NATIONAL BUREAU OF STANDARDS REPORT

2814.0

SOME PROPERTIES OF LIGHTWEIGHT AGGREGATE CONCRETES

CONTAINING ENTRAINED AIR IN PLACE OF FINE AGGREGATE

by

Rudolph C. Valore, Jr.

Joan M„ De Mattel

and

Leopold F. Skoda

Report to

U, S. Naval Civil Engineering

Research and Evaluation Laboratory

Department of the Navy

<®P>

U. S. DEPARTMENT OF C9MMERCE

NATIONAL BUREAU OF STANDARDS
U. S. DEPARTMENT OF COMMERCE

Sinclair Weeks, Secretary

NATIONAL BUREAU OF STANDARDS

A. V. Astin, Director THE NATIONAL BUREAU OF STANDARDS

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NATIONAL BUREAU OF STANDARDS REPORT

mS PROJECT NBS REPORT

1001-10-1000 October 5, 1953 281+0

SOME PROPERTIES OF LIGHTWEIGHT AGGREGATE CONCRETES

CONTAINING ENTRAINED AIR IN PLACE OF FINE AGGREGATE

by

Rudolph C. Valore, Jr,

Joan M. De Mattel

and

Leopold F. Skoda

To

U. S. Naval Civil Engineering

Research and Evaluation Laboratory

Department of the Navy

Contract N123S-82375

<NBS>

U. S. DEPARTMENT OF COMMERCE

NATIONAL BUREAU OF STANDARDS

The publication, repr

unless permission iso

25, D.C, Such perm

cal ly prepared If tha

Approved for public release by the

Director of the National Institute of

Standards and Technology (NIST)

on October 9, 201 5.

part, la prohibited

dards,Wa«hlngton

rt has been speclfiort for Its own use,
1I
Contents

page

1. Introduction 2

2. Scope of the Investigation 4

3. Materials, Mixing, and Fabrication 5

3.1 Cements, Aggregates, Foaming Agents and 5

Ac celerators

3.2 Preparation and Proportioning of Aggregates 7

3.3 Mixing Procedure; Slump and Density Measurements 7

3.4 Fabrication of Test Specimens 8

4- Air Content and Cement Factor 9

I4..I Calculation of Air Content 9

4.2 Stability of Entrained Air 10

4.3 Analyses of Concretes; Cement Factor 13

4.4 Other Proportions 15

5. Curing and Schedule of Tests of Specimens 15

6. Description of Tests and Discussion of Test Results 17

6.1 Compressive Strength 17

6.2 Modulus of Rupture 20

6.3 Bond Strength and Bond Stress-Slip Data 20

6.4 Static and Dynamic Elasticity Determination 22

6 . 4 .1 Stress-Strain Determinations 22

6.4.2 Dynamic (Resonance) Moduli of Elasticity 23

6.5 Moisture Properties 27

6.5.1 Water Rise Due to Capillarity 27

6.5.2 Absorption and Saturation Coefficient 28

6c5»3 Effects of Freezing and Thawing 31

6.5*4 Shrinkage Due to Drying 33

6.6 Thermal Conductivity 35

7 . Summary 36

8. References 39

SOME PROPERTIES OP LIGHTWEIGHT AGGREGATE CONCRETES

CONTAINING ENTRAINED AIR IN PLACE OP PINE AGGREGATE

by

Rudolph C. Valore, Jr., Joan M. De Mattel and Leopold P. Skoda

Abstract

Lightweight concretes were prepared in which

the fine aggregate was replaced entirely by

entrained air, or consisted of a siliceous

sand and the coarse aggregates were pumices,

expanded shales, an expanded slag, and a siliceous pea gravel. The concretes contained

from 20 to 35 percent of entrained air, calciurn chloride, and 5 to 6 bags of high-earlystrength or normal portland cement per cu yd.

Air-entraining (foaming) agents used were a proprietary resin widely used in structural

concrete, a wetting-dispersing agent used in

precast lightweight units, and a hydrolyzed

protein foaming agent used in combating

gasoline fires. Air entrained in concrete by

means of the resin was the most stable to

handling

All no-fines mixes were analyzed by washing

a sample of freshly mixed concrete over a

sieve. Water-cement ratios of almost all of

the mixes were in the range 0.4 to 0.5 by

weight. Concretes containing high-earlystrength cement and calcium chloride attained

53 to 57 percent of their 28-day compressive

strengths in 24 hr; the 28-day compressive

strength was more dependent upon the air content than upon aggregate type. Moduli of

rupture (28-days) ranged from l/3 to l/5 of

the compressive strengths in the range of

150 to 1500 psi compressive strength. The

ratio of bond strength to compressive strength

ranged from l/2 to l/4 in the same range of

compressive strength. Static and dynamic

moduli of elasticity showed good correlation

but correlations between compressive strengths

and moduli of elasticity were found only in

concretes containing similar types of aggregates.
The absorption was lower and the shrinkage

of these concretes was no higher than for

concretes made previously With both coarse

and fine lightweight aggregate; "saturation coefficients" were low - 0.2 to O.I4. - and resistance to freezing and thawing was

better than for sand-gravel concrete without entrained air; otherwise, the resistance to freezing and thawing was lowest in

mixes containing more than 30 percent of

entrained air. The rise of water due to

capillarity was generally less than one

inch in 7 days

.

The thermal conductivity was closely dependent upon density.

i. INTRODUCTION

This work was initiated for the purpose of investigating the properties of lightweight aggregate concretes

that might be used as the core materials in precast denseand lightweight-concrete composite panels for wall and roof

construction in small buildings „ The investigation had the

following more specific purposes:

lc The design and testing of concretes containing coarse

lightweight aggregates, 20 to 35 percent of entrained air,

and no-fine lightweight aggregate,

2 . Comparison of the use of hydrolyzed protein type foaming agents used in combating fires with air-entraining agents

more commonly used in concrete

.

3 . The acceleration of strength development to the maximum

degree possible without applying heat and without adversely

affecting the workability of the fceshly-mixed material.

An earlier study ( 1 )—'' had shown that the fine aggregate

could be replaced entirely by entrained air in mixtures made

with portland cement and uniform-size gravel without adversely

affecting workability or shrinkage, and with marked improvement in resistance to laboratory freezing and thawing, reduced

capillary rise of water, and lowered thermal conductivity.

l/ Numerals in parentheses denote references listed at the

end of this report.

- 2 -
The strength and elasticity were lowered markedly. It appeared that this type of mixture might be profitably investigated if coarse lightweight aggregate were used. Carlson (2)

had shown in 1938 that, for mixtures having a constant watercement ratio and made with uniform-size dense aggregate, the

shrinkage was greatest in the mixes containing the smallest

aggregate and least in those containing the largest aggregate.

In this series of tests the shrinkage was more than J4.O percent

lower for a mixture with 3/8 to 3/4 ~i n * aggregate than it was

for one with the same volume of aggregate in the U a S. sieve

size range No. 30 to No. £0 (0.012 to 0.023 in.). Further

reasons for eliminating the fine lightweight aggregate lay in

certain characteristics wherein these aggregates differ from

dense aggregates: first, in the disproportionately high percentage of dust present in the fine lightweight aggregates,

and second, in the fact that the bulk specific gravity of the

lightweight aggregates increases as the particle size decreases

with the specific gravity of the finest fractions and dust

being well over two for some pumices while that for the

coarser pumice fractions may be about one. It is seen that

the finest fractions may contribute little toward lowering the

density of a concrete mix and the presence of dust of rela-

" ce may require an unduly high proA final reason for eliminating the fine aggregate was related entirely to the technology of lightweight aggregate concrete: it made it highly convenient and desirable to analyze

the fresh concrete by washing the aerated cement paste through

a screen so that, for each batch, a comparison could be made

between the design proportions, based on batch weights and

specific gravities, and the results of an analysis which included an absorption determination for the aggregate.

The high and variable absorptions for some of the aggregates had accounted for large uncertainties in water-cement

ratio, cement factor and air content in previous investigations.

Since entrained air is usually one of the ingredients in the

more conventional lightweight aggregate concretes, the present

investigation afforded an opportunity to attempt to measure and

control this variable more closely.

2/ Since the study was initiated it has appeared that a beneficial effect might accrue from the presence of lightweight

aggregate dust in concrete . Expanded shale and expanded

slate dusts appear to be "pozzolani c

,

n i.e., to react with

the free lime liberated during the hydration of portland

cement. There is reason to expect that pumice and expanded

slag dusts as well might be highly pozzolanic.

3
2 * SCOPE OP THE INVESTIGATION

The coarse lightweight aggregates chosen for study were

California pumice, New Mexico pumice, expanded shale (Haydite),

sintered shale (Lelite), and expanded slag (Waylite). An

additional pumice (from Santorin, Greece) and an additional

expanded shale, Rocklite, were used in a relatively small

number of bat-ches; a few batches were made with a siliceous

pea gravel from White Marsh, Md. A siliceous sand from the

same source was used with a number of the coarse lightweight

aggregates * The coarse aggregates were used as supplied by the producer in most cases. Concretes were made with several different percentages of entrained air in the range 20 to 35

percent with most of the aggregates and a high early-s trength

cement; additional mixes were made with similar percentages

of entrained air, using a normal portland cement. Calcium

chloride was used as an accelerator of strength development

In all mixes and three different types of air-entraining

agents were used 'with most mixes. The slump requirement was

set at 5 ± 2 inches.

The proportions of cement to saturated, surface-dry

aggregate, by absolute volume, were approximately 1 to 5 except for a few of the mixes.

Tests performed were as follows:

Proportions and dehsity of plastic and hardened concrete

(a) Density of plastic concrete,

(b) Slump,

(c) Air content-estimate of stability of entrained air,

(d) Analysis of plastic concrete- cement factor,

(e) Absorption of aggregate from analysis,

(T) Calculation of proportions from batch weights and

specific gravities of ingredients,

(g) Density and calculated air content of all specimens . Strength

(a) Compressive strength (l, 7? and 28 days) of

6- by 12-in. cylinders,

(b) Modulus of rupture (7 and 28 days) of 3~ by Lj.- by

l6-in. prisms*

( c) Bond strength and bond stress-slip relationships

of 6- by 6- by 12-in„ horizontally-cast pull-out

specimens with 7/8-in. round, deformed reinforcing bars.

- 4-
Elasticity

(a) Stress-strain relationships and secant moduli of

elasticity for 28-day compressive strength

cylinders

,

(b) Dynamic (resonance) moduli of elasticity (longitudinal and flexural), and rigidity (torsional)

and Poisson's ratio of 6- by 12 -in. cylinders

and 3- by I4.- by 16-in. prisms at age of 28 days.

Moisture characteristics

(a) Absorption ( 2i| hr, 73 F and 5-hr boil) and saturation coefficient of broken halves of modulus of

rupture prisms,

(b) Capillary rise of water in broken halves of

modulus of rupture prisms,

( c) Shrinkage of 2- by 2 - by 12 -in. prisms due to

drying at 73 50 percent relative humidity for

180 days,

(d) Resistance to freezing and thawing, change in

dynamic moduli, and durability factor of 3- by

hf.- by l6-in. prisms.

Thermal conductivity

Guarded hot plate test of 1 - by 8- by 8-in. plates.

3 , MATERIALS, MIXING, AND FABRICATION

3.1 Cements, Aggregates, Foaming Agents and Accelerators

A high-early-strength cement and a normal portland

cement meeting the requirements of Federal Specification

for portland cement, SS-C -192 (Type III and Type I, respectively) were used. These cements were obtained from a local supplier and had been manufactured at Union Bridge, Md

Lightweight aggregates were used in intermediate or

coarse gradations only; these were expanded shale (Haydite)

from St. Louis, Missouri; sintered shale (blend of Lelite

"coarse" and "intermediate" gradations); foamed slag (Waylite)

from Bethlehem, Pennsylvania; New Mexico pumice, and California pumice. A small number of mixes was made with an

additional expanded shale (Rocklite) from Ventura, California,

and a single mix was made with pumice from Santorin, Greece.

Dense aggregate used consisted of a siliceous pea gravel

(nominally No. to 3/8 In.), and a siliceous sand from White

Marsh, Md.

“ 5-
On the basis of previous work (l) and additional study

preliminary to the present investigation, three air-entraining,

or, as they shall be termed here, "foaming” agents were used.

These were chosen from a group of over 20 agents of various

types, most of which were wetting agents or detergents, which

were used in small, hand-mixed and machine-mixed batches. The

selection was based upon, the apparent stability and "controllability" of the proportion of entrained air. The agents chosen

were of differing types;

1„ Agent "V" a proprietary neutralized resin widely

used in pavement concrete, prepared for use as a 5 percent aqueous solution.

2, Agent "M", a foaming agent used in combating

gasoline fires; this agent was a hydrolyzed degenerated

waste protein derivative of fish scales and cattle

hooves

.

3. Agent "F", which consisted essentially of a sodium salt of an alkylnaphthalene sulfonic acid. This

agent could be classed as a wetting agent; it has received some use in "foamed", lightweight concrete products and in fire protection.

The apparently high stability of agent "M" in preliminary tests, and the successful use of a similar agent (a

hydrolyzed keratin) in producing cellular concretes in Great

Britain (3) indicated that this type of agent, not previously

used in concrete in this country, should be rather thoroughly

examined. •. Inasmuch as low-strength concretes cannot usually be removed from forms at a very early age and since "precast" concrete sometimes requires handling at very early ages, an

accelerator was required. Strength accelerators used in small

preliminary batches were commercial flake calcium chloride; a mixture of chlorides of calcium, aluminum, barium, iron, and

sodium (of which calcium chloride constituted 70 percent of

the mixture by weight); triethanolamine; triethylamine ; sodium

hydroxide; and high-alumina cement. While some of these agents

produced marked acceleration of initial set, calcium chloride

and the salt mixture appeared to be the most effective in

accele rating the development of 21; -hr strength when used with

high-early-strength cement. Calcium chloride was as effective as the salt mixture and more -economical and easier to use.

The other agents, when used in amounts producing a notable

effect, generally produced premature stiffening. Therefore,

calcium chloride was used in all mixes in the amount of 2 percent, by weight of cement.

- 6 -
3.2 Preparation and Proportioning of Aggregates

In view of some uncertainties in the proportions of lightweight aggregate concretes in previous investigations the

batching was done on a dry basis. The dry weight of a given

type of aggregate was held constant for a series of batches;

the dry weight of aggregate was chosen as the amount which

would provide a ratio of 1 part of cement to 5 parts of

aggregate, by absolute volume. Since the extended soaking

periods to which lightweight aggregate had been subjected in

earlier work almost never obtain in practice, it was decided

to store the aggregate^ prior to mixing, for to 5 hr in a

covered container with all of the estimated water of absorption and about 75 percent of the gaging water . The aggregate

was periodically agitated to give the water access to all of

the aggregate in the container. The values used for specific

gravity and absorption of the aggregate were not those obtained by the A.S.T.M. method, which are listed in Table 1.

Values for specific gravity were obtained in preliminary

tests of aggregate by water displacement of a known dry

weight of material after immersion in a 2 liter graduate.

As will be shown later, the absorption values used were those

of aggregate reclaimed from the density sample of concrete

4 to 5 hr after the beginning of the soaking period and were

generally appreciably smaller than the corresponding values obtained by the A.S.T.M. methods . The differences were of such

magnitude that considerable errors would arise in the calculation of proportions and water-cement ratios for concretes containing aggregates soaked for only 4 hr, if the higher A.S.T.M.

48-hr values were used.

3.3 Mixing Procedure; Slump and Density Measurements

The mixing was done in a tilt-drum mixer of 3 cu ft

capacity. The weights of ingredients were chosen to provide

approximately 2 cu ft of concrete having an approximate cement

factor of 5 to 6 bags per cu yd when the air content was in

the desired range of 20 to 35 percent. The mixer was not prepared with priming batches since successively mixed batches

might differ widely in air content. The walls of the mixer

were moist prior to mixing. The wet aggregate together with

the water in which it had been stored for about 4 Mn (estimated

water of absorption and 3/4 of gaging water) were introduced to

the mixer first, followed by the calcium chloride dissolved in

3/. The moisture in the aggregate prior to weighing was

determined by means of a "fry-test” and the batch weight

corrected for this moisture, usually a very small amount.

- 7-
water. Mixing was begun;/* and the cement was added while the

mi^xer was rotating. Water was then added until all of the

aggregate particles were covered with cement paste. This

required about one minute from the time that the , cement had

been added. The foaming agent was next added u/and mixing

continued for three minutes. During this time water was

added as needed* to- provide, as judged visually, the desired

air content and Workability. With experience this could be

done reasonably accurately. The mixer was then turned off

for a two-minute period and then mixing was resumed f or a final two-minute peridd.

A slump test was made for each batch immediately following mixing; the slump values are tabulated in Table 2. The

workability was generally excellent, except for a few mixes

in which the slump was three inches or less. Slumps as low

as these values were caused by a loss of air from the mix

due to the handling and the rodding procedure used in the

slump test, and indicated some instability in the entrained

air

.

Two density determinations were made upon the plastic

concrete, the first ("No. 1" in Table 3) simultaneously

with the slump determination and the second ("No. 2" in

Table 3 ) 10 minutes later upon material remaining after the

fabrication of the test ' 'sppcimens . The density determinations were made in a 0.1 cu ft cylindrical container. The

container was filled in two layers and each layer was rodded

25 times in the manner used in fabricating 6- by 12-in. test

cylinders. The second layer was struck off flush with the

top of the container, and the weight of the sample determined,

from which the density, in pounds per cubic foot, was calculated.

3 . U- Fabrication of Test Specimens

Specimens were fabricated from mixes estimated to have

the desired air contents. Generally, more than one mix was

made with each aggr egat e- cement-f oaming agent combination,

in order to obtain concretes of more than one air content.

It may be seen in Table 2 that variations in air content

were obtained by varying the quantity of foaming agent (when

all other factors remained the same).. Most of the batches

were of sufficient size to permit the casting of the following specimens:

Ip/ One method tried consisted in adding a mixture of calcium

chloride, foaming agent, and water together; this resulted

in very poor* stability of entrained air. This experience

has been corroborated by others and the manufacturers of

some of the agents caution against the practice.

- 8 -
Three 6- by 12-in. cylinders

One 6- by 6- by 12-in. pull-out

Pour 3- by 4~ by 16-in. prisms

Two 2- by 2- by 12-in. prisms

Two 1- by 8- by 8-in. plates

One 6- by 12-in. cylinder, designated

"x-cylinder"

The specimens were cast in the order listed. For low

air contents one of the 3- by 4“ by l6-in. prisms or the

x-cylinder, or both, were eliminated. The purpose of the

x-cylinder, which was generally of lower air content (since

it was cast last) than the three other cylinders, was to

provide indications of the effect of loss of entrained air

upon strength. The 2- by 2- by 12-in. prisms were provided

with metal end-inserts to facilitate length change measurement s .In a few cases smaller (half size) batches were made to

provide compressive strength cylinders only.

All molds were water-tight. The cylinders were molded

in accordance with the method of A.S.T.M. Standard C192-49.

Both sizes of prisms and the pull-out specimens were cast

with the long axes horizontal, and for the 3- by 4

- by l6-in.

prism the 4

- i n « dimension was vertical; the plates were cast

with one 8-in. dimension vertical. All specimens (other than

the cylinders) were cast in two layers and each layer was

rodded and spaded around the edges sufficiently to consolidate the concrete. The rod used was the standard 5/8-in.

bullet-nose rod, except in the case of the smaller 2- by 2-

by 12-in. prisms and 1- by 8- by 8-in. plates; for these

specimens a l/4-in. rod was used. All specimens were screeded

and trowelled smooth immediately after casting, whereupon

they were covered with waxed paper until removed from the

molds at the age of 20 to 24 hr.

4. AIR CONTENT AND CEMENT FACTOR

4.1 Calculation of Air Content

The air content was calculated gravimetri cally , as

follows

Percent of entrained air = (W c - Wd)/W c x 100

where is the density determined for the plastic concrete,

or from the weights of test specimens, and W c is the "no-air"

density calculated from the batch proportions and the absolute

- 9-
volumes of the batch Ingredient s . The air contents, determined in this way, are given in two columns of Table 2; the

air content for the plastic concrete is the value calculated

using the mean weight per cu ft of density samples No. 1 and

No. 2; a value for the hardened concrete is also given for

each mix and was calculated using the average density of

three 6- by 12-in. cylinders when removed from the molds less

than 2l| hr after mixing. It was assumed that means taken to

seal and cover the molds prevented the escape of water from

the concretes during the initial 24 -hr period. Table 3

gives information in detail on the density and calculated

air content obtained from the No. 1 and No. 2 density determinations for the plastic concrete, and for all of the specimens of various dimensions on the basis of their 24~hr weights

In figure 1, the densities of' the 6- by 12-in. cylinders when

removed from the molds are plotted against the air contents

calculated from those densities. Considering only a single

type of aggregate at a time, it is seen that there was a linear relationship between air content and density in the

range of 20 to 35> percent of entrained air. Among the mixes

without fine aggregate, the pumices are grouped together

near the bottom of the graph and the gravel mixes are,

naturally, at the other extreme. At a given air content,

the Waylite mixes were lighter, and the Lelite and Rocklite

mixes heavier, than the Haydite mixes. The slopes of the

linear relationships Increased with density. Replacing 25>

percent of the volume of the lightweight aggregate by sand

naturally increased the density. The New Mexico pumice mixes

with sand were almost as heavy as the no-fines Haydite mixes

of the same air content.

4.2 Stability of Entrained Air

Table 3 reveals a decrease In air content and a corresponding increase in density during the 10-min period between

determination No. 1 and No. 2. The mean of these two values,

considered as an average air content of the plastic concrete,

f

enerally agreed well with the values calculated for the

- by 12-in. cylinders. However, among the various types of

specimens, the air content decreased significantly (and the

density increased) as the specimen size became smaller. The

small shrinkage prisms (2- by 2- by 12-in. ) and conductivity

plates (1- by 8- by 8-in.) generally showed the lowest air

contents and the highest densities. The information contained in Table 3 then indicates, if comparisons are made,

the relative stability of the entrained air to handling,

i.e., scooping, rodding, spading, etc. An important attribute of virtually all of these concretes was that, despite

- 10 -
the fact that they were trowel-finished immediately after

casting, there was generally- nq further loss, of air after

finishing, i.e., the top surfaces did not subside or "sag.”

The loss of air, it is believed, would be far less serious

than the degree of loss indicated in Table 3 if these concretes were to be used in construction since the size of

the members would undoubtedly be larger than the sizes of

some' of these specimens and the amount of handling would' be

far smaller. . Prom Table 3 the relative instability of the

entrained air may be judged in three ways: (a) The magnitude of the difference between the air contents for plastic

concrete samples No. 1 and No. 2; (b) The magnitude of the . differences in air contents among the various specimens, of

different sizes; (c) The magnitude of the difference betweenthe air contents of the 6- by 12-in. cylinders and the

single M X" 6- by 12-in. cylinder cast, after ail other specimens were cast (when sufficient concrete remained)

Comparisons of air contents of the specimens of various

sizes cast from selected individual mixes of comparable air

contents, expressed as a percentage of the No. 1 air content

of the plastic concrete, are indicated as follows:

Aggregate

• t "J? o am- I

:‘ing .‘

! agent

.’

Type ! °f

cement

Air content as percent of No.l air content

cylinder

pull-out :r-prism:

o e s-prism: conductivity plate

Pumice N M Ill 94 88 86 73

Haydite M III 90 84 84 71 64

Lelite M III 80 68 68 65 6l

Gravel M III 90 83 85 78 -- Mean 88 81 81 72 63

Pumice N F III" 83 82 69 62 62

Haydite F III 93 87 88 78 73.

Lelite F III 82 81 73 70 63

Gravel F HI 92 ““ 78 79 -- Mean 88 83 77 72 66'

Pumice N V Ill 99 97

: 95 92 94

Haydite V III 95 92 . 895 92 82

Lelite ,. V III 82 77 , '79 78 73

Gravel V III 100 __ 96 96 -- Mean 9b : 87 90 90 83

11 -
Although the usual "rodding" and "spading" techniques were

the only methods of consolidation here employed, later experience has indicated that placement by vibration might

result in lower losses of entrained air. Agent "V", the

proprietary neutralized resin widely used for air-entrainment in concrete, generally provided the most stable air entrainment. Agents "M n and "P" provided air entrainment of

about the same stability but of significantly lower stability

than that provided by agent "V" . Agent "F" could not provide

a satisfactorily pre-controlled air content when used with

certain aggregates, particularly Waylite, with which no useful air content could be obtained. Agent "M" was less stable

with Waylite than with other aggregates; agents of the type

represented by "M" are unstable in the presence of wetting

agents; upon investigation it was found that water in which

Waylite had been soaked had some sulfonate or sulfate characteristics, probably due to sulfur compounds present in the

original slag from which the Waylite was produced.

Instability of entrained air is not necessarily a serious fault; if the air voids retain a spherical shape

and if the degree of loss is fairly constant from one batch

to the next , corrections may be made by simply designing for

that degree of loss. If, however, the instability results

in a change in shape of the ideal spherical air bubble to

one that is flattened, i.e. ovoid, then the strength properties will be affected. If the spherical voids decrease in

vertical dimensions and increase in horizontal dimensions,

the strength in the vertical direction will be decreased because of a diminution in the mean size of the inter^void

columns of solid material comprising the concrete.

Much is yet to be learned in the use of hydrolyzed protein foaming agents. These agents do not behave, in a concrete mixer, in the same way that better known air-entraining

agents behave. The amounts used, it is now known, should be

a function of the water content of a mix, since there is an

optimum concentration of foaming solution (foaming agent/

water) that will produce the most stable foam. These agents

were superior in stability to all others in preliminary tests

in which neat pastes were subjected to rapid beating in a

Hobart kitchen-type mixer; air (contents in these pastes were in

the range of I4.5 to 70 percent .-2/

5/ An alternative method, not available at the NBS at the time

of this study, has since shown that the amount of foaming

agent required in mixes without aggregate may be reduced

70 to 85 percent without sacrifice of stability. This method

consists in generating foam from water, foaming agent, and

compressed air, and injecting the foam into a pre-mixed

- 12 -
4.3 Analyses of Concretes; Cement Factor

The value used for the specific gravity of the cements

in calculating absolute volumes was 3 . 20 „ The values for

the bulk specific gravities of the aggregates were determined by the displacement of water after soaking for 4 to 5

hr. These values appear in Table 1 in the column following

that giving the values determined according to A.S.T.M,

Method C128-42 (modified for lightweight aggregate). Comparing the two sets of values for specific gravity, it is seen

that in most cases the 4~hr value used is lower than that

provided by the A.S.T.M. method, which requires a much

longer soaking period of 48 hr. The differences appear to

be due to the appreciably lower absorption values (also

given in Table 1) after 4 to 5 br of soaking. These values

are listed as the absorption values determined "from analyses"

in Table 1.

Each of the absorption values listed is a mean for

several determinations; a determination was made for each

mix. These absorption determinations were made upon the

aggregate retained on a No. 8 screen after washing the No. 1

concrete density sample upon the screen. The aggregate was

dried to the "saturated, surface-dry" condition, weighed,

oven-dried at 220 F for 24 hr, and weighed again. The loss

in weight upon oven-drying was divided by the oven-dry weight

to give the absorption value. The mean values in Table 1

represent as many as 8 or 9 separate determinations (in the

cases of Pumice NM and Haydite). Individual values were

generally within ± 2 percent of the listed mean values, even

in the case of the relatively high absorption values for the

pumices. The individual values were used In calculating the

weights of saturated, surface-dry aggregate and the net water

content from the batch weights of dry aggregate and water

used in each mix, U

_4/ cont . slurry in a horizontal paddle-type (plaster ) mixer.

The foam remains stable upon blending with the slurry. It

is possible that this method could be successfully employed

with lightweight aggregate concretes for air contents in the

range of 20 to 35 percent (cement paste air contents in the

range of 40 to 70 percent).

_6/For mixes that contained sand no analysis was made. Absorption values used for the lightweight aggregate were the

average values obtained from analyses of the "no-fines" mixes,

which are given In Table 1.

)7/Naturally , this could be done only after the absorption determination had been completed, which was more than 24 hr after

mixing.. As explained previously, the aggregate was batched

dry in amounts estimated to provide the desired weight of

saturated, surface-dry aggregate.

-13-
The determination of the weight of saturated, surfacedry aggregate retained on the No. 8 screen after washing

density sample No. 1 upon that screen permitted an analysis

to be made of the concrete. First, a correction for loss

of aggregate through the screen had to be applied. The

amount passing the No. 8 sieve, as determined in the conventional sieve analysis (Table 1), was not used, but instead,

a mean value was obtained by washing at least two samples

of each aggregate upon the same screen used for washing the

concrete samples. These mean values appear in Table 1 as

"Percent washed through No. 8.” These values are generally

appreciably lower than the corresponding values from the

sieve analyses, due probably, to the much gentler sieving

of the washing procedure. The determination of the cement

factor from the analysis of the density sample (with the

understanding that, for a 0.1 cu ft sample, all weights

apply to one cu ft when multiplied by 10) was as follows:

(a) Weight of sample = weight per cu ft

of concrete

(b) Corrected weight of = s.s.d. aggregate retained on No, 8 screen

after washing sample

weight of s.s.d.

aggregate per cu ft

of concrete

(c) ( a) - (b

)

/,

weight of cement

paste per cu ft

of concrete

(d) ( c/(% +

1) %+-4 =

V//£

weight of cement per

cu ft of concrete

water-cement weight ratio

(e) (d) x (27/914.) ' = cement factor, bags per

cu yd of concrete

The cement factor as calculated in (e), above, may be made

applicable to any density value subsequently determined (as,

for example, that for the 6-by 12-in, test cylinders) by

multiplying the cement factor by the subsequently determined

density and dividing by the No. 1 density value, (the density

of the sample analyzed). The cement factor values calculated

in this way are listed In Table 2 under the column headed

"cement factor, from analysis." These values and companion

values, also listed, calculated in the usual way from batch

weights, are based upon the density values calculated from

the weights of 6- by 12-in. test cylinders upon removal

from the molds prior to the age of 24 hr.

- 14 -
i|.[i- Other Proportions

The nominal proportions are given in Table 2 as "Parts

of aggregate to one part of Portland cement" (by absolute

volumes). These proportions are based upon the volume of

cement and the calculated volume of saturated, surface-dry

aggregate present in the mixer at the end of the mixing

period. The proportions would be changed slightly in many

cases if based upon analyses since the cement factor calculated from analysis was usually appreciably lower than that

based on batch weights, due to the loss, by adhesion to the

mixer walls, of a greater proportion of cement paste than

of aggregate. The quantity of entrained air, recalculated

on the basis of the analysis, would also be changed slightly

in a number of cases, due to the fact that the calculated

"no-air" weight, based on the proportions determined from

analysis, was different from the value calculated from

batch weights. In 90 percent of the mixes the difference

between air contents calculated both ways did not exceed

one percent, and in only one mix did the difference exceed

two percent.

Analyses were not performed for mixes in which fine

aggregate (siliceous sand) was used; therefore, cement

factor values calculated in the usual way are the only ones

listed for these mixes in Table 2.

5. CURING AND SCHEDULE qP TESTS OF SPECIMENS

The curing and testing of the specimens were performed

at 73 F and uncontrolled humidity (except where noted) according to the following schedule:

- 15-
a/

Type of specimens—7 Days

in

molds

# • •Days ;Days

: moi st | in

• cured * water

• •

* Days

: in

: air

Age ;

( days ) ; when ! tested )

Number

of

specimens

tested —

cylinders, 6- by 12-in. 1 6

14—

C\J 1 , 7,28 1

x-cylinder, 6- by 12-in.

( compressive strength)

1 6 21

d/

21“

e /

28 1

r-prisms, 3- by 4-" by l6-in.

( modulus of rupture

)

1 6

c /

7,28 1

r-prisms, 3~ by 4“ by l6-in.

(freezing and thawing)

1 6 3“

42-

50 1 or 2

pull-out, 6- by 6- by 12-in.

(bond strength, slip)

1 6 21

0 f /

28 1

s-prisms, 2- by 2- by 12-in.

(drying shrinkage)

1 6 l80“ 7 to 187 2

plates, 1- by 8- by 8-in.

(thermal conductivity)

1 6 30 4

Q^7 ±

a/ Absorption and capillarity test specimens were the broken halves

of modulus of rupture prisms and were subjected to oven-drying

at 220 F for I4.8 hr prior to testing at ages exceeding 50 days,

b/ From each mix, at each age 0 c/ After drying period.

dj For specimens tested at 28 days only,

e/ Average length of drying period (± 1I4. days).

fj Relative humidity 5>0 ± Si°

g/ Oven-dried at 220 F for I4.8 hr prior to testing.

-16-
6 . DESCRIPTION OF TESTS AND DISCUSSION OF TEST RESULTS

6.1 Compressive Strength

The 6- by 12-in. cylinders were capped with a highstrength, rapid-hardening plaster of paris preparatory to

testing for compressive strength. Of the three cylinders

cast from each batch immediately after mixing, one was

tested at the age of 21| hr, one at 7 days, and one at 28

days. The x-cylinder, cast from the concrete remaining

from each batch after all other specimens had been cast,

was tested at the age of 28 days . £/ The cylinders were

tested by loading at a rate of $00 psi per min in a hydraulic testing machine. Compressive strengths at 1 , 7 * 28 days

are listed in Table I4., and are plotted against air content

in figures 2a, 2b, and 2c.

The mean compressive strengths, expressed as percentages of the mean 28-day strengths, are summarized in

the following Table:

8/ Static and dynamic elasticity properties were also determined for the 28-day cylinders in the course of, or prior

to, testing for compressive strength. For descriptions

of these tests, see sections 6.I4..I and 6.1|.2.

- 17 -
Aggregate

: 'Number

‘Cement: of

: : mixes

: Percent of 28-day strength

• at age indicated

• Compressive strength:Modulus of rupture

1 day 7 days ; 7 days

Pumi ce III 8 57 105 117

Haydite ) Rocklite

)

Lelite ) Waylite )

III 53 90 109

Gravel III 3 55 123 104

Pumice, sand III 7 54 85 100

Haydite ) Rocklite) sana III 4 55 92 103

Gravel , sand III 2 69 97 114

Pumi ce I 6 35 92 79

Haydite

)

Waylite

)

I 2 31 78 100

Gravel I 1 39 85 100

Gravel I 1 — 88 —

(The modulus of rupture data in the Table will be discussed in

section 6.2). It may be seen that the summarized data for the

concretes (all of which contained calcium chloride) are divided,

for convenience, into three aggregate groups: all of the pumices

are in one group, Haydite, Rocklite, Waylite, and Lelite are in

another group, and siliceous coarse aggregate is in the third

group. Each of the aggregate groups is further divided into

three groups: concretes containing high-ear ly-strength (Type

III) cement and no-fine aggregate are in one group, those containing high-early-strength cement and sand are in another group,

and those containing normal portland (Type I) cement and no-fine

-18-
aggregate are in a third group for each aggregate type. For

a total of 37 mixes made with high-early-strength cement

(Type III) the one-day compressive strength was a remarkably

constant percentage of the 28-day strength - 53 to 57 percent

on a group basis. Only for the sand-gravel mixes was the

one-day percentage notably different among the high-earlystrength cement mixes. The 7-day strength ranged from 85

percent, for the pumice-sand mixes, to 123 percent of the

28-day strength, for the no-fines gravel mixes when highearly-strength cement was used. In general, the 7-day

strength approached, or exceeded the 28-day strength for

mixes made with high-early-strength cement.

For mixes containing normal portland cement (Type I),

the one-day compressive strength averaged 31 to 39 percent,

and the 7-day strength averaged 78 to 92 percent of the 28-

day compressive strength, on a group basis.

Examination of figures 2A, 2B, and 2C reveals no welldefined departure from a general air content-strength relationship, except for the expected relatively low one-day

strengths of the mixes containing normal portland cement,

and the unexpected relatively low strengths at all ages for

mixes containing agent F. The dispersion of strengths at a given air content appears large. However, considering the

28-day values only, a change of one percent in the value for

the percentage of entrained air would be accompanied by an

average change of about 100 psi in compressive strength.

This relationship is in agreement with previously obtained

data (l). While the degree of precision with which the percentages of entrained air were determined is not known, it

may be seen that, should the uncertainty in the values for

air content be as high as ± 2 percent, much of the scatter

could be accounted for. Some dispersion Is to be expected

in plotting strength values for Individual specimens, in

view of the relatively high coefficients of variation obtained by other investigators among specimens within batches

of low-strength concretes (I4.). Nevertheless, the plotting

of strength data in a single graph for concretes made with

different types of aggregate of widely varying characteristics

does not appear to Indicate systematic differences in strength

due to aggregate characteristics. It is probable that, within the range of air contents considered here, the strength

of the cement paste is the strength determinant. Some departures from a hypothetical relationship should be expected

for similar concretes subjected to extended periods of drying, due to differences in drying rates as influenced by the

nature of the aggregate.

- 19 -
6.2 Modulus of Rupture

Two of the 3- by 4“ by l6-in„ prisms cast from each batch

were tested for modulus of rupture, one at the age of 7 bays,

and the other at the age of 28 days. The testing was done by

third-point loading and with a span of 15 in. in a hydraulic

testing machine at a rate of 100 lb load per min. The 3-in.

dimension was the depth of the specimen. After testing, the

broken halves were stored in air at' 73 P, humidity uncontrolled, for later use in absorption and capillarity tests.

Modulus of rupture values for 7 and 28 days are listed in

Table 4

The 28-day modulus of rupture values are plotted against

compressive strength in figure 3. Figure 3 indicates ratios of

compressive strength to modulus of rupture ranging from 3, at

the lowest strengths, to 5 For compressive strengths near

1500 psi. Some of the pumice concretes had inordinately low

values for modulus of rupture; taking • the pumice concretes

alone, the relationship of compressive strength to modulus of

rupture was not well defined. This is in accord with data

previously obtained by Kluge, et al (5). Comparison of the

7- and 28-day modulus of rupture values may be done in the

same way as for the compressive strength values. In the Table

in the- preceding section on compressive strengths, the 7-day

modulus of rupture data are listed as percentages of the 28-day

values. It is seen that for only one of 9 groups into which

the data were divided, namely, the pumice concretes made with

normal portland (Type I) cement, was the average 28-day modulus

of rupture greater than the 7“day value. In all other groups

the 7-day values ranged from equality with, to 17 percent

greater than, the 28-day values. As in the case of the compressive strengths, the acceleration caused by the use of

high-ear ly-strength cement, or calcium chloride, or both,

and the drying of the specimens for 21 days prior to the 28-day

test, apparently caused little further development of strength

after 7 days.

6.3 Bond Strength and Bond Stress-Slip Data

The bond test specimens were horizontally cast 6- by 6-

by 12-in. pull-outs- with embedded 7/8-in. round, deformed bars

meeting the requirements of A a S,T.M, Standard A305-49. The

length of embedment was 12 In. through the center of gravity

of cross-section of the pull-out specimen. In testing, the

specimen was seated vertically on a rubber belting cushion

1/4 -in. thick, which rested upon a base plate attached to a spherical bearing block. The base plate was separated into

two segments and the bearing block had a 1-in, hole in its

- 20 -
center to permit the protrusion of the reinforcing bar to the

gripping jaws. At the loaded end (bottom) two dial gages

were bolted to a steel bar which was firmly attached to the

concrete by bolts screwed into inserts which were embedded

in the concrete at the time of casting. The spindle points

of the dial gages were in contact with the smooth surface of

a steel yoke fastened to the reinforcing bar by three set

screws at a point 1-in. below the bottom 6- by 6-in. concrete face of the specimen. The yoke was free to move vertically with the reinforcing bar, away from the concrete. As

the load was applied the average of the two dial readings indicated the movement of the point on the reinforcing bar at

which the yoke was attached, in relation to the bottom concrete surface of the specimen. To obtain the value for slip

at the loaded end of the specimen, these average readings

were corrected for elongation of the bar between the concrete surface and the yoke connection point.

The slip of the reinforcing bar at the free- end (top)

of the specimen was measured directly by a dial gage

supported upon a frame set in plaster of paris upon the top

6- by 6-in. concrete face of the specimen. The spindle point

of this gage rested upon the smooth end- surface of the reinforcing bar, which protruded .about 1 in. from the concrete

surf ace

The pull-out specimens were tested in a hydraulic testing machine and the load was applied at a rate of 500 lb per

min. Initial dial gage readings were taken at a load of

2^0 lb and thereafter at increments of 250 lb until failure.

The dial readings were taken without interrupting the continuous application of the load.

The bond strengths and maximum observed slip values are

listed in Table []_ ; bond strengths are plotted against compressive strengths in figure I4.

A notable feature of the bond stress-slip data is the

fact that the maximum observed slip values for the free and

the loaded ends are considerably smaller than values obtained

in similar tests of dense concrete (6); the values are also

notably smaller than those obtained in tests of concretes containing fine and coarse lightweight aggregate and having comparable compressive strengths. The ratios of compressive to

bond strength indicated by figure 3 range approximately from 2

to with the lower ratio corresponding to the lowest strength

in the range of bond strengths of 60 to 300 psi. These values

are In general agreement with previous data for no-fines peagravel concretes containing 25 to 30 percent of entrained

- 21 -
air (1). The relative low slip values indicate that there

is an abrupt rather than a gradual failure, and that initial

slip occurs very slowly until the onset of failure when

slippage occurs too rapidly to be measured. These results

are indicative of an effect of the absence of fine aggregate

in producing brittleness

„

6.I4. Static and Dynamic Elasticity Determination

6.JLj,.l Stress-Strain Determinations

Strain measurements were made upon about 1|0 representative 6- by 12-in, cylinders during the testing for compressive strength at the age of 28 days. Two electric resistance

bonded wire strain gages having 6-in. gage lengths (SR-I4.

300 ohm "A- 9

’ 1 ) were bonded to opposite sides of each cylinder.

The gages were connected electrically in parallel and two similar gages bonded to a steel bar and also connected in parallel

served as a compensating resistance in a Wheatstone bridge

circuit. The average strain for both specimen gages was read

directly in microinches per in. by means of an a.-c. bridge

type strain indicator. Strain readings were made at convenient increments of. loading without interrupting the continuous application of the load to the point of failure. Representative stress-strain curves are shown for two different

strength levels in figure 5 . A "secant modulus" of elasticity

was determined as the slope of a secant to the stress-strain

curve, drawn through the origin and the point on the curve

corresponding to a strain of 0 . 0005 . The secant modulus

values are listed, with values of the maximum observed compressive strain, in Table 5 o The stress-strain curves of figure 5 indicate large diff erences among concretes made with different lightweight aggregates, but of similar compressive strengths. The curves for

gravel concretes show the greatest curvature and those for the

pumice concretes show the least curvature! at a given strength,

the secant modulus of elasticity was highest for concretes containing gravel, and lowest for concretes containing pumice.

The effect of replacing 25 percent of 'the coarse pumice by an

equal volume of sand was to increase the slope of the stressstrain curve and the secant modulus. The maximum observed

compressive strain ranged, for 800 psi concretes, from 0.0012,

for gravel aggregate, to 6,0026 for pumice aggregate; for 400

psi concretes the values ranged from approximately 0.0009 for

gravel to 0.0018 for pumice.

- 22-
6. L|. 0 2 Dynamic (Resonance) Moduli of Elasticity

and Rigidity

The apparatus used in determining the dynamic elastic

properties consisted essentially of an electrical resistance-tuned oscillator continuously variable in the range 20

to 20,000 cps (± 1%) which, through a power-amplifier,

energized an electro-mechanical driver. The driver consisted of a permanent-magnet speaker with a brass driving

rod cemented to the voice coil. The driver and a counterweight were attached at the underside of the test so that

adjustment of the counter-weight permitted the vertical protrusion of the driving rod upward through a hole in the

surface of the table. The free end of the brass rod was

thereby brought into contact with the test specimen which

was in this way subjected to forced vibration. The sensing

element was a piezoelectric crystal pickup cartridge, connected through a voltage (high gain) amplifier to the vertical deflection plates of a cathode-ray oscillograph. (The

oscillator was connected not only to the driver, but also

to the horizontal plates of the oscillograph). The needle

of the pickup was placed in contact with the specimen by

attachment of the pickup to the specimen with a rubber band,.

Resonance frequencies were indicated by Lissajous patterns

of maximum height on the screen of the cathode-ray tube.

The Lissajous patterns were also used to detect, by indications of phase changes occurring as a specimen was probed

along its side or end surfaces, the nodal points and corresponding modes of vibration.

Virtually all of the 6- by 12-in„ cylinders and 3- hy

4~ by l6-in. prisms remaining after tests at earlier ages

were tested dynamically at the age of 28 days. Fundamental

resonance frequencies of longitudinal, flexural, and

torsional vibration were determined for both types of specimen, A specimen was excited longitudinally by placing it

upright with the bottom end resting upon a sheet of sponge

rubber covering the test table; the specimen was driven at

the bottom end and the pickup was placed at the other end.

Flexural vibration was excited by laying the specimen upon

the sponge rubber in such a way that the driving rod was in

contact with a point equidistant from each end and, for the

prisms, equidistant from each side. The prisms were tested

with the 3-in, dimension vertical, parallel to the direction of vibration. Torsional vibration was also excited

with the specimens in a horizontal position; the cylinders

were driven eccentrically at one end and the prisms were

driven at one of the corners. The pickup was also attached

- 23 -
at the ends of specimens driven flexurally and torsionally.

Elasticity data were calculated from the resonance frequencies and weight of each specimen using the following equations : For 6- by 12-in„ cylinders:

Dynamic (longitudinal)

Dynamic Ef (flexural)

Dynamic G (torsional)

For 3~ by Ip- by l6-in. prisms:

Dynamic Eq

Dynamic Ef

Dynamic G

O.OOljlj- Wnq2

0,0117 Wnf2

0 . OOlplp Wnf2

0.0138 Wnq2

O.lllplp Wnf

2

0.0178 Wnt

2

where E is the modulus of elasticity, G the modulus of

rigidity (shear modulus), W the weight of the specimen in

pounds, n the frequency in cybles per, sec, and the subscripts- 1, f, and t refer to longitudinal, flexural, and

torsional vibration, respectively. Poisson’s ratio

,

was

calculated as (E/2G)-1» Values for dynamic Eq, Ef, and G

and^ are listed in Table 5* In figure 6, the dynamic Eq

values are plotted against secant E values, and in figure 7

the dynamic Eq values are plotted against the 28-day compressive strengths. Figure 8 is a correction chart prepared for use when there are appreciable departures of

Poisson’s ratio from zero (for dynamic Eq) and from l/6

(for dynamic Ef ) . The values listed in Table 5 and plotted

in figures 6 and 7 were calculated assuming a value for

Poisson’s ratio of zero for longitudinal tests, and 1/6 for

flexural tests; corrections of the type indicated in figure 8

have not been applied to these values.

Comparison of secant modulus of elasticity values and

dynamic Eq (longitudinal) values for the 28-day compressive

strength cylinders indicates an over-all mean ratio of

static to dynamic values of approximately 2/3. The average

ratio was 0.70 for concretes containing pumice, 0.58 for concretes containing gravel, and 0,62 for concretes containing

Haydite, Waylite, Lelite, and Rocklite. An average ratio previously obtained for no-fines pea-gravel concretes containing

25 to 30 percent of entrained air was approximately 0.6 (l).

-2I|-
Ratios of uncorrected E^ to E^_ values for 6- by 12-in.

cylinders and 3- by 4“ by 16 -in. prisms are given in the

following Table:

•

•

j Aggregate

•

•

•

: Cement •

•

•

Number of mixes Ratio

,

• Ef/Ep : cylinder

prism cylinder :prism °

Pumice C III 2 1 0.8l 0,78

Pumice C I 3 3 0.80 0,82

Pumice C, sand III 3 3 0,87 0.90

Pumice NM III 2 2 0.77 0.80

Pumice NM I 6 5 0.75 0,82

Pumice NM, sand III 3 3 0.87 0.93

Pumice G I l l 0.87 0.74

Haydite III 8 8 0,91 0.87

Haydite I 1 1 0.91 0,88

Haydite, sand III 3 3 0.92 0.93

Waylite III 3 3 0.87 0,85

Wayli te I 1 - 0.88 —

Leli te III 5 5 0.87 o,84

Leli te I l - 0.89 --

Rockli te III l 2 0.90 0.88

Rocklite, sand III l 1 0.92 0.94

Gravel III 3 1 0.95 0.92

Gravel I 2 1 0.95 0.92

Gravel, sand III 2 2 1.00 0,97

The Table indicates that the widest disparity between E-]_ and

Ef occurs for concretes containing pumice aggregate, and the

closest agreement occurs with concretes containing dense aggregates, Application of the Poisson's ratio correction factors of

figure 8 would change the ratios insufficiently to explain

the differences indicated in the foregoing Table, The reason

for the differences probably lies in the effects of 21 days

of drying upon the relative elasticity of concrete near the

surface, as compared with concrete in the interior of a

- 25-
specimen. The drying of concrete generally causes a reduction in dynamic E, possibly as a result of widespread

microscopic cracking of the cement paste matrix. In fact,

the cracks developed during the drying of the pumice concretes of this study were easily visible, and in certain

cases extended through pieces of the coarse aggregate. If

’material at the surface of a specimen is of lower dynamic E

than that in the interior, the Ef value will be lower than

the Eq value, because of the nature of the equations relating these properties to resonance frequencies and dimensions,

despite the fact that both methods purport to yield dynamic

E values in a direction parallel to the axis of a specimen..

The flexural equation yields an incorrect value under the

circumstances of these tests since, because.it contains terms

for the flexural rigidity (El, in which I is the moment of

inertia of a cross-section about the neutral axis), the

material farthest from the neutral axis of a specimen is

weighted most heavily in the equation. In addition, end effects are extremely large in flexural vibration. Another

effect of drying would be low-modulus zones at each end of a specimen which would also have the effect of lowering the

resonance frequency to a disproportionate degree. The values

for Eq are presumed to be more nearly correct, since for a

specimen differing in E through its cross-section, but uniform

in cross-section along its length, the Eq values will not depend upon the position of the low-modulus zones in relation

to the cross-section, but only upon the proportion of crosssection comprised by the different zones.

The torsion equation, in which the torsional rigidity

term, G-Ip (in which Ip Is the polar moment of inertia), appears,

would yield a value for G, the modulus of rigidity of a compound

specimen, that was lower than the average G of the components

weighted according to the proportion of cross-section area comprised by each component. However, large terminal effects

would be absent in this case.

On the basis 'of the results of experiments conducted at

the National Bureau of Standards, in which steel tubes filled

with concrete were subjected to longitudinal, flexural, and

torsional vibrations, and the calculated values of Eq, Ef,

and G of the concrete component were compared with values obtained for plain concrete cylinders from the same batch, the

following evaluation of the dynamic elasticity values is given:

1. The Eq values are approximately correct,

2, The Ef values are, in themselves, without merit for

the lightweight aggregate concretes and should not be used

for calculating the bulk modulus or Poisson’s ratio.

- 26 -
3 . The G values are unduly low (probably about 5 percent

for the pumice concretes) but are acceptable as approximations

of the dynamic modulus of rigidity values. When used in conjunction with Ep to calculate Poisson's ratio, the value obtained is too high. For example, if G is low by 5 percent,

Poisson's ratio may be high by more than 20 percent, assuming that the Ep value is not in error.

The discussion in the preceding paragraphs indicates

that the present values for dynamic Ep and are of questionable merit. The values are probably most useful for the

gravel concretes, for which ratios of Ef/Ep were higher than

0.95; the data for the pumice concretes (without sand) probably are in error to the greatest degree. Among the lightweight aggregate concretes, values for Poisson’s ratio

ranged from 0.30 to O.lpO (and in a few cases obviously incorrect values greater than 0.5 were obtained). It is

suggested that, in future testing of lightweight aggregate

concretes (especially those containing pumice or aggregates

of lower density) , the dynamic tests be made upon uniformly

moist or uniformly dry specimens. The latter condition is

preferred since it is the condition which ultimately obtains

in many structural applications. Unfortunately, an inconveniently long period of time would be required to produce

the uniformly dry condition. It should be expected that

concretes made with very lightweight aggregates would exhibit widely differing properties in the wet and dry conditions .The plotting of dynamic Ep against the 28-day compressive strength of 6- by 12-in. cylinders in figure 7 indicates

that there is no well-defined relationship between these two

properties when wide variations In aggregate occur. It may

be observed that pumice concretes of widely differing compressive strengths show relatively small differences in dynamic E,

while at the other extreme, concretes with dense aggregates

showed the greatest changes in dynamic Ep for different

compressive strengths.

6.5 Moisture Properties

6.5.1 Water Rise Due to Capillarity

The specimens used for the capillarity tests were 3- by

Ip- by 8-in. halves of the prisms broken in the modulus of

rupture tests. A single specimen was tested for each mix.

The specimens were stored in air at 73 F (humidity uncontrolled) for three to six weeks following the 28-day modulus

of rupture tests, and were then oven-dried for ip 8 hr at 220 F

- 27 -
H'-' &

tf/j

y

m

y

/ and cooled to room temperature before the start of the

capillarity tests. The test consisted in immersing the

specimen upright with its plane end face immersed in water

to a depth of l/4 inch. The bottom face rested upon metal

strips, permitting the water access to the submerged surface of the specimen. The water was circulated continuously

The temperature during the tests was 73 ± 3 F and the relative humidity was 85 ± 5 percent. Capillarity values were

determined by observing the average rise of water along the

sides of each specimen 1 and 2l\. hr and 7 days after the

specimen was placed in water. These values are listed in

Table 6.

The values for capillary rise of water are relatively

low in relation to non-aerated sand-gravel concrete, for

which values as high as 5 or 6 in. have been obtained in 7

days. The values for the present lightweight concretes were

similar in magnitude to those previously obtained for nofines dense-aggregat-e concretes containing 25 to 30 percent

of entrained air. (1) In only 5 specimens of 4-9 tested did

the 7-day rise exceed in. in the present tests.

6.5.2 Absorption and Saturation Coefficient

Broken halves of modulus of rupture specimens, 3- by

I].- by 8 in. were used for absorption and saturation coefficient determinations. A single specimen was tested for each

mix. They were stored in air at 73 F (humidity uncontrolled)

for three to six weeks following the 28-day modulus of

rupture tests, and were then oven-dried at 220 F for 4.8 hr

and cooled to room temperature before the start of the absorption tests. The specimens were then wholly immersed in

water for 24- hr at 73 F, after which they were boiled in

water for 5 hr and then allowed to cool for 16 hr while still

wholly immersed. The specimens were weighed after oven-drying, cold soaking, and boiling, after reaching room temperature in each case. They were also weighed in water at 73 F

after the 24--hr cold soaking. The absorptions were calculated

as follows:

Percent absorption,

Percent absorption,

Wg - W0

by weight, ( 24- hr cold) = WQ

by weight, (5 hr boil) _

W-^ - WQ

x 100

x 100

- 28-
Percent absorption, by volume, (2[p-hr cold)

Percent absorption, by volume, (5- hr boil)

Ws - W0 ____ x 100

Wg ~ Ww

Wo_

Ww

x 100

where the weights are W0 after oven-drying, Ws after 2l\. hr

cold soaking, after 5- hr boiling, and Ww is the weight in

water after 2l4.-hr cold soaking, 9 /

The "saturation coefficient" was calculated as the ratio

of the 2i|-hr cold absorption to the 5- hr boil absorption (by

weight or volume). Absorption and saturation coefficient

values are presented in Table 6. In figure 9, saturation coefficient data are plotted versus the air contents calculated

from the densities based upon the weights of the specimens

when removed from the molds. Data are also plotted from

studies by Hornibrook, Preiberger, and Litvin in 19i|6 (7) on

sand-gravel concretes with and without entrained air, and by

Valore and Green in 1951 (l) on no-fines gravel concretes with

25 to 30 percent of entrained air. Average absorptions (by

volume) are listed in the following Table:

9/ Por those specimens having a density lower than that of

water after 2L|_-hr cold soaking the weight Ww was determined after the 5-hr boiling. If the density was still

lower than that of water the volume, measured from the

linear dimensions of the specimen and converted to an

equivalent weight of water, was used as the denominator

in calculating the absorptions by volume.

- 29 -
; Aggregate

: Number of mixes • Absorption {%, by volume : !Type III :

! cement

Type I

cement

. Type HI : cement ; Type I ; cement .

Pumice C 2 3 21.1 23.6

Pumice C, sand 3

- 12,8 —

Pumice N 5 2 16,3 18.8

Pumice N, sand 3

- 10.8 —

Pumice G - 1 -- 20.6

Haydite 1 13.6 15,0

Haydite

,

sand 3

- 9.3 —

Waylite 3

- 15.6 --

Leli te 5

- 12.1 --

Rocklit

3

— 13.0 — — Rockli te

,

sand l - 10.1 - -

Gravel 3 1 11.3 o 9 o

1

—

Gravel, sand 2 13.2

The foregoing table does not indicate difference in absorption for concretes with different foaming agents, nor the

fact that, for air contents over 30 percent, the absorption was,

in many cases, higher for higher air contents. For air contents between 25 and 30 percent there was no apparent relation

between absorption and air content. For five different aggregates with which different foaming agents were used, the

average absorption was lowest for agent V in all cases, and

highest for agent M for four of the five aggregates.

In general, the absorptions were low in relation to the

porosity (if we may consider the 5-br boil absorption (by

volume) as a measure of porosity); this fact is illustrated

by figure 9 * which shows the saturation coefficient plotted

against air content. Data from previous investigations on

dense, sand-gravel concrete with air contents lower than 12

percent, (7) and no-fines gravel concretes with 25 to 30 percent of entrained air (l) are included in the figure. There

- 30 -
appears to be a general, but rough, relationship between the

two variables plotted, even for concretes made with aggregates of widely differing properties.

6.5*3 Effects of Freezing and Thawing

Freezing and thawing tests were performed upon 3- hy I4.- by 16 -in. prisms dried in air for four to eight weeks following moist curing to the age of 7 days

/

The specimens were

then wholly immersed in water at 73 F for 72 hr before the

start of the freezing and thawing tests. Absorption values

were calculated from weights of the specimens determined before and after the 72~hr soaking period. The specimens were

placed in rectangular copper cans in which, with a specimen

in place, there was about l/8 -in. clearance around the sides

of the specimen; sufficient water to cover the specimen was

placed in each container. Specimens lighter than water were

held down by metal weights. The specimens' were subjected

to automatic cycles of freezing and thawing in two groups of

about l 8 specimens in each group. The cycles consisted of

the introduction of coolant liquid maintained at 0 ± 2 F

into an insulated chamber in which the cans containing the

specimens were placed. The cans were spaced far enough

apart to permit the circulation of coolant between the cans.

The coolant liquid was pumped out of the chamber after

1 l/2 hr and the thawing liquid, maintained at 50 ± 2 F, was

pumped in. The thawing half of the cycle also was of 1 l/2 hr

duration. The specimens underwent eight complete cycles of

automatic freezing and thawing every 2lq hours, 1]L/

The effects of freezing and thawing upon the specimens

were measured by changes in the dynamic modulus of elasticity, Eq , determined immediately before the start of the

first cycle and at various intervals thereafter. Dynamic

10/ Thirty-one mixes were represented by individual specimens,

two mixes were each represented by two specimens, and two

mixes of "reference" sand-gravel concrete with no entrained air were each represented by two specimens. Of

the reference mixes one was directly comparable in cement

factor, and contained Type III cement and 2 percent of

calcium chloride by weight of cement

11/ The automatic freezing and thawing equipment normal^ was

operated at a rate of twelve 2-hr cycles per day. On the

basis of trials, prior to the start of the testing, it was

found that a cycle of 3~hr duration was required to completely freeze and thaw a specimen containing pumice aggregate, The temperature at the center of the specimen was

measured by means of an embedded junction of a thermocouple. The longer time required for the pumice concrete

was due to the relatively low thermal diffusivity of the

aggregate

- 31 -
E]_,Ep, and G values were determined in the manner described

in Section 6.4.2. Each specimen was removed from test after

a reduction in En of 30 to 50 percent, or, in cases where

the decrease in Ep did not reach 30 percent, after 100

cycles of freezing and thawing. Changes in dynamic Ep are

plotted against the number of cycles of freezing and thawing for each of 34 specimens in figures 10A and 10B , The

air contents of the concretes, based upon the weights of the

specimens upon removal from the molds, are indicated in the

figures

Figure 11 shows the "durability factor" of each specimen plotted against its air content. The durability factor

was calculated as the ratio of the area under each curve

(in figures 10A and 10B) within the rectangle of dimensions

0 to -30 (change in Ep) by 0 to 100 (cycles), to the entire

area of the rectangle. The lower boundary of the rectangle

was selected as 30 percent reduction in dynamic Ep since

this criterion of "failure" was found to be satisfactory in

previous freezing-and-thawing testing at the National Bureau

of Standards. Freezing and thawing test data are given in

detail in Table 7> together with pertinent absorption data.

The freezing and thawing tests' of the present investigation were relatively severe and results of the testing are

to be regarded as relative only. No group of specimens, on

the basis of the type of aggregate contained, appeared to

fare in a significantly different manner' from any other

group. As shown in figure 10A, comparable sand-gravel concrete without entrained air (two specimens) "failed" in less

than 20 cycles. Of the 14 other failures occurring before

the one-hundredth cycle was reached, eight contained over

30 percent of entrained air; of 18 specimens that did not

fail prior to 100 cycles, only one contained over 30 percent

of entrained air.

One of the salient effects of the freezing and thawing

action may be noted by comparing the last three columns of

Table 7> in which are listed saturation coefficient data

from the absorption tests (see also Table 6), comparable

saturation coefficients calculated for the start of the freezing thawing tests, and the maximum values reached during the

tests. The absorption values after 5-hr boiling were not

determined upon the freezing and thawing specimens but were

assumed to be thee same las those determined^up’on the companion specimens tested for absorption. The maximum values

of saturation coefficient (estimated) are considerably

higher, in most cases, than the initial values which are

based on three days of soaking of the specimens which were

- 32-
previously in an air-dry condition. The M build-up n in a saturation indicates that factors other than the initial

saturation coefficient must be considered in relation to

frost action.

Indications of deterioration by freezing and thawing

were based upon changes in dynamic Ep rather than upon

changes in Ep or G, for reasons implicit in the earlier

discussion of the dynamic moduli. For the present study,

in which changes in dynamic Ep , Ep, and G were measured,

an average decrease in Ep of 2^ percent was equivalent to

a decrease in Ef of 32 percent, and a decrease in G of

33 percent. These values are averages and there were, in

a few cases, large individual deviations from these values.

An unsatisfactory feature of the testing was the constraint imposed upon the specimens by the containers and

by ice formed between the container walls and the specimen

surfaces. Three of the specimens failed by transverse

cracking near one end prior to reaching a decrease in

dynamic Ep of 30 percent. In view of the relatively low

strength of these concretes, even at the start of the

tests, it was believed that such failures were due principally to the external constraint. An automatic apparatus,

which has been placed In operation at the NBS since these

tests were made, in which the freezing is done in air and

the thawing in water, is recommended for future testing of

low-strength concretes.

6. 5 oil Shrinkage Due to Drying

The 2- by 2- by 12-In. prisms were removed from water,

in which they had been stored upon removal from the molds,

at the age of 7 days and allowed to dry at 73 ± 2 F and

50 ± 5 percent relative humidity. Initial readings were

made with a vertical comparator immediately upon removing

the specimens from water and thereafter changes in length

were measured for elapsed drying times of 1, 3 , 1 , 111? 28,

1|2, 90, and 180 days. The vertical comparator was equipped

with a 0.0001-in„ micrometer screw and a O.OOOl-in. dial

gage for zero-setting. Two specimens from each of Ij.5 mixes

were tested. The linear shrinkage Is plotted against drying time In figures 12A, 12B,and 12G. Where specimens from

more than one mix of a given composition were tested, the

curves show the mean shrinkage with the number of mixes,

indicated, despite differences in air content among mixes

of otherwise similar composition. Shrinkage values for

28 and 180 days of drying are given for individual mixes

in Table 6.

“33
The shrinkage curves of figures 12A, B s and C indicate

some differences in the shrinkage of concretes made with a given type of aggregate but with different foaming agents.

As in the earlier study of gravel concretes containing 25 to

30 percent of entrained air (1), concretes containing agent

V generally showed higher values of drying shrinkage than

those made with other agents (Type III) cement and no-fines

mixes only; agent V was not used with pumices (C or G-).

When the entrained air is considered as a constituent

of the cement pastes in these concretes, it can be shown

that the paste content of the concretes ranged from about

45 to 55 percent; i.e., about one-half of the volume of the

concrete was aerated cement paste and the other half was

aggregate. Despite the relatively low aggregate content

the shrinkage values were not greatly different from previously reported data. Green and Watstein (8) reported 120-

day values for coar se-and-fine lightweight-aggregate concretes of comparable cement contents as indicated in the

following Table, which includes values from the present

study for concretes c-ontaining the same aggregates:

Average 120-day shrinkage, percent

Aggregate Green and Watstein present study

(no fines)

Pumice C 0.11 0.09

Pumice N — 0.09

Haydite 0 o 08 0.09

Waylite 0.07 0.08

The pumice concrete of Green and Watstein, for which a single value is listed in the foregoing Table, was made

with a blend of pumices C and N. The value listed for the

pumice N concrete of the present study does not include

the single mix made with agent V, having a 120-day shrinkage

of 0.15 percent. Except for this mix, the spread in average

shrinkage values was not excessive among all of the concretes

made with lightweight aggregates in the present study. Some

of the values for pumice concretes, however, may be deceptive.

The extensive formation of small shrinkage cracks, even in

these relatively small specimens, had the effect, among the

concretes of lowest strength, of arresting the development

of shrinkage as ordinarily measured.

- 34 -
6.6 Thermal Conductivity

Twenty-four 1 - by 8- by 8-in. plates were tested for

thermal conductivity. The faces of these specimens were

ground to remove the cast surface "skin" and reduce the

thickness from 1 l/8 in. to 1 in. The specimens were

oven-dried at 220 F for ip8 hr prior to testing. The tests

were made in a guarded hot-plate apparatus described in previous publications of the National Bureau of Standards

(1, 5 ). The apparatus consisted essentially of an electrically heated hot-plate 8-in. square and a cold-plate of the

same size cooled by pentane boiling at atmospheric pressure

(97 P). The hot-plate was protected by a heated guard so

that the heat generated was directed through the test specimen between the hot- and cold-plates. When a steady temperature state was obtained the electric power input to the

hot-plate was measured and the temperatures of the hot- and

cold-plate surfaces were determined by means of thermocouples. The thermal conductivity in btu per hr per sq ft

of area per degree P temperature difference per in. thickness was calculated from these data. and the dimensions

determined for the test specimen. The tests were conducted

with the warm side at 1I4.O P and the cold side at 98 F. The

thermal conductivity values are presented in Table 8, and in

figure 13 the thermal conductivity values are plotted against

the oven-dry densities of the specimens. In addition to

data for the lightweight aggregate concretes of the present

study, data are also plotted in figure 13 for a foamed cement

paste, conventional sand-gravel concrete of comparable

cement factor and without entrained air, and Mno-fines M concretes (air gravel) containing 5 l/2 bags of cement per cu yd

and 25 to 30 percent of entrained air.

The thermal conductivity data presented in figure 13

indicate a dependence upon density which has become, in recent

years, well known. The relationship of the two variables

appears to extend Into the range of dense-aggregate concretes,

with and without entrained air, on the one hand, and into the

range of foamed cement paste on the other. In view of these

results, tests of this type might conveniently be greatly

curtailed in future investigations of portland cement concretes which the guarded hot-plate method of test was used,

an unsatisfactory feature of the results is the fact that the

specimens were necessarily in an oven-dry condition at the

time of testing. The oven-dry condition is not representative of these materials in use.

- 35-
7 . SUMMARY

Some 60 mixes of n no-fines n lightweight aggregate concretes with 20 to 35 percent of entrained air, 5 to 6 bags

of cement per cu yd, and 2 percent calcium chloride (by

weight of cement) were prepared. Coarse aggregates were

pumices from three sources, expanded shales of three types,

an expanded slag and a siliceous pea gravel. About three

fourths of the mixes were made with high-early- strength

cement (Type III), and the remainder with normal Portland

cement (Type I). In about one third of the high-ear lystrength mixes, 25 percent of the lightweight aggregate

(coarse) was replaced by an equal volume of siliceous sand.

The "no-fines” high-early- strength mixes were prepared with

three air-entraining (foaming) agents of different types:

a hydrolyzed protein used In fire fighting, a dispersingwetting agent, and a proprietary resin widely used for

entraining air in concrete. Most of these mixes contained

the protein-type agent.

Mix proportions were approximately 1 part of cement to

5 parts of aggregate, by volume. Mix design was based upon

a soaking period of hr for all aggregates, and Absorptions

and bulk specific gravities were determined for saturated

surface-dry aggregate after soaking for l\. hr.

The resin foaming agent provided the most stable air

entrainment in concrete subjected to handling or working;

the protein and detergent types were less stable, but all

mixes lost up to 35 percent of the entrained air when cast

into specimens 1-in. thick. The loss in 6- by 12- cylinders

averaged from 6 to 12 percent. The losses could satisfactorily be compensated by over-design and only the detergent

type agent presented difficulties in pre-determining air

contents

Cement factors were based upon analyses of the fresh

concretes for the no-fines mixes.

Compressive strengths were more closely related to air

contents than to aggregate types. At 28 days the mean compressive strength was less than 200 psi for 35 percent of

entrained air, about IpOO psi for 30 percent, about 700 psi

for 25 percent, and about 1300 psi for 20 percent, with some

wide variations from these values. In the range of 20 to

30 percent of entrained air, a change of one in the air content percentage was equivalent to a change of 100 psi in

compressive strength. Mixes made with the detergent agent

or with Type I cement were low In compressive strength in

36 -
relation to all other mixes. The high-ear ly-strength mixes

containing lightweight aggregate attained mean compressive

strengths, for each aggregate, in 2l\. hr equal to 53 to 57

percent of their 28-day strengths.

The relation between modulus of rupture to compressive

strength for all mixes in the 28-day compressive strength

range of 150 to 1500 psi was linear, and ratios of modulus

of rupture to compressive strength ranged from l/3 to l/5

from the lowest to the highest strengths. Only the pumice

concretes, as a group, departed from this relationship.

The ratio of the bond strengths of pull-out specimens

with deformed reinforcing bars to compressive strengths in

the 28-day compressive strength range of 150 to 1500 psi

ranged from l/2 to l/Lj.. Values for slip at loaded and free

ends of the bar in lightweight aggregate pull-outs were

much lower at failure than in concretes of comparable strength

containing fine and coarse lightweight aggregates and lower

percentages of entrained air.

Secant (static) and dynamic (longitudinal resonance)

moduli of elasticity were closely related, but the mean

ratios of secant to dynamic moduli was about 0 , 65 . Dynamic

moduli of elasticity calculated from flexural resonance frequencies were in error to an undetermined degree, apparently

because of the effect of drying in producing anisotropy

through the cross-section of the concrete. Moduli of elasticity were correlated with the compressive strengths of the

concretes only for a single type of aggregate considered at

one time. At a given compressive strength, the moduli of

the pumice concretes were lowest, those for gravel concretes

were highest, and those with other aggregates were intermediate between these two groups.

The absorption values (by volume) for the concretes of

this study were appreciably lower than for concretes containing comparable lightweight aggregates (coarse and fine) as

reported in earlier investigations. Replacement of 1/lp of

the coarse lightweight aggregate by an equal volume of

siliceous sand effected further decreases in absorption of

25 to I4.O percent. Saturation coefficient values ranged

from 0.2 to 0.5 as compared with 0.6 to 0.95 for structural

sand-gravel concrete with and without entrained air.

Water rise due to capillarity averaged less than 1 -in.

in 7 days

- 37 -
The resistance of the present concretes to a severe

automatic freezing and thawing treatment was considerably

greater than that of a non-aerated sand-gravel concrete,

except for a number of lightweight concretes containing

more than 30 percent of entrained air.

The drying shrinkage of these concretes was about the

same as previously reported for comparable lightweight

aggregate concretes made with fine and coarse aggregates,

except for the pumice concretes. For the pumice concretes

of the lowest strength, internal cracking appeared to

diminish the measured shrinkage in relation to that reported in earlier studies 0 Thermal conductivity values, when plotted against the

densities of these lightweight concretes, became part of a well-defined relationship between these two properties existing over the range in densities of 20 to llpO lb/cu ft.

- 38-
8 . References

1. Rudolph C. Valore, Jr., and William C. Green, "Air Replaces Sand in 'No-Fines' Concretes," American Concrete

Institute JOURNAL, June 1941, Proc. V. 4 7, p. 833.

2. Roy W. Carlson, "Drying Shrinkage of Concrete as Affected

by Many Factors, A.S.T.M. Proc. V. 38 , Part II, pdj-19

(1938)

3. "A New Development in Building," a brochure on the

"Phomene" Light Concrete Process, issued by the ‘Cellular

Products Division, The Pyrene Company, Ltd,, Brentford,

Middlesex, Great Britain.

4. Otto Graf, "Gas Concrete, Foam Concrete, Lightweight

Lime Concrete," Konrad Wittwer, Stuttgart, Germany ,( 1949

)

5. R, W. Kluge, M. M. Sparks, E. C. Tuma, "Lightweight Aggre

gate Concrete," American Concrete Institute JOURNAL, May

191+9, Proc. V. 45, p. 625.

6. A. P. Clark, "Bond of Concrete Reinforcing Bars," American

Concrete Institute JOURNAL, November 1949, Proc. V. 48,

p. l6l.

7. F. B. Hornibrook, Howard Freiberger, and Albert Litvin,

"A Study of Durability and Void Characteristics of Concretes Containing Admixtures, Principally of the Air

Entraining Type," A.S.T.M. Proc. V. 48, p. 1320 (1948).

8. William C. Green and D. Watstein, "The Structural Properties of Some Lightweight Aggregate Concretes," National

Bureau of Standards Report No. 1166, for the Housing and

Home Finance Agency, October 1, 1948.

39 -
' :

'

•

.

'

:
Errata

Table 7> footnote a/, Figures 10a and 10b, captions.

The duration of the freezing and thawing periods

is erroneously given as 3 hr each. The duration of

a complete cycle of freezing and thawing was 3 hr of

which the freezing period was 1 l/2 hr, and the thawing period was 1 l/2 hr.

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CVJ CVJ N-OCVJ CA

CA

CVJ 8 XA 0 OJ

rHCA 00 O'

rH

CVJ CVJ

CVJ OJ 0a t— 0 rH

rH 1 CVJ CA

CVJ

'o i O' C— -d-rn CA rH OJ XA CVJ

O rH XA sb 0 sb o CVJ rH rH 0 9 do r— 8 CVJ o CA vO XA O ~=f vO CAO CVJ 8 O cAsb -doj 8 0 dsb 0 OJ CVJ sb

T) PhO OJ OJ (A (A CVJ CACA CVJ CA CACA CVJ CVJ CA CA 0 CVJ OJ CVJ OJ CA 0 CVJ

one E O CO vO fH dO'd XA t

XACO -d N- O' CO , rH XA CO o 0 ONO CVJ

OOO 0 0 o, P P OJCO vO CA 0©H vO CVJ O' fH vO OJ CO 0 o 8 O CAsb XA © Ph OJ CVJ OJ cA CVJ CVJ CA CVJ CA OJ «A CVJ CVJ CVJ CA 0 OJ 8 CVJ CVJ CVJ OJ

U -po 8 rH N-d CO P—CO cAvO N-CO 8 CACO CD 0 8 0 0- 0 rH 8 0 0 CO sb 8 • © © 8 0 ¥ 0 © C o 1 rH B vDlAO' O' XAO' XAO vO rH 0 CVvO rH 0 0 0 rH 8 rH 0 0 0 <A XA

1) o K

N 8 CVJ CVJ CVJ rH CVJ OJ OJ CA CVJ CA 8 CVJ CVJ CA 0 0 0 CVJ 0 CA 8 0 0 CVJ OJ o O ©

Ph • OCO CAO -drH -d- O' CA fH

O CVJO NO OJ CVJ XAXA P— rH i—

O'

O sb CVJ l>> OOWd rH CO CVJ r-XA CVJ CA C— N- Oj sb sb sO XA CA CA oj r-c— P- o CVJ CACACA CVJ CVJ CA CVJ CA CACA CVJ OJ CA CA CVJ CVJ CVJ CVJ CA CVJ OJ CVJ CVJ CVJ

>1 XA O' OJ CO ca

r

— o vOCO CAN- o f—1 rH CA 8 o rH XA

O sb sb N- O' O' XA • o 0 © O O CA_d CACO oj ©d fH CA r- CA CA 8 sb CO CO CO CVJ sb ojvb t— P~~

po E

OJ CACACA CVJ CVJ CA CVJ CA CACA CA CVJ CA CA 8 CVJ CVJ OJ OJ rA OJ CVJ CVJ CVJ CVJ co O XAOJ ca O _d<H o o CVJ o rH rH N- XA 8 sb N-sO -dOJ rH CAdCO CA 0 N-N- fH OJ cvj p— o N- CVJ O' ca O -dco CVJ 0 XA rH sb XA sb o z rH CVJ CACA CVJ CVJ ca CVJ CA CVJ CA CA OJ OJ CA 8 CVJ CVJ CVJ CVJ CVJ CVJ

-pm rH

O CA OJ CVJ sb OCO rH N- CACA CO fH _d fH CO CA -d cA XAO rH CVJdO' sb ddXArCVJ CACACA dO CA

CVJ CACA

O N- cA_d- <HO N- &

OJ o rH OJ rH -d CO _dC— O'

CVJ CVJ CVJ CO

Ph CACA CACA CA CACA CA <A CACA CACA CVJ OJ i OJ\, rH CVJ CA rH C <B| <H OJ CA_d 8 8 8 1 9 9 8 rH CVJ rH CVJ fH CVJ fH CVJ rH CVJ rH rH CVJ CA 0 K b0 C 2 2 2 8 8 8 8 1 0 8 1 8 0 0 0 fc fc 0 0 1 1 1 1 2 2 2 2 2 CACACA &H &H > > SE S3 S > 2 2 > > 2 2 2 2 CA 2 CA CACACA W d W

CACA CACA CACA CA fH CA CACA CACA rH CACACA CO

©

p

mw

K 5 =E & E id Id id id ffi PS OC CC

See

footnote

aj

to

Table

2.

(All

mixes

contained

2%

CaCl2

by

weight

of

cement).

Based

on

unit

weight

determinations;

No. 1

made

immediately

following

mixing,

and

No. 2

made

10

minutes

later

Based

upon

weights

of

specimens

when

removed

from

molds.

Made

with

concrete

remaining

after

other

specimens

and

No. 2

unit

weight

determinations

were

made.
Table I4.. Compressive, flexural, and bond strength, and bond stress-slip characteristics of concrete.

Mix-^

designation

Cement

type Aggregate Density 28 da-^ c / Cornpr . strength—7 Modulus of rupture c

/

Bond^/

strength

28 da

Bond stress

for max. Max. observed slip

cylinder prism 1 da 7 da 28 da 7 da 28 da slip free end loaded end

lb/cu ft lb/cu ft psi psi psi psi psi psi psi 103 In. 10* 3 in. PC3M-1 III Pum. C 58.2 57.4 505 900 845 160 110 199 197 1.1 2.7 PC3M-2 III if it 52.4 53.0 170 370 340 90 — 105 99 0.8 3.1 PC3M-2X III 11 11 55.4 395 PCS3M-1 III Pum.C, sand 71.6 72.2 575 790 885 175 190 214 205 2.5 5.4 PCS3M-1X III ii it 75.0 1200 PCS3M-2 III 11 11 68.9 70.0 360 570 640 165 160 164 152 0.9 2.0 PCS3M-2X III 11 11 72 .6 235

950 PCS3M-3 III 11 n 65.6 66.3 300 %

120 90 113 106 0.3 0.6 PCS3M-3X III 11 11 67.8 PC1M-1 I Pum. C 54-8 55.5 130 380 460 75 100 127 121 0.9 4.4 PC1M-1X I

11 11 57.0 575 PC1M-2 I

" " 56.6 56.0 210 565 58o 95 115 141 136 1.5 2.3 PC1M-3 I

n 11 49.0 50.6 55 H5 125 — 40 67 61 0.4 2.2 PC1M-3X I

" 50.9 195

PN3M-1 III Pum. NM 52.9 52.9 590 1030 900 145 90 165 152 0.3 3.2 PN3M-2 III Pum. NM 50.3 51.3 340 675 600 120 11 S 141 136 0.7 3.0 PNS3M-1 III Pum. NM sand 66.4 66.2 480 790 850 115 175 198 197 2.9 6.5 PNS3M-1X III " " 68.0 1040 PNS3M-2 III 11 ii n 60.2 60.8 165 345 385 110 85 99 91 0.4 0.5 PNS3M-2X III 11 n 63.0 480

PNS3M-3 III 11 n n 57.5 — 80 150 195 -- — -- — — -- PNS3M-4 III 11 11 " 58.0 58.2 80 145 195 55 45 84 83 0.6 3.4

PNS3M-lpC III 11 1 n 65.0 460

PN3F-1 III Pum. NM 57.2 665 1190 1190 __ __ ... PN 3F-1X III " NM 57.5 1230 PN3F-2 III 11 n 53.5 55.0 280 505 495 160 115 133 121 0.5 1.5 PN3F-2X III 11 it 59.7 1140 PN3F-3 III 45.3 50.0 65 115 115 85 140 79 76 0.8 2.3 PN3F-3X III 11 11 55.4 670 PN3V-1 III Pum. NM 50.5 49.7 470 805 865 125 110 152 136 0.6 4.9

PN3V-1X III 11 n 5i.7 910 PN1M-1 I Pum. NM 48.4 48.8 160 405 410 110 110 105 98 1.0 1.8 PN1M-1X I

11 n 52.2 805 PN1M-2 I

" " 42.8 43.7 65 165 185 — 65 90 83 0.8 0.4 PN1M-2X I

11 n 46.2 310 PG1M-1 I Pum. G 50.9 49.0 170 435 480 70 80 125 121 1.0 1.8 PG1M-1X I

n 11 53.0 670 G3M-1 III Gravel 106.0 108.0 380 580 535 140 135 21 s 212 2.1 3.0 G3M-1X III " 108 .S 680 GS3M-1 III " ,sand 114.6 117.0 910 1320 1340 295 295 T- __ GS3M-1X III 114.6 1370 GS3M-2 III " " 102.5 107.7 235 290 325 120 75 106 91 0.4 0.7 GS3M-2X III " 107.0 580 G3P-1 III Gravel 110.0 - 255 495 380 140 — — - -

G3V-1 III Gravel 105.9 ~ 255 545 410 125 - — -- - -- G1M-1 I Gravel 119.7 122.9 500 1095 1290 375 295 358 349 1.3 6.3 G1M-2 I

" 113.0 — — 670 765 — -- «• — — -- G1M-2X I 113.6 810

(Continued on next page)
Table 4 . Compressive, flexural, and bond strength, and bond stress-slip characteristics of concrete ( Continued)

designation

Cement

type Aggregate Density 28 daS/ Com pr . strengttr^ Modulus of rupture oj Bond ^

strength

28 da

Bond stress

for max. observed

slip

Max. observed slip cylinder prism 1 da 7 da 28 da 7 da 28 da free end loaded end lb/cu ft lb/cu ft psi psi psi psi psi psi psi

-3 10 in. 10'3 In.

H3M-1 III Hayd. 79.2 81.5 900 1395 1495 255 275 348 334 1.9 6.9 H3M-2 III 68.7 69.9 245 475 575 125 135 149 136 0.4 0.6 H3M-2X III 73.2 835 H3M-3 III " 68.2 73.2 110 235 265 125 110 78 76 0.6 2.3 H3M-3X III 73.9 620 H3M-4 III " 65.lt 64.6 115 210 265 65 55 91 76 0.4 1.3

H3M-4JC III 69.2 485

HS3M-1 III Hayd. sand 85.9 86.6 74o 1135 1320 265 255 277 273 1.6 6.0 HS3M-1X III 88.0 1555 HS3M-2 III 79.2 79.6 275 465 5io 135 135 146 144 0.6 4.2

HS3M-2X III 8l.O 715 HS3M-3 III 75.3 76.0 145 265 300 100 85 119 114 1.1 2.0 HS3M-3X III 77.9 390 H3P-1 III Ha^d. 70.5 71.9 200 370 365 105 90 130 106 0.3 1.7 H3P-1X III 73.2 -- — 505 — -- -- H3P-2 III " 62.8 65.1 70 155 165 60 So 61 53 1.1 7.3 H3P-2X III ” 67.4 325 H3V-1 III Hayd. 66.6 69.7 140 255 225 75 65 96 91 1.3 1.4 H3V-1X III 72.0 465

H3V-2 III 65.2 66 .

100 180 180 60 40 77 76 1.2 2.5 H3V-2X III ,r 65.7 180 H1H-1 I Hayd. 70.2 69.9 190 440 615 115 US 175 167 1.2 2.9 W3M-1 III Wayl

67.0 70.1 260 445 450 140 120 154 152 0.5 3.1 W3M-1X III 71.7 780 W3M-2 III m 60 .

63.9 70 120 160 70 50 58 53 0.4 1.2 W3M-2X III 66.2 430 W3V-1 III Wayl

58.2 59.5 110 235 225 75 65 84 76 0.6 1.5 W3V-1X III 60.4 W1M-1 I Wayl

67.4 - 160 445 530 - - - - - -

L3M-1 III Lei. 81.3 81.9 435 645 925 160 195 265 258 0.0 2.3 L3P-1 III Lei. 75.4 77.7 175 240 110 85 106 106 2.9 14.

L3P-2 III 75.4 78.6 200 35o 405 120 110 104 91 1.2 1.8 L3F-2X III " 80.5 655 L3V-1 III Lei. 74-9 75.9 425 665 760 170 130 213 197 1.2 2.7 L3V-2 III Lei

67.2 68.1 120 225 195 65 45 82 76 0.7 2.0 L3V-2X III Lei

68.7 205 L1M-1 I Lei

79.5 __ 600 895 __ __ __ __ L1M-1X I Lei. 80.5 925 R3M-1 III R-ockl

00.0 62.2 680 1235 __ 230 270 __ __ __ __ R3M-2 III 11 — 76.2 440 790 — 205 — 225 212 0.5 9.6 R3M-3 III " 74-8 75.3 405 795 850 195 160 210 197 0.9 l.S R3M-3X III 79.2 1240 RS3M-1 III Rockl., sand 81.2 83.1 285 525 500 155 170 124 121 0.6 2.8 RS3M-1X III " " 83.3 760

a/ See footnote a/table 2. (All mixes contained 2% CaCl 2 , weight of cement). b/ Cured moist to 7 days, and at 73°P in air of uncontrolled relative humidity from 7 to 20 days,

c/ All except 28-day specimens in moist condition when tested; 28-day specimens in air-dry condition at time of testing, following 21 days of dry storage.
Table 5. Secant modulus of elasticity and dynamic moduli of elasticity and rigidity of concrete.

a

/

Mix-7 designation

Density (lb/cu ft)^/

Secant E—

cylinder

Maximum

observed

corapr

strain

Dynamic E Dynamic G SJ Poisson 1 ratio cylinder

28 days

. c/ r-prisra —

28 days

cyl inder r-prism

cylinder r-prism cylinder r-prism

El5/ Efjy EXS/ Ef—

10^ psi 106 In. 10 6 psi 106 psi 106 psi 10^ psi 10^ psi 10 6 psi

PC3M-1 58.2 57.4 0.36 2511 0.52 0.43 0.51 0.40 0.19 0.20 0.35 0.29 PC3M-2 52.4 53.0 — — 0.36 0.28 . -- — 0.13 — 0.36 —

PC3M-2X 55.4 — — 0.40 0.33’ -- 0.15 — 0.35 --

PCS3M-1 71.6 72.2 0.57 1538 0.80 0.71 0.79 0.72 0.30 0.32 0.34 0.23 PCS3M-1X 75.0 — — — 0.90 0.77 — — 0.35 -- 0.30

PCS3Jil-M2 68.9 70.0 0.46 1SS8 0.69 0.58 0.69 0.63 0.26 0.27 0.31 0.28 PCS3M-M2X 72.6 — — — 0.81 0.72 — — 0.31 — 0.30 PCS3M-3 65.6 66 .

0.36 1370 0.55 0.47 o.S3 0.46 0.21 0.22 0.33 0.19 PCS3M-3X 67.8 -- — 0.64 0.55 " 0.24 — 0.32 PC1M-1 54.8 55.5 0.29 1608 0.46 0.40 0.45 0.35 0.17 0.17 0.32 0.31 PC1M-1X 57.0 -- — — o.S3 0.43 — — 0.20 — 0.34 —

PC1M-2 56.6 56.0 0.31 2122 0.50 0.42 0.51 0.40 0.20 0.19 0.28 0.31 PC1M-3 49.0 So. 6 — -- 0.23 0.19 0.21 0.19 0.09 0.10 0.37 PC1M-3X 50.9 — -- 0.28 0.22 — — 0.10 -- 0.39 ““

PN3M-1 52.9 52.9 0.42 2540 0.47 0.35 0.53 0.42 0.18 0.20 0.33 0.31 PN3M-2 50.3 51.3 — -- 0.45 0.36 0.49 0.40 0.17 0.18 0.33 0.33

PNS3M-1 66.4 66.2 0.58 1691 0.75 0.67 0.74 0.67 0.29 0.30 0.30 0.24 PNS3M-1X 68.0 -- -- -- 0.81 0.74 -- — — -- 0.28 -- PNS3M-2 60.2 60.8 0.32 1751 0.48 0.41 0.44 0.40 0.18 0.18 0.35 0.24 PNS3M-2X 63.0 — -- 0.60 0.53 — — 0.23 — 0.33 -- PNS3M-3 57.5 PNS3H-4 58.0 58.2 -- -- 0.38 0.31 0.30 0.29 0.14 0.13 0.37

PNS3M-lpC 65.0 -- -- — 0.65 o.S5 -- — 0.25 -- . 0.31 PN3F-1 57.2 __ 0.50 2782 0.59 0.42 __ 0.20 __ PN3F-1X 57.5 — — -- 0.58 0.38 — — 0.19 PN3F-2 53.5 55.0 0.31 1740 0.49 0.39 0.51 0.42 0.17 0.19 0.40 0.32 PN3F-2X 59.7 — — — 0.63 0.54 — -- O.24 -- 0.31 —

PN3F-3 45.3 5o.o -- — 0.22 0.17 0.32 0.27 O.06 0.12 0.39 0.29 PN3F-3X 55.4 -- 0.67 0.47 — -- 0.20 --

PN3V-1 50.5 49.7 0.37 2523 0.48 0.35 0.44 0.36 0.16 0.17 0.49 0.29 PN3V-1X 51.7 — 0.44 0.33 -- — 0.16 -- 0.37 —

PN1M-1 48.4 48.8 0.28 1400 0.39 0.33 0.37 0.38 0.13 0.17 0.35 . PN1M-1X 52.2 -- -- — 0,54 0.41 -- -- 0.20 — 0.32 -- PN1M-2 42.8 43.7 0.12 1183 0.24 0.20 0.23 0.21 0.09 0.10 0.34 PN1M-2X 46.2 — — 0.36 0.29 " 0.13 -- 0.39 --

PG1M-1 50.9 49.0 0.31 1748 0.43 0.38 0.43 0.32 0.17 0.16 0.28 0.35 PG1M-1X 53.0 -- — 0.53 0 .46 -- 0.20 — 0.31 G3M-1 106.0 108.0 0.65 1505 1.10 1.02 1.22 1.12 0.48 0.51 0.15 0.19 G3M-1X 108.5 — 1.32 1.26 — 0.57 -- .0.15 —

GS3M-1 114.6 117.0 1.36 1337- 2.02 1.98 2.10 2.04 0.86 0.87 0.17 0.20 GS3M-1X 114.6 — — — 2.09 2.10 — — 0.89 — 0.18 —

GS3M-2 102.5 107.7 0.44 1079 0.82 0.79 1.04 1.00 0.35 0.45 0.16 0.15 GS3M-2X 107.1 — 1.15 1.21 -- -- 0.52 0.11 G3P-1 110.0 — 0.53 873 1.04 1.04 — — 0.47 — 0.12 —

G3V-1 105.9 — 0.47 1055 0.94 0.88 — — 0.40 — 0.18 —

G1M-1 119.7 122.9 1.37 1709 2.27 2.14 2.52 2.31 0.93 1.07 0.22 0.18 G1M-2 113.0 — 1.01 1296 1.64 1.58 — — 0.70 -- 0.18 -- G1M-2X 113.6 — — — 1.73 1.66 — — 0.74 — 0.17

(Continued on next page)
Table 5. Secant modulus of elasticity and dynamic moduli of elasticity and rigidity of concrete. (Continued)

MIX'S/ Density ( Lb/cu ft)5/ Maximum

observed

Dynamic E Dynamic G Poisson's ratio designation cylinder r-prisro-S/ cylinder c ompr

cylinder r-prism

28 days 28 days strain

Ex®/ Ef£/ E] 5/ Ef£/ cylinder r-prism cylinder r-prism

H3M-1 79.2 81.5

106 psl

0.94

106 in. 2288

106 psl

1.30

10^ psi 1.22

106 psi

1.33

10 6 psl

1.17

1°^ psi 0.52

10^ psi 0.53 0.25 0.25 H3M-2 68.7 69.9 — -- 0.71 0 . 6I4

. 0.73 0.64 0.29 0.29 0.24 0.23 H3M-2X 73.2 -- -- -- 0.96 0.89 -- -- 0.38 — 0.26 -- H3M-3 68.2 73.2 -- -- 0.46 0.41 0.64 0.59 0.19 0.26 0.20 0.20 H3M-3X 73.9 — -- — 0.78 0.71 — — 0.32 — 0.23 -- H3M-4 65.4 64.6 0.26 1200+ 0.43 o.4o 0.39 0.34 0.18 0.16 0.20 0.23 H3M-4X 69.2 0.68 0.63 -- 0.27 -- 0.24 —

HS3M-1 85.9 86.6 1.06 1616 1.49 1.38 1.41 1.31 0.59 0.56 0.26 0.26 HS3M-1X 88.0 -- — — 1.55 1.46 0.61 — 0.26 -- HS3M-2 79.2 79.6 o.S6 1178 0.89 0.81 0.87 0.81 0.35 0.36 0.27 0.23 HS3M-2X 8l .0 — -- -- 1.04 0.94 0.94 -- 0.41 — 0.25 -- HS3M-3 75.3 76.0 0.32 1177 0.59 0.54 0.60 0.55 0.23 0.24 0.26 0.24 HS3M-3X 77.8 — — 0.74 0.67 — — 0.30 0.22 —

H3F-1 70.5 71.9 0.36 1336 0.62 0.58 0.65 o.54 0.25 0.25 0.25 0.28 K3F-1X 73.2 --- -- -- 0.77 0.70 -- -- 0.30 -- 0.29 -- H3F-2 62.8 65.1 — 1200+ 0.34 0.30 0.39 0.34 0.14 0.15 0.22 0.27 H3F-2X 67.4 — 0.56 0.45 0.23 0.23 H3V-1 66.6 69.7 0.22 1294 0.42 0.39 0.53 o.45 0.17 0.20 0.23 - 0.29

H3V-1X 72.0 — — -- 0.70 0.63 -- -- 0.28 -- 0.26 -- H3V-2 65.2 66.5 — — 0.34 0.31 0.31 0.26 0.14 0.13 0.23 0.19 H3V-2X 65.7 — -- 0.38 0.34 ” 0.15 -- 0.25

H1M-1 70.2 69.9 0.48 2078 0.75 0.68 0.68 0.60 0.30 0.28 0.26 0.22 W3M-1 67.0 70.1 0.44 1089 0.71 0.62 0.75 0.63 0.26 0.28 0.36 0.32

V/3K-1X 71.6 — -- — 0.99 0.87 -- — 0.37 -- 0.33 —

W3M-2 60.6 64.4 -- — 0.34 0.31 0.39 0.35 0.14 0.16 0.2k 0.19 W3M-2X 66.2 — 0.62 0.55 0.23 0.3b W3V-1 58.2 59.5 0.19 1480 0.39 0.32 0.41 0.33 0 . 1 S 0.16 0.36 0.30 W3V-1X 60.4 — 0.48 0.40 — -- 0.18 0.33 -- W1M-1 67.4 - - - 0.75 0 . 66 - - 0.29 - 0.32 -

L3M-1 81.3 81.9 0.78 1612 1.24 1.01 1.16 1.00 0.45 0.45 0.25 0.29 L3F-1 75.4 77.7 __ 0.57 0.50 0.75 0.62 0.23 0.29 0.23 0.24 L3F-2 75.4 78.6 0.40 1168 — — 0.78 0.63 -- 0.30 -- 0.29 L3F-2X 8o.5 — 1.01 0.89 0.37 0.36 L3V-1 74.9 75.9 0.53 2139 0.89 0.80 0.85 0.73 0.35 0.33 0.26 0.27 L3V-2 67.2 68.1 -- 0.39 0.34 0.36 0.30 0.15 0.15 0.32 0.26 L3V-2X 68.7 -* — 0.42 0.37 0.16 0.29 —

L1M-1 79.6 0.89 1361 1.20 1.07 - — 0.46 - 0.31 -

R3M-1 — 82.2 -- -- -- __ 1.28 1.09 -- 0.49 -- 0.32 R3M-2

R3M-3 74-7 75.3 0.63 1539 0.93 0.83 1.01 0.92 0.36 0.40 0.27 0.26 R3M-3X 79.1 — 1.15 1.05 -- 0.45 — 0.28 RS3M-1 81.1 83.1 0.50 1136 0.89 0.82 1.01 0.95 0.35 0.42 0.26 0.20 RS3M-1X 83.3 ““ 1.08 0.99 -- 0.43 0.26 --

a/ See footnote a/ to table 2. (All mixes contained 2$ CaCl2 by weight of cement).

b/ Specimen 28 days old; moist cured to 7 days; stored at 73°F, humidity uncontrolled to time of test, c/ Flexural strength prism.

d/ Calculated as stress/strain for strain = 0.0005. e/ Calculated from longitudinal resonance frequency (uncorrected).

f/ Calculated from flexural resonance frequency (uncorrected).

£/' Calculated from torsional resonance frequency (uncorrected).
Table

6.

Moisture

Properties

of

Concretes

(Continued

on

next

page)
Table 6.

Moisture

Properties

of

Concretes

(Continued)

x

«H

®

© fc. p A: TO

© lA^tO

O CM CMO -d-MA CAxfr CO t CO o CO xtm A-CA CA e 00 CA c c d o © «. © © © © « e © © a © a P -cfv£> rnKJ CM CM CO -d-O

rH CM CM CACA e-o fA 9 m rH <A CM CM <5TM

A- 8 rH CA si OrH CM CM CM CA CM e cm CA rH CM cm rH 8 CM CM © ©

to

TO rH _zt" fH IA -d-lAvO

O O' ndO c m xt CA A-CA o o m

a cm CA OCOCOCO CACAO OCO CA O rH • s0 CA nD co o (A 0 co CA CO © rH O O O O O rH rH O O rH r-i » o O O O O O rH o » o O » © * 0 • bC bC C CO O O O O O O O O O o o O » O o O O O o o o » o O H J*

>>

d lAr^n^. CA r- CM CA CM sQvO CA « xh CM IT, CM A- r-l CA co

a _=t CO vO vO vO 00 A 00 vO A- 00 a m A- m cAm sO A- p » m P o X >> o o o o o o o o o O O o a o O o O O O O O i o O p a © « o o a o a *> a 0 ©

to C\l rd o o o o o o o o o O

OO • O

O o O

OOO

O 8 o O

c^-o

O

C

y“ -Xt-CM rH CM CC 5

f— CA CA CM mm mcA mo <m CA

p fA CM CM CM CA CM CA rH d- CA CM CM i—i xtmm CM © © a CO c O O O O o o o O O o o o O O O O O O O O OOO O c ©

CM r- CO rH CM vOxh v£) <A r— e-m

O A- CACA om CA CD CO CA

a c *>®© o ® PH NOO^ 0 H0 UN CA CA om

O 5

cMm

O rH CA

to r-i

O CM_=l-_-t^- -d-xt Xj- mm. P xtxt CAxtm 5 G °H > E P p o P p O LA-rt pH rH O' r-i A- (Mm cA CM A-\£) (AGO A- A-m QD 5 0 e 0 © 0 O 9 p, i P*H cm r-vO_=fCM CACA3- rH^tO cm r— O sO A- m CO mco e-co mpm m to \Tv © CM xt-d- -d- xi-m vO CM <ACA mxt CM CACA CA s T31d 0 > E CH cm O P CM OCO Aim CM CA o CA A- rs m v£) CA O ca O' xtA- rH c H

CM CM sO

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F.&

T. _4 XAvO A- O' rH O' O' CO A- H A- vO CO COCO XAH vOH

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Eh

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100

cycles) O' A-CD O CO O CO _d\A CO OJ O O CO O' H OJ OJ OJcO

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&

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cycles ^ C H OHW AO

p< • P 0 ,c O Jh ^ TJ TJ

1 1 1 1 1 1 1 III 91

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No.

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Pl, CHCMCL, 0. Pr CM CM CM CM CM CM CM C3 OC3 CCK CECE

(Continued

on

next

page)
Tabls

7.

Results

of

Automatic

Fre6zing-and

-Thawing

Tests,—'

(Continued)

Saturation

coefficient^

Max during

P.4

T. CO rA _G- C\J CA CA _=flAU\ _rtP O P OrA CA O

_cMT\ IA v£>A-M pvpvO IA \A IA IA IAP M IA oo o ooo ooo o o o o oo o o

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CM CM CA CACAJ- CM CM cA CM CM P cA CACA P cA OO O OOO OOO O O O O OO O O

5 rao © p©

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G

T3K

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p

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27.il30.630.6 21.9 32.2 32.3 19.8 19.1 30.9 26.0 18.0

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p

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V&. PO A- O' p P CO P P CA CM CM O' O' O' P CO P OJ PP PPPAJP P

Durability

\/

factor

DPfi^

(based

or.

100

cycles)

.

1.00 0.33 0.U7 0.62 0.08 0.10 0.91 0.20 0.10 0.89 0.26 0.56 0.33 1.00 0.22 0.96 0.56

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Table 8. Thermal conductivity values from

guarded hot plate test

Mix

designation

Percent air Density

ovendry

Thermal

conductivity plastic

concrete

a/

cond.

specimens

1 -day

lb/cu ft btu/hr/ft2/°F/in

PCS3M-1 23 .7b/ 18.4 65.5 2.24

PC1M-2 27.5^/ 24.0 53 .1+ 1.68

PC1M-3 35.1 31.4 48.2 1.45

PN3M-1 25.3 20.6 (

4

. 7.8 1.60

PN3M-2 28.1 21.9 47.8 1.59

PN3F-2 25.3 19.0 So 4 1.65

PN3F-3 32.2 24.8 46.7 1.44

PN3V-1 27.7 26.3 45.2 1.48

PN1M-1 28.7 27.6 45.8 1.40

PN1M-2 35.8 36.2 1+ 0.5 1.26

PG1M-1 27.5 25.1 44.4 1.37

G1M-1 24 . 2

^

15.3 122.6 6.79

H3M-1 20.5 16.5 8 I.I 3.02

H3M-2 30.9 22.0 73.0 2.60

H3M-3 31.2 19.1 70.2 2.50

HS3M-1 23.3 19.7 80.2 3.26

H3F-1 28 .

22.1 72.6 2.49

H3V-2 34.8 27.7 65.2 1.93

H1M-1 31.0 22.2 72.0 247

W3M-2 33.1 25.1 62.8 1.80

L3M-1 26.0 18.4 79.3 3.07

L3F-1 28.1 24.6 77.1 2.71

L3V-1 28.0 22.9 73.7 2.70

L3V-2 32.6 29.2 67.1 2.07

Cellular-^ 71.0 70.0 20.0 0.65

a/ Based on average density of two samples of plastic concrete,

one taken immediately following mixing and the other 10 min

later

b/ Based on single density determination for sample taken

immediately following mixing,

c/ Foamed cement paste.
DENSITY

(AGE

2

4

HR)

LB/C

U

FT

15 20 25 30 35

PERCENT AIR <S>

Pig. 1 - Density versus air content calculated from the weight of 6- by 12-in.

concrete cylinders 24 hr old.
o

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ro

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Compressive

strength

of

6-

by

12-in.

concrete

cylinders

at

age

of

24

hr

versus

air

content

based

on

the

density

of

the

cylinders.
1500

O

in

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Compressive

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6-

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concrete

cylinders

at

age

of

7

days

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air

content

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the

density

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at
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2C

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strength

of

6-

by

12-in.

concrete

cylinders

at

age

of

28

days

versus

air

content

based

on

the

density

of

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cylinders

at

age

of

2i|

hr
1500

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Pig.

4

-

Compressive

strength

of

6-

by

12-in.

concrete

cylinders

at

age

of

28

days

versus

bond

strength

of

6-

by

6-

by

12-in.

pullouts

with

7/8

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round

deformed

bars

at

the

same

age.
000 !

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ISd ‘SS3&1S 3AIS S3ddlA!00

Pig.

5

-

Typical

stress-strain

curves

for

6-

by

12-in.

cylinders

tested

in

compression

at

age

of

28

days.

(Note

that

the

origins

of

some

of

the

curves

are

offset).
1 I I H O 2 a B H B B a

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TYPE

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WAYLITE

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CD S

O <

z

>-Q

M"

O

O

O’

ISd SN0I11IW ‘3 1NV03S

FiR.

6

-

Dynamic

E

calculated

from

fundamental

longitudinal

resonance

frequency

measured

at

age

of

28

days

on

6-

by

12-in.

concrete

cylinders

versus

secant

E

determined

from

stress-strain

curves

at

a

strain

of

0.0005.
S500

oo

Ql

co2

O

LtJ U

>-Q

ISd ‘H19N3dlS 3AISS3UdSAI0D AVQ-83

Pig.

7

-

Compressive

strength

of

6-

by

12-in.

concrete

cylinders

at

age

of

28

days

versus

the

dynamic

E

(longitudinal)

determined

at

the

same

age

upon

the

same

cylinders.
CORRECTION

FOR

DYNAMIC

E,

PERCENT

POISSON’S RATIO, JJ <S>

Fig. 8 - Corrections for dynamic E (longitudinal) when Poisson's

ratio is different from 0, and for dynamic E (flexural),

calculated according to Pickett's equation, when

Poisson's ratio is different from 1/6. R is the radius

of a cylinder, B is the breadth and D the thickness of

a prism, L is the length,// is Poisson's ratio and K

is the radius of gyration of the cross-section of a prism about the neutral axis.
H O 5 B B B B

0

in

CM 2 © O © •

O > e> 0 s> 0 u_ 4 <3 0 5 0 ©

|

CEMENT

TYPE

|

SAND,

%

|

FOAM.

AGENT

PUMICE

C

2

2

HAYDITE

WAYLITE [lelite

ROCKLITE

GRAVEL

31V93H99V 3SWV00

+

o_

o

>% o

+

+

+++ 4”

+

+

+

+

+

4

- +

# +

+fcf

i 1

ooo

C£>

o O d

CM

O

in

ro

O

ro

in

CM

O

CM

O

o

cc<

hUJ

o

lr

m ljJ “ CL

m

1N3IDIJJ30D NOIlVdm VS

Pig.

9

-

Saturation

coefficient

versus

air

content

of

halves

of

3-

by

4“

by

l6-in.

prisms.

The

saturation

coefficient

is

the

ratio

of

the

absorptions

determined

by

soaking

at

73F

for

24

hr

and

boiling

for 5

hr;

the

air

content

is

based

upon

the

weight

of

the

prisms

at

the

age

of

24

hr
CHANGE

IN

DYNAMIC

E,

,

PERCENT

CYCLES OF FREEZING AND THAWING

<NBS>

Fig. 10A - Change in dynamic E (longitudinal) versus the number

of cycles of automatic freezing and thawing for

3- by if- by l6-in. prisms of concrete made with

various lightweight aggregates. Each cycle con- sisted of 3 hr immersion periods (of cans containing

individual specimens covered with water) alternately

in baths at 0 F and 50 F. Note indicated air con- tents which are based upon the weight of the prisms

at an age of 2lf hr. Note also, Figure 10A, dotted

curves for a sand-gravel concrete containing 6 bags

of Type III cement per cu yd, and no entrained air.

All mixes contained 2% of calcium chloride, by weight

of cement
CHANGE

IN

DYNAMIC

Ei

,

PERCENT

CYCLES OF FREEZING AND THAWING

<NBS>

Fig. 10B - Change in dynamic E (longitudinal) versus the number

of cycles of automatic freezing and thawing for

3- by J-|_- by l6-in. prisms of concrete made with

various lightweight aggregates. Each cycle con- sisted of 3 hr immersion periods (of cans containing

individual specimens covered with water) alternately

in baths at 0 F and 5>0 F. Note indicated air con- tents which are based upon the weight of the prisms

at an age of 2lp hr. Note also, Figure 10A, dotted

curves for a sand-gravel concrete containing 6 bags

of Type III cement per cu yd, and no entrained air.

All mixes contained 2.% of calcium chloride, by weight

of cement
DURABILITY

FACTOR

0,8

0.6

0.4

0.2 -

0.0

n

r

d

Q>$

O

B

S®

o

i i

CEMENT TYPE m I SAND, % 0 0 0 25 0 FOAM. AGENT M F V M M

UJ PUMICE C 9 9 a

H<

•• NM 0 A V 3 a

e>

UJ G a

a:o HAYDITE o A V O

< WAYLITE o V H

UJ

(0 LELITE 4> A V D

q:< R0CKLITE ©

oo GRAVEL w •

20 25 30

PERCENT AIR

35

Pig. 11 - Durability factor, based on dynamic E (longitudinal), versus air content of the freezing and thawing specimens. The durability factor is the ratio of the area under the curve (Figure 10A, B) within the rectangle

bounded by ordinates 0,30 and abscissal 0,100, to the

entire area of the rectangle. The air content is

based upon the weight of the specimens when 21+ hr old.
SHRINKAGE,

PERCENT

DRYING TIME, DAYS

<NBS>

Fig. 12A - Shrinkage versus drying time for 2- by 2- by 12-in.

concrete prisms dried at 73°F, 50 percent relative

humidity after storage in water at 73° F until 7 days old. (Note indication of number of mixes represented by each curve; two specimens were tested for

each mix )
SHRINKAGE,

PERCENT

Pig. 12B' - Shrinkage versus drying time for 2- by 2- by 12-in.

concrete prisms dried at 73°Fj 50 percent relative

humidity after storage in water at 73°F until 7 days old. (Note indication, of number of mixes represented by each curve; two specimens were tested for

each mix.
SHRINKAGE,

PERCENT

0

Fig, 12C - Shrinkage versus drying time for 2- by 2- by 12-in.

concrete prisms dried at 73° F, 50 percent relative

humidity after storage in water at 73° F until 7 days

old. (Note indication of number of mixes represented

by each curve; two specimens were tested for each mix).
o

sfr

o

OJ

O

o

o

GO

O

CO

o

o

c\J

(do/Ni/u os/dH/ma)

H

3

O\

CD

_J

>-

QuQ

LxJ >

O

>-t

CO

z

UJ

o

AlIAUOnONOO 1VWU3U1

ig.

13

-

Thermal

conductivity

of

1-

by

8-

by

8-in.

concrete

plates,

as

determined

in

guarded

hot-plate

apparatus

versus

oven-dry

(24

hr,

220

F)

density
THE NATIONAL BUREAU OF STANDARDS

Functions and Activities

The functions of the National Bureau of Standards are set forth in the Act of Congress, March

3, 1901, as amended by Congress in Public Law 619, 1950. These include the development and

maintenance of the national standards of measurement and the provision of means and methods

for making measurements consistent with these standards; the determination of physical constants and properties of materials; the development of methods and instruments for testing materials,

devices, and structures; advisory services to Government Agencies on scientific and technical

problems; invention and development of devices to serve special needs of the Government; and the

development of standard practices, codes, and specifications. The work includes basic and applied

research, development, engineering, instrumentation, testing, evaluation, calibration services, and

various consultation and information services. A major portion of the Bureau’s work is performed

for other Government Agencies, particularly the Department of Defense and the Atomic Energy

Commission. The scope of activities is suggested by the listing of divisions and sections on the

inside of the front cover.

Reports and Publications

The results of the Bureau’s work take the form of either actual equipment and devices or published papers and reports. Reports are issued to the sponsoring agency of a particular project or program. Published papers appear either in the Bureau’s own series of publications or in the

journals of professional and scientific societies. The Bureau itself publishes three monthly periodicals, available from the Government Printing Office: The Journal of Research, which presents

complete papers reporting technical investigations; the Technical News Bulletin, which presents

summary and preliminary reports on work in progress; and Basic Radio Propagation Predictions,

which provides data for determining the best frequencies to use for radio communications throughout

the world. There are also five series of nonperiodical publications: The Applied Mathematics

Series, Circulars, Handbooks, Building Materials and Structures Reports, and Miscellaneous

Publications.

Information on the Bureau’s publications can be found in NBS Circular 460, Publication? of

the National Bureau of Standards ($1.00). Information on calibration services and fees can be

found in NBS Circular 483, Testing by the National Bureau of Standards (25 cents). Both are

available from the Government Printing Office. Inquiries regarding the Bureau’s reports and

publications should be addressed to the Office of Scientific Publications, National Bureau of Standards, Washington 25, D. C.
NBS