a special measuring device are all part of a proprietory system available from the manufacturer. The measurements used are actually the converse of the depth-of-penetration, i.e., exposed length of

the probe.

The manufacturer supplies a set of 5 calibration curves , each curve

3 corresponding to a specific Mohs' hardness value for the coarse aggregate

used in the concrete, by which penetration measurements can be converted to

strength measurements. However, several investigators have observed [11,12,13]

that use of the manufacturer's calibration curve often results in grossly

incorrect estimates of the compressive strength of concretes. These investigators recommend that the probe should be calibrated whenever the type of

aggregate is changed.

For this investigation six probes were driven into each concrete slab

(fig. 6) at each test age and the lengths of the probes extending above the

concrete were measured using both a steel rule and the measuring device supplied by the manufacturer of the equipment (fig. 7). The Mohs' hardness

value for the coarse aggregate was 5.

A low-power setting of the gun was used for testing at ages 1 , 2 and 3 days for all concrete slabs, and at the age of 5 days for the slab cured at

55 °F. All other tests were performed using the standard power setting.

2.3.6 Rebound Hammer Test

This procedure [9] is a widely used method of estimating the compressive

strength of concrete based on the distance a steel plunger rebounds from the

concrete surface after a precisely controlled impact.

The rebound hammer consists of a steel plunger and a tension spring in a tubular frame (fig. 8) . When the head of the hammer is pushed against the

concrete surface, the steel plunger is retracted against the force of the

spring. When the head is completely retracted, the spring is automatically

Mohs' scale is an arbitrary mineralogical scale of hardness in which a mineral

will scratch other minerals that are lower on the scale (smaller hardness

number) and will in turn be scratched by minerals higher on. the scale. The

Mohs' hardness number ranges from 1 for a talc to 10 for a diamond.

7
released; the plunger is driven against the concrete and it rebounds. The

rebound distance is indicated by a pointer on a scale that is graduated from

10 to 100, and the rebound readings are termed R-values.

Each hammer is furnished with a calibration chart supplied by the manufacturer, showing the relationship between compressive strength of concrete

and rebound readings. This chart is based on data from tests conducted by the

Swiss Federal Materials Testing and Experimental Institute. Each hammer,

however, is known to vary slightly in performance.

3. TEST RESULTS AND DISCUSSION

3.1 General

The two objectives of this phase of the investigation were to evaluate

the feasibility of determining all the pertinent mechanical properties at

early ages for a concrete cured at various temperatures when (1) either one strength parameter is known or (2) results from NDE tests are known.

Currently, two methods are widely used to determine in-place strength of

concrete. With one method, the "present" strength and stiffness of members

are estimated to be some ratio of the design values. The ratio is taken from

an assumed relationship between compressive strength and age of the concrete.

With the other method, the "present" strength and stiffness of members are estimated from compressive strength measurements made on either site-cured

cylinders or on cores taken from representative members. Other pertinent

mechanical properties are estimated from these measured values.

The basic test data for this phase of the work are presented in tables

2 through 6 and figure 9. These tables give the test data for the five types

of tests and figure 9 indicates the temperature of the concrete at various

ages during the curing period.

The initial temperature of the concrete was 80 °F (26.7 °C) as indicated

in figure 9. It should be noted that the temperature control for the 35 °F

(1.7 °C) chamber was erratic during the 17 to 30 day period. The sensitivity

of the temperature measurements is estimated to be + 1 °F (0.6 °C) for the

75 °F (22.8 °C) chamber and + 2 °F (1.1 °C) for the other two chambers. Table

7 gives the mean temperature of the concrete for each relevant time interval

during the curing period. The mean- temperature data was used in the following

discussion of the maturity of concrete.

8
3.2 Maturity of Concrete

It is known that the strength of concrete increases with time and that

the rate of increase is greatly affected by temperature of cure. The combined

effect of temperature and time (maturity) on the gain of the strength of con- crete has been investigated by others [12,13,14,15]. The term "maturity,"

usually expressed in "degree-day (or hour)," may be defined as the sum of the

product of the increment of age of cure and the difference between curing and

some temperature below which no strength gain takes place. The definition can

be written as:

M = Z (T-T ) At (1)

where T is temperature of the concrete at any time, T c is a datum temperature

below which no strength gain of concrete takes place, and At is the increment

of time.

It has been shown from a series of compressive tests [12] that the

strength of concrete remains constant at about 10 °F (-12.2 °C) . Thus,

equation (1) can be expressed as:

M = I (T-10) At (where T is in °F)

(2)

The values of M for each of the three curing conditions are listed in table 8.

3.3 Compressive Strength Test

Figure 10 is a semi-log plot of the compressive strength data (average

of 3 specimens) versus the maturity of the concrete. Individual regression

lines obtained by the method of least squares are shown for each curing

temperature. Pertinent statistical properties associated with each regression equation are given in table 9. Judging from the residual standard deviation of the individual regression lines, the compressive strength of the

concrete can be related adequately to the maturity for each curing temperature. A good correlation among lines also suggests the possibility of

expressing all the data, regardless of the curing condition, by a single

regression line. This line is also shown in figure 10. While the residual

standard deviation of the all-data line is somewhat greater than that of the

individual lines (215 vs 121, 163 and 108 in table 9), the data for all three

cures fall reasonably well along the all-data line.
In order to examine whether all the test points can be treated as one population, individual regression lines are compared with each other in terms

of statistical quantities. First, a comparison is made of residual variances

of the data about their respective regression lines (test of homogeneity of

variances) ; next, the slopes of the individual regression lines are compared;

and finally, relative positions of individual regression lines (or intercepts)

are compared.

Homogeneity of the variances is tested by Bartlett's chi-square statistics [16] . The null hypothesis for the test is that individual variances are estimates of the same population variance. The computed value of chi-square

statistic for the three lines was 1.20 with 2 degrees of freedom. When this

value is compared with the theoretical chi-square distribution of 5.99 at a 5 percent significant level, the conclusion is to accept the null hypothesis.

This is to say that the degree of dispersion of individual test points about

their own regression line is about the same for all three lines.

Having established homogeneity of the residual variances, the slopes and

intercepts are examined next. Any significant difference in individual slopes

(b's) and intercepts (a's) is tested by comparing the ranges bound by the

lower and upper limits of the slopes and intercepts of individual lines. The

lower and upper limits are determined by computing confidence limits of the

slopes and intercepts for a selected confidence coefficient. If these ranges

overlap one another, it can be said that the slopes and intercepts do not

differ significantly one another.

The lower and upper limits of the regression line f = a + b log M are expressed as:

a - tS , a + tS

a a

b - tS, , b + tS, b b

for the value of t(t distribution) corresponding to the degrees of freedom and

confidence co*efficient [17]. In the above expressions S and S, are the

standard errors of estimate of the regression coefficients a and b, respectively (see table 9). At a significance level of 0.05 (confidence coefficient

0.95) and with the degrees of freedom associated with S, the lower and upper

limits for the intercepts and slopes are computed and graphically depicted in

figure 11. It is seen that the ranges of both the intercepts and slopes of

4 The slopes and intercepts are compared here separately for simplicity and

a more rigorous method for comparing several regression lines is given in

reference [ 16]

.

10
the 73 °F (22.8 °C) and 55 °F (12.8 °C) lines show overlap, while those of the

35 °F line do not overlap with those of the other two. This suggests that

the trend of the compressive strength gain of the 35 °F (1.7 °C) cure speci- mens with time appears somewhat different from the other two. Since no definite conclusion can be drawn as to whether each regression line is significantly

different from one another, there is no reason not to assume that the entire

data are from a single population. The test of homogeneity of variance also

supports the conclusion that the data from each individual group have the same characteristics. In light of the statistical evaluations, and the fact

that the actual data fall fairly close to the all-data regression line (see

fig. 10) the compressive strength of other concretes cured at different temperatures could be expressed in terms of maturity by a single line.

In the analysis of the other data presented in this report, the above

described analytical procedures were followed to see whether the three

regression lines from the three separate cures can be considered to be from a single population.

3. 4 Modulus of Elasticity

The values of the modulus of elasticity listed in table 2 are the secant

i i moduli of elasticity1 obtained at the stress levels 0.4 f . and 0.8 f . from ci ci

stress-strain curves of the compressive test. Typical curves of the 35 °F

(1.7 °C)-cure specimens are shown in figure 12. The characteristics of the

stress-strain curves of specimens cured at 73 °F (22.8 °C) and 55 °F (12.8

°C) are similar to these curves.

In figure 13, the secant moduli are plotted against the maturity of the

concrete. Regression lines are shown for each curing temperature. Pertinent

statistical properties of these regression lines are listed in table 9. The

procedures for statistical analyses as used in the case of the compressive

strength were followed to see whether the data of three separate cures can be

combined as a single group. Bartlett's chi-square statistic is 2.02 with 2 degrees of freedom. With the theoretical value of 5.99 at a 5 percent significant level, no significant difference in residual variances is expected

among the three groups of the data. The lower and upper limits of the intercepts and slopes are depicted in figure 14. It is seen that the ranges of

the slopes of the three curves all overlap one another, thereby indicating

that the slopes of the curves are statistically about the same. However, in

the case of the intercept, the range of the 35 °F (1.7 °C)-cure line lies

apart from the other two. This seems to suggest that dissimilarity of this

11
group of data from the rest. However, the test on intercept being the weakest

of the three tests, the hypothesis that the three regression lines are a family of lines of a single population cannot be rejected based solely on

this test. Therefore, in this study, all three groups of data are treated as

a single population.

3.

5

Splitting Tensile Strength Test

A semi-log plot of the splitting tensile strength versus maturity is

shown in figure 15. In general, the test points fall reasonably close to the

all-data regression line. The dispersion of the data relative to the individual regression lines is about the same as that noted in the compressive

strength versus maturity. The coefficients of determination are 0.97, 0.98

and 0.99 for the three regression lines, indicating a strong correlation

between the two variables. This clearly shows that the splitting tensile

strength can also be related to maturity as well as the compressive strength.

From figure 15 it is seen that the all-data line fits well through the

entire data with a coefficient of determination of 0.95. As in the previous

cases, homogeneity of the residual variances, the intercepts and the slopes of

the three individual lines are compared to see whether the entire data, irrespective of curing temperature, can be treated collectively as a single group

and represented by a single line. The analysis gives a Bartlett's chi-square

2 of 5.46 (theoretical X = 5.99 at a = 0.05) with 2 degrees of freedom. As

before, this test shows no significant difference in the three residual variances of the data of each temperature group about its own regression line,

this confirming homogeneity of the data.

The ranges of the intercepts and slopes are shown in figure 16. The

relative positions of the range of the limits show that only the intercept of

the 35 °F (1.7 °C)-cure line does not overlap with the others. This can be

attributed to a wider dispersal of the 35 °F (1.7 °C)-cure data compared with

the others. These analyses, together with the actual distribution of the data

shown in figure 15, indicate that the individual regression lines do not

differ significantly one from the other and that the entire data could be

represented by a single curve.

3.6 Pull-Out Bond Strength Tests

The pull-out test does not provide a realistic bond strength which can be

used in design of flexural members. This is due primarily to the different

12
crack patterns between those developed in pull-out specimens and those in

flexural specimens [25]. However, past research has shown that pull-out

tests can be used satisfactorily to determine relative bond strengths [19,20].

Accordingly, pull-out tests were carried out in this investigation because

the purpose of the investigation was to determine relative bond strength with

respect to the 28-day strength.

A semi-log plot of the maximum pull-out loads versus maturity is shown

in figure 17. In this figure those maximum loads governed by the yielding of

the bar are shown as solid points. In the regression analyses these points

are not included. Except for these solid points, the pull-out loads increased

with maturity. As in other cases, the residual variances, the intercepts and

the slopes of the individual lines are compared to determine if all the data

can be treated as a single group.

2 A computed Bartlett's chi-square value is 1.17 (theoretical X = 5.99 at

a = 0.05), with 2 degrees of freedom, indicating that the individual residual

variances are not significantly different from one another. The lower and

upper limits of the intercepts and slopes are shown in figure 18.

it is seen that the ranges of the intercept (a) and slope (b) of the

35 °F (1.7 °C)-cure line do not overlap with the ranges of the 55 °P (12,8 °C)

- and 73 °F (22.8 °C)-cure lines. This disparity is also seen in figure 17

where the 35 °F (1.7 °C)-cure line has a steeper slope than the other two.

Because the deviation of the 35 °F (1.7 °C) curve from the others could result

from one or two extreme data points, the disparity of the intercept and slope

alone could not be used as a reason for discriminating against the data of

specimens cured at 35 °F (1.7 °C) . More data are needed to reach a statistically valid conclusion. However, with narrowly dispersed data along the

all-data line, together with a relatively small chi-square value in Bartlett's

test, all the pull-out data are treated in this study as belonging to a single population.

3.7 Rate of Strength and Modulus Gain with Maturity

One of the purposes of this experimental study was to determine relative

relationships between several important strength properties and the elastic

modulus of a concrete at early ages. Inasmuch as the 28-day values of these

mechanical properties obtained from a concrete cured at 73 °F (22.8 °C) have

been accepted as a standard reference value, the compressive, splitting tensile and pull-out strengths and the moduli are normalized by dividing by their

13
respective 28-day value from 73 °F (22.8 °C) cure. These normalized values,

when plotted against the maturity of concrete, can be used to compare the rate

of increase' in these strengths and the modulus with respect to the 28-day

values. The least-square curves of the normalized plots for each of these

strength properties and the modulus are shown in figure 19. Because the

normalization was made with values obtained from the regression lines, the

normalized curves do not pass through 1.0 at a maturity of 1764. For the

concrete investigated in this study, the rate of increase in the splitting

tensile strength is about the same as that of the compressive strength,

whereas the rate of increase in the pull-out strength and the modulus are slightly greater than that of the compressive strength at early ages.

3.8 Non-Destructive Tests

3.8.1 Probe Penetration

The averages, standard deviations, and coefficients of variation for the

probe measurements are given in table 5. The average exposed lengths of probe were measured at 1 and 2 days using the mechanical averaging device (average

of three probes). This averaging device is convenient to use, but it was desirable to determine the variation between individual penetrations. Thereafter, the exposed lengths of each probe were measured with a steel rule. The

coefficient of variation for a set of either 5 or 6 measurements ranged from

2.6 to 13.7 percent, averaging 8.0 percent. Similar large variabilities in

probe test results have been previously reported by Arni [21] and Malhotra

[22]. Gaynor concluded [23] that the heterogeneity of concrete (with hardened

cement past, mortar matrix and course aggregate phases) limits the accuracy of

the probe system.

For each set of measurements, the compressive strength obtained from the

cylinder test is plotted in figure 20 versus the strength predicted by the

conversion chart provided by the probe manufacturer for the Mohs* hardness of

5. The solid points correspond to results using a low-charge setting and the

open points correspond to results using the standard charge setting. Because

the charts for the standard setting do not provide compressive strengths for

low values of exposed probe length, 5- and 7-day readings of the 73 °F cure

specimens, 7- and 14-day readings of the 55 °F cure specimens, 7, and 14 day

readings of the 35 °F cure specimens are not included in the figure.

It is clearly evident from the figure that the probe readings over- estimate considerably the cylinder strength. The difference between the

strength predicted by the probe test and the cylinder test is greater at the

14
upper end of the chart for the low charge and the lower end of the chart for

the standard charge. For Mohs' hardness value of 5, the compressive strength

from the chart for the low charge ranges from 450 psi (3.10 MPa) to 4825 psi

(29.55 MPa) and for the standard charge it ranges from 3050 psi (21.03 MPa)

to 10,000 psi (68.95 MPa). Based on this investigation, it is reasonable to

conclude that the probe method cannot be applied readily to all ages and types

of concrete using the manufacturer's conversion charts to estimate the com- pressive strength.

3.8.2 Rebound Hammer

Fifteen rebound numbers were taken during each set of measurements and

only the values above the minumum measurable level of 10 were used in calculating the averages, the standard deviations, and the coefficients of variation (table 6) . In three instances, because of the large number of rebound

values below 10, the averages were considered to be less than 10. The average

compressive strength of cylinders cured at 55 °F (12.8 °C) and 35 °F (1.7 °C)

ranged from 980 psi (6.76 MPa) to 1480 psi (10.21 MPa) for the first two days.

Thus, for concretes having a compressive strength less than 1500 psi (10.34

MPa) , rebound readings cannot be taken with certainty. Furthermore, for

rebound readings less than 20 which is less than the lower 20% of the full

scale of 100, the precision, thus the validity, of rebound measurements is

questionable. In this investigation the coefficient of variation for a set of

15 measurements ranged from 6.2 to 20.5 percent. With these observations, no attempt is made to correlate the rebound readings to the compressive strength

obtained from the cylinder test.

4. SUMMARY AND CONCLUSIONS

The gain in mechanical properties of a concrete with time was investigated in this study. In addition, two widely known non-destructive evaluation

methods were examined as to their applicability in determination of the

compressive strength of concrete at early ages. The test specimens cured at

three temperatures were tested following three destructive and two non- destructive test procedures. The gain of splitting tensile and relative bond

strengths and of the elastic modulus are compared with that of compressive

strength. The compressive strength obtained from non-destructive evaluations

are compared with the cylinder strength.

15
The following conclusions can be drawn from the test results:

(1) Analysis of the test data shows that the compressive strength of

concrete can be related to the maturity expressed in terms of

concrete temperature and age of cure. Both a high value of the

coefficient of determination of the all-data regression line and

homogeneity of the residual variances of the individual regression

lines indicate that the compressive strength data of a concrete cured

at different temperatures could be treated collectively as a single

group when expressed in terms of maturity.

(2) When related to maturity, the elastic modulus data and the splitting

tensile strength data of specimens cured at various temperatures

could be treated as being from single groups.

(3) The analysis of the results shows that the pull-out strength, when

not governed by the yielding of the bar, could be expressed in terms

of maturity, thus allowing the specimens cured at various temperatures to be treated as a single group. However, further investigation should be made with specimens cured at low temperatures to support

the observation that the 35 °F (1.7 °C)-cure data deviated from the

others

.

(4) At early ages, the rate of increase in the splitting tensile strength

is about the same as that of the compressive strength, whereas the

rate of increase in the pull-out strength and the modulus are slightly

greater than that of the compressive strength.

(5) It was found that for the concrete used in this investigation, the

probe method did not estimate correctly the compressive strength when

the estimation is made using the conversion charts provided by the

manufacturer. Further tests are needed to ascertain the applicability

of the probe method for estimation of the early strength of concrete.

(6) Because of low rebound readings for concrete at early ages (below

20 percent of a full scale of 100) , a reliable estimation of the

compressive strength could not be made using the rebound hammer.

16
5 . REFERENCES

[1] "The Building Collapse at 2000 Commonwealth Avenue, Boston, Massachusetts,"

Report of the Mayor's Investigating Commission, City of Boston,

Massachusetts, 1971.

[2] Leyendecker, E. V. and Fattal, S. G. , "Investigation of the Skyline

Plaza Collapse in Fairfax County, Virginia," NBSIR 73-222, National

Bureau of Standards, Washington, D.C., 1973.

[3] Klieger, P., "Effect of Mixing and Curing Temperature on Concrete

Strength," Journal of the American Concrete Institute , Vol. 54, American

Concrete Institute, Detroit, Michigan, June 1958.

[4] Price, W. H. , "Factors Influencing Concrete Strength," Journal of the

American Concrete Institute , Vol. 47, American Concrete Institute,

Detroit, Michigan, February 1951.

[5] Grundy, P. and Kabaila, A., "Construction Loads on Slabs With Shored

Formwork in Multistory Buildings," Journal of the American Concrete

Institute, Vol. 60, American Concrete Institute, Detroit, Michigan

December 1963.

[6] Agaswal, R. K. and Gardner, N. J., "Form and Shore Requirements for

Multistory Flat Slab Type Buildings," Journal of the American Concrete

Institute , Vol. 71, American Concrete Institute, Detroit, Michigan,

November 1974.

[7] Bloem, D. L. , "Concrete Strength Measurements - Core Versus Cylinders,"

Proceedings of the American Society for Testing Material , Vol. 65,

Philadelphia, Pa., 1965.

[8] Bloem, D. L. , "Concrete Strength in Structures," Journal of the American

Concrete Institute , Vol. 65, American Concrete Institute, Detroit,

Michigan, March 1968.

[9] Clifton, J. R. , "Nondestructive Tests to Determine Concrete Strength - A Status Report," NBSIR 75-729, National Bureau of Standards,

Washington, D.C. , 1975.

[10] 1974 Annual Book of ASTM Standards, Part 14, American Society of Testing

and Materials, Philadelphia, Pa., 19103.

17
[11] "Bond Stress - The State of the Art," ACL Committee 408, American

Concrete Institute, Detroit, Michigan, November 1966.

[12] Plowman, J. M. , "Maturity and the Strength of Concrete," Magazine of

Concrete Research Vol. 8, No. 22, pp. 13-22, London, 1956.

[13] Sadgrove, B. M. , "Prediction of Strength Development in Concrete

Structures," A paper presented at the 54th Annual Meeting of the

Transportation Research Board, Washington, D.C., 1975.

[14] Hudson, S. B. and Steele, G. W. , "Prediction of Potential Strength

of Concrete from the Results of Early Tests," Highway Research Record,

No. 370, Highway Research Board, 1971.

[15] Hudson, S. B. and Steele, G. W. , "Developments in the Prediction of

Potential Strength of Concrete from the Results of Early Test," A paper

presented at the 54th Annual Meeting of the Transportation Research

Board, Washington, D.C., 1975.

[16] Snedecor, G. W. and Cochran, W. G., "Statistical Methods," 6th edition,

The Iowa State University Press, Ames, Iowa, 1967.

[17] Ku, H. H., "Statistical Concepts in Metrology," National Bureau of

Standards Special Publication 300, Vol. 1, U.S. Government Printing

Office, Washington, D.C. 20402, February 1969.

[18] ACI 318-71, "Building Code Requirements for Reinforced Concrete,"

American Concrete Institute, Detroit, Michigan, 1971.

[19] Bresler, B., editor, "Reinforced Concrete Engineering, Vol. I. Materials, Structural Elements Safety, Chapter 4," John Wiley & Sons,

Inc., New York, 1974.

[20] Ferguson, P. M. , "Reinforced Concrete Fundamentals, Chapter 5,"

John Wiley & Sons, Inc., New York, 1971.

[21] Ami, H. T. , "Impact and Penetration Tests of Portland Cement Concrete

in Nondestructive Testing of Concrete," Highway Research Record 378,

pp. 55-67, Highway Research Board, 1972.

[22] Malholtra, V. M. and Painter, K. , "Evaluation of the Windsor Probe Test

for Estimating Compressive Strength of Concrete," Mines Branch

18
Investigation Report IR 71-50, Ottawa, Canada, 1971.

[23] Gaynor, R. D. , "In-Place Strength of Concrete - A Comparison of Two

Test Systems," National Ready-Mix Concrete Association Technical

Information Letter No. 272, 1969.

[24] Watstein, D., "Bond with Reinforcing Steel," ASTM Special Technical

Publication No. 169-A, American Society for Testing and Materials,

Philadelphia, Pa., 1966.

[25] Mathey R. G. and Watstein, D. , "Investigation of Bond in Beam and PullOut Specimens with High-Yield-Strength Deformed Bars," Journal of the

American Concrete Institute , Vol. 32, Americal Concrete Institute,

Detroit, Michigan, March, 1961.

19
Table 1. Distribution of Test Specimens

to Three Curing Conditions

Type of Specimen 73 °F Cure

(22.8 °C)

55 °F Cure

(12.8 °C)

35 °F Cure

(1.7 °C)

Compressive Test

(6 in x 12 in cyl.

)

24 30 36

Splitting Tensile

Test (6 in x 12 in

cyl.) 24 30 36

Pull-out Test

(6 in x 8 in cyl.

)

24 30 36

NDE Slab

(3 ft x 5 ft x 5-1/2 in) 1 1 1

1 inch = 25.40 mm

1 foot = 304.80 mm

20
Table 2. Compressive Strength Test Results&:

Age Specimen

Cured at 73°F (22.8°C) Cured at 55°F (12.8°C) Cured at 35°F (1.7°C)

Number fClE @.4f . s Cl E @.8f . S Cl

f '. Cl E @.4f *

.

S Cl E @.8f '

.

S Cl

£'Cl

E @.4f.

s ci V'8f=i

days psi

(MPa) 10 psi

(GPa)

-,^6 10 psi

(GPa) psi(MPa) 10

6psi

(GPa, 10

6psi

(GPa, psi(MPa, 106psi

(GPa, 10

6psi

(GPa)

1 1 1350 2.06 1.56 1170 1.96 1.36 955 1.78 1.19

2 1420 2.27 1.61 1180 2.03 1.46 944 1.49 .94

3 1220 2.64 2.01 1200 1.91 1.36 1040 1.63 .99 Average

(C.V.,%)

1330

(9.17)

(8)

2.32

(16.00) 1.73(11.93, 1180

( 8.14,

(1,

1.97

(13.58, 1.39(9.58, 980

(6.76,

(5,

1.63

(11.24, 1.04

( 7.17,

2 1 1910 2.89 2.32 1470 2.67 1.70 1250 1.67 1.11

2 1870 3.25 2.50 1520 2.26 1.70 1280 1.83 1.13

3 2200 2.95 2.20 1450 2.49 1.82 1260 1.67 1.11 Average

(C.V.,%)

1990

(13.72)

(9)

3.03

(20.89) 2.34(16.13) 1480(10.20,

(2,

2.47

(17.03, 1.74

(12.00) 1260(8.69,

(1,

1.72

. (11.86, 1.12

( 7.72)

3 1 2210 3.51 2.65 1780 2.69 2.04 1400 2.09 1.58

2 2220 3.61 2.65 1680 2.83 2.17 1340 2.12 1.66

3 2150 2.72 2.25 1770 2.55 2.00 1420 2.09 1.62 Average

(C.V.,%)

2190

(15.10)

(2)

3.28

(22.61) 2.52(17.37, 1740

(12.00,

(3)

2.69

(18.99, 2.07(14.27) 1390

(9.58)

(3)

2.10

(14.48, 1.62

(11.17)

5 1 2460 3.69 2.86 2000 2.99 2.26 1880 2.16 1.56

2 2480 3.93 2.90 1950 2.89 2.28 1710 2.32 1.70

3 2710 3.66 2.84 1830 3.40 2.75 1840 2.64 2.08 Average

(C.V.,%)

2590

(17.86)

(5)

3.76

(25.92, 2.87

(19.79, 1930(13.31)

(4,

3.09

(21.30, 2.43(16.75, 1810(12.48)

(5,

2.37

(16.34, 1.78

(12.27)

7 1 2850 3.62 2.78 2510 3.23 2.63 2180 3.29 2.16

2 2930 3.81 3.05 2640 3.47 3.02 2200 2.55 1.93

3 2890 3.55 2.78 2550 3.23 2.56 2170 2.80 2.08 Average

(C.V.,%)

2890

(19.93, 3.66(25.23, 2.87

(19.79, 2570

(17.72,

(3,

3.31

(22.82, 2.74

(18.89, 2180(15.03, 2.88(19.86, 2.06

(14.20)

14 1 3160 3.59 3.11 2590 3.42 3.03 2700 3.09 2.48

2 3320 3.71 3.15 2720 3.54 3.02 2810 3.22 2.49

3 3190 3.65 3.16 2520 3.62 3.03 2640 3.23 2. 52 Average

(C.V.,%)

3230

(22.27)

(3)

3.65

(25.17, 3.14

(21.69, 2610(18.00,

(4,

3.53

(24.34, 3.03(20.89, 2720(187.54,

(3,

3.18

(21.93, 2.50(17.24)

21 1 3210 4.04 3.37 2850 3.68 2.73 2990 3.42 2.62

2 3270 3.71 3.12 2700 3.40 2.72 3060 3.42 2.74

3 3500 3.97 3.48 2770 4.16 3.22 3020 3.68 2.87 Average

(C.V.,%)

3330

(22.96)

(5)

3.91

(26.96) 3.32

(22.27, 2770(19.10)

(3)

3.75

(25.86) 2.89

(19.93, 3020

(20.82,

(1,

3.51

(24.20, 2.74

(18.89)

28 1 3560 4.27 3.54 2790 2.93 3.14 3460 3.73 3.19

2 3590 4.35 3.54 2810 4.70 3.36 3380 3.99 3.32

3 3520 4.82 3.91 2950 4.02 3.19 3360 3.39 2.98 Average

(C.V.,%)

3560

(24.55, 4.48(30.89) 3.66

(25.23, 2850

(19.65,

(3,

3.88

(26.75, 3.23(22.27, 3400

(23.44,

(2)

3.70

(25.51, 3.16

(21.79)

42 1 - - - 3300 4.04 3.40 3610 4.25 3.62

2 - - - 3420 4.39 3.73 3380 3.81 3.14

3 - - - 3440 4.61 3.73 3250 3.73 3.04 Average

(C.V.,%)

~ ~ * 3390

(23.37,

(2,

4.35

(29.99, 3.62(24.96, 3410

(23.51, 3.93

(27.10, 3.27

(22.55)

^ci is the compressive strength at each age. E is the secant modulus of elasticity taken from individual stress-strain curves,

psi = l.lbf/in = 6895 pascal C.V. = Coefficient of variation

21
Table 3. Splitting Tensile Strength Test Results12/

Age Specimen

Cured at 73°F (22 .8°C) Cured at 55°F (12.8°C) Cured at 35°F (1.7°C)

Number f

sp S.D c.v. £'sp

S.D. C.V. fspS.D. C.V.

days psi (kPa) psi (kPa) % psi (kPa) psi (kPa) % psi (kPa) psi (kPa) %

1 1

2

3

207

201

191

164

142 148

93 116

129 Average 200(1380) 8 (55) 4 151 (1041) 11 (76) 8 113 (779) 18 (124) 16

2 1

2

3

282

241 231

209

214

207

138 166

156 Average 251(1730) 27 (186) 11 210 (1448) 4 (28) 2 153 (1054) 14 (97) 9

3 1

2

3

297

303 275

202 227

223

163

195 199 Average 292(2013) 15 (103) 5 217 (1496) 13 (90) 6 189 (1282) 20 (138) 11

5 1

2

3

331

313 293

288 246

238

218 268

245 Average 312(2151) 19(131) 6 257 (1772) 27 (186) 10 244 (1682) 25 (172) 10

7 1

2

3

331 305

350

286

290

320

254 251

316 Average 329(2268) 23(158) 7 299 (2062) 19 (131) 6 273 (1882) 37 (255) 13

14 1

2

3

434

365 359

286

329

355

326

317 350 Average 386(2661) 42 (290) 11 323 (2227) 35 (241) 11 331 (2282) 17 (117) 5 21 1

2

3

426 436

357

387 395

365

384

355 350 Average 406(2799) 43 (296) 11 382 (2634) 16 (110) 4 363 (2503) 18 (124) 5 2B 1

2

3

469

450

381

357 400

374

376 345

385 Average 434(2992) 47 (324) 11 377 (2599) 22 (152) 6 368 (2537) 21 (145) 6

42 1

2

3

-

430

407

396

357 384

372 Average - 411 (2834) 17 (117) 4 371 (2558) 13 (90) 4

5/,Splitting Tensile Strength (f ) = —-. Where P = load at splitting, D = diameter of specimen (6 in « 15 cm) and L = length of specimen (12 in = 30 cm), psi = 1 lbf/in = 6895 pascal. S.D. = Standard deviation and C.V. = Coefficient of variation.

22
Table 4. Pull-Out Bond Strength Test Results5/

Age Specimen

Cured at 73°F (2; .8°C) Cured at 55°F (12.8*C) Cured at 35°F (1.7°C) P P 8 Slip P @ Slip P P @ Slip P 8 Slip P P § Slip P % Slip

Number Maximum of .001 in of .002 in Maximum of .001 in of .002 in Maximum of .001 in of .002 in days Kip Kip Kip Kip Kip Kip Kip Kip Kip

(kN) <kN> (kN) (kN) (kN) (kN) (kN) (kN) (kN)

1 1 15.00 7.1 8.5 10 . 50 5.3 6.3 8.53 3.7 4.5

2 14.15 4.6 6.5 11.30 4.9 5.9 8.43 4.8 5.7

3 14.60 6.3 8.5 12.05 6.1 7.6 9.58 3.9 4.9 Average 14.58 6.0 7.8 11.28 5.4 6.6 8.85 4.1 5.0

(C.v.,%)

(64.85)

(3) (26.69) (34.69) (5M7) (24.02) (29.36) (39,36) (18.24) (22.24)

2 1 19.20 8.9 10.6 13.45 6.2 7.3 12.45 5.5 6.7

2 15.65 6.5 8.4 14.10 7.6 8.9 12.85 6.0 7.0

3 18.20 7.0 8.9 13.90 7.6 8.6 12.30 - - Average

(C.V.,%)

17.68

(78.64)

(10)

7.5

(33.36) 9.3(41.37) 13.82

(61.47)

(2)

7.1

(31.58) 8.3

(36.92) 12.53

(55,73, 5.8

(25.80) 6.9(30.69)

3 1 19.15 7.8 10.0 17.35 9.2 10.8 13.80 7.9 9.1

2 20.70 9.2 11.5 16.65 11.1 12.0 14.55 8.5 10.1

3 20.50 8.7 11.0 17.35 9.6 11.2 14.05 7.9 9.1 Average

(C.V.,%)

20.12

(89.49)

(4)

8.6

(38.25) 10.8(48.04) 17.12(76.15)

(2)

10.0

(44.48) 11.3(50.26) 14.13

(62.85)

(2)

8.1

(36.03) 9.4(41.81)

5 1 20.05 11.0 12.6 20.25 10.0 11.7 17.05 10.9 13.5

2 23.50 10.2 13.3 18.90 10.5 12.2 18.70 12.1 13.5

3 21.25 10.8 13.8 19.95 - - 17.85 10.1 11.8 Average

(C.v.,%)

21.60

(96.08)

(8)

10.7

(47.59) 13.2(58.71) 19.70(87.63)

(4)

10.3

(45.81) 12.0

(53.38) 17.87

(79.49)

(5)

11.0

(48.93) 12.9(57.38)

7 1 23.85 11.2 13.5 22.55 11.2 13.1 19.80 11.1 13.3

2 23.90 10.6 13.0 18.55 12.5 14.2 19.90 11.5 13.3

3 23.35 9.0 11.6 22.65 12.0 13.7 20.40 13.0 14.5 Average

(C.V.,%)

23.70

(105.42)

(1)

10.3

(45.81) 12.7(56.49) 21.25(94.52)

(11)

11.9

(52.93) 13.7

(60.94) 20.03(89.09)

(2)

11.9

(52.93) 13.7(60.94)

14 1 26.15 11.8 14.5 23.00 13.4 15.4 22.60 13.2 16.4

2 26.40 15.4 18.0 24.45 13.8 15.7 23.45 12.5 15.5

3 25.23 8.0 10.9 25.10 14.8 16.5 22.15 - - Average

(C.V.,%)

25.93

(115.34)

(2)

11.7

(52.04) 14.5(64.50) 24.18(107.55)

(4)

14.0

(62.27) 15.9(70.72) 22.73

(101.10)

(3)

12.9

(57.38) 16.0(71.17)

21 1 27.10 16.2 20.7 26.00 14.8 17.0 25.65 17.6 20.2

2 24.85 12.2 14.7 25.85 14.9 17.2 25.55 15.2 18.0

3 25.70 - - 26.10 14.7 16.8 25.80 16.1 18.5 Average

(C.V.,%)

25.88

(115.11)

(4)

14.2

(63.16) 17.7(78.73) 25.98(115.56)

(1)

14.8

(65.83) 17.0

(75.62) 25.67(114.18)

(1)

16.3

(72.50) 18.9

(84.07)

28 1 28.05 14.8 17.7 27.15 16.8 18.7 26.50 15.8 17.9

2 26.35 15.0 17.8 24.60 13.6 16.0 26.80 17.0 19.5

3 27.25 11.3 15.1 27.20 14.7 17.5 25.10 14.8 17.5 Average

(C.V.,%)

27.22

(121.07)

(3)

13.7

(60.94) 16.9(75.17) 26.32(117.07)

(6)

15.0

(66.72) 17.4

(77.40) 26.13(116.23)

(3)

15.9

(70.72) 18.3

(81.40)

42 1 - - - 26.15 17.6 19.8 28.60 19.7 23.0

2 - - - 27.25 17.2 19.3 26.10 18.8 21.7

3 - - - 26.00 17.3 19.2 29.10 19.0 21.9 Average

(C.V.,%) :

- - 26.46

(117.69)

(3)

17.4

(77.40) 19.4(81.84) 27.93(124.23)

(7)

19.2

(85.40) 22.2

(98.75)

yP is the maximum pull-out load. Slip is the movement of the unloaded end of the No. 6 bar relative to the surface of the concrete. Kip = 1000 lbf. = 4448 N. Slip of .001 in = .0254 mm. C.V. = Coefficient of variation.

23
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25
Table 7. Mean Temperature of Concrete During Each Age Interval

Age

Mean Temperature During Interval

73 °F (22.8 °C) 55 °F (12.8 °C) 35 °F (1.7 °C)

Interval

days op (°C) °F (°C) °F (°C)

0-1 79.9 (26.6) 58.8 (14.9) 55.9 (13.3)

1-2 72.8 (22.7) 58.4 (14.7) 38.6 (3.7)

2-3 73.0 (22.8) 58.3 (14.6) 38.1 (3.4)

3-5 73.0 (22.8) 57.5 (14.2) 36.7 (2.6)

5-7 72.5 (22.5) 57.2 (14.0) 35.9 (1.9)

7-14 72.3 (22.4) 56.5 (13.6) 38.4 (3.6)

14-21 73.4 (23.0) 56.4 (13.6) 41.9 (5.9)

21-28 72.8 (22.7) 56.4 (13.6) 42.0 (5.6)

28-42 55.1 (12.8) 35.5 (1.9)

26
Table 8. Maturity Value of Concrete

Age

Interval

Maturity (M) , °F--day (°C-day)

73 °F (22.8 °C) 55 °F (12.8 °C) 35 °F (1.7 °C)

(days)

0-1 69.9 (38.8) 48.8 (27.1) 45.9 (25.5)

0-2 132.7 (73.7) 97.2 (54.0) 74.5 (41.4)

0-3 195.7 (108.7) 145.5 (80.8) 102.6 (57.0)

0-5 321.7 (178.7) 240.5 (133.6) 156.1 (86.7)

0-7 446.7 (248.2) 334.8 (186.0) 207.9 (115.5)

0-14 882.9 (490.5) 660.3 (366.8) 407.0 (226.1)

0-21 1326.4 (736.9) 985.1 (547.3) 630.1 (350.1)

0-28 1764.8 (980.4) 1309.6 (727.6) 854.3 (474.6)

0-42 - — 1941.6 (1078.7) 1212.1 (673.4)

27
Table 9. Statistical Properties Associated with the Regression Equations

Type of Test Temp a b S

a. S b

S °F °C

Compressive 73 22.8 -1311.60 1524.35 244.03 92.70 121.44

Strength

55 12.8 -1060.73 1309.35 275.23 105.75 162.91

f ' . = a + b log M

Cl & 35 1.7 -2227.71 1872.32 187.20 76.96 108.21

all data -1504.44 1548.33 219.12 85.78 214.82

Elastic Modulus 73 22.8 0.39 1.21 0.53 0.20 0.26

55 12.8 -0.27 1.37 0.17 0.06 0.10

E si = a + b log M

35 1.7 -1.30 1.71 0.19 0.08 0.11

all data -0.58 1.49 0.26 0.10 0.26

Splitting Tensile 73 22.8 -89.65 160.48 14.68 9.58 7.31

Strength

55 12.8 -123.82 162.93 19.73 7.58 11.68

f ' . = a + b log M

spi 6 35 1.7 -199.40 195.36 34.06 14.00 19.69

all data -145.32 175.18 19.93 7.80 19.54

Pull Out Strength 73 21.8 -4.29 10.40 1.26 0.52 0.46

55 12.8 -0.31 11.56 1.13 0.47 0.53

P^ = a + b log M

35 1.7 -14.98 14.66 1.58 0.71 0.70

all data -9.76 12.37 1.35 0.57 1.02

S : Standard error of the regression coefficient a

a

S, : Standard error of the regression coefficient b

b

S : Sample standard deviation from regression line

(Residual standard deviation)

28
No. 6 DEFORMED

STEEL BAR

2X4 SUPPORT^

SOFT RUBBER

TUBING

3 in. (76cm)

1

6 in. (1 5.2cm)

i

J

J

WIRE CAGE

REINFORCEMENT

48 in Min.

(122 cm)

36 in (91cm)

6 in. Dio.

CARDBOARD

MOLD

--i

I In. w;;;/hs7%$?r;;s/;;\

8 in. (20.3cm)

i

(2.5cm)

PLASTIC FURNITURE

TIP

PLYWOOD BASE

FIGURE 1 Section Through Pull-out

Specimen Rack and Mold

29
FIGURE 2 Compressive Test of Cylinder

30
FIGURE 3 Splitting Tensile Test of Cylinder

31
TEST SPECIMEN

COPPING PLATE

LVDT EXTENSOMETER

HOLDING TRIPOD

No. 6 DEFORMED BAR

SPHERICAL SEAT

TESTING MACHINE

CROSS HEAD

FIGURE 4 Pull-out Test Setup

32
FIGURE 5 Pull-out Bond Test

33
FIGURE 6 Probe Penetration Test

34
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35
FIGURE 8 Rebound Hammer Test

36
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38
73 °F mmmmmmmmmm (22.8°C)

55 °F »:*:**^^^^ (I2.8°C)

35°F tMmzmmmmmm {\7CC)

All Data ^x^Awmmsaxma

I I l_

-3000 -2500 -2000 -1500 -1000 -500

(a) a ± t S,

73 °F mmmm (22.8°C)

55 °F wzmmm (I2.8°C)

35«>F mmmi(\.7 ®

All Data

^^^

J i i i 500 1000 1500 2000 2500 3000

(b) b ± tS b

FIGURE 11 The Lower and Upper Limits of Intercepts and Slopes of

Regression Lines of Compressive Strength vs. Maturity

39
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41
73° F l:**?:^^^ 199 RTA

55-Fti^a (I2.8°C)

li*:-:x*:*:*:-:1 oD r (1.7 w

im&timm& ALL DATA

L_ I I I I -2.0 -1.0 1.0 2.0

(a) a± t Sa

73° F m&mm (22.8°C)

55° F m (I2.8°C)

35° F mmm(\7°0

ALL DATA

-1.0 1.0 2.0

(b) b± tSb

FIGURE 14 The Lower and Upper Limits of Intercepts and Slopes of

Regression Lines of Secant Modulus vs. Maturity

42
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43
73 °F mmmmmm (22.8°C)

55 °F immmmmmmm (IZ8°C)

35°F i*:;*>^^ ( 1 7°C)

All Data mmmrnmrnmrn

-300 -250 -200 -150 -100 -50

(a) a ± t S a

73°F imam (22.8°C)

55 °F F^;^;^(I2.8°C)

35°F mmmmmm(\7°0

All Data Fffiffiflfti

I I I I 100 150 200 250

(b) b ± tS b

FIGURE 16 The Lower and Upper Limits of Intercepts and Slopes of

Regression Lines of Splitting Tensile Strength vs. Maturity

44
o

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45
73 °F mmmmm (22.8°C)

55 °F \mmmmi (I2.8°C)

All Data mmmmsm

I i I i I -20 -15 -10 -5

(a) a ± t Sa

73 °F mmm (22.8°C)

55 °F B»a(12.8 C)

35°F mm® (L7°C)

All Data mm

- i i i 10 15 20

(b) b ± t S b

FIGURE 18 The Lower and Upper Limits of Intercepts and Slopes of

Regression Lines of Pull-out Loads vs. Maturity

46
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(savq 82 iv 3unod.ez) >9jli

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47
M Pa

5000

4000

a.£

o

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I">3000 >

a.S

u

Q

« 2000

CO<

1000

• 73°F (22.8°C) CURE

55°F (12.8°C) CURE

35°F (1.7°C) CURE

o 73°F (22.8°C) CURE

a 55°F (12.8°C) CURE

A 35°F (1.7°C) CURE

1000 2000 3000 4000

COMPRESSIVE STRENGTH FROM PROBE CHART, PSI

FIGURE 20 Comparision of Measured Compressive Strength vs. Compressive Strength from Probe Chart

M Pa

5000

*U.S. GOVERNMENT PRINTING OFFICE: 1976 240-848/68 1-3 48
\BS-114A (REV. 7-73)

U.S. DEPT. OF COMM. BIBLIOGRAPHIC DATA

SHEET

1. PUBLICATION OR REPORT NO. Technical Note 932

2. Gov't Accessic

No.

3. Recipient's Accession No.

4. TITLE AND SUBTITLE

CONCRETE STRENGTH DURING CONSTRUCTION

S. Publication Date December 1976

6. Performing Organization Code

7. AUTHOR(S)

H. S. Lew, T. W. Reichard and J. R. Clifton

8. Performing Organ. Report No.

9. PERFORMING ORGANIZATION NAME AND ADDRESS

NATIONAL BUREAU OF STANDARDS

DEPARTMENT OF COMMERCE

WASHINGTON, D.C. 20234

10. Proiect/Taslc/Work Unit No.

11. Contract/Grant No.

12. Sponsoring Organization Name and Complete Address (Street, City, State, 7.IP)

Same as No. 9

13. Type of Report & Period Covered Interim

14. Sponsoring Agency Code

15. SUPPLEMENTARY NOTES The content of this report will be published as an AC1 Symposium

paper in mid-1977 under the title of "Mechanical Properties of Concrete at Early Ages."

16. ABSTRACT (A 200-word or less (actual summary of most significant information. If document includes a significant bibliography or literature survey, mention it here.) The early strength gain characteristics of a concrete at various temperatures was investigated in this study. In addition, the applicability of two widely known non- destructive evaluation methods were examined for the purpose of determining the compressive strength of concrete at early ages.

For destructive evaluation, standard cylinder compression tests, splitting tensile

tests and pull-out tests were made on specimens cured at 73 °F (22.8 °C) , 55 °F (12.8

°C) and 35 °F (1.7 °C) . For non-destructive evaluation, both probe penetration and

rebound hammer tests were performed on slabs. Tests were carried out at the age of 1,

2, 3, 5, 7, 14, 28 and 42 days after casting the concrete.

Statistical analyses were made to examine the possibility of using maturity of

concrete as a parameter to correlate test results of concrete cured at different temperatures. Rate of gain of the splitting tensile strength, pull-out bond strength and

elastic modulus were compared with that of compressive strength.

The results show that when related to maturity, the rate of increase in the splitting

tensile strength is about the same as that of the compressive strength, whereas the rate

of increase in the pull-out strength and the modulus are slightly greater than that of

the compressive strength. The results of non-destructive evaluations revealed that the

compressive strength could not be estimated correctly by the probe method using the

manufacturer's conversion charts. Because of lower rebound readings, the rebound hammer

could not be used to estimate the compressive strength at early ages.

17. KEY WORDS (six to twelve entries; alphabetical order; capitalize only the first letter of the first Key word unless a proper name; separated by semicolons) Compressive strength; concrete; maturity; mechanical properties

non-destructive evaluation; pull-out strength; splitting tensile strength.

18. AVAILABILITY [X] Unlimited

^2 For Official Distribution. Do Not Release to NTIS

I X 1 Order From Sup. of Doc, U.S. Government Printing Office Washington, D.C. 20402, SD Cat. No. C13.jj.6l 932

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I A.nnual subscription: Domestic, $17.00; Foreign, $21.25. • Mathematical Sciences (Section B)

Studies and compilations designed mainly for the mathematician and theoretical physicist. Topics in mathematical statistics, theory of experiment design, numerical

analysis, theoretical physics and chemistry, logical de- sign and programming of computers and computer sys- tems. Short numerical tables. Issued quarterly. Annual

subscription: Domestic, $9.00; Foreign, $11.25.

DIMENSIONS/NBS (formerly Technical News Bulletin) —This monthly magazine is published to inform

scientists, engineers, businessmen, industry, teachers,

students, and consumers of the latest advances in science and technology, with primary emphasis on the work at NBS. The magazine highlights and reviews

such issues as energy research, fire protection, building

technology, metric conversion, pollution abatement,

health and safety, and consumer product performance.

In addition, it reports the results of Bureau programs

I in measurement standards and techniques, properties of matter and materials, engineering standards and services, instrumentation, and automatic data processing.

Annual subscription: Domestic, $9.45; Foreign, $11.85.

NONPERIODICALS

' Monographs—Major contributions to the technical literi ature on various subjects related to the Bureau's scienl tific and technical activities.

ii Handbooks—Recommended codes of engineering and

industrial practice (including safety codes) developed

I in cooperation with interested industries, professional

I organizations, and regulatory bodies.

i Special Publications—Include proceedings of conferences

i, sponsored by NBS, NBS annual reports, and other

\ special publications appropriate to this grouping such

1 as wall charts, pocket cards, and bibliographies.

a Applied Mathematics Series—Mathematical tables, man-

,' uals, and studies of special interest to physicists, engineers, chemists, biologists, mathematicians, computer programmers, and others engaged in scientific and technical work.

i National Standard Reference Data Series—Provides

quantitative data on the physical and chemical properties of materials, compiled from the world's literature and critically evaluated. Developed under a world-wide

program coordinated by NBS. Program under authority

I of National Standard Data Act (Public Law 90-396).

NOTE: At present the principal publication outlet for

these data is the Journal of Physical and Chemical

Reference Data (JPCRD) .published quarterly for NBS

by the American Chemical Society (ACS) and the American Institute of Physics (AIP). Subscriptions, reprints,

and supplements available from ACS, 1155 Sixteenth

St. N.W., Wash. D. C. 20056. Building Science Series—Disseminates technical infor- mation developed at the Bureau on building materials,

components, systems, and whole structures. The series presents research results, test methods, and performance criteria related to the structural and environmental

functions and the durability and safety characteristics of building elements and systems.

Technical Notes—Studies or reports which are complete

in themselves but restrictive in their treatment of a

subject. Analogous to monographs but not so comprehensive in scope or definitive in treatment of the subject area. Often serve as a vehicle for final reports of work performed at NBS under the sponsorship of other government agencies.

Voluntary Product Standards—Developed under proce- dures published by the Department of Commerce in Part

10, Title 15, of the Code of Federal Regulations. The

purpose of the standards is to establish nationally rec- ognized requirements for products, and to provide all concerned interests with a basis for common understanding of the characteristics of the products. NBS

administers this program as a supplement to the activities of the private sector standardizing organizations.

Consumer Information Series—Practical information,

based on NBS research and experience, covering areas

of interest to the consumer. Easily understandable language and illustrations provide useful background knowledge for shopping in today's technological marketplace.

Order above NBS publications from: Superintendent

of Documents, Government Printing Office, Washington,

D.C. 20A02. Order following NBS publications—NBSIR's and FIPS

from the National Technical Information Services,

Springfield, Va. 22161. Federal Information Processing Standards Publications

(FIPS PUBS)—Publications in this series collectively constitute the Federal Information Processing Standards Register. Register serves as the official source of information in the Federal Government regarding stand- ards issued by NBS pursuant to the Federal Property

and Administrative Services Act of 1949 as amended,

Public Law 89-306 (79 Stat. 1127), and as implemented

by Executive Order 11717 (38 FR 12315, dated May 11, 1973) and Part 6 of Title 15 CFR (Code of Federal

Regulations).

NBS Interagency Reports (NBSIR)—A special series of interim or final reports on work performed by NBS for

outside sponsors (both government and non-government). In general, initial distribution is handled by the

sponsor; public distribution is by the National Technical Information Services (Springfield, Va. 22161) in paper copy or microfiche form.

BIBLIOGRAPHIC SUBSCRIPTION SERVICES

The following current-awareness and literature-survey

bibliographies are issued periodically by the Bureau:

Cryogenic Data Center Current Awareness Service. A

literature survey issued biweekly. Annual subscription: Domestic, $20.00; Foreign, $25.00.

Liquified Natural Gas. A literature survey issued quarterly. Annual subscription: $20.00.

Superconducting Devices and Materials. A literature survey issued quarterly. Annual subscription: $20.00.

Send subscription orders and remittances for the pre- ceding bibliographic services to National Bureau of Standards, Cryogenic Data Center (275.02) Boulder,

Colorado 80302.
U.S. DEPARTMENT OF COMMERCE

National Bureau of Standards

Washington, DC. 20234

OFFICIAL BUSINESS

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