NATIONAL BUREAU OF STANDARDS REPORT

Insulating Concretes

by

T. W. Reichard

Report to

the Departments of

the Air Force, the Army, and the Navy

U. S. DEPARTMENT OF COMMERCE

NATIONAL BUREAU OF STANDARDS

7112
Till-: NA FIONA L lUIKFAl) OI S'I'AM)AI{|)S

I' liiH'l ions ami A«;livili<‘s

'I'Ih' functions oI tlic INalionai ISnr<‘an of Standards arc set lortli in the Act of (ionffress, March

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maintenance of tin* national standards <d incasnrcinimt and tlic provision of means and nictliods lor making mcasmcnicnts consistent with these standards: the determination of phvsieal eonslanls and

pro|»erti(‘s (d materials; the <lt‘\ elopment <d methods and instinmenls lor testing materials, devices,

and slriK’lnres; advisory services to gov(‘rmneiit agencies on seientilie and tiN-hnieal prohleins; in- vention and developimmt <d devi<*es to s<‘rve spec ial needs of the (Government; and the developimml

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NATIONAL BUREAU OF STANDARDS REPORT

NBS PROJECT

1001-12-10111 March 24, 1961

NBS REPORT

7112

Insulating Concretes

by

T. W. Reichard

To

the Departments of

the Air Force, the Army and the Navy

IMPORTANT. NOTICE

NATIONAL BUREAU OF

Intended for use within the

to additional evaluation and

listing of this Report, cither the Office of the Director, N

however, by the Government

to reproduce additional copi

Approved for public release by the

Director of the National Institute of

Standards and Technology (NIST) on October 9, 2015.

progress accounting documents

rmally published It Is subjected

reproduction, or open-literature

sion Is obtained in writing from Such permission Is not needed,

prepared If that agency wishes

U. S. DEPARTMENT OF COMMERCE

NATIONAL BUREAU OF STANDARDS
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Insulating Concretes

T. W„ Reichard

A description is given of a series of tests with insulating

concretes of several types designed to develop data for the purpose of determining: (1) Elastic properties and strength as a function of size and shape of specimen, cure, density, and com- position; (2) the drying shrinkage; (3) thermally induced movements; and (4) the behavior of reinforced insulating concrete

slabs under short-term and long-term loads

„

About 120 batches of insulating concrete were made using 2

brands of vermiculite, 3 brands of perlite, and 2 brands of preformed foam making liquids. Data are presented to show that in

testing insulating concrete specimens for strength, the cure,

size and shape of specimen, and test conditions must be precisely

defined in order to obtain meaningful results. For instance, ver- miculite concrete specimens which had been damp cured showed as much as 50 percent increase in compressive strength when oven dried

before testing. Data are presented which show that although the

relative strengths of various size specimens were affected by the

curing method, the cubical specimen consistently showed a significantly higher strength than the cylindrical one with a height

to diameter ratio of about two.

It is shown that the compressive strength of these concretes can be estimated from their fresh density if segregation is prevented and the water content is known. The data indicate that the

cement-aggregate ratio is important in controlling the strength

only in so far as the density of the concrete is affected.

There were significant differences in the drying shrinkages of

the 3 types of concretes and also in the shrinkages of the concretes

made from the 3 brands of perlite.
2 .

1. INTRODUCTION

During FY1958 and 1959, the National Bureau of Standards was engaged

in a study of insulating concretes initiated as a Tri-Service Project.

This final report presents data developed during the last year. Some data

reported previously in interim reports [1] and [2]^/ are included in this

report, but only where needed for clarity or continuity.

This work was initiated for the purpose of developing data needed for

evaluating the usefulness of perlite, vermiculite, and cellular insulating

concretes. Due to a curtailment of funds for FY1959 the work planned was

not entirely completed, especially with the cellular type concretes.

The data presented were developed for the following specific purposes:

1. Determine the strength and elastic properties of the 3 types of

insulating concretes as a function of size and shape, cure, density, and

composition.

2. Determine the drying shrinkage of the concretes as a function of

composition.

3. Determine the thermally induced movements of the concretes.

4. Determine the behavior of reinforced insulating concrete slabs

under short-term and long-term loads.

Two brands of vermiculite aggregates, 3 brands of perlite aggregate,

and 2 brands of preformed foam-making liquids were used in making the con- cretes for this investigation.

2. MATERIALS, MIXING AND FABRICATION

2.1 Aggregates

Three brands of perlite concrete aggregate were used. They are designated as perlites A, B, and C.

Two brands of vermiculite concrete aggregate were used and are designated as vermiculite D and E. Vermiculite D was expanded from a domestic

ore; vermiculite E was expanded from a South African ore.

1 / Tri-Service Projects are sponsored jointly by the Departments of Army,

Navy, and Air Force.

Numerals in brackets denote references listed at the end of this report.
3.

Table 1 gives the sieve analysis on the 5 aggregates. The samples

used for the sieve analysis were taken from single bags of aggregate by

a sample splitter.

Table 2 gives average dry loose unit weights of the aggregates. One

shipment of perlite C which was mentioned in [1] as being heavy was not

included in the average. Some bags of the vermiculite D were received in

a noticeably damp condition^ but had reached an equilibrium weight before

being used.

Table 3 gives the crushing strength test results on the aggregates;

this test was included in the study although its significance has not

been determined. The method used is described on page 9 of the Bureau of

Reclamation Report No. C385 entitled, "Properties of Concretes Made With

Typical Lightweight Aggregates."

An air-entraining agent is added to the perlite A and the vermiculite

E at the processing plant. Vermiculite D is normally sold as a stabilized

aggregate, i.e., one containing an air entraining agent added at the plant,

but the unstabilized aggregate was used in this investigation.

Perlite C is a "coated" aggregate. The "coating" is said to make

the use of entrained air unnecessary to prevent segregation in the fresh

concrete. Concretes made from each of the aggregates r^re designated by

the appropriate letter in the batch numbers in Table 5 through 8.

2.2 Air Entraining and Preformed Foam Agents

The air entraining agent used with vermiculite D, perlite B and some batches of perlite C was a 10 1/2 percent solution of neutralized vinsol

resin furnished by a vermiculite producer. Approximately 16 oz of this

solution per bag of aggregate is the amount recommended by the producers.

Two preformed foam systems designated as F and G were used in making

the cellular concretes. Both foaming agents were made from hydrolized

waste proteins. The concretes made using the G and F foam systems are designated in Table 9 by letters "G" and "F", respectively, in the batch

number

.

2,3 Cement

The Type I and Type III cements used were Lehigh port land cements

manufactured in Allentown, Pennsylvania. The letters "R" and "H" in the

batch numbers designated cements of Type I and III, respectively.
4.

2.4 Mix Proportions

2.4.1 Perlite and vermiculite concretes

The mix proportions recommended by the producers of the aggregates

are shown in Table 4. In most cases the recommended water contents were

adopted although in some batches extra water was used to simulate possible

field use or to obtain a pourable mix of 6 to 9 in, slump.

In several batches of perlite C concrete the mix proportions recom- mended for the other two perlite aggregates were used.

Air entrainment was recommended by the manufacturers for all the

aggregates except perlite C.

The actual proportions used for each batch of concrete are given in

Tables 5 , 6, 7, 8, and 10. (See also Table 1 of [2]).

2.4.2 Cellular concretes

Most of the cellular concretes were made from cement, water and preformed foam, but two batches designated as 30 FSH and 35 FSH (Table 9)

were made with an additive which replaced about half of the cement. The

additive was furnished by the manufacturer of the F foam system.

The water-cement ratio of cellular concrete is usually specified as about 0o6 by weight, but a water-cement ratio of 0.45 was specified for

the mixes with the special additive. The addition of the preformed foam

adds some water to the mix resulting in a slightly higher w/c ratio than

indicated by the specified water content.

The actual w/c ratios used in the cellular concrete mixes are given

in Table 9.

2.5 Mixing Procedure

All of the concretes, except those made with perlite C were mixed in

a 3 cu ft paddle type mortar mixer at a nominal speed of 40 rpm. The perlite C concretes were mixed, as recommended by the manufacturer, in a 3 cu

ft tilt drum concrete mixer at a nominal speed of 30 rpm.

The normal mixing schedule was 1/2 min with the cement and water, and

2 min with the aggregate or preformed foam. The mixing time for perlite C

concrete varied somewhat as additional time was sometimes required to bring

the concrete to a pourable consistency (6 in. to 9 in. slump).
5„

In the batches where it was necessary to add an air entraining agent

separately (vermiculite D and perlite B), the additive was added to the

cement-water slurry and mixed for 15 sec before the aggregate was added.

The unit weight of the concrete was determined when freshly mixed and

recorded as the wet density.

2.6 Fabrication of Specimens

The following types of test specimens were cast from most batches of

concrete except for the batches from which the 24- by 48- by 3- in. reinforced slabs were cast:

3- by 3-in. cylinder

3- by 6-in. cylinder

6- by 12-in. cylinder

3- by 4- by 16-in. prism

2- by 2- by 11-in. prism

In addition to the above specimen types ^ 2- in. cubes were cast from a few

batches of vermiculite concrete.

The 3-in. cylinders were molded in pint and quart ice cream containers

of x^axed paper. The actual diameter of these specimens was 3.37 in. Be- cause the cast top and bottom surfaces of these cylinders were not flat^ a slice was cut from both top and bottom of each specimen when removed from

the paper mold at 24 hr. The average height to diameter ratio for these

cylinders as tested was 1.8 for the nominal 3- by 6-in, and 0.85 for the

3- by 3-in. specimens.

The 6- by 12-in. cylinders were cast in machined cast iron molds. The

prisms were cast in steel molds.

The concrete was consolidated in all molds by jiggling or shaking the

molds. In most cases the metal molds were overfilled with concrete and

the excess cut off just prior to stripping.

The 24- by 48- by 3-in. slabs were cast in plywood forms as described

in [2] and were screeded off at the time of casting.

All specimens were covered with a vapor barrier until stripped at 20

to 24 hr.
6 .

3. CURING OF SPECIMENS AND SCHEDULE OF TESTS

In scheduling the strength tests for the concretes made with Type

III cement it was assumed that a 7-day test would be equivalent to the

28-day test for Type I cement. It was also assumed that a 3-day test

for Type III would be equivalent to the 7-day for Type I,

The cure and test schedules for the strength specimens were set

up as shown in Table 11. Not all the specimens indicated in Table 11

were made from each batch but from most batches of concrete the following minimum number of strength specimens was made:

3 - 6- by 12-in. cylinders for "A” cure

4 - 3- by 6-in. cylinders for "Early" test

4 - 3- by 3-in, cylinders for "Early" test

4 - 3- by 6-in. cylinders for "A" cure

4 - 3- by 3-in. cylinders for "A" cure

3 - 3- by 4- by 16-in. prisms for "A" cure

4 - 3- by 6- in. cylinders for "C" cure

In addition^ 2- by 2- by 11-in. shrinkage test specimens were cast

from all except the slab concretes. Following removal from molds at

24 hr these shrinkage specimens were placed in water at room temperature

for 6 days if made with Type I cement or for 2 days if made with Type

III cement.

The test slabs were given the "A" cure by storing under damp burlap

for the required period.

4. TEST PROCEDURE

4.1 Static Compressive Test

As a result of work reported in [1] it was decided not to cap the

compressive test specimens. The load bearing surfaces of the test speci- mens were prepared by grinding the ends to a smooth flat surface on a con- crete plate.

The specimens were loaded to failure through a spherically seated

head in a 60,000 lb capacity hydraulic testing machine. They were loaded

at a rate of not more than the estimated maximum load per minute.
7,

The static compressive stress-strain determinations were made on single 6- by 12-in. cylinders from each batch. Strain readings were

made by means of bonded wire strain gages at convenient load increments

without interrupting the continuous application of the load. The static

modulus of elasticity reported is the secant value defined here as the

slope of the line drawn through the origin and the point on the stressstrain curve at half the ultimate stress.

4.2

Dynamic Modulus of Elasticity

The dynamic (sonic) modulus of elasticity was computed using

the relation

where V velocity of sound through the specimen

V = 2 NL

N = fundamental longitudinal resonance frequency

in cycles/ sec

L = length of specimen, in inches

^ = density of specimen/g; density in Ib/in.

and g = 386.0 in./sec^

The fundamental longitudinal resonance frequencies of the 6- by

12-in. and 3- by 6-in. cylinders were determined using the procedure described in ASTM C215 just prior to the compressive test.

4.3

Modulus of Rupture Test

The three 3- by 4- by 16-in. prisms from each batch were tested for

modulus of rupture in accordance with ASTM C293-57T except that the speci- mens were not kept damp until time of test. These specimens were given

the "A" cure (see Table 11). The rate of loading was adjusted to not

more than half the expected maximum load per minute.

4.4

Indentation Test

The indentation tests were made in the hydraulic testing machine on the broken halves of the modulus of rupture prisms. This test was performed on the same day as the modulus of rupture test. A 1 1/8- in. diameter

steel disc, placed on the specimen, was loaded through a steel ball until

there was evidence of crushing. The indicated load at crushing was recorded as the indentation strength.
8 .

Crushing was assumed to have occurred when the load indicator did not

show an increase in the applied load with a continued movement of the test

ing machine cross head relative to the lower platen. Movement of the

cross head was determined by means of a 0.0001 in. dial gage mounted on the lower platen.

4.5 Drying Shrinkage Measurements

The three 2- by 2- by 11-in. specimens from each batch were molded

with stainless steel inserts at each end, and the effective gage length

was assumed to be 10 in. The specimens were placed in water at room temperature upon removal from the molds at the age of 1 day. The specimens

made from concretes with Type I cement were left in the water for 6 days.

The specimens made from concretes with Type III cement were left in the

water for 2 days.

Upon removal of the specimens from the water they were placed on a drying rack in a room controlled at 73 ± 3°F and 50 ± 3 percent R.H.

Initial weight and length measurements were made immediately upon removing the specimens from the water and thereafter the changes in weight and

length were measured at certain elapsed drying times.

Measurements of changes in length were made using a vertical comparator equipped with a 0.0001-in, micrometer screw and a 0,0001-in, dial gage

The instrument was checked by means of an invar standard bar each time

measurements were made.

4,6 Thermal Movement Measurement - Saturated Condition

The specimens used were the 2- by 2- by 11-in. shrinkage specimens

which were placed in a controlled temperature water bath at the desired

temperature. Measurements of change in length were made with the same vertical comparator that was used in making the drying shrinkage measurements. The specimens, which were about one year old, were placed in the

water batch for 7 days before any measurements were made.

Two thermal regulators were used with the water bath. One regulator

was adjusted to maintain a water temperature of 135 °F ± 1/4° and the other

regulator maintained a temperature of 35° ± 1/4°F. The water temperature

was changed by inserting the proper regulator in the control circuit.

Approximately 6 hr was needed to bring the bath temperature from 35° to

135° and 5 hr to bring the temperature to 35° from 135°.

The specimens were removed from the bath individually, placed in the

comparator, and a reading taken. This procedure was completed in about

10 sec which was rapid enough so that the readings could be taken before
9 .

the specimen had cooled sufficient to appreciably effect the readings.

It was found, by watching the dial gage on the comparator, that about

15 sec were needed before cooling of the specimen or heating of the

comparator frame affecting the readings. When the specimens were re- moved from the 35°F water an appreciably longer period was needed before warming of the specimen affected the readings.

Five complete cycles were made with a minimum of three repeated

readings at each temperature per cycle. These three readings were taken

at about half hour intervals.

The difference between the comparator readings taken at the two

temperatures - R^) divided by the temperature difference (100°F)

and the gage length (10 in.) gave the coefficient of thermal expansion,

(^1 ” ^

2 ) K = ~ coefficient of thermal expansion W TTvr^A

4.7 Thermal Movement Measurements - Oven-Dry Conditions

The specimens used were 2- by 2- by 11-in, shrinkage specimens

which were dried to constant weight in a 220”F oven. Two bonded wire

resistance strain gages were cemented with an epoxy resin cement to

opposite sides of the dried specimen. Each specimen was then sealed

in a polyethylene bag to prevent any change in moisture content. The

strain gages were connected to a strain indicator through a switching

box.

Compensating and active strain gages were cemented to a fused

silica plate which was placed in the test chamber with the test specimens. The active gages on the fused silica were used as a check on the

operation of the compensating gages. Since the active and compensating

gages were placed back to back on the silica plate, the indicator readings should be the same at any temperature of the specimen. These readings varied slightly (10 micro inches for the 100°F temperature change),

but it was assumed that the compensating gages were operating as predicted and no correction was made other than that necessary for the

thermal movement of the fused silica. The coefficient of thermal expansion was 0.306 X 10"^/°F for the fused silica.

All test leads to the gages in the chamber were cut to the same

length from the same spool of wire, and with equal lengths of wire

within the chamber. Direct and reverse readings were made for each

set of readings in order to adjust for any change in the external

gaging circuit.
10 .

After a few trial determinations it was found that satisfactory results could be obtained only by using readings made the same day. The

inconsistency of measurements made on different days was probably due

to a shift in the strain gage resistance with time.

The temperature of the circulating-air test chamber could be held

constant to ± 1/2”? and was measured by means of five thermocouples

placed near the specimens. It was assumed that there would be a temperature gradient from top to bottom of the chamber^ but by placing all

the specimens in the same horizontal plane the temperature of all speci- mens would be equal.

The temperature of the chamber was varied from about 40 ®F to about

140°F. It took about 2 hr to change the chamber from one temperature to

the other and about 3 hr was allowed for the specimens to reach equilibrium with the chamber. One cycle could be completed each working day

and the results reported are from three thermal cycles.

The difference between strain gage readings at the two temperatures

- R^) divided by the change in temperature (AT ) plus the correction

(K .) for the fused silica compensating gage gave the thermal coefficient

S X (Kj^) for the oven-dry specimens

R, R,

h

+ K

A T

si

4.8 Absorption

Broken halves of modulus of rupture specimens were cut to regular

shapes of about 3- by 3- by 6-in. and then used for water absorption

determinations. A single specimen from each batch was used. All speci- mens were stored in a 73°F room (humidity uncontrolled) for at least

nine months following the modulus of rupture tests. They were then dried

in a ventilated oven at 220"F for 48 hr and cooled to room temperature before the start of the absorption tests. The specimens were then 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 immersed. The specimens

were weighed in air after oven drying, cold soaking, and boiling. They

were also weighed in water after the 24 hr cold soaking.
11 .

The absorptions were calculated as follows:

Absorption, percent by weight (24 hr cold) =

Absorption, percent by weight (5 hr boil) =

Absorption, percent by volume (24 hr cold) =

Absorption, percent by volume (5 hr boil) =

"c - “d

%

- “d

"d

"c

- "d

- \

“b - “d

«c

X 100

X 100

X 100

X 100

where

W

W

W,W

= oven dry weight, in air

= weight after 24 hr cold soaking, in air

= weight after 5 hr boil, in air

= weight after cold soaking, in water

4.9 Reinforced Insulating Concrete Slabs

4.9.1 Perlite concrete slabs

The procedures used for testing the perlite concrete slabs were discussed in [2],

4.9.2 Vermiculite concrete slabs

The vermiculite concrete slabs were tested without formboard at the

age of 28 days. The test methods used were as described in [2] for the

perlite concrete slabs.

All the vermiculite slabs were reinforced with 4- by 4-in. welded

wire fabric of No. 12 gage wire which was laid free in the slab form 0.2

in. from the bottom.

The sustained load tests on the two vermiculite slabs were conducted

in a temperature and humidity controlled room (75 ± 3°F, 50 ± 5 percent

R.H.). The sustained load was, as for the perlite slabs, half the estimated ultimate load.
12 .

5. DISCUSSION OF RESULTS

5.1.1 Strength vs. Density for 6- by 12-in. Cylinders

Figures 1 through 5 show the relation between the wet density and

the 6- by 12-in. cylinder strength for the concretes investigated.

Figures 6 through 10 shows the relationship between the oven dry density

and the cylinder strength. All the 6- by 12-in. cylinders were given

cure "A" and tested as indicated in Table 12.

Some of the scatter in the data presented is probably caused by

variations in gradation or physical properties of the aggregate used.

The effects of these variations would be exaggerated by the relatively

small amount of aggregate (2 cu ft) used in each batch of concrete.

Figure 3 shows a considerable scatter in the data for the C perlite

concrete which was made without an air entraining agent in accordance

with the producers recommendations. However, segregation of this perlite

aggregate from the cement -water grout was quite severe in several batches

and, at best, was mild in most. It is thought that much of the scatter

of data in figure 3 is due to this segregation. It is noted that those

batches of C perlite concrete which contained entrained ^ir showed less

segregation and higher strength than the corresponding batches without

air entrainment.

It appears from the study of the data in figures 1 through 5 that

the minimum compressive strength can be estimated from the wet density

of concrete containing a given aggregate provided the mix is a non- segregating one and that the amount of water used is the minimum required

to produce a mix of pourable consistency. This relationship between the

minimum compressive strength and the wet density is indicated by curves which form lower boundaries to the arrays of points in figures 1, 2, 4,

and 5

.

The amount of mixing water recommended by the manufacturer is not

necessarily the amount yielding a mix of pourable consistency. For instance, the points above the dashed line in figure 2 (perlite B) correspond to mixes with recommended water contents and these mixes proved to

be too stiff to be placed by pouring. Similarly, in figure 1 (perlite A)>

the points below the curve are from mixes having about 25 percent excess

water; the excessive amount of water in theae batches caused some segregation in what would have otherwise been a satisfactory mix.

Figure 3 (perlite C) illustrates an extreme example of scatter caused

by segregation which ranged from mild to severe. It will be recalled that

the C perlite concrete was made without the use of entrained air. Also
13.

the amount of mixing water recommended, and used, was considerably greater

than was recommended for the other two perlites. The glKtreme scatter of

data in figure 3 made it inadvisable to indicate the lower boundary of

the data which would serve to establish a relationship between the minimum

compressive strengths and the wet densities as in the other graphs. The

curve in figure 3 is used only to separate the data from mixes having

sevete segregation from those exhibiting mild segregation.

Figure 4 establishes the relationship between the compressive strengths

and wet densities for vermiculite concretes. It is worth noting that for

vermiculite concretes as well as for perlite concretes a given aggregate

exhibits a well defined lower boundary in the array of points which defines

the relationship between the minimum strength and the wet density. A

similar grouping of points can be seen in figure 5 for the cellular con- cretes made with the two different foam systems.

The relationships between the compressive strengths and the oven-dry

densities shown in figure 6 through 10 are of the same general nature as those given in figures 1 through 5. Moreover, it was found that when oven- dry densities were used as a basis of comparison, the minimum compressive

strength-density relationship was more nearly independent of the source of

a given aggregate than was the case with wet densities. This was to be ex- pected since the amount of mixing water was of less importance. It is

noted though, that this observation is limited to non-segregating mixes.

Although the data for the non-air-entrained C perlite concretes given in

figure 8 show less scatter than comparable data in figure 3, the minimum

compressive strength-density relationship in figure 8 does not conform

to those established for the other perlite concrete mixes given in figures

6 and 7.

The observation that minimum strength- oven-dry density relationship

is independent of the source of a given type of aggregate is also true

for the vermiculite concretes.

From the data available it seems that, to a great extent, the mix

proportions are important in determining the strength of these concretes

only in so far as they affect the dry density of the concrete.

For the purposes of this investigation, it was assumed that the 7 day

strength of concrete made with Type III cement would be about the same as the 28 day strength of concretes made with Type I. For the vermiculite

concretes (figures 4 and 9) this seems to be true. However, for the perlite and cellular concretes the strengths for Type III cements are slightly

higher than for Type I.

A compilation of the results from all the concrete made in this study

are presented as average results for typical mixes in Table 12 and figures

11, 12, and 13.
14.

5.1.2

Modulus of Rupture

The modulus of rupture values are plotted against 6- by 12-in.

cylinder compressive strengths in figure 14. Although relationships

are not too well defined, the lines were drawn on the graph to indicate the probable trends. It can be seen that the ratio of the com- pressive strength to modulus of rupture was significantly greater for

perlite concretes than for the vermiculite concretes. This was true

for concretes made with either T)^e I or Type III cement.

It is probable that the higher compressive strength - modulus of

rupture ratio observed for concretes made of Type III cement was due

to the fact that these concretes were tested at 7 days and had a higher moisture content and, consequently, a greater moisture gradient

than concretes made of Type I cement which were tested at 28 days. The

greater moistuiE gradient across the section of a specimen used in the

transverse tests may be associated with a corresponding stress gradient

induced by shrinkage. There is reason to believe that as the specimens

approach equilibrium, the shrinkage becomes more nearly uniform across

the section of the specimen, and the stress gradient is reduced.

5,1.3

Indentation Strength

From the scatter of points shown in figure 15, where the indentation strength is plotted against compressive strength, it would seem

that no clear cut relation can be found for all the concretes. From a close study of the data it appears that a separate relation probably

exists for each of the three types of concretes. Each point shown is an average of at least six determinations, half of which were made on

a cast surface of the specimen and the others made on the top-screeded

surface sanded smooth. The effect of the type of surface on the results

was considerable in some cases, but in general was inconclusive. It has

been suggested that this type of test may yield better results if a blunt

needle were used in place of the disc so that surface finish would have

less effect. Benjamin [5] presents some data suggesting the possible use

of a Proctor needle for strength tests of cast in place insulating concretes.

5.1.4

Modulus of Elasticity (E), Secant and Dynamic

The secant E is plotted against the dynamic E in figure 16 for perlite and vermiculite concretes. The ratio of the dynamic to the secant

values of E is about 1.2 for the data presented, which were developed

using "A” cured 6- by 12-in. cylinder test specimens. The amount of

moisture in the specimen at test greatly affects the value of the dynamic

modulus as is shown in figure 17.
15.

The exact effect of the same amount of moisture on the secant value

was not determined, but from figure 16 the effect must be of the same magnitude as for the dynamic modulus. The ratio of dynamic to secant

modulus is independent of the test age (Type I vs. Type III cement) and

hence independent of the moisture content which is greater for the con- cretes made with Type III cement and tested at the age of 7 days.

From figure 16 it appears that the secant E can be estimated from

the dynamic E, but from figure 18 it can be seen that there is no definite relationship connecting the dynamic E values (and indirectly the

secant E) and the compressive strengths of the three different types of

concrete. However, a closer examination reveals that somewhat better

concordance was observed for some of the aggregates from an individual

source.

5.1.5 - 7 Day Strength vs. 28 Day Strength, Type I Cement

(3 day vs. 7 day strength. Type III cement)

Figure 19 shows the relation between the 7 day and the 28 day

strengths of "A” cured 3- by 6- in. cylinders of insulating concretes

made from Type I cement. In figure 20, the 3 day strength is plotted

against the 7 day strength for concretes made from Type III cements.

It is significant that all three types of concrete appear to define

the same relationship between the 7 and 28 day strengths for the Tjrpe

I cement and 3 and 7 day strengths for the Type III cement. This was

to be expected since the strength of insulating concretes is largely

determined by the strength of the cement paste. The relationships

plotted are considered reliable for the cements used in this investigation, but should not be considered representative for all brands of

cements, or cements of the same brand but different mills.

5.1,6 Effect of Moisture on Compressive Strength

It is well known that proper moist curing is essential for development of the compressive strength of concrete. However, it is not

generally known to what extent the amount of moisture present in the

specimen at the time of test affects the compressive strength of insulating concretes. In order to provide this information, the strengths

of "C" cured specimens tested moist were compared with strengths of

similar "C" cured specimens which were oven-dried at 220°F just prioV

to test. The results of this comparison are shown in figure 21.

As can be seen the vermiculite concrete specimens show about 50

percent increase in strength after oven drying. The cellular type con- cretes indicate quite a scatter; this was to be expected since these

concretes exhibit considerable shrinkage clacking of the specimens when

oven dried. The effect of drying on the strengths of the perlite con- cretes was slight, and the reason for this unexpected result is not

known. It is possible that there also could be some physical damage

to the perlite specimens caused by oven drying.
16.

It appears that the effect of different amounts of moisture at the

time of test on the strength of specimens must be determined by some method other than the one used in this investigation so that rapid oven drying would not be necessary. It seems probable that without rapid

drying and possible associated damage to the specimen, moisture content

would affect strengths of all the insulating concretes studied in a manner similar to that exhibited by the vermiculite concretes in the

NBS study,

5.1.7 Effect of Size and Shape of Test Specimen

on Compressive Strength

Except in certain curing methods, the effect of size and shape is

complicated by moisture content and also by the length of the drying

period relative to the damp curing period. In figure 22 the 3- by 6- in.

cylinder strengths of some insulating concretes which received cure "A” are plotted against the 6- by 12-in. cylinder strengths and the plot indicates that the 3- by 6-in. cylinder strengths develop about 90 percent

of the 6- by 12-in. cylinder strength. This is no doubt true for the "A"

cured specimens shown in this figure but is not necessarily true for

specimens cured in some other way. In Interim Report No. 1, Table 12,

it was shown that 3- by 6-in. cylinders developed only about 60 percent

of the strength of 6- by 12-in. cylinders when both sizes were damp cured

for only 2 days and allowed to air dry 26 days until tested. The effect

of damp curing time on the relative strength of various size specimens

is shown graphically in figure 23.

Since the drying rate is greatly affected by the size of the specimen, special care must be taken in choosing data which will show only the

effect of size and shape. In figure 24 are presented some data from sets

of identically cured 3- by 6-in, and 3- by 3-in. cylinders. Because of

the relatively small differences in drying rates, it is .felt that the 12

to 15 percent greater strength indicated in figure 24 for the 3- by 3 in.

cylinder over the 3- by 6- in. cylinder represents the actual effect of

the reduced height of specimens. Much of the data shown in figure 24 is

from ’'C" cured specimens which are tested damp. Similar data plotted in

figure 25 indicate that the 2-in. cubes have an equal advantage over the

3- by 6-in. cylinders.

It is thought that either a 3- by 6-in, cylinder or a 4-in. cube

would be an acceptable compressive test specimen from the standpoint of

providing adequate size for the type of cure which is regarded as being

realistic. Either specimen should be damp cured for about 7 days and

could be air dried to a reasonable moisture content in about 21 days

without oven drying. If oven drying is thought to be necessary before
17.

testing, a relatively cool oven (150°F) could probably be used without

differential shrinkage damage to the specimen. The oven drying should

take place just prior to test when the moisture content of the concrete

would be reasonably low.

The 4-in. cube is thought to be a better specimen than the 2-in.

cube for two reasons:

(1) Due to the friction on the mold sides, prevention of air voids

becomes more of a problem as the specimen size is reduced. Satisfactory

4-in. cube specimens can be molded without the puddling which is sometimes necessary to remove air voids from the 2- in. cube specimen sides.

(2) If the cubes are cut from a larger specimen the weakened edge

portions, caused by the sawing will have less effect on the larger 4-in.

cube. There is considerable chipping and weakening of the corners when

sawing the more brittle concrete.

5.2 Moisture Properties

5.2.1 Drying Shrinkage

The term drying shrinkage as used here, is the measured change in

length of the concrete specimen as it dried. Most of this change was probably caused by the loss of moisture, but some, no doubt, was caused

by carbonation of the cement paste. It was coincidental that the speci- mens were dried at the reported optimum [3] humidity condition for

carbonation.

The average drying shrinkage curves for 3 types of concrete are shown in figure 26. The average values obtained for individual batches

of these concretes are plotted in figure 27 as a function of a cement

content

.

From Table 13, which gives the values of drying shrinkage for all

the concretes tested, it can be seen that the C perlite concretes showed

a significantly lower value of drying shrinkage than the concretes made

from the other brands of perlite. The maximum drying shrinkage recorded

for the C perlite concretes was at a drying period of 90 days. After

the 90 day reading the specimens showed a slight increase in length over

the previous reading at 90 days. The 650 day reading indicated that the

drying shrinkage was about 20 percent less than at 90 days. Figure 28

is a comparison of the long term shrinkage characteristics of the 3 perlites. It is believed that the reversal shown for the B and C perlites

is characteristic of perlite concretes. The amount is probably dependent

on the method of manufacturing the aggregate, history of the aggregate,

and moisture conditions of the concrete in use.
18.

According to Hill [4] this reversal in the time -shrinkage curve is

due to a slight expansion of the perlite which he attributes to a re- hydration of the perlite aggregate. It is thought that some of the

differences in drying shrinkages recorded for the 3 perlite concretes

may be due to the differences in their expansion rates since the normal

drying shrinkage and the expansion occur simultaneously.

In order to determine the order of magnitude of any expansion in a perlite concrete, shrinkage specimens were cast from each of four batches

of A perlite concrete. One specimen from each batch was stored in the

73°F fog room. It was assumed that no carbOnation of the concrete would

take place in the fog room and that the expansion would occur.

After 480 days of storage in the fog room the average expansion of

the four specimens was only .08 percent. This seems to indicate that the

A perlite will cause very little long term expansion.

There is no indication that vermiculite or cellular concretes will

exhibit this type of expansion.

5.2.2

Rate of Drying (change in weight)

Figure 29 shows the change in moisture content of two types of speci- mens with drying time. The 2- by 2- by 11- in. prisms were the drying

shrinkage specimens dried at 73®F and 50 percent R.H. The, o- by 12-in.

cylinders were dried at 73 ®F in a laboratory where the humidity though

uncontrolled, averaged about 50 percent.

Figure 30 shows the change in weight of the shrinkage specimens at an enlarged scale to exaggerate the gain in weight of the specimens after

about 20 days drying period. This increase in weight is attributed to

carbonation of the cement although some of the gain in the perlite con- cretes may be due to the rehydration of the aggregate as suggested by

Hill [4].

5.2.3

Absorption

Absorptions of the concretes are listed in Table 13. It is indicated

that for the perlite and vermiculite concretes absorption is a function

of the density of the concrete.

5.3

Thermal Movements

Thermal expansion coefficients of the perlite and vermiculite concretes

are listed in Table 13. It appears that the density or cement content of

these concretes have very little effect on the thermal expansion.

The saturated concretes show a significantly higher value of thermal

expansion than the oven dry specimens, particularly for the perlite concretes.
19.

5.4 Reinforced Insulating Concrete Slabs

Some of the deflections recorded for both the reinforced perlite

and vermiculite concrete slabs under sustained load must be attributed

to the warping of the slab as it dries out. This warping is due to the

drying shrinkage of the concrete which is restrained by the steel in

the lower section of the slab. No estimate has been made of the amount

of the measured deflection which is caused by this warpage.

5.4.1

Perlite Concrete Slabs

Sustained Load Test (1/2 Ultimate)

Figure 31 which is an extension of the data shown in figure 5 of

[2] indicates that deflections of the perlite slabs were probably still

increasing slightly although the individual readings are still being

affected by fluctuations of the temperature and humidity conditions in

the test room. No serious cracks were observed on either slab.

5.4.2 Vermiculite Concrete Slabs

Short-Term Tests

Figure 32 shows the load-deflection curves for the 7 slabs tested

under short-term conditions. Loss of bond between the steel and the

concrete was the cause of failure in the first 4 slabs (SL-1 through 4).

Fracture of the steel caused the failure of the other 3 slabs tested

(SL-6, 8 and 9). From these data it appears that a vermiculite concrete

strength of about 300 psi was sufficient to provide the necessary bond

between the concrete and the 4- by 4-in. 12/12 ga welded wire fabric to

develop the full strength of the steel.

5.4.3 Vermiculite Concrete Slabs

(Sustained Load Test (1/2 Ultimate)

The results of the sustained load test are shown on figure 33.

Slab No. 7 developed a diagonal tension crack which was observed on one edge at 28 days after loading. At the time of the last reading (270

days) the crack had progressed across the width of the slab and was visible on the opposite edge. No serious cracking was observed on Slab No.

10 .

6. CONCLUSIONS

1. The minimum compressive strength of an insulating concrete can

be estimated from the wet density of the concrete containing a given

aggregate, provided segregation is prevented and the water content is

the minimum required to produce a mix of pourable consistency. The wet

density may be used as a field control of compressive strength.
20 .

2. The mininum compressive strength of an insulating concrete of a given type of aggregate may be estimated from the oven-dry density of the

concrete. This relationship is also only valid for non-segregating mixes.

3. The addition of extra mixing water does not appreciably affect

the relationship between compressive strength and the oven-dry density but

it increases the wet density and may cause segregation.

4. The static secant modulus of elasticity can be estimated from the

dynamic modulus.

5. The compressive strength of insulating concretes at 7 days can be

used to estimate the 28 day strength.

6. The moisture content of test specimen at the time of test can greatly affect the measured compressive strength.

7. The length of the damp cure period can greatly affect the relative strengths of various sizes of compressive test specimens.

8. The cubical compressive test specimen will indicate a higher

strength than a cylindrical specimen with a height of diameter ratio

approaching 2.

9. A considerable difference in drying shrinkage exists between the

3 types of concrete^ as well as between concretes made from different

brands of perlite,

10. The absorption is inversely proportional to the dry density of

these concretes.

11. Except for the oven-dry perlite concrete the coefficient of thermal expansion for these concretes is not significantly different from the

values reported for other portland cement products.

USCOMM-NBS-DC
REFERENCES

Interim Report No. 1, NBS Report No. 5624, October 1957.

Interim Report No. 2, NBS Report No. 5989, July 1958.

G. J. Verbeck, "Carbonation of Hydrated Portland Cement,"

ASTM Special Technical Publication No. 205, February 1958,

pp. 17-36.

R. D, Hill, 'The Long Term Expansion of Perlite Plaster and

Concrete," Australian Journal of Applied Science, Vol. 9,

June 1958, pp 141-162.

I. A. Benjamin and G. D. Ratliff, Jr., "An In-Place Strength

Test for Low-Density Concrete," ASTM Bulletin, October 1959,

pp 23-26.
r

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List of Figures

Fig. 1. Fig. 2.

Fig. 3.

Fig. 4.

Fig. 5.

Fig. 6.

Fig. 7. Fig. 8,

Fig. 9.

Fig. 10.

Fig. 11.

Fig. 12.

Fig. 13.

Fig. 14.

Fig. 15.

Fig. 16.

Fig. 17.

Fig. 18.

Fig. 19.

Fig. 20.

Fig. 21.

Fig. 22.

Fig. 23.

Fig. 24.

Fig. 25.

Fig. 26.

Fig. 27.

Fig. 28.

Fig. 29.

Fig. 30.

Fig. 31.

Fig. 32.

Fig. 33.

Wet density vs. 6- by 12-in. cylinder strength

Wet density vs. 6- by 12-in. cylinder strength

Wet density vs. 6- by 12-in. cylinder strength

)- by 12-in. cylinder strength

6- by 12-in. cylinder strength - Cellular F

Wet density vs. and E.

Wet density vs. and G.

Oven dry density vs. 6- by 12-in. cylinder strength

Oven dry density vs. 6- by 12-in. cylinder strength

Oven dry density vs, 6- by 12-in. cylinder strength

Oven dry density vs. 6- by 12-in. cylinder strength

D and E.

6- by 12-in

Perlite A.

Perlite B. Perlite C.

Vermiculite D

Perlite A.

Perlite B. Perlite C.

Vermiculite

Oven dry density vs cylinder strength - Cellular

F and G

.

Oven dry density vs. compressive strength - average values.

Cement content vs. compressive strength - average values.

Oven dry density vs. wet density - average values.

Modulus of rupture vs. 6- by 12-in. cylinder strength.

Indentation strength vs. 6- by 12-in. cylinder strength.

Dynamic "E" vs. secant "E”.

Dynamic "E" vs. moisture content of concrete.

Dynamic "E" vs. 6- by 12-in. cylinder strength.

7 day strength vs. 28 day strength - Type I cement.

3 day strength vs. 7 day strength - Type III cement.

Damp strength vs. oven dry strength.

3- by 6-in. cylinder strength vs. 6- by 12-in. cylinder strength.

Bar graph showing effect of cure on relative strength of various

sizes of specimens.

3- by 6-in. cylinder strength vs. 3- by 3-in, cylinder strength.

3- by 6-in. cylinder strength vs. 2“in. cube strength.

Drying time vs. drying shrinkage - 180 days.

Cement content vs. drying shrinkage.

A comparison of the drying shrinkage of concrete made with three

different perlites.

Drying time vs. moisture content.

Drying time vs. weight of shrinkage specimens.

Sustained load test - perlite concrete.

Short-term load test - vermiculite concrete slabs.

Sustained load tests - vermiculite concrete slabs.

Table 1. Sieve analysis of aggregates

Aggregate

Weight

of

sample

Percent by weight passing sieve No.

3/8 4 8 16 30 50 100

gm

Perlite A 70.7 100 100 99.2 62.4 26.7 15.1 9.2

Perlite B 82.5 100 100 99.9 76.5 34.8 12.6 3.1

Perlite C 57.0 100 100 85.3 53.7 27.7 17,2 10.0

Vermiculite D 68.7 100 99.9 91.2 58.3 29.2 10.0 2.6

Vermiculite E 55.0 100 100 76.0 31.0 8.0 3.0 2.0

Table 2. Dry loose unit weight of aggregates

Aggregate Nominal As Used Bag size

pcf pcf cu ft

Perlite A 7.5 8.0 4

Perlite B 7.5 8.0 4

Perlite C 7.5 7.6 4

Vermiculite D 6.0 7.7 4

Vermiculite E 6.0 6.5 3
I
Table 3. Crushing strengths of aggregates

Aggregate

Crushing strength, psi, average of 3 tests

For 1-in.

compaction

For 2-in.

compaction

For 3-in.

compaction

Perlite A 47 150 381

Perlite B 48 128 336

Perlite C 25 87 299

Vermiculite D 31 85 139^^/

Vermiculite E 10 26 40i/

\j At 2 1/2 in. compaction

Table 4. Mix proportions recommended by manufacturers

Aggregate

1/

Mix Cement Aggregate Water

sacks cu ft lb

Perlite A and B 1:6 1 6.0 100

1:5 1 5.0 92

1:4 1 4.0 75

Perlite C LD-4 1 8.0 162

LD-5 1 6.4 133

LD-6 1 5.3 112

Vermiculite D 1:8 1 8.0 200

1:6 1 6.0 146

/

1:5 1 5.0 119-

1:4 1 4.0 92

Vermiculite E 1:6 1 6.0 158

1:5 1 5.0 129

1:4 1 4.0 108

)J Manufacturer's designations.

Water requirement estimated - not a recommended mix

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J o CO <f <t <t <! •vf uO cD in CD cn cn CO CO 'd- Ml" Mf

B

C s-t <u c 0) M-l o o O. o c <u

4.i 4UJ

B

dd * •• 4- 60 r-4 M6 ID iD iD vD cD cD m in m Mt CD CD cD cD

m in

mm o d d o • • • «

•• • • •H QJ -1 > rH rH tH iH fH fH

G rH tH pH iH fH fH fH rH rH pH pH pH pH

w

B lO

d 0) jO Pn

P5 C.

d rQ o . < O

Q dj o <2 pqU <dO pq o pq CJ

ij o K 3 y 3 a

a

G

a

a

a

a 3 Ga s W

a II!

d 8 pq

M

w pp pq pq pq pq pq pq pq pq pq pq pq pq pq pq pq pq CD cD CD CD cD CD cD m m m <!• cD cD cD vO m m m

4BHA

1:4

5.78

76

III

43.5

38.8

30.7

350

.225

Table 7. Concretes made from Perlite "C"

NBS^. batch

No.

Ratloi

cement to

aggregate

by volume

Cement

content

per cu yd

of concrete

Mix

water Type

per sack cement

cement

Densities

Wet Test Oven

dry

Compressive

strength , Dynamic

6- by 12-ln, "E" cylinder

sacks lb pcf pcf pcf psi pel

8CRA 1:8 4.82 161 I 56,7 38.7 33.1 334 .212 X 10^

8CRB 1:8 4.07 162 I 48.5 34.4 30.5 211 —

8CRC 1:8 4.17 162 I 50.2 34.9 31.0 218 —

8CRD 1:8 3.89 162 I 46.2 33.0 29.7 166 ---

1/ 6CRA- 1:6 4.08 123 I 40.0 26.3 24.3 129 _ _ _ 6CRB 1:6.4 5i67 134 I 58.7 42.9 36.2 406 .247

6CRC 1:6.4 4.81 133 I 48.5 35.8 30.6 186 —

6CRD 1:6.4 4.71 133 1 47.7 34.5 29.9 155 —

6CRE 1:6.4 5.65 133 I 58.5 40.1 34.1 326 —

1/ 5CRAy/

SCRB^'

1:5 5.14 92 I 43.0 32.0 29.0 178

1:5 5.62 92 I 47.1 35.4 31.2 220 —

5CRC 1:5.3 5.44 113 I 49.8 36.8 31.5 295 .149

8CHA 1:8 3.59 162 III 42.5 33.2 27.1 117 . 118

8CHB 1:8 4.72 162 III 56.0 43.0 33.9 175 .175

8CHC 1:8 4.64 162 III 55.0 42.8 33.9 187 .175

8CHD 1:8 3.75 162 III 44.5 33.9 26.1 130 . 118

8CHE 1:8 3.55 177 III 44 .

6

34.4 26.9 120 .121

8CHF 1:8 3.26 162 III 38.7 26.1 21.4 73 .077

8CHG 1:8 3.48 162 III 40.9 35.0 26.6 108 .122

8CHH 1:8 4.07 162 III 47.7 39.8 30.2 156 .153

8CH1 1:8 4.79 162 III 56.3 42.9 32.6 • 233 .195

1/ 6CHA- 1:6 4. 14 100 III 37.0 31.6 25.2 150 .131

6CHB 1:6.4 4.55 133 III 46.8 36.8 29.4 171 .148

6CHC 1:6.4 4.55 133 III 46.8 40.4 31.2 158 .153

6CHD 1:6.4 4.45 133 III 45.9 36.1 28.5 209 ,157

6CHE 1:6.4 5.35 133 III 55.1 45.3 32.6 257 —

6CHF 1:6.4 5.03 155 III 56.7 48.4 36.6 325 —

6CHG 1:6.4 5. 28 133 III 53.9 ,43.9 32.8 234 —

1/. 5CHA- 1:5 4.73 92 III 39.4 33.4 27.1 172

* .153

5CHB 1:5.3 5.18 112 III '47.9 38.9 31.2 297 .209

5CHC 1:5.3 5.92 112 III 54.5 46.5 36.5 381 .268

5CHD 1:5.3 5.70 112 III 52.7 43.4 34.3' 387 .244

5CHE 1:5.3 6.00 112 III 55.3 47.8 37.6 416 .293

5CHF 1:5.3 6.37 112 III 58.1 49.0 36.9 361 —

5CHG 1:5.3 6.14 112 III 56.0 47.5 35.4 368 —

5CHH 1:5.3 6.21 112 III 56.7 48.8 36.7 376 —

1/ 4CHA- 1:4 5.87 75 III 43.4 38.9 31.3 266 ,206

1/ Indicates batches containing air entraining agent.

Table

8.

Vermiculite

concretes

vO

u

O

•H i-H •H 9 1 X

cd

u CO 1 fi 00 V* in Ml- o^ 00

m vOm

C : p ! CM iH Mlm cr>

m Mlm CO

l>^ 1-H CM o o o iH pH fH CN P

43

44 1 C 60 c o 13 •H CO

m lO o CM cr> CO CN CM

Q) >H (U CO vO I-H CTi CM o iH CM CO CM 00

T3 4-1M

p pH CM CO pH iH CM CO CN CN CO

C 44 H 4J W

CO 0) 3 )43 •H CO CO vD CM o iH 00 Ml- 00' 3 >4-1 4J CO CM CO m Mf Mf 1^ 00 O H 00

T3

C

p <x |H iH

H

O 3 s }4 ' (3 •H ( 43 CN ' CO 44 r-4 0) •H O m

Q CO CM lO o vD o

(U 00 “XO CO pHm 00 00

m 00 00 CN

>4

C

C

p pH pH CM iH CN pH iH CO

a <i) 0) *H w > >-4 O -H 44 1 > O W U) '•£> O 3 O 00 o m CM 00 (T. pH o m

QJ 44O o C7^

m rH CN iH 00 iH vD

CO 6 p P CM CM CM CO CN CN CM CO CN CO CO

0) •H

4J 44 CJ^ I-H r>. in 00 CO

mm •1-4 CO 44

CO (U

O o pH lO CN MlO Mt CM

m CM c H P CO CO <*• CN CN CO CO CO CO Ml

<u

f—(vO CN CM CM

Om lO 00 Ml- 44 44

0)

O 00 <r CO CM pH r-. iH CM CN vD P oo <! <t m Ml- m m m m

4Jd

01 0)

H

H

H

H

Ou

B

M

H

M

M

0)

MMM

MMM

H HIH

H

H

u

44d

0) ^ gj P vO cO LO CN iD

Om o (H 00

m

4J 14 o B rH o\

m CMO CCi

m CM pH

m iH

c3 QJ cO 0) T—<

1-^ iH pH pH ^H iH pH rH fH ^ a CO O

0) 44 X) 0)

CO

O 4^:m o iHm mP 00 iH 00 pH

m 44 C 3 d u 00 C3^ o 1-4 CTi CJ\ 00 vD c 0 O Q CO

0) 44 o CO CM CO in ID CO CO

m Ml- in

BC )-4 0) o (U

m o o p o o 0) 0) 44 44 B

CO 3

tso 00 MDm 'Cf 00 iDm lO

m o c cu o

•H 0 u > pH pH fH iH pH tH iH tH rH fH

44

b 60

Cd 0 60 >>

pid <J cO 43

43O

wp P w fSd PIh pH Ph P3 PS PS

CO 4-1 • p

p P p

p P P p

M

w pq CO o 00 v4) m Ml- 00 vD m <}• vO m <1- ^ « 2

Table

9.

Cellular

Concrete.

up o

•H

CO rH CM Ch 00 CM

B 1 o m j ON CO

a*

m <! 00 iH 1 1 m CO 1 m vO rH o O o o O iH 1 10 0 8 bH o rH o « 9 « e s e a • 9

rd

4J 1 d ^ d o d •H lO i—B vO CM CT> CM

O o^ u-» CTv CM

0) “H 0> (0 vO CMO CTi CTi (T>

O CO r“4

J O' CO CM

•o 44 ^4a fr-l irH CO CM 'Cf iH CM ! ir^ CO r>-

d

d •w

H -w ra

uidd

•oo

0)d

iw 4-1 O P.d

(0CU oo<fvoooosnooi^CM r-( fO «—I <J"

n r-t C*1 CO lO

CM CO

m 1I

«M

d > •H

•H I inw 44 CM

rH

M

0) CO 00 »0 CO

Om CM CO o rr4 !—1

CO

0) 00 •0 CO crv ir> vD 00 tH CO CO

m o m c»-»m irv

Ud

d ?H CM CM CM iH tH CN| CO tH CM

O 44 I O w vO^ *H

!>. o

(U to CM CT>

O vd rH CO CM

O o rH vd vd o > d m • • • • « « • • • « • • • • 0 o Td u O O •d- m 00 rH CM CO m m CO CO 00 <Tv m p CM CM CM CM CM CO CO CM CM CM CM CO CO CM CO 4

01

OQ 44

(U CO •H 44 CO CO M3 m vd rH o CM 00 CO rH o 00 vd 1—1

cO 44 (0 »44 p •H (U O CO lO 00 rH CO 00 -d" vd vd o vd rH rH

CO 44 (X CM CM CM CO CO CO CO CM CM CM CO CO 'd" CO CO 44 d d S (U P 0 , o CM 00 o vd •d- m o o CO vd 00 o 0) 44 MH • • • • • • • « • • • 4 • o

0)

y

O

J—i m vd iH CO

m CM •d" in <Tvm rH o 00

!5 d. CO CO CO CO mJ- Mf <t CO CO CO CO <!•

m <f •d- 4mO

tn

44 44 d •H

0) OJ d- y

M

MHH

H

H

HH

M S

(U

M

H

HM

MM

H

H

H CU

H

u

H

MH »HMH

M »H

H !H

H »H

H

H

H 'O

0) 44 (U ^1 d 0) Pm

(U 0 • 4m

44

d CMO vd CM rH C3V OV 00 00m Ov CO vt 00 0

^1

d rH M3 vd vd vd

m vd vd vd vdmm vdm CO (M

*ri o O o •H

<; o P > m cO 'O rH

to 0) CO 43 p u

M 4-»^ ili •iH

>-i

d

O £.H <!• vO crv 00 vd

m vd o vd OV o o 44

0) 0)H 00 vO vd vO u-y in

mm vd vd vd

m in in

m 44 <U 44 y 44 -H (U Pm

cd 0) Cd (U

O

Es o V4 Se P (U 43 e d 44 CO •H tn

44

0) 44 <!• vd CM

m CM CM 00 vd ov CO 00 P4 §

CO 'd

44

dd <0 CM 'd- o m •d- OV vd

O CM iH CO <r dv CM 0) Pm

d <u

O »4 • « • • • • • « • • « « • • 44 4M 00

<u 44

u lOm vd vd ro 00

m vd vd 00 ON r>- o CO CM

y

d }-i

d 'd

0) o (U o (U 44 O o p u CO 44 CO

<u lO •a rH

d

pp 0) tH o 44 rC CO CO o rH CO u Pd d cO (U 44 • cO o F F F m F W F F F pi F pi Pi (d CO M o H o o o E E E o E tH C3 fH pH P 5Z o o tn u-» o o m o m m o in in o m CM CM CM CM CO CO CO CM CM CM CO CO CO CO CO

r4*

col

Cement

content

values

includes

507o by

weight

special

additive.

Table

10.

Vermlculite

concrete

slabs

Oo

0)

'0 -d

•H

d

d

d s 5d o 0 o H 4-( pq pq pq

T—(

«-< *d (U d d d 1 (U 1 <u d 0 1 ij 1 4J 4J pq w to CO 0 0 0 0 Po 0 0 0 M M M P 0 M d d d d 44 d p d d

4J 4J

u 4J

d 44

d 44 44

d

d 44

CO 4J 4J 4J 4J

d -d 44 44 44

d

M t-l

M 4«i *H

M W1 >4 4J o O 0 O O CJ 0 d 0 O

rC rd 42 43 l-i o 43 o 43 43

CO CO CO CO pq rt CO iJ CO to

B

(U u

(U •H

CO

CO 43

d

44 ,£

d bO 3 o o o o O

O o o O o V4 d y 00 vO vO CM O 00 o o^ CO CO o d

V4 :

44 CM

CO ^

CM CM CM CM CM CO CM CM

m

d o CT^

m o in o CM rH

d Po 44 • • • • • • • > M y 00 LO m in vO r-( VO o T3 a CM CM CM CM CM cn CM cn CO CO

CO

(V •H 44 1^ vO o 00 1 CO CO

4J CO 44 . • • « • • 1 1 •H d y CM (JN CM c^ a^ 1 fi CO

rt 44 d- CO CM CO CM CM CO CO M

(V P o O CM o in o CTn 44 44 • • • • • • • • • • d y vO CO 'd- o^ rH 00 CO Cs| CM o & CL m m m m in m vO \0

4c!y

CO 44

M COdm

d

d rO 00 vO

44 >4 0 l-i r-H i—4 d d d

CLy

CO

vO

CO

vD

CMvD

00 CO CM

d

44 44

44

d 3 d CO in o d d y L4 vd in d 44 y y • • • 0 d Lc d lO 4t <}• d o d o CO u y CL y

<1-

O vO 00 ON v£> CO in m (J\ o 00 • • • « • • * • '3- •3- vO Mj- m vO

O

d

d

44 -*-* 0 • • CO 3 O 44 00

•H

d

d o

44 >4 >

CO 0 00

03

d 00 Po y CO 43

w o g u o

S3

a

.Q

vO vD vO vO NO vO mJ1-t r-i rH l-i ^-1 1—i

1-^ 1-H 1-^

CM CO <}•

m v£> 00 <T> o1-4 >1 >1 >a > >a >1 >A > > > 1 hJ 1 Jj 1 hJ 1 iJ M 1 to CO to to CO to to CO to CO

Long
V
Table

11.

Cure

and

test

schedule

for

strength

specimens

fo

CM »H >.4 4J 4J u TO TO W *H

(U 'O ’V t3

d P d • u H C u cu s cu a O •H •H > p > o

0) o • CO CO o TO o p 6 lU cn

(U bO

M

d o O d •p

CH

u M' |-^ o CO CM

d

M P. 0) *H CM CM r- P fr cu M 0 I-l CO 0 0 > P 0) TO • . CO cO o

(U P CJ (X rv TO

TO S cu 4-1 CU H P 0 P

4J CO CO

(U CO cn OC 00 TO P

00 i-> <u CO

d

d •H , < CO W •H cu Pd — TO s (U o o >

•H 1-1 M 4-1 P d CU 0 50 lo P 1-1 O

CM| *H 1-1 1-1 •H CM

4J

U 1 P M TO TO CU CO CM

CO *r( TO P <U no d d P P CO H C cu 0 cu CO c O •H •H > cO > 4-t P d

a>

U CO cO o TO o O •H 0 CU

0) CU P TO o ' o p CU d •rt M rHl O CO cO d 1-1 P OJ -H tT 'd* Hj- CO 00 rH •H TO

01 0 H P cO CM CM CO

CO 3 0) '0 P cn pup 1-1 CO

H CU TO St pp O d

4-t CO P <u

0) 4J CO 00 COT 00 COT TO 0

00 CO 0) cO CM CM CM CM

d TO •H

C >1

u CO CU

O

<u

-N o p

TO

p cn rH p O cO cu

cu s CU CU 0 p

TO CO P P cn

p

d -H

dd

d cO •H 1.1 u u •H 3 p

rH 0. 1-4 CO

cu CU • « 1-1

d P TO o o TO d d P (U P d iH d •H •H 0

•H CM •H 1 1 ®H cn 1—1

iH ><! vH CM CM CM

O cu

d >> CU

p

cu o X <t

u TO TO cn

p CO 0) 0 d d cu cn o

(X M-l -rW CO 6 X vO CO CO TO •H >> o o

!><

d cu TO

H cu •xCO

X -s P p

d

p v£) P p o p •H

CO CO CO

d

><! CU CO

X

X •H

p P Ti P P TO cO 1-1 d CO d co d CO CO TO P TO

cC

O rH CO o P

•\ CO , »\ •H

d

CO • CO CO CO l-t cn cu d TO CU cu > X X *H C X X X P P 0 1 CO CO • CO CO CM CO CO CO <u u • p M •H TO cn d TO cu cu o d p p

•H cn

p cu o

•u 0 >T P p

CO CO 4i

cu TO TO

p 1-1

0) •u •H o z cu 1-1 P •H

1-1 rH * tH

p •Hd

M

d < 1 o 1 H < d P CJ

CO z < z P w 1 cm!

Table

12.

Typical

insulating

concretes

(average

results)

T3

CO (U

4-* <U 00 uM

cd

laj 43 oJ

(0 CN 1-1 3 O

-4 44 *H 3 O 4J U CO o cd

01

CO"^. 0) 3 --tl M

r4

p 3 44 4J •U O C4

is:

m >

•H 43 >1

CO 44

U

CO 00

<u

d csj V4 0) rO CO o u X

col

VO

44 •H

COd

0) P d

0)> M O T3

U

tX

44UP

14

0)P 44O

>4

0) 4c! (U 44 U 6 d cd (U ^ CO O

44d o >4 44 0) CO

cu o 44 44 eu <U

u

dM cd Q> 44 CJ CO 0 d d

0) 0) 3 o o 44 CJ CJ o <u ( CO 44 44 o d cd V4 o 44 00

CU •i4d (U 44 (U K

X 44 0 00

1j o (U 00 X CX o cd

(U 44

(d00

CD

4400

00 <

rO COO c» CvJ CO CO CO CO -dr 3-

rH rH rH

vOOrHX

>3- CO

O <f 00

m 00 o m

t-H i-H CN! r-H rH rHOO f-* 1111 • • • • • • • • • • 1 1 t 1 o o o o o o in o o o till

VO 00 1-4 <t 00 CVJ

m r-- r4 lilt rH o o o o o o o o o o m o o o m m o r-1 vo vo CVJ r-- CSV vO O 00 vD

csl CO liO 1-4 CVJ CO rH rH CN| rH rH CSJ

r4 CO 0>

m cN o vO <!• CO >3- 3 CSV 3 CSV • f • • • • • • • • • • • • r-4 in CSV CVJ m o m CSV -ct iH 3 Ov 3

CVJ CO CO CVJ 00 CO CN CvJ CVJ CO CN CN CN CO

1-4 CO (3v CSV CN iH <j- o CO 3 i"! vO • • • • • • • • • • • • • • CO *-4 00 1-4 CO o vo ov in rH LT> rH

-cl- cn •vf

mm -3 •3- -3- 40 CO CO 3 3

CN

O CN CO 140 cs vO CN CO 00 iH 00 CO CN

CS

O CX3 vO CO 1-4 cjv

m CN CSV vo

m

mm

r-H fr^ tH tH rH rH rH rH

-3- 4t vo iH

O CSV o CN CN 00

m CN vo CSV « • • • • • • • • • • • • « «ct m vo -3- m m CO -3- 40 vO m vo rv. 00 O «3- CO • • • vo in -ct CO vo in 00 v£) in <j- lies

rH rH rH rH rH rH rH rH rH 1 B t B

d) 44 o •HrH

0) « d) 3 td cd CD u U CJ rH

i4 03 •H •H -d 3 X)

--4

d rH 0 d

H

d

>4 Cd

MC CO rH Cd

d) dJ d) dJ P4 < P4 > p CJ fl4 1/

Estimated

from

figure

11.

2/

Secant

modulus

for

1/2 f

J,

estimated

from

figures

13

and

15.

Table

13.

Thermal

Expansion

and

Moisture

Properties

of

Some

Insulating

Concretes,

<ubO

to

U 42 n) ml

(2 (2 00

O CO

m Ml- CJ3 CO r-i 00 CO

m

m CM 1-1. oo CO Mt 43

lH 1-1 rH <0 6^ <Ti 00 CO 4) o 43m I—1C33 00 00

m 00 0\ CO 43 43 1—1 >1 CM CO CO CO CO M* CO ' 1—1 1—1 CM T—i

f—1

CM CM 1—1 42

C2O 0) iH S P 3

PX 1—1 P o o !>

<0 42< 42

O

m Xi

AS

M

O

42

m

<1- ml CM tHoo 1I t-h <J^ CO 1-1 I 00 00 1^ 00 00 00 CXD

00 fH 00 o 00

m

mm CO vO LOm

O CO 00 <J- rH CO

43 in vO v£>

m

i»

m n- 00 00

sct- CM <} <t CO CM

00

CT\ CO

t2O 4J •H X 4-J 00

CX, 1-1

l-( <U O 15 m

42 >1 < 42

U r-t 42 ’HO

in 42om

<!• ml CM r-loo I 43 <}• I OI CM i-H

<Ti 00 CM <1- vO

CM <}• CM 1^

m I—1 CM CM 1—1 1—1

CO CO CM CM in

m

O 43 in rH 00.

43

CO x>

1—1 in CM O <f r-l 00

CM (Ti 00 CO CO o <f o <1"

rfo O

(2 P 1-1 O ml P 0

4-1 1-1 1 1-1 S 1 O CM 1 CO CM 1 1 43

J 00 00 0 in (2 m3 sO 1 1 • • 1 • , 1 1 • • 1 • • (2 0) (2 1 1 1 4) 43 1 43 43 1 1 Mf 1 <1- P 01 > o o

(2 Cl. 6 p rH

0)

X

1-1

W

O

iH 1—1 ml (2

4-1 <0 (0

O IH

4-1 e p 1-1

O 1 CO 00 00 1 m

m CO CM 00 iH 00 oo CO

QJ

p cfl P 1 <t 00 03 1 m CM CO 1 <] CO LiO »H Mtm

Om

p •H

O 1 • « • ! • • • 1 . • • . • O rC p m3 1 43 43 43 43 r-i 1 43 43 vO 43 vO H w (2 o <0 O iH

133 o

ft

03

p

p

p 1-1 iH < (U 03 1—1 1—1 P p o O 0 O o O O P 0) o u m3 m3 m3 m3 m2 m3 m3 o u H 12 iH 1-1 •H O 0 e irH u P p u

03 01 <D > >

CO 42

d2 CO 03

O P2 32 P2

X p<SX Pi 42

WD P « O

O

OQO

OOO • C3 pH

PC dl o 00 43

m 00 43

m Mj- 00 P !<q !z; P2 > <0 < 42 o o o o o

m) T3 m) ml ml

43

m 43m

PQ

01

l-t 0)

JXi

pp43

O

0)u

cu

px,

CO

m

<11 42 • o

00 -P > nj C A2

01 o

CM <0

1-1 01 42 • O

00 P > CO < 42

batches

Additive
I
COMPRESSIVE

STRENGTH

OF

6

x

12

in.

CYLINDER,

psi.

800

700 -

600 -

500

400 h300

200

WET DENSITY, pel fig. i WET DENSITY VS. COMPRESSIVE STRENGTH- PERLITE A

WET DENSITY, pcf

WET DENSITY VS COMPRESSIVE STRENGTH- PERLITE B

FIG. .2

COMPRESSIVE

STRENGTH

OF

6

x

12

in.

CYLINDER,

psi.

T T

400

350

O TYPE I CEMENT • TYPE IK CEMENT

O AIR ENTRAINED O

O

300

250

200

150 4

too -

39 43 47 51 55

WET DENSITY, pcf.

WET DENSITY VS. COMPRESSIVE STRENGTH- PERLITE C

350

300

250

200

150

100

50

0

O TYPE I CEMENT^ • TYPE ni CEMENTJ

0 VERMICULITE E

D

18 42 46

WET DENSITY, pel

WET DENSITY VS. STRENGTH - D & E VERMICULITES

FIG.

4
I
COMPRESSIVE

STRENGTH

OF

6

x

12

in.

CYLIND

WET DENSITY VS. STRENGTH OF CELLULAR CONCRETES

FIG. e

OVEN DRY DENSITY, pcf.

OVEN DRY DENSITY VS. STRENGTH - PERLITE A

FIG. 6

400

i

H

H

m

</> CL

Mi

>- M o

.£300

n ^

m

io -

LlO

250

X

Ir- O

z

LJ

q:H

CO200

u

>

cn

(/> uiX

CL 150

2

o

o

O TYPE I CEMENT • TYPE lit CEMENT

O

100

22 24

M

M

26 28 30

OVEN DRY DENSITY, pcf.

OVEN DRY DENSITY VS. STRENGTH - PERLITE B

32

FIG. .7

24 28 32

OVEN DRY DENSITY pel

OVEN DRY DENSITY VS. STRENGTH - FIG. 8 PERLITE C
V
COMPRESSIVE

STRENGTH

OF

6

x

12

in.

CYLINDER,

psi.

OVEN DRY DENSITY, pcf.

OVEN DRY DENSITY VS, STRENGTH OF VERMICULITE CONCRETE

F80. 9

350

20 24 28 32 36

OVEN DRY DENSITY, pel

OVEN DRY DENSITY VS. STRENGTH OF CELLULAR CONCRETE

40

FIG.

009

OVEN

DRY

DENSITY,

pcf.

Relationships

between

oven

dry

density

and

compressive

strength

for

fig.

insulating

concretes.

Average

values

for

typical

mixes.
L ^ /

I

i < •
009

•!Sd ‘a3QNnA0 u!2lx9 P H19N3aiS 3AISS3adW00

CEMENT

CONTENT,

sacks/cu

yd

concrete

Relationships

between

cement

content

and

compressive

strength

for

insulating

concrete.

Average

values

for

typical

mixes.

00

*2©

iZ

<A

Q)

•*- Ofu

u

c

o

o

o»c

3

(/>

o

S

Q. -o ^ sr t "O

(/) c Z <u UJQ *o

H O

LiJ >s 5 =</) C

0> T3

>

O

0>c

Q)

Q>

4-

0)

U3

O.

£(/> c

g4^

O

0> a:

Average

values

for

typical

mixes.

FIG. 14
.•e> •/ «? . ‘

I

•

9..
COa. X

I

o

z

LJ

q:

H*

I/)

l5

Lli O

Z

o

s

1000 1 1 r 1 “1 r—“T r~1—

r

c

O

900

800 — 1 •-

700 — A —

600 — < —

500 - A A °o --

400 - A O —

300

A A - A

O —

200 ^

PERLITE o

VERMICULITE

100 — CELLULAR A —

n 1 1 L L_«J L_ \ \ 1 1 too 200 300 400 500 600

COMPRESSIVE STRENGTH OF 6 x 12 In CYLINDER, psi.

RELATION BETWEEN INDENTATION STRENGTH AND COMPRESSIVE STRENGTH

FIG. 16

DYNAMIC

.35

.30

2S>

U)CL

O

•k.20

liJ

.15

.10

.05

0

T“ ! 1

! 1 q

- o

O

'

o

o

—

cP : - o

— 1

PERLITE O — VERMICULITE O

SECANT E IS FROM THE

STATIC STRESS-STRAIN CURVE — AT 1/2 MAXIMUM STRESS -

1

i 1111

0 .05 .10 .15 ZO .25 .30 35

SECANT E , 10* psi.

RELATION BETWEEN DYNAMIC E AND SECANT E

FIG. 16
**? > I

V s *

p1
DYNAMIC

E,

10®

psi

MODULUS OF ELASTICITY OF PERLITE CONCRETE

FIG. 17

COMPRESSIVE

STRENGTH

OF

6

x

12

in.

CYLINDER

g^700

600“

500

400

300

200

100 -

VERMICULITE PERLITE BRAND

O B

o A

B 0

© C

&

o b“ ©

o ®

®

o

O ©

° ©

1

0 05 .10 .15 .20 .25 30 35

DYNAMIC E, 10* psi.

RELATION BETWEEN DYNAMIC E AND COMPRESSIVE STRENGTH

F9G. 98

7 DAY VS 28 DAY STRENGTH FOR INSULATING

CONCRETE MADE FROM TYPE I CEMENT FIG.

7

DAY

STRENGTH,

psi.

CONCRETE MADE FROM TYPE III CEMENT ^'8-
-V
DAMP STRENGTH ("C"CURE) psi.

EFFECT OF OVEN DRYING ON STRENGTH OF MOIST

CURED SPECIMENS OF INSULATING CONCRETE

FIG. 21

6-X 12-in VS 3-X6-in.CYLINDER STRENGTH FIO. ZZ

</) o

o

UJ

ct: Z)

o

<

o

1 r

C/) Q

CVJ Q

UJor3

O

CL

2

<

o

J ^ 1 I I L

Z

UJ

s m

o

ro -J

X >- fO o

iO _J

_X >-

"ro ^

J

-X >• iO o

UJ

= GO

CVJ 3O

ro _j -X >. lo O

CD -J

-X >-

"ro

UJ

<0 3O

CM 3

X ^

CD

9oS2ooooooooo CM~.O<J>00r^CDiO^rOCM‘—

%‘Hi9N3aiS 3AliV13a AVQ 82

EFFECT

OF

DAMP

CURING

PERIOD

ON

RELATIVE

STRENGTH

OF

VARIOUS

SPECIMENS

3"x3"

CYL

STRENGTH,

psi.

EFFECT OF HEIGHT OF SPECIMEN ON COMPRESSIVE

STRENGTH OF INSULATING CONCRETE fi

RELATION BETWEEN CYLINDER AND

CUBE STRENGTH FOR VERMICULITE

CONCRETE (IDENTICAL CURES)

FIG. 26
I

0

•wf,

i U'ii . ,

M •

'’ :' v; ;< t

^ ,’1 .

'

. t

' ? (,

•;

*;

i.'

J HTS'a.'.Tt; 3V!?*a>.H«CfS3

ttC“ ‘‘v5-.,-t . ..,; 3aU0

.A.'/n '. jo;; 2v ;30^oo
<0CM

20

40

60

80

100

120

140

160

180

DRYING

TIME,

DAYS

AVERAGE

DRYING

SHRINKAGE

OF

INSULATING

CONCRETES

lA

CJQ

cvi

3.0

3.5

4.0

4.5

50

5.5

6.0

6.5

70

7.5

ao

85

9.0

9.5

CEMENT

CONTENT,

SACKS/CU.YD.

DRYING

SHRINKAGE

AS

A

FUNCTION

OF

CEMENT

CONTENT

IN

INSULATING

CONCRETES

% ‘39VXNIdHS ONIAdO

DRYING

PERIOD,

DAYS

A

COMPARISON

OF

THE

DRYING

SHRINKAGE

CHARACTERISTICS

fig.

28

OF

CONCRETES

MADE

WITH

THREE

DIFFERENT

PERLITE

DRYING

TIME,

DAYS

RATE

OF

DRYING

-

INSULATING

CONCRETE

901

O ><ouz1“

iDz

>-q: o

CHANGE

IN

WEIGHT

OF

SHRINKAGE

SPECIMENS

WITH

TIME

10

O

O

o

o

o

o

N0li031J3Q Sn03NVlNViSN! 01 N0li031d30 IVIOI - OllVH

TIME,

DAYS

SUSTAINED

LOAD

TEST

TIME

VS.

INCREASE

IN

CENTER

DEFLECTION

FOR

PERLITE

CONCRETE

SLABS

Fio.

jU/qi 'ovoi oaifiBiaiSia iN3nvAino3 o o o o

o o o o lO CM

Nm

d

891 *aV01 3NIH0VW

CENTER

DEFLECTION,

INCHES.

SHORT-TERM

TEST

CENTER

DEFLECTION

VS

APPLIED

LOAD

FOR

REINFORCED

VERMICULITE

CONCRETE

SLABS

10o

il

NOii03iJ3a sno3NviNViSNi Oi N0ii03nj3a nviOi - Oliva

I

10

100

500

DRYING

TIME

DAYS

SUSTAINED

LOAD

TEST

TIME

VS.

INCREASE

IN

CENTER

DEFLECTION

FOR

VERMICULITE

CONCRETE

SLABS

U.S. DEPARTMENT OF COMMERCE

Frederick H. Mueller, Secretary

NATIONAL BUREAU OF STANDARDS

A. V. Astin, Director

THE NATIONAL BUREAU OF STANDARDS

The scope of activities of the National Bureau of Standards at its major laboratories in Washington, D.C., and

Boulder, Colo., is suggested in the following listing of the divisions and sections engaged in technical work. In

general, each section carries out specialized research, development, and engineering in the field indicated by its

title. A brief description of the activities, and of the resultant publications, appeal's on the inside of the front cover. WASHINGTON, D.C. ELECTRICITY. Resistance and Reactance. Electrochemistry. Electrical Instruments. Magnetic Measurements.

Dielectrics. METROLOGY. Photometry and Colorimetry. Refractometry. Photographic Research. Length. Engineering

Metrology. Mass and Scale. Volumetry and Densimetry.

HEAT. Temperature Physics. Heat Measurements. Cryogenic Physics. Rheology. Molecular Kinetics. Free

Radicals Research. Equation of State. Statistical Physics. Molecular Spectroscopy.

RADIATION PHYSICS. X-Ray. Radioactivity. Radiation Theory. High Energy Radiation. Radiological

Equipment. Nucleonic Instrumentation. Neutron Physics.

CHEMISTRY. Surface Chemistry. Organic Chemistry. Analytical Chemistry. Inorganic Chemistry. Electrodeposition. Molecular Structure and Properties of Gases. Physical Chemistry. Thermochemistry. Spectrochemistry. Pure Substances.

MECHANICS. Sound. Pressure and Vacuum. Fluid Mechanics. Engineering Mechanics. Combustion Controls. ORGANIC AND FIBROUS MATERIALS. Rubber. Textiles. Paper. Leather. Testing and Specifications.

Polymer Structure. Plastics. Dental Research.

METALLURGY. Thermal Metallurgy. Chemical Metallurgy. Mechanical Metallurgy. Corresion. Metal Physics.

MINERAIj products. Engineering Ceramics. Glass. Refractories. Enameled Metals. Constitution and

Microstructure.

BUILDING RESEARCH. Structural Engineering. Fire Research. Mechanical Systems. Organic Building Materials. Codes and Safety Standards. Heat Transfer. Inorganic Building Materials. APPLIED MATHEMATICS. Numerical Analysis. Computation. Statistical Engineering. Mathematical

Physics.

DATA PROCESSING SYSTEMS. Components and Techniques. Digital Circuitry. Digital Systems. Analog

Systems. Applications Engineering.

ATOMIC PHYSICS. Spectroscopy. Radiometry. Mass Spectrometry. Solid State Physics. Electron Physics.

Atomic Physics.

INSTRUMENTATION. Engineering Electronics. Electron Devices. Electronic Instrumentation. Mechanical

Instruments. Basic Instrumentation.

Office of Weights and Measures. BOULDER, COLO.

CRYOGENIC ENGINEERING. Cryogenic Equipment. Cryogenic Proces.ses. Properties of Materials. Gas

Liquefaction.

IONOSPHERE RESEARCH AND PROPAGATION. Low Frequency and Vei-y Low Frequemey Research. Ion- osphere Research. Prediction Services. Sun-Earth Relationships. Field Engineering. Radio Warning Services. RADIO PROPAGATION ENGINEERING. Data Reduction Instrumentation. Radio Noise. Tropospheric Measurements. Tropospheric Analysis. Piopagation-Tcrrain Effects. Radjo-Mcteorology. Lower Atmosphere Physics.

RADIO STANDARDS. High frequency Electrical Standai'ds. Radio Broadcast Service. Radio and Microwave

Materials. Atomic Frequency and Time Standards. Electronic- Calibration Centei'. Millimeter-Wave Research.

Microwave Circuit Standards.

RADIO SYSTEMS. High Frequency and Very High Frequency Research. Modulation Research. Antenna Research. Navigation Systems. Space Telecommunications.

UPPER ATMOSPHERE AND SPACE PHYSICS. Upper Atmosphere and Plasma Physics. Ionosphere and

•Exosphere Scatter. Airglow and Aurora. Ionospheric Radio Astronomy.