NATIONAL BUREAU OF STANDARDS REPORT

5624

INSULATING CONCRETES

Interim Report No. I

by

To W, Reichard and Do Watsteln

To

the Departments of

the Air Force, the Army, and the Navy

<^b|>

U. S. DEPARTMENT OF COMMERCE

NATIONAL BUREAU OF STANDARDS
THE NATIONAL BLKEAIJ 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 h\ 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: advisor) services to Go\ eminent Agencies on scientific and technical

problems; invention and development of devices to serve sjiecial 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 De|)artnient of Defense and the Atomic Energy

Commission. The scope of ai'livities is suggested by the listing of divisions ami sections on the

inside of the back cover.

Report.s and Publicalion.s

The results o( the Bureau's work take tin- form of either actual equipment and devices or published papers and reports. Kej^iorts 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. I'he Bureau itself publishes three monthly periodicals, available from the Government Printing Office: The Journal (d Research, which presents

complete papers reporting technical investigations: the ') echnical News Bulletin, which presents

summary and preliminary laqiorts on work in progress; and Basie Katlio Propagation Predictions,

which prov iiles data for determining the best freipieneies to use for radio i-oinmnnieatioiis throughout

the world. There are also five series o( non|)eriodieal publications: The Applied Mathematics

Series, Ciriulars. Handbooks, Building Materials and Structures Reports, and Mis<‘ellaneous

Publications.

Information on the Bureau’s publications can be found in N BS Circular K)0, Publications ol the National Bureau of Standarils (SI. 25) ami its Siqiplement (SO. 7.5), available Irom the Superintendent of Docunu'iits, Government I’rintiug Office, Washington 2.5, I), t,. Inquiries regarding the Bureau's rt-porls should he addressed to the ( )ffiee of 1 echnical Information, National Bureau of Standards, Washington 25, I). C.
NATIONAL BUREAU OF STANDARDS REPORT

NBS PROJECT NBS REPORT

1001-12-14.81^ October 2^, 195? ^824

INSULATING CONCRETES

Interim Report No„ 1

by

T. W. Relchard and D» Watstein

To

the Departments of

the Air Force, the Army, and the Navy

important notice

NATIONAL BUREAU OF '

intended for use within th tc additional evaluation an

listing of this Report, eithi the Office of the Director, however, by the Governme

tc reproduce additional co

Approved for public release by the

Director of the National Institute of

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

r progress accounting documents

formally published it is subjected

ig, reproduction, or open-literature

lission is obtained in writing from

. Such permission is not needed,

lly prepared if that agency wishes

U. S. DEPARTMENT OF COMMERCE
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INSULATING CONCRETES

Interim Report No. I

by

To Wo Relchard and D. Watstein

Abstract

A description is given of a series of tests with

insulating type concretes designed to develop data

to determine, (1) the effect of capping procedure

on compressive strength, (2) the effect of size

and shape of compressive specimens on compressive

strength and (3) the relationship between compres-*

slve strength and wet density for perlite aggregate concretes which might be used in specifying

minimum strengths in terms of the densities of

perlite concretes.

The results indicate that the method of capping

insulating concrete specimens has little effect on

the compressive strength. The size and shape of

specimens of insulating concrete are shown to have

considerable effect of the compressive strength for

specimens cured in the manner described. It was

found that 6-inc cubes and 6- by 12-ln. standard

cylinders had nearly identical strengths. Smaller

cylinders and cubes had strengths ranging from

about 50 to 70 percent of the strengths obtained

with the standard cylinders.

It is shown that the compressive strength of perlite concretes can be predicted with reasonable

accuracy from the wet density of the concrete provided the mix is relatively free of segregation.

However, it was found that the strength-wet density

relationship was significantly different for the

coated” variety of perlite aggregate tested

(Permarock) , than for the two "regular” perlites

included in the program (Coralux and Panacalite).
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In the absence of an acceptable test for extent

of segregation, it was proposed that badly segregating perlite mixes be eliminated by specifying a minimum "yield" of 80 percent, A table

in this report lists the proposed maximum densities corresponding to a yield of 80 percent

for perlite concretes of given proportions.

1. INTRODUCTION

During the past year, the National Bureau of Standards

has been engaged in a study of insulating concretes initiated as a Tri-Service Project . 2/ This report presents the

data developed in three phases of the study.

Phase I was a study of the effect of four capping

methods on the compressive strength of cylinders and cubes

of Insulating concretes.

Phase II was a study of the effect of specimen size

and shape on compressive strength of insulating concretes.

In Phase III the compressive strength-wet density relationships were determined for concretes made with three

brands of perlite concrete aggregates.

Each of these three phases is discussed separately in

the following pages.

2, COMPARISON OF POUR CAPPING PROCEDURES

(Phase I)

2,1 Scope

The purpose of this phase of the investigation was to

determine the effect of the capping method on the apparent

compressive strength of insulating concrete.

Two types of control specimens were used: 6- by 12-ln,

cylinders and 6-in. cubes. The specimens were prepared for

1/ Tri-Service Proj'ects are sponsore

of Army, Navy and Air Force.

d jointly by Departments

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compressive test either by being capped with one of three

capping materials or by having ends ground to a flat surface

The capping materials were a sulphur- sill ca mixture

( '’VI trobond" ) j a high strength gypsum plaster (’’Hydrocal”)

and a l/2 in, vegetable fiberboard ("Celotex”). Since the

sulphur mixture capping method is accepted JTJ, ZI7. and

one of the most reliable for regular concretes,

the strengths of the sulphur mixture capped specimens were

used as a standard for comparing the other three.

2.2 Preparation of specimens

2,2,1 Concrete proportions

Table 1 gives the proportions of cement and water used

for each batch. The proportions of cement to aggregate was

1:6 by volume for all concretes containing an aggregate. The

volume of aggregate was determined in the dry-loose condition.

The cellular concrete was made using the preformed foam

method. The amount of foam used varied considerably from

batch to batch because of the poor quality of the foam, which

was probably due to the age of the foaming agent.

2,2,2 Concrete mixing

The concrete was mixed in a 3 cu ft capacity paddle type

mortar mixer which was operated at 60 rpm. The mixing

schedule when mixing the perlite or vermlcullte concrete was

as follows

1/2 min for mixing cement, water, and airentraining agent,

2 min mixing with aggregate.

When making the cellular concrete the schedule was the same,

with the preformed foam replacing the aggregate and the entraining agent not being used.

The concrete was mixed according to the above schedule

except in a few batches i)ohen extra mixing was needed to bring

the concrete to a pourable consistency (about 8-ln, slump).

Numbers in brackets denote references listed at the end of

this Report,
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2,2.3 Materials

2.2.3ol Aggregates

Two brands of perlite concrete aggregate were used. One

of these is expanded in Washington, D, C, , and is sold under

the brand name of ”Panacali te” , The other is sold under the

brand name of ’’Coralux** and is expanded in Metuchen, New

Jersey, An air entraining agent is incorporated in the New

Jersey perlite at the plant. Both perlites are sold in

4 cu ft bags with a nominal net weight of 30 lb, although the

actual net weight was about 32 lb.

The vermiculite used was expanded in Washington, D. C,

and is sold under the brand name ’’Zonolite” in 1| cu ft bags

with a nominal net weight of 2Lf. lb. The actual net weight

of the vermiculite used was about 31 lb per bag. Although

Zonolite is normally sold as a stabilized aggregate, l,e,

one containing an air entraining agent added to the aggregate

at the plant, the unstabilized aggregate was used in this investigation.

2,2. 3.2 Cement

The Type I cement was Lehigh portland cement manufactured

in Allentown, Pennsylvania, The Type III cement was North

American High Early Strength portland cement manufactured in

Hagerstown, Maryland,

2,2,3.

Air entraining agents

The air entraining agent used with the Washington perlite

was a 13 percent solution neutralized vlnsol resin.

The air entraining agent used with the vermiculite was a dry neutralized vinsol resin powder which was dissolved in the

mixing water.

The preformed foam used was made using a proprietary

foaming agent manufactured from hydrolyzed waste proteins,

2,2,1| Molding and curing of specimens

Both the 6“ by 12“ln. cylinder and 6-ln, cube specimens

were formed in machined steel molds. The concrete was consolidated by shaking the molds by hand.

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The molds were filled to overflowing with the excess being cut off just prior to stripping at 21}. hr. Pour cylindrical specimens and four cubes were prepared from each batch.

After stripping at 2l)_ hr, all specimens were cured on a rack in laboratory air until tested.

2.3 Capping of specimens

For each capping method one 6- by 12-ln. cylinder and

one 6-ln. cube from each batch were used. Prior to capping,

any serious departures from planeness were corrected by

grinding

2.3»1 Plaster capping

Specimens were capped with the gyps'um plaster capping

compound immediately following removal from the molds. The

wet plaster was placed on a wet newspaper placed on a level

oiled glass plate. The specimen was immediately placed on

the plaster and leveled, one surface being capped at a time.

After plaster capping the specimens, they were placed with

the other specimens of the same batch to cure,

2.3o 2 Sulphur mixture capping

The specimens with sulphur- silica caps were capped on

the day “when they were due to be tested. The specimens were

capped with the hot sulphur- silica mixture in an apparatus

especially developed for the purpose,

2.3<.3 (Irtiund surface

Just prior to testing, the bearing surfaces of the spedmens Intended to be tested without capping were ground on a flat concrete plate to smooth parallel surfaces. It was found

that the flat surface of a lightweight aggregate concrete

masonry unit served this purpose well.

2,3o 4 Celotex capping

These specimens were tested with a 7" by 7-in. square

piece of the l/2-in. thick Celotex board placed between the

specimen and the top and bottom bearing blocks of the testing

ma chine

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,-u. * \ - . V V.’re '

'. / r

'«-.y' ‘ 4';'.

'' ' ^ C'-'^ ..; , fJ ' «>ii. CiN : • ..t? 4T' J

' i' to -.l4;1^4..>.

.^r', -«/ ;

;? r 4

f' 4 , I V

,-^ Jit) ;;

. ':. ^ .i

: {> j

. ‘ K 4 v <^ ':» ff:'i

•

•> i
2.4 Testing procedure

All specimens made from concrete containing Type III

cement were tested when 7 days old. All specimens made from

concrete containing Type I cement were tested when 28 days

old.

All specimens were tested for compressive strength in a

6 O 5 OOO lb capacity hydraulic testing machine. The specimens

were loaded through a spherically seated head at a rate of

not more than one-half the estimated maximum load per minute.

The cubes were placed in the testing machine so that

direction of loading coincided with the vertical direction of

the cube as cast.

The specimens were loaded until a fracture was apparent,

A crushing type failure localized near one end of a cylinder

(usually the bottom as cast) shown in figure 1 was considered

an Incomplete failure while a shear or splitting type fracture

(figure 2 ) was considered to be a complete failure. The load

was applied to the Incompletely failed specimens for a considerable period after the initial crushing. This procedure was

necessary because the maximum load supported by the specimen

was not necessarily the load at initial crushing. Figure 3

Illustrates the behavior of a specimen exhibiting an Incomplete

failure

EPFFCT OP SIZE AND SHAPE OF SPECIMENS

ON THE COMPRESSIVE STRENGTH

(Phase III)

strength of incylinder has

for insulating

3.1 Scope

The purpose of this phase of the investigation was to

develop data necessary to Indicate the effect of the size and

shape of the test specimen on the compressive

sulatlng concretes. Although the 6- by 12-in,

become the standard compressive test specimen

concretes, the use of a smaller specimen would be advantageous

Much work with regular concretes has been reported /J^

//57,

and /t/ The effect of size and shape of the specimen,

but very little has been done with the low strength insulating

type concretes. There has been some indication /tZ and /W/

that the shape factors used for regular concretes do not hold

for low strength concrete.
I

1f

!(

• I

I '

.*

1

'

' (

•?

'V
For this phase of the investigation six types of specimens were cast from each batch of concrete „ Some of the

specimens from each batch were tested at early age while the

balance were tested at full-cure age, l„e,, 7 days for Type

III cement or 28 days for Type I cement.

The strengths of individual specimens were rated relative to the full-cure strength of the standard 6- by 12-ln,

cylinders

3.2

Preparation of the Specimens

3.2ol Concrete Proportions and Mixing

Table 2 gives the proportions of cement aggregate and

water used in each batch, A 13 percent solution of vlnsol

resin was used as the air entraining agent except for batch

P-III-2 where preformed foam was used.

The concrete was mixed in the paddle type mortar mixer

which was operated at 60 rpm. The cement, water, and entraining agent were mixed for 30 seconds before adding the aggregate, The concrete was then mixed for 2 more minutes. When

the preformed foam was used, the cement and water were mixed

l5 seconds before adding the foam. This mixture was then

mixed for l5 seconds before the aggregate was added and mixed

for 2 minutes.

No attempt was made to mix to a predetermined wet density,

3,2.2

Materials

The aggregate used was the perlite concrete aggregate expanded in Washington, D, C, All other materials used are

described under Phase I of this report,

3 ,

2,3

Molding the specimens

From each batch of concrete the following specimens were

prepared s Six =• 2-in, cubes

Six - 2- by 4”Tn, cylinders

Six - 3- by 3"in, cylinders

Six - 3- by 6- in. cylinders

Three - 6-in, cube s Three - 6- by 12-in, cylinder

9
..

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E*' A'v**

• •.' '‘ft‘ 5 va‘i'_ .ii

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:>r »7 .>-,ij,'

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f;U rj-

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. " y 1 f. ,'i .f ‘r*', * fT«0 s

-« -.v?r'‘5^--. ^'• i

, K

,. I W V £

I

3 - -4

' '••' ' •’.' '. [s'i'JC ;-'T-'V 4ft '£j‘aO^

7...7V "^y-y.:.i’ y «v7

'- -

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l; .vi^ ^ n 1 , 5 3^ f> V C^»V£^'^4jiS

»% k^-

.T

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-V^ir .< r

.-. i- - -!. is .

- , ’i

'

t ^ 5'

.•H

‘ pr '. uf:.v 34 ' - * ni

i'T -8 :>h. J,

A

.^i^t *' h ,- r '.

dr: ; ’s^ :f«j fi 6..'

V I i

,1 r(y

I ^ L 'I

' i ‘

. •h: .1
Table

2.

Mixes

Used

in

Evaluating

Effect

of

Size

and

Shape

of

Specimens

on

Compressive

Strength.

2/

G_ .. o. C- G-

— C»_ G-

_ G. G- G- G- G- • TJ

CD <+H fU CD > O -H U

•H 1 EQ |zi OQ ^ OJ O

OT 4J rH

® •H OD o CM -d- o CO

® bO TD t>i

m

O lA -d- r- o o- CM

Sh

a t>5C rH

Ph CD rCD »H 1—

S Ih -HP

ft

HH -H CM CM CM

H o -P t |>5 Ch o oa vn o —

-p i •H cp lA HD CM o CO lA HD P W o • . . . • . « (D t>i P ft -H -U -d" o -d" !>- -d" » > P CD C\l CM CM CM CM CM CM d O "P Ti P

t>s ;s -p•H ft -d" CO O O O l>- DA ft

-P OQ o • • G . • G o • ® p ft o CO CM lA -d" DA ra Is CD CA c^ -d- -d" -d" cA p p

r!

m o . 9. e» <» »• o> ox. <» C- w- o- OG G— G- G_ <X- CM €» G— d d

50 gP ft P oa ft P

P- *H i>s P S P d CVI CM CM CM iH -H rH m m 3 p tJ •H Q o gP p

t- C- OO «— c- •- <*- e— IX- <x. O- G- G» GG. «- e- e- GG. -p

p

O P d

Ph

H S p iH o ® p DA •H ft

-P -P rH

G

O P -H

O vD lA HD UA HD DA CM rs

O

•H P 1—1 i> o» OG . G

GG

G

QO

G

p -P -P g P -H -H -H -H iH iH 1 1 w d p p t>5 P xs

cd o p

«<. e- ex. c— «*- G"

— G-- •- G-' G- G— G— GG- G- «- •- G- *—

p

p

bO P o d -P p p P p o co lA o O CM ;s bO P P oi o fA O -d" -H HD H P g 1—

fH

H iH -H

H

H ra P d P P P P

Is P< o -p P

O- C-* ^ c e- c— »- c» »- G~ G_ £— G— «• CM G- Cp |5 p P

-p -p o ra -p p p ® P P P p o Ch P W l>- CM cr -d" HD O o o p P -P o o w 1>- lA o rH CM O H o d g p p p Cd « • « * « • G P P O P ^ o rp -d* -d" DA DA DA p ft O O Ph t>5 O -p rH

c- (»M c *— e- c- C— G- G— < - G— G- O. GG- G- C- G— GG. •H

-p tH

O

p P p p H H H P ft Ph«H g H H H H H H H ft O

[>;>

O P

EhO

HH

H I

Cf} xi

H iH CM CM HD DA CM

p

PaP

gP 1 1 1 1 1 1 1 o H o MD TA HD lA H H H

-p 1 1 1 1 H

HH

d

pq

M1 H1 H1 H1 H1 H1 H

ft ft ft ft ft ft ft1 'ftl

d ^ ®- «“ c- *>- " *• ~ G- G- «. G- G- G- G- GG GG

10

All specimens but the 3- by 3-ln„ and 3- by 6-in„ cylinders were formed In machined metal molds. The 3- by 3-ln. and

3

„ by 6-ln, cylinders were formed in waxed cardboard molds.

These molds are sold as one quart ice cream containers. The

actual diameter of these cylinders was 3,37 in,, while the

test height differed slightly from the nominal height. The

3- by 3~in, cylinders were cut from 3- by 6-ln, cylinders.

The metal molds were filled to overflowing with the excess

being cut off just prior to stripping.

The specimens made in the cardboard molds were cut to size

after removal from the molds,

3o2,l| Curing

The specimens made from Type I cement were left in the

molds for 2 days. The specimens made from T 3rpe III cement

were left in the mold for 1 day.

After removal from the molds all specimens were left in

the laboratory air until tested,

3 , 2,5 Test procedure

Table 3 shows the test schedule followed.

All specimens were tested only for compressive strength.

They were tested in a 60,000 lb capacity hydraulic testing

machine at a rate of not more than half the expected maximum

load per minute.

The bearing surfaces of all specimens were ground smooth

and parallel to opposite faces. The cubes were loaded so that

the direction of loading coincided with the vertical direction

of the cube as cast. No capping material was used,

4 , COMPARATIVE TEST? OP "PERMAROCK”

,

'*PANACAL1TE’* AND "CORALUX” PERLITE CONCRETES

(Phase III)

4»1 Scope

The purpose of this phase of the investigation was to

determine the relationship between the wet density and strength

for concretes made using three brands of perlite aggregate.

Inasmuch as a definite relationship between wet density and

11 ,
r' '? it<;> e'i^,

.v'i-'*r 9 ^4d^' 'Jo.

J — .'.-if j I Jil' ^' I

’ - .' .ftflIL *s f-» .'i*l^r._^ t >1

» ,. .-ri r'- -r ., .’V, '.’i ,>;j. 5>4es/ it't9i>f?2'£’to /Ctlj^f .j^cT^Tis^J

' / .. . <v t

.,' > -r -.^*1 ^r- Is'&X 0vi

,

' . '

' ' ••ciifr.-' "••SS

:>r.k,i'Ct r.t ^'•:b-i("sr'

' n.lv'C/^l ./H

T J*. -J . ^.*« ‘4 -" •»

T .7 .

»' •« ^ s- . •*, h 4: • V .

'TQt i. Pv'it;

•is- ^ iJ*;-, *;.

-,r ey^j.fU''

t f

• • •«/ -!»»• 3

*1 ' ,9i ' " \

> - i

iT ^^yj -. ,p| V. y ,v£fv: ,

j-': JVi ti

t \-"i '

f^ i. . ' I ij: i', a

I h'

I

;

.' -a ^'. ,*'! ‘-^^j*).

%.

' • •

' p-^

1 ; I o;' * " - ' ' P'^'

•*.

- i.v '..K • Uw 'V«' r -.' »"#04 Ic '.‘to .I-i? 3 07I^S

• ‘ y •: -nuo ' '>

1..C'

, -yv-r . .;,

/. ''h "'I /

•c „4

i>Tf;- \S ,l t

,.!> ,-.

,;;i

*'1

^ Lviv mi\i

-' •.\,li.t, ../,M;C;,' ...Am;C;,' filll.w*'. U ’ •’Y ‘^" :Vi' «' /^.i-'
Table 3. Schedule of Test Specimens Used in

Evaluating Effect of Size and Shape

of Specimens, i/

f

I Sp

T

?

!

' 2-in.

I'2-in.

!»2- by

t'2- by

t'3- by

!'3- by

I'3- by

'3- by

!

’ 6-in.

I«6- by

!

t

ecimen size

cube

cube

li-in. cylinder

i^-in. cylinder

3-in. cylinder

3-ln. cylinder

6-in. cylinder

6 -in. cylinder

cube

12-ln. cylinder

’ Type I ' Type III '

' cement » cement '

' test age ? test age *

’ days

t

t 7

!

' 28

t

’ days

8

' 3

t

I 7

t

’ 7

t

' 28

8

8 7

I

» 28

8

8 7

8

* 28

8

' 28

8

' 28

8

8

8 3

8 8

8 78

8 8

' 3

'

8 8

8 7

8

8 8

8 3

8

8 8

8 7

8

8 8

8 78

8 8

8 78

8 8

8 8

l/ Three specimens of each size were tested

at each age and with each type of cement.

12 .
r V' r ... * • i -V

'

> I

*4. ^Vv

'I /

. . n-p'i* -*^1^1:8 Tjs> v*-’S'®*^«

•tT! •>

._ 3tr^

•j'-ji«^A4r ^' '"r 7^'—^,r

,%a ,: ^V'v 1

,,

' ^

tftnniir^M ittVi I a I — —^ i 1^

; T- .V ?*V

,4 i^'

V

esA;

— - 1.

: . ’-.f ",

^ \‘>^^

*

' ,/n,l '% -.^f,- S-' '-

'I -3 Of xcf -'*$f>A:-'”iJ

•K- ^ -S'i

^

•• -. ,. - • »)?

f- :

, ''^.^lb.r?

''nil '»,;

i f

*

'I'^.'fj-

‘ 'f-d "'•T'

' ' '

3 , '

,v

•**

j 7 :! t V, =

. ci •' S' 5 1^4 - ^

,'^

<- s-'-i.l'X ‘VI ,

-.^ \:i,i- ,iL !)s 6^- '::f'.'«jk 4;«. .. .*;.*^J

.??•

iJ

»7!V.i

'. 'V • !m.

‘Vl
compressive strength could only be determined for mixes reasonably free from segregation, an attempt was also made to devise

a test procedure which might be suitable as a measure of the

degree of segregation of insulating concretes. The wet density

of these concretes suggested itself as suitable index for

field control of segregation.

The three perlites used in this study were a so-called

’’coated" perlite ( "Permarock" ) , and two "regular" perlites

("Coralux" and "Panacali te" ) , The recommended mixes for the

coated perlite called for considerably larger amounts of

water than the regular perlite mixes. The producer also

asserted that the use of entrained air was unnecessary in preventing segregation when using the coated perlite. The mixes

of coated perlite were prepared exactly as recommended by the

producer of the coated perlite to evaluate his rather "different"

mix design criteria.

The recommended mixes for the regular perlites were not

strictly adhered to. More water and less entraining agent was

used in many batches of the regular perlite concrete in order

to simulate possible field conditions. However, there was

sufficient air entrained to prevent segregation in all batches

of the regular perlite concretes.

For the purpose of this paper, all batches mixed with an

air entraining agent are called air entrained perlite concretes,

[|..2 Preparation of specimens

l4.o2ol Concrete mixes

Table [|. shows the recommended mix proportions for the

Permarock concretes. The recommended water content was sufficient to yield a pourable mix for most batches.

Table 4» Recommended Proportions of

Permarock Concretes

j

» Permaro ck

? mix

j designation

?

j 1 cu yd batch t Batch with 1 bag of cement

t Water ’ Cement ’ Permarock’ Water t Permarock

? ? t t ?

T

1

T

t

t

t

V gal bags bags lb bags

LD-4

’ LD-4

’ LD-6

J

78

80

81

4

6

8

8

8

162

133

112

f

T

!

2o0

1,6

lo3

t

t

?

?

Table 5 shows the Perlite Institute's recommended mix proportions for regular perlites, A few batches were made using

the Permarock aggregate using Perlite Institute’s recommended

mix proportions.

Table Perlite Institute’s Recommended

Mix Proportions

t

t Mix

J1

T

J ls6

i“5

1^4

t

?

?

1

i

J

1

1

1 cu yd batch

’ ’Air en~ ’ Water t Cement’ Perlite ’ training’

i__

[

’ agent i gal

] bagsJ bags|

pints ^ 54 ! 3.85 ! 6.75 ; 6.75 1 59.5 5.40 , 6.75 , 6.75 , 61 6.75 6.75 6.75 ,

Batch with 1 bag of cement

Water ’ Perlite

lb ’ bags

100 ' 1.50

92 1.25

75 , 1.00

1

»

?

t

t

7

7

I

7

7

The actual mix proportions used are shown in Tables 6 and 7 » The batch size was about 2 cu ft and the perlite was proportioned

in fractions of a bag.
r
Table

6,

Permarock

Concretes

(Average

of

six

or

more

6-

by

12-in.

cylinders)

W)T5 cu CMnO cm CO sO sD A-A-IA CO CO CMxO^ CO CA AJ^OO vO la3-aj 0

CO O' LA c ^ o O' 0 CArHlA O-Zj-CM 0 rH rH 0 rH lA 00 0 PA COCO rH C^PACM

0)

C orj «H

(D

C vO -it LA A- nOLAO' LAIAC^ A-CO A- 0^0 r-i O' 0 0

•P > 0) (S CO O T3 pH rH rH rH rH rH co •H P *H C01ALA CO H A- CM PA LA CO PAC^ OCO -dPA

•H t to P a rHr-r- rH CM A- CM LACA -d-^LA 0 vD J-CJ' C M ® -H c—( (H rH rH rH 0 rH rH rH rH rH rH CM CM CM CM o = P vT) • • 0 • * • CO —' C 0 oo

rH 1 4:4 CO pc •H fHCO sO r-\AA- 0 0 rA CO sD PA vDLAnO rH CO CA A-LA-d- A- rH A-\0 rH CO sO

&. rHA-OO PA CM r- OLA PA CO LA CM r-LAO LA CM PA OCOCD rH MD n£3 A- B > pH a (\J OJ rH r-i t-i rH rH rH rH CM r-i r-i rr\ rH rH CM CM PA CM CM PAPA^ PA PA PA O •H P O 03 03

0)3 < < CQ

® CQ PQ CQ CQ CQ CQ CQ < < < CQ CQ CQ CQ CQ QQ DQ CQ CQ CQ CQ CQ 03 0 1c LAO r- rHCACT^ iH sD CMnO sO CA rH ^CMLA 0 nJD CO CM LA PA sO CA-dr^ 0 t>> Oh > Ih 0 0 rH 0 r-fAcA sO 0 CM 0 O' rH CO

CM PA CM

CM sD CM rHsO-dr^ nO lasO 0 TJ a CA<A AJ CMrA<^ CM CM CM CM PAPA PA CM PA PA PA PA PA PA PA PA PA PA PA

03<D P -d-O^ 0 CMOCO 0_ztrH 0 CO CA CO LA rH CO -d-rH PA^(J^ CALA_dOO OLACO

•H 03 Oh

-P d> 0 CArACM cAJ-sO LACA CM LA-d-O s£3 0 vO LACO PA CO sO PA A- CA A-CD

•H

03c

Eh

a PA PA CM rnr^-d- PAPA_zt PA^PA

<D Q P Oh •LA AJ CM LAOO lAvO A- CA A“PA LA A- LA COCO CA rH A- (T' LA A- PA iH 0

03 C3a CD 0 vO CMsOlA 0 A-nO CO r-co sOnOLA LAsO PA t^-d<NJ la CO vO sO

-=J-IA.=1- -rfUMA -d--d_d LALALA LALA LA LALALA

TJ

03 CM CT' 0 PAO AJ 0 U^PA A-PArH -d-NO 0 PA PA LA O'-dO A-LACT'-d 0 PA CM CO (7^ CA 0 CACO A- CA CACO CA CA <A r^CC CO CACO CO CO CO CO CD

tH rH c0 T3 ® 03 T3 TJ T3 03 T3 03 TJ

® TD 'd 'O TJ TJ rH > > iH rH rH > rH > rH ^ rH rH rH rH rH

p hH ^ hH hH «H ^ «iH ^ nH

TJ 'd •H »H •H ^

cd 'd TJ E m

n E-O E E Tlm E Tl

n 03 E TJ E t3 E "d -d "yE

bO 03 03 rH rH 03 rH 03 rH rH 03 rH rH rH rH

03 4^ aH >i<D 03 r>J»H t>> P>>»H 03 ki-H

© •H «H

© >V«H

H

u S S S d 0 C Ph S PH Ph S 0^ Ph S C3 S S Ch 0 d s (<• S ^ E S ^ Ch bO 03 « K 03 03 03 X 03 K 03 K © 03 03 03 03 03 > W W > > > tQ > W > CQ > > > > >

CO 1

0} 0 d 000 UMAO 000 0 0 0 CM 000 CM 0 _d PAO 3- LAO 0 0 CM 0 sO p e > 0 A-CO sOCM^zJ LA CM CM CM C*~-0 CAsO-d- CM CM CM A-n£3 0 CM PA CM CM O 0 0) *H CM H CM rH CM CM rH rH rH rH rH CM rH rH rH rH (H PA rH rH rH rH rH S P^ ^

U)

0) hH

B 000 000 0 0 0 CM CM CM 000 000 CM CM CM 0000 CM CM CM

0)

K

a CACAc^ rArAPA PA PA PA rH rH rH PA PA PA PA PA PA rH rH rH PA PA PA PA rH rH rH

P.

O «H

CO E P

0) 0)

M

M

MM »H

M

M

M

M

M

M

M

M

M JH

M HH HH HH

M hH HH

M HH HH HH kH

aB

M

M

M hH

M

M AH HH HH HH HH HH hH HH hH HH HH HH HH >> 0) Eh O MhH 1—

M l-H M hH HH M HH HH HH HH M hH HH HH HH HH HH HH HH ^ C o P

pH 03 03 a) CM CM CM CM CM CM CM A- AJ CM CM CM PA PA PA PA PA PA PA LA PA CM CM CM CM CM CM CM

0) P o sD nD nD sOsOnD v£3 C^nD s£3 -sO nO PAPA PA PA PA PA PA LA PA rH rH rH rH rH rH rH p M Ph rH (H rH rH iH rH rH rH rH pH rH rH rH rH rH rH rH rH rH rH rH rH rH rH rH rH rH rH

cd 3 03 ^ & o o, o

'd

t»>©

pp

p : 3 03 03 C d> U

H AJ 0 vO A-nO CDn£> PA LAHCD CO A- A- LALA-d -do PA CM OA-O -d rH CM (DP O 0 B d pH c Cd PA PA PA -dJ-XA LALALA LALALAsO vg sO sO

03 ? 03 0 03 cj o a o < CQ 0 < ro 0 < CQ 0

Xi 1 1 1 1 1 1 1 1 1 (Z 0 • < CQ 0 LALALA sO sO sO d p 0 < DQ 0 < CQ 0 1 1 1 CQ CQ CO < CQ 0 < CQ 0 CQ 03 CQ < CQ 0 Q s s ®

Cd 'z 1 1 1 1 1 t w tn

X S s s 1 1 1 1 1 S s* s till S S E

43 QC ffiK JEW

K -< < < CO CO CO OS cc oc

K 03 ffi CO

ww 33 33 D3 33 CO CO CO 1 03 bO

Ph *h

(D 03 t ' 03

C CM|CM| 3 'd o H- H- H- j- -f -f- LALALA LALALA LALALA vO vOnO 'O sO v£) n£) T 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 i 1 c3 K P Q Q Q 0 QQ Q CQ Q 0 CQ Q Q Q Q Q Q CQ Q Q Q Q CQ CQ Q 0 Q Q pi *H (0 j .j tj hJ *-U J *J tj j ij tXiXiXi J »-3 (-3 h3 h3 hJ h3 k3 aH E C

'ij

Cure A

for

Type I

cement - 1

day

in

mold, 3

days

damp

cured,

214.

days

in

lab.

air.

Cure B

for

Type

III

cement- 1

day

in

mold, 1

day

damp

cured, 5

days

in

lab.

air.

Cure C

for

Type

III

cement

-1

day

In

mold, 6

days

in

lab.

air.

(Specimens

subjected

to

Cure C

were

those

tested

and

previously

described

under

Phase

I), ^

Anti-Foam

agent

added.

Table

7.

Air

Entrained

Perlite

Concretes

Si

•LfN CD lA (T'LACO CD (AOO 0 fAr— GO lA-d- UMAcD A- LA fA(AO 0 sO -d- 0

CO 0 h- J- O' UNO-d- CO C'- p'- O' CA 0 CD JCD <A A- (ACO CO LAGO ^sO vO lA c • •H O

<D c CO »H lA nOCO 0 CD fA<A vO nO t"- CO (ACA xOCOGO COCO CDA CA 0 0 rH GO

ua p»

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footnote

1,

Table

6.

a=

13/^

Protex; b=

10

1/2^

NVX; c

entraining

agent

added

at

plant

4 . 2„2 Concrete mixing

The air entrained perlite concretes were mixed in a 3 cu

ft paddle type mortar mixer normally operating at a speed of

40 rpm. Several batches, however, were mixed at a speed of

60 rpm. The normal mixing times werei

1/4 min, cement and water only

1/4 min, with air entraining agent

2 min, with perlite

Since no attempt was made to mix to a predetermined wet

density, most of the batches were molded when pourable. In

a few batches the mixing time was varied deliberately to determine the effect of prolonged mixing.

The Permarock concretes were mixed in a 3 cu ft tilt drum

concrete mixer normally operated at a speed of 3,0 rpm. In some

batches the speed was reduced to 12 rpm at the suggestion of

the producer of the aggregate. Table 8 gives a comparison of

the peripheral velocity of the 3 cu ft tilt drum mixer with

the velocity of a typical transit type mixer.

Table 8, Comparative Peripheral Velocities

in NBS and Transit Type Mixers

_ j

j

, Diameter, Mixing? Peripheral. ’ Mixer Type _Capaclty_of drum , rate , velohty U

? T

? t

?

7 in. ?, rpm ’ ft/mlnt ' NBS 'Tilt drum’

’Tilt drum’

J

( Typical)

3 cu ft’

ft’

yd;

26 0

c\j 0

1

1

I1

; 204

NBS 3 cu 26 82

’ 210

t Transit 4 cu 80

'\J N,R,M,C,A, recommended maximum for tranplt mixers is

225 ft/min for mixing

The cement and all the water were mixed l /2 min before the

Permarock was added. Then the concrete was mixed until pourable. This consistency corresponded to about 6 in, to 9 in,

slump with the 12 in, cone. The mixing time varied consider^

ably and additional water was added to two batches to bring

the concrete to a pourable consistency.

17.

1|<. 2.3 Aggregates

Two brands of "regular” perlite aggregates were used in

making the air entrained concretes. The perlite expanded in

Washington, D„ C, , is sold under the brand name of "Panacalite"

concrete aggregate. The other is sold under the brand name of

"Coralux" and was expanded in Metuchen, New Jersey, An air

entraining agent is incorporated in the New Jersey perlite at

the plant.

The Permarock aggregate was obtained from the producer

in Baltimore, According to the producer Permarock is coated

with a "nonionic surface active agent" at the expanding plant.

All the perlites are shipped in cu ft bags, A 4 cu ft

bag of the regular perlites weighed about 32 lb when used,

A 4 cu ft bag of Permarock perlite with a nominal net

weight of 30 varied in gross weight considerably. Table 9

gives the gross weights of two shipments of Permarock, The

producer was aware of the variance of the bag weights in

Shipment A before filling the order for Shipment B,

Table 9 » Individual Bag Weights of Two Shipments

of Permiarock (includes weight of bag of 0,3 lb)

G-ross weights

Shipment A

Gross weights

Shipment B

lb/bag Ib/bag

32,3

38 ol

31 o 9

31o3

32,2

37.0

31.9

30,6

30.6

30,4

31.6

31.0

32.0

31.8

30,2

30,1

30,7

30,6

31.5

30,

32,6

Avg, 33.9 30,9

18,
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The only test made on the aggregates was a crushing strength

testo Table 10 gives the values for the three aggregates at

three compactions. The method used is described on page 9 of

the Bureau of Reclamation Report No, 0=38^ entitled, ’^Properties

of Concretes Made with Typical Lightweight Aggregates," The

values given are for the average of three tests on each aggregate . Table 10. Comparison of Crushing

Strengths of Three Perlites

f Perlite ?

!

»

—r-

?

? Crushing strength, psi

Average of 3 tests

"T

7

?

?

! For I- in. ’ compaction’

For 2“in.

compaction

''For ’

’ compaction’

? t u 1 J

t J ! 1 >

' Permaro ck ! 25 J 87 1 299 ? ’Washington’ 48 ? 128 ? 336 t ’New Jersey’ 47 1 140 1 381 J

! J t t t

Ij., 2c 4 Molding the specimens

The test specimens were 6- by 12-ln. cylinders formed in

machined steel molds. Waxed cardboard molds were used for a few batches, but their use was discontinued because of the

extra work involved in grinding the ends of the specimens to

parallel planes.

The unit weight of the fresh concrete was determined immediately after pouring and recorded as the wet density. The

concrete was consolidated in the molds by shaking the molds.

As a rule the concrete was struck off even with the top

of the mold when about 3 hr old. in some batches the concrete

was struck off at pouring to determine any settlement of the

concrete. In other batches the excess concrete was cut off at

24 hr, just prior to stripping the mold.

19 .
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4o2„5 Curing the specimens

All specimens were left in the molds for 2l| hr covered

with vapor barrier paper. Upon stripping at 2l|_ hr they were

placed in the moist-curing room. The specimens made with

Type I cement were left in the curing room for 3 days. The

specimens made with Type III cement were left in the curing

room 1 day. All specimens were then air-dried in the laboratory air until tested.

It is noted that the curing procedures in Phase III of

this study were different from the cure previously described

under Phases I and II,

4o2„6 Oven drying

The compressive strength specimens were used to determine the oven-dry weight. After testings the specimens were

dried in an oven at about 105 °C until they lost no more than

1 percent of their weight in a 2lj. hr period,

4o3 Testing procedure

Specimens made from Type I cement were tested at 28 days

and those made from Type III cemient were tested at 7 days.

On the day of the test the specimens were weighed and dimensions measured.

4o3ol Sonic test

The resonant longitudinal frequency of many of the specimens was determined using the procedure outline in ASTM

C215'-5^T,

The sonic modulus of elasticity (E) was computed using

the relation

E = V^psl

where V velocity of sound through the specimen in in, /sec

V = 2 NX

where N = fundamental longitudinal frequency^ in

cycles per second

and H - length of the specimien in inches

'•j p P - weight/in, ^/g ; g = 386,0 in,/sec^, and

weight is in pounds,

20 ,

and where
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4<,3o2 Static compressive test

The ends of the specimens were ground to a smooth flat

finish on a concrete plate „ Opposite ends of the specimens

were checked for parallelism before testing. No capping

material was used.

The specimens were tested in a Baldwin 6 O 5 OOO lb capacity hydraulic testing machine. They were loaded through a spherically seated head at a rate of not more than one-half

the estimated maximum load per minute.

The specimens were loaded until a visible fracture was

noticed, A crushing type failure localized near one end of

the cylinder was called an incomplete failure; a shear or

splitting type fracture was called a complete failure. The

data from all batches which gave Incomplete failures were

di scarded

Static compressive stress- strain determinations were

made on single 6 - by 12-in, cylinders from each of three

batches of air entrained concretes. This was done to have

a comparison of static values with the sonic values.

Strain readings were made at convenient increments of loading

without interrupting the continuous application of the load,

5 , DISCUSSION OF RESULTS

5ol Effect of capping procedure

on compressive strength

The sulphur mixture capped specimens were used as a standard to compare the relative efficiencies of the other

three methods. The strengths of the other three specimens

of each shape were rated as a percentage of the sulphur

capped specimen strength.

The results obtained in this phase of the study are

summarized in Table 11, The actual compressive strengths obtained with 6 - by 12-in, cylinders and 6 =in, cubes are given

only for sulphur capped specimens, while only relative values

are given for plaster and Celotex capped specimens and for

specimens with ground ends. This information is given for

perlite, vermiculite and cellular concretes made with both

Type I and Type III cements.

21 ,
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Table

IL

Effect

of

Capping

Procedure

on

Compressive

Strengths

of

Cylinders

and

Cubes

(Strength

of

Sulphur

Capped

Specimens =

100^)

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—1 H 1—

0 05 •P

COp

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O

<Dd

'V P K d d O P 'feS. rH 'IfN

O (T' C\J -d’ta'N CO

H CT'-d- CO C^XAOCO 1 rH

A «A CAO-dAXArH fA -d CAArH -d

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rH P 0 ooo^o^oor^o O'

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A CO HAAA OCO

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0)> p

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A

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A

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AA

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A

A

O

O

AA

A AOA

A rH CO pH rH rH rH rH 1—1 rH rH 1 1 rH 1—

1 1 H H H H

0) rH 05 1 1 K

CO

O 11 111 1 1 -P w 1 1 bO 0 •H O' OJIAIACU O OCO 1 CO (\J CO 1 1 O CA tA 1 fAOO 1 vO CMCO 1 f- ro-cf H sO H sO At^ 1 1 1 C '0 43 0 XA^-OJ O'H rH rHlA

-d" -d-d (—1 rH rH 1—

O ro AJ 1 1 J'O'

H 1 A rH vDcoc^ o r^co ACOvOA ACO 1 1 1 O <1) P pH -Paw 5

Ph rH 1—1 1—1 1 1 CA rH rH 1 rH rH 1 H rH

AA I I11 111 CO 05 p 1 O <D » 1 0) 6 1 0 0 >

•H

O P 0 •H

01 ^ ID 0 P 44

01 p, Q.

d •H lAXAsO (T* rH O-drH ( sOCOA 1 1 CO AJ 1 coso^D iHco m-is- ^iHCOH

A

A 1 0 0 0 0 fH CO P 0 (\> vO XA o r4 XA r^sO O AJ 1 vO A O Ai 1 A-d 1 CC AA O ACO A AAO J-CM^- 1 B H P P P pH -d -d-d rH rH rH rH rH I rH 1—1 rH 1 H AI A) rH 1 rH rH 1 (—1 H A A 1 0 0

pH CO rH o ^ e B t» 0 H o ^ O p. P O o o - 0 O 0

Cm P,

-P 0 0 P 0 P

pH<iH

t>>

O 0 hHHHMMHHH

M

MMMMMMH

M hH

d

OH

B

H

M

MMMM

M

H

MMM HHHHH

H

H HH

H HH

d •H 0

E-< 0 M

H

HHMMH

HHM •H 44

d o > 0 d

•HH 0 d P >

44 P 0 »M 0 •(H P > d

P> rH P 0 P 0 C © 0 d 0 44 O 1—

p H «r1 P 44 o rH •H H d o o o •H •H P H B H <M H P G s “ rH S: » P= = = s: r = Pz z H “ C 44 O o P P 1—

a- 0 0 P o 0 0 0 fp > O bO 0 0

CP > O > H

d

O 4>

r-t CM COJ-IAvO c^oo rH AJ <A rH CM rO-d-IAMD •H la. 1 1 1 d P. P M M M iH CM ro-;^Lr^^£l r- • H A CA H AA • P H © o M bO M bO M bO 1 bO 1 bO 1 bD 0 0 P

4-)

M > M > H > H > H > H > P O 44

cC 1 < 1 < 1 < 1 < 1 < 1 < e O 0

CQ CP > O CP > O

The results indicate that there were no significant differences in the compressive strengths obtained by the four. capping

methods j for both cylinders and cubeso The maximum difference

between grand average values of relative strengths was observed

for cylinders and cubes with ground ends; these strengths departed 4 percent from the grand average obtained with sulphur

capped specimens. It was also observed that somewhat greater

variability can be expected with cubes than with cylinders. The

coefficients of variation for relative strengths of individual cube specimens ranged from 9 to 13 percents, while for

cylinders these coefficients ranged from 7 to 8 percent. The

relatively large values of coefficients of variation were attributed in part to the lower strengths associated with the

"incomplete failures" Illustrated in figure 1, The incomplete

failures almost always occurred in the cast bottom of the specimen j and generally in the batches with a high water content.

This implies that incomplete failure was probably due to water

gain at the bottom of the specimen.

The sulphur-silica capping method gave slightly higher

strengths with a lower coefficient of variation than the other

three methods. However ^ the advantages of using a sulphur cap

seem to be outweighed by the convenience and econom_y of using

the ground surface method or by using a Celotex cap.

5«2 Effect of size and shape of specimens

Although the program as originally scheduled is only about

one-third completed j the results indicate that for a satisfactory correlation between the conventional 6- by 12-in, cylinder

strength and smaller type specimen strengths the curing schedule

must be considered. The curing schedule as used thus far in

this phase is not completely satisfactory because the rapid drying of the small specimens results in less favorable curing for

the smaller specimens.

Table 12 shows the relative strength of the various specimens for each batch. The 28 -day strengths of the 6- by 12-in,

cylinders made with Type I cement (7 days for Type III cement)

for each batch were used as the standard of comparison. The

strengths obtained at the ages of 7 and 28 days for specimens

of ^II and Type I cements respectively are termed "fullcure" strengths in the following discussions, while the strengths

obtained at the ages of 3 and 7 days are termed "early" strengths.

23 ,
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Table

12,

Compressive

Strengths

of

Various

Specimens

Expressed

as

Ratios

to

Strengths

of

Fully-Cured 6- by

IR-ln,

Cylinders.

(Each

value

is

average

of

three

specimens).

'cSl0 oi u rH

d 0 P> X 0 1 bO T3 •H CO 0 CM -d" 0 CO

A <A

H d-::

d CQ 0 lA A- 0 A

A CO (—

0 vO *H P* 1—

1—

I—

A A A 1—

H b t 1 Oh -P <i-l t>s 0 0 - - " '. c ^ „ - - - -- - c- CM ~ c- c- CM CM CM CM 0 1 1>- cA CM fA 1—

-d" HD 0^

::

d

OJ 0

-U vO CO O- HD HD

A HD

— o~ c» 0- c- o- C- c- CM ~ CM 0. CM C- CM CM c- 0 t: Sh '^r^ 0- A- (H CO A HD GO ! OJ I

=: i>s

c\i 0

vO vO lA UD HD HD HD HD 1—

a- c» «*• c- 0- c- CM «=— CM CM CM ^ CM CM CM iH -

ra ro • X iH iH M=t lA lA 1 1 CO -d* 0 = i>i A- sO HD A- HD 0- A

hO 00 0 0 0- 0- t- «- t- c- c 0- CM c- c- <M C- CM CM CM CM > 0 -

tH

U vD • -P P> |xj iH CO vO CA HD 1 CA DA tH

oJ cn :: l>i vO vD lA vD 1 HD DA HD H ro 0 0 e. 0. *- «— e.- c~ C- CM «« C- CM CM C— CM «M CM CM *' fR ©

CM CO CO AA

H OA HD

t:

d cr CO CA CA 1—

0 A CO

vO 0 1—

iH “ «»- ®" 0- ®“ ©-» c— •— CM CM “ ©

tH iH iH 0 H DA HD

A - d

CVj 0

vD lA v£> A- HD HD HD HD

c>* e» CM 1 0- CM CM CM c- CM CM CM CM CM »» 0- • -d" ( ShiHI K H i I 1 0 CO CO DA 0^ b t: t>^ t 1 1A vO HD HD HD HD H m (n 0 1 _ - «- C- CM — «- " «- CM C- CM 0- CM CM e- 0- -P t: 0 bO 0^ • M 1— A CA 

CA CO A- AA

•H© lA A- vO CO CA DA DA HD

-P ro 0 c6 -P c_ 0- <S- e- t- CM CM CM «-

— 0. C- CM C- CM CM CM CM "

iH CO

—

© nO . 1—

K W rH rH A- -d" (A -d" DA iH -ro 0

lA lA lA HD CA DA -d" DA - " *- *- c- 0- c- “ c- C- CM CM C- Om 0« c- C— e— 0 1—

1—

A A1 HD} DA1 CM sO I lA1 1 vD lA 1 r-H rH t—

. i -P 1 i 1 1—

1—I—

bO I cd 1—

1—

1—1—

1—

1—

1—> 1 CQ 1 1 1 1 1 \ 1 1 pH Ph Ph A pH Ph Ph

c- 0- 0- «>- C- 0- *-

——

— c- c- ~ CM =- C-. 0- e- «**•

2ii. 1/

"Early'^

strength

corresponds

to3

day

strength

for

Type

III

cement

and ~ 7

day

strength

for

Type I

cement.

"Full-cure”

strength

corresponds

to7

day

strength

for

Type

III

cement

and

28

day

strength

for

Type I

cement.

The ”full=cure" and "early" strengths of the small specimens are compared with the "full-cnre" strengths of the 6 - by

12“in„ cylinders in Table 12, The average "early" strengths of

the small specimens ranged from 6 l to 61). percent of the strengths

of comparable "full-cure" strengths of 6 - by 12 -in„ cylinders.

There was only a small Increase in the strengths of the small

specimens when they were given the "full- cure" , except for the

6 -in, cubes. The "full- cure" strengths of the small cylinders

and the 2-in, cubes ranged from 6 l to 70 percent of the "fullcure" strengths of the 6 - by 12-in, cylinders., whereas for the

6 -in, cubes this ratio was 96 percent. This indicates a lack

of the necessary moisture for curing of the smaller cylinders

and cubes which are stored in air following 1 and 2 days curing

in the molds for cements of Type^ III and Type I, respectively.

By combining the data from phase I with the date from

this phase, the ratio of 6 -ln, cube strengths to 6 - by 12 -in,

cylinder strengths for 37 batches of Insulating concretes can

be considered. For a total of about 130 specimens of each

shape the average ratio is 95 percent with a coefficient of

variation of 9 percent.

Because it is difficult to secure well molded small size

specimens such as the 2 -in, cubes and the 2 - by cylinders

of insulating type concretes in the field, it is thought that

future work in this study would be concentrated on the use of

3

- by 6 -in, and 3- by 3-in, cylinder specimens in addition to

the 6 - by 12-ln, control cylinders. It is thought that a 3- by

6 -ln, cylinder, when damp cured for I4

. days (Type I cement) and

then air dried until tested, should give very close to the

same results as the 6 - by 12 - in, cylinder when cured in this

way.

Since the variability of results is generally higher with

smaller specimens, it seems advisable to use a sample of four

of the smaller cylinders if and when they are used in place of

the three 6 - by 12 -in, cylinders normally used as a sample.

25.
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Comparative properties of three perlite

aggregate concretes

5o3»l Permarock concretes

In making Insulating concretes of lightweight aggregate

the usual practice is to entrain considerable amounts of air

in the mix. The primary purpose of the entrained air is to

produce a viscous foam from the cement-water grout which

will prevent the segregation of the lightweight aggregate from

the grout o By increasing the amount of air entraining agent

above that which is necessary to prevent segregation the yield

of the concrete can be kept above 100 percent even though the

actual aggregate volume may be reduced by the mixing action„

The use of entrained air also reduces the amount of mixing

water necessary to produce a concrete of pourable consistency.

The producer of Permarock asserts that, since perlite is

stronger than air, a better product can be produced without

air entrainment. However, the coating agent used on the

Permarock seems to act as an air-entraining agent as some entrainment was apparent, especially in the higher yield batches.

It was found that with yields of 95 percent or greater there

was no segregation of the Permarock concretes. With yields of

about 85 percent to 95 percent the segregation was mild.

When an air-entraining agent was added to the Permarock,

as well as to the regular type perlites, the yield was generally

at least 100 percent and no segregation occurred. When the

amount of air entraining agent is greater than the amount necessary to prevent segregation for either aggregate, the wet

density- strength curve is shifted slightly above the curve for

mixes with normal air content because of the smaller amounts of

water needed. However, excessive air entrainment appears to

have but little effect on the oven-dry density- strength curve.

The two specially designated points in figures 1|? 5s and

8, represented by the large symbols, are for Permarock batches

with an anti-foam agent added by the producer. This removal

of air resulted in an Increase of density without a corresponding Increase in strength. It appears that any air present in

the normal mixes is beneficial.

Similarly, the specially designated points in figures 4s

5, 6, and 8, represented by the semi- solid symbols, are batches

with excessive segregation. Some very badly segregated

batches, caused by too much mixing water, or excessive mixing,

were discarded and are not shown,

26 .
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The effect of the rate of mixing was Investigated and the

results are shown in figures 5? 6, and 7o It can be seen that

reduction of the mixer speed had no significant effect on the

weight- strength relationship. Since mixing tends to break

down the aggregate thereby releasing some water, the Permarock concrete becomes heavier and wetter with increased mixing.

When the mix becomes too wet, excessive segregation occurs increasing the scatter of density-strength data. Some of the

spread in the points on figures 4? 7? and 8 is probably

due to variations in the aggregate itself. If the Permarock

concrete is mixed in a transit type mixer of 4 cu yd capacity,

32 bags of aggregate would be used in one batch. This amount

of aggregate is about the same as the total used in this investigation, It is possible that the concrete mixed in such

a manner would not fall below the mlnim''J5m wet density- strength

curve as shown in figure 4> segregation is not allowed

to become excessive.

Table 8 gives the mix and test data for the Permarock

concretes made according to the producer’s recommendations,

4o3<.2 Air entrained perlite ^concretes

Figure 9 shows the relationship between wet density and

strength for air entrained perlite concretes using the three

brands of aggregate. Figure 10 shows the relationship between

the strength for these concretes and their oven-dry weight.

The relationship between the wet density and the compressive strength shown in figure 9 is linear and the scatter of

points is slight. The only mixes which departed from this

linear relationship were those which contained more air than

was necessary to prevent segregation. The points corresponding

to the high air contents lie well above the line in figure 9

reflecting the lower water content realized with Increased air

entrainment

The same data on compressive strengths are presented in

figure 10 plotted against oven dry densities. The relationship

between the strength and density is not as clearly defined in

figure 10 as it is in figure 9o Furthermore, it is noted

that in figure 10 the points corresponding to high air contents do not lie above the data obtained with normal air contents but are fairly uniformly dispersed.

27 .
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-‘. Ki V 'i.i.

'..-4 0 a*' .. •?

f .. S' .'-vJP' ?A -’40 iVd*^ . •*’^'

? i'

s

- I

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5

43

" '*

' _ I '!3w o

i\,‘=‘'i.. ;

t

'

.-. i

^ -. t 40 j£l 4,j '3 ,* ^''’,

,«

!'!' -.if;t,i</ •7 H.V 0/' C’ilkf

'

(, ,

' * > 4 .1 ?. ;'ij.^,:-'?'u ,'i:;] .ttjud

' •

'" '<; « ' -’vj p* o‘44-’-> V«» 4 -it .3 '

•>'. . .-.T)- " s.,-»-,f . • . tp , T ••!, r?

,,‘ ‘ ,«

,.; ij^i;

'

' ?v.' i £i..^04 oe t*iU 0/ >»iJw';a;

* 0 ' >

3 - 4i »n;l 'i/C'Ai:' ;o^

I ^ n iTC'U.fU' v^.r«iiflf^'

• I

1

«r-.

. •>

.jv i * -^.Wi
The effect of prolonged mixing on mixes containing less

than the recommended amount of air entraining agent is brought

out by the NBS 1^6 mix (batches 6WS-A, B and C) listed in

Table 7» As the duration of mixing was increased from 2 to

7»5 min, the yield decreased from 111 to 9l| percent and the

oven dry density Increased from 25»9 to 28,9 lb per cu ft.

However, when a larger amount of air entraining agent is used,

prolonged mixing tends to entrain more air resulting in lighter

concrete

The New Jersey perlite which has the entraining agent incorporated at the plant normally produces a high air content

concrete. The amount of air entrained depends on the amount

and method of mixing and the water content. Excess water

tends to dilute the entraining agent and make it less effective in entraining air. Increasing the time of mixing tends

to Increase the air content when the mixing action is similar

to that of the paddle mixer used in mixing the air entrained

concretes in this investigation.

No attempt was made to get more than an indication of

the effect of mixing time and the effect of the rate of mixing

was not investigated, although it has been claimed that air

entrained insulating concrete can only be made in a high speed

mixer.

It is obvious from the graphs shown that Permarock concretes must be considered as a product different from the airentrained perlite concretes when both are mixed according to

the respective producers^ recommendations,

5»3<.3 Recommended practice for securing a perlite concrete having specified properties

Different investigators studying the properties of lightweight aggregate concretes have sho'wn that the property of

concrete of a given aggregate, most useful in predicting its

compressive strength is the unit weight of the concrete. The

results shown in figure 9 confirm the fact that a well-defined

relationship exists between the compressive strength and the

unit weight of the concrete made of a given aggregate and

cured in a specified manner. This observation is valid only

with respect to workable mixes without excessive segregation.

It is clear that when segregation is such as to permit cement

paste to accumulate in the bottom of the cylinder molds, the

compressive strength is adversely affected,

28 ,
'y .;V't J.4?i

'

'":-l V 'J fn'V.i '(‘1

' ,. C*'’ -r. ^>v'i>45
It appears from the study of the data obtained with

Permarockj Panacallte and Goralux perlites that it is not

sufficient to specify the density of concrete in order to

secure a certain minimum compressive strength. It is also

necessary to specify that a concrete be relatively free of

segregation in order to be reasonably sure that a given

perlite concrete will follow the strength-wet density

relationships shown in figures 4 and 9a

In the absence of any acceptable test for degree of

segregationj it is proposed that badly segregating perlite

concretes be eliminated by specifying a minimum "yield” of

80 percent and the corresponding maximum wet density for perlite concretes of given proportions, "Yield" is defined as

the ratio, expressed as a percentage, of the volume of the

fresh concrete to the dry loose volume of the aggregate used.

Table 13 gives the proposed maximum wet densities for three

mixes each of the two types of concrete. These limits are

based on mix proportions set forth in Tables 4 and

Table I 3 . Proposed Maximum Wet Densities Using

Producer’s Mix Proportions,

?

j

1

?

»

7

7

7

7

Permarock concretes

Mix ’Maximum density

7

’ Ib/cu ft

LD 4

’ 49

LD 5 , 44

LD 6 58

?

7

7

7

7

7

7

7

7

Air entrained perlite concretes

Mix , Maximum density

’ Ib/cu ft

i “6

; 41

i ”4

, 47

144 64

77

7

7

7

7

7

7

7

Table 14 gives the minimum wet densities required to obtain certain compressive strengths for each concrete; these

values were taken from the minimum wet density- strength curves

shown in figures 4 It is expected that most batches of

concretes will give strengths slightly greater than the indicated values.

29 .
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.:<*

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- 'r^ '» -iii'jr /;:: i-v< .>,/ (jlr.T . n»i

•4 ^

. ' '•

.. -':.B''' :--;2 '•''*;ron -o av."0 V-fX ,

‘

:5 - ’’’v.tsf- ..,.i :'1J''V0-' iron..s

••V‘n(l '=•/ tji.isvl‘1 0 55-£ ttcrcv^^^

' -‘Z' J V.O'V'l XXH

O'' >.•.'"< -.u

!<?•!• ;n

>.' '-..4'i--. j

'i

-.

'< '?'

•« wTi- Mo-—<n-i—If i ti, - *—A-A.:_—i*. S-^fT

X. l^p'f>

. -- U^fr

U''

i'

ri I i

Y'V

f- i'.

tiif

»a_

-: M .f *.,!/• •• .sii-->,ti-' '-• !"•. Sd't f/» "'V rx^s^P.I

‘'jf-,. m '^f i. .. ^ iu .O' ! :ii| I'f

,, f.;

.,. ,.,;> ^,vvi;u X

J 5 sAr>. *•'.? u l‘.Qw

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Table llj.

’ Required ’ Permarock

^ compressive ’ concrete

’ strength, ’ minimum wet

’ 6 - by 12 -in,’ density

’ cylinder ’

’ Air entrained '

’ Washington or ’

' New Jersey per-’

’ llte concrete ’

’ minimum wet ’

’ density ’

i j j

» psi

I p cf pcf ’J

’ 100 ’

» 150 ’

? 200 ’

s 250 ’

» 300 «

! 350 ’

« 400 ’

» 450 ’

? 1

42

47

51

54

56

58

60

61

35

38

41

44

46

49

52

55

t

?

t

?

?

?

t

j

Since the cylinder strength of the concrete will also

depend on the curing method and the amount of moisture in

the specimen when tested, it is emphasized that the strengthwet density relationship presented here is valid only if the

test specimens are cured as described.

30,
1

i.

•

: .. . r" «

1

t a

" t

' ft;

• : •*'1 ;-v/^:r :•

'

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;•; q

i

' ' 't

0.1 -

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» •>.

/

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I
References

"ASTM Standard Method of Making and Curing Concrete

Compression and Flexure Test Specimens in the Fields"

C31-55, ASTM Standards, Part 3, 1955.

[2 , 1 Troxell, G, E. , "The Effect of Capping Methods and

End Conditions Before Capping on the Compressive

Strength of Concrete Test Cylinders," Proceedings of

the ASTM, Vol. I|-l, page IO38 , and Discussion page IOI4. 8 .

[3 ol Ahmed, S,,

of Concrete

Vol, 6, No,

"Effect of Capping on the Compressive Strength

Cubes," Magazine of Concrete Research (London)

19 , March 1953 > page 21,

5

[6 .]

[7-]

[8 .]

Johnson, J, W, , "Effect of Height of Test Specimens on

the Compressive Strength of Concrete," ASTM Bulletin

No, 120, Jan, 1943^ page 19,

Neville, A, M, , "The Influence of Size of Concrete Test

Cubes on Mean Strength and Standard Deviation," Magazine

of Concrete Research, (London), Vol. 8 , No, 23, August

1956,

Gonnerman, H. F,, "Effect of Size and Shape of Test Specimen on the Compressive Strength of Concrete," Proceedings

of the ASTM, Vol, 25, Part II, page 237,

Pearson, J, C,, "Discussion," ASTM Bulletin, No, 120,

January 1943, page 21,

Anderegg, F, 0,, "Shape Factor and Compressive Strength

of Lightweight Concretes," ACI Journal, December 1952,

page 333.

ACI Committee 2l4, "Recommended Practice for Evaluation

of Compression Test Results of Field Concrete," Journal

of the ACI, Vol, 29, No. 1, July 1957, page 1,

Fig.

1.

Incomplete

failure

of

cellular

concrete

6-

by

12-in.

cylinders.



TYPICAL

COMPRESSIVE

LOAD

-DEFORMATION

CURVE

FOR

SPECIMENS

EXHIBITING

LOCAL

CRUSHING

NEAR

ONE

END

SHORTENING

OF

CYLINDER,

INCHES

PERMAROCK

CONCRETES

WET

DENSITY

VS.

COMPRESSIVE

STRENGTH

ISd ‘Hi9N3yiS 3AISS3ddW00

FIG. 4

WET

DENSITY,

LB/CU

FT

360

340

320

300

280

260

240

220

200

180

160

140

120

100

80

60

LD-4 "PERMAROCK" CONCRETES

WET DENSITY VS. COMPRESSIVE STRENGTH

CEMENT 30 RPM

MIXING

12 RPM

MIXING

TYPE I O

TYPE nr m

U- EXCESSIVE SEGREGATION

H- anti -FOAM AGENT ADDED

O

O

O

u

y

m

s

38 40 42 44 46 48 50 52

WET DENSITY, LB/CU FT

54 56 58

FIG* 5

400

380

360

340

320

300

280

260

240

220

200

180

160

140

120

100

LD-5 "PERMAROCK" CONCRETES

WET DENSITY VS. COMPRESSIVE STRENGTH

I

CEMENT 30 RPM

MIXING

12 RPM

MIXING

TYPE I O

TYPE nr m

©y- EXCESSIVE SEGREGATION

m ©

I

a

m

O

40 42 44 46 48 50 52 54 56 58 60

WET DENSITY, LB/CU FT

FIG . 6

430

420

410

400

390

380

370

360

350

340

330

320

310

300

290

280

LD-6 "PERMAROCK" CONCRETES

WET DENSITY VS. COMPRESSIVE STRENGTH

CEMENT 30 RPM

MIXING

12 RPM

MIXING

TYPE HE m

m

m

47 48 49 50 51 52 53 54 55 56 57 58

WET DENSITY, LB/CU FT

FIG. 7

•

PERMAROCK

'

CONCRETES

OVEN

DRY

DENSITY

VS.

COMPRESSIVE

STRENGTH

ISd ‘ H19N3dlS 3AISS3ydW0D

FIG. 8

OVEN

DRY

DENSITY,

LB/CU

FT

AIR

ENTRAINED

PERLITE

CONCRETES

WET

DENSITY

VS.

COMPRESSIVE

STRENGTH

00

ISd ‘ H19N3H1S 3AISS3ddl^OO

FIG. 9

WET

DENSITY,

LB/CU

FT

AIR

ENTRAINED

PERLITE

CONCRETES

OVEN

DRY

DENSITY

VS.

COMPRESSIVE

STRENGTH

in

ISd ‘H19N3dlS 3AlSS38dl^OO

FIG. 10

o o o o O O o o o o o o

00 o CO CM 00 o CO CM 00 ro ro CM CM CM

OVEN

DRY

DENSITY,

LB/CU

FT

STRESS

-STRAIN

CURVES

OF

PERLITE

CONCRETES

STATIC

COMPRESSION

TESTS

ON

6"

x

IZ"

CYLINDERS

O

O

O

ISd *SS3dlS 3AISS3ddlNOO

FIG. II

STRAIN,

10"^

IN/IN

U. S. DKPAin'MKN'r OF COMMKHCF

Siiicluir Wcfks, S)‘cn’tiiry

NATIONAI, HFHFAU Ok ST'NDAHD.s

A. V. Aslin, l)irt‘Clor Tm: NAJIOJNAL BUREAlf OF STANDARDS

The ecojie of activities of the National Bureau of Standards at its headquarters in Washington,

D. C., and its mujor field lal»oratories in Boultler, (Colorado, is suggested in the following listing of

the divisions and sections engaged in technical work. In general, each section carries out spe- cialized research, develo|)nient, and engineering in the field indicated by its title. A brief

description of the activities, and of the resultant reports and publications, appears on the

inside front cover of this report.

WASHINGTlfN, 13. C.

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I