MISCELLANEOUS PAPER NO. 6-123
INVESTlGATlON OF CEMENT- REPLACEMENT MATERIALS
Report 12
COMPRESSIVE STRENGTH ' DEVELOPMENT OF 193 CONCRETE MIXTURES DURING 10 YEARS OF
MOIST CURING (PHASE A)
Bryant Mather
Report No.
1
2
REPORTS OF THE SERIES ENTITLED
" WVESTIGATION OF CEMENT-REPLACEMENT MATERIALS I'
MISCELI;ANEOUS PAPER NO. 6-1-23
Title
Preliminary Investigations (Phase A)
Effects on Flexural Strength (preliminary investigations - Phase A)
Effects of Three Chemical Admixtures on the Properties of Concrete
Preliminary Field Investigations (Phas.e B )
Performance of Various Materials in Mass Concrete, Labora- tory Study (phase C)
Performance of Various Materials in Mass Concrete, Field Study (phase D)
Comparative Tests of Compressive Strength of Mortars Con- taining Pozzolans
Tests of Samples of Fly Ash, Sutton Reservoir Project
Significance of Pulse-Velocity Data for Mass Concrete Blocks
Use of Large Amounts of Pozzolans in Lean Mass Concrete
Pulse Vel~city and Compressive Strength at Advanced Ages of Phase D Concrete Blocks
Date
Feb 1964 A U ~ 1962
June 1964
THE CONTENTS OF THIS REPORT ARE NOT TO BE
USED FOR ADVERTISING, PUBLICATION, OR
PROMOTIONAL PURPOSES
FOREWORD
The investigations reported herein were authorized by the Chief of
Engineers, by letter dated 14 November 1950, subject, "Initiation of Cement and Pozzolan Investigation under Item CW 601, 'Research in Mass Concrete, ' " and are a part of the Engineering Studies program of the Corps of Engineers.
The work was conducted at the Concrete Division of the Waterways
Experiment Station under the direction of Messrs. Herbert K. Cook and
Thomas B. Kennedy. The entire staff of the Concrete Division participated
actively in the investigations. Consultants on this work were Prof.
Raymond E. Davis, Berkeley, California; Mr. B. W. Steele, Miami, Florida;
and Mr. R. L. Blaine, Washington, D. C. The investigations were planned
during periodic meetings, held at the Concrete Division, of the consult-
ants and representatives of the Office, Chief of Engineers, and of the
Waterways Experiment Station. This report was prepared by Mr. B. Mather,
based on tests performed under the supervision of Mr. W. 0. Tynes.
Directors of the Waterways Experiment Station during the conduct of
this work and preparation of this report were: Col. Herr01 V. Skidmore,
CE; Col. Carroll H. Dunn, CE; Col. Andrew P. Rollins, Jr., CE; Col.
Edmund H. Lang, CE; Col. Alex G. Sutton, Jr., CE; and Col. John R.
Oswalt, Jr., CE. Technical Director was Mr. J. B. Tiffany.
iii
CONTENTS
Page - FOREWORD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . iii SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . v i i
PART I: INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . 1
Background . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Corps of Engineers Cement-Replacement
Materials Invest igat ion . . . . . . . . . . . . . . . . . . . 1 Phase A . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Scope and Purpose of This Report . . . . . . . . . . . . . . . 4
PART 11: MATERIALS, MIXTURES, AND TESTS . . - * * * * * * . * - . . 5 Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Concrete mx tu re s . . . . . . . . . . . . . . . . . . . . . . . T' T e s t s a n d R e s u l t s . . . . . . . . . . . . . . . . . . . . . . . 8
PART I V : DISCUSSION . . . . . . . . . . . . . . . . . . . . . . . . 10
LITERATURE CITED . . . . . . . . . . . 22 . . . . . . . . . . . . . . .
SUMMARY
The effects of 16 cement-replacement materials on the compressive strength development, during 10 years of moist curing, of specimens of 193 concrete mixtures made with five different portland cements were investi- gated. The replacement materials represented six classes: blast-furnace slag, natural cement, fly ash, volcanic glass, calcined opaline shale, and uncalcined diatomite. The five portland cements were: type I, one of low- and one of high-alkali content, a type 11, a type 111, and a type IV. The mixtures contained crushed limestone aggregates of 314-in. maximum size, and were proportioned to have a slump of approximately 2-112 in. About half the mixtures had a water-cement ratio of 0.5 by weight to represent structural concrete, the remainder, 0.8, to represent'mass con- crete. The 16 materials partially replaced portland cement in various percentages by solid volume from 8 to 70. All but 22 of the mixtures con- tained 6 + 0.5 percent air; 48 of the mixtures contained one or another of, three chemical admixtures. Three mixing and curing temperatures were used.
Each mixture was represented by three batches. From each batch, eight 3- by 6-in. cylinders were made, one of which was tested for compres- sive strength at each of the following ages: 3, 7, 28, 90, and 180 days; 1, 5, and 10 years. The results of the 4632 compressive strength tests are reported.
Graphical examples are given of relations that may be explored by utilization of these data. It was found that the average compressive strength of the 193 concretes studied was precisely the same at 10 yr as it had been at 5 yr. Of the 193 mixtures, 93 showed lower LO-yr strengths than they had shown at 5 yr. Sixteen mixtures showed lower 10-yr than 1-yr strengths. This group included only one 0.5 W/C mixture, but in- cluded nine without replacement materials, three without entrained air, and examples of each cement used except type I low-alkali. Six contained triethanolamine; this may be significant since only 16 of the 193 mixtures contained this admixture.
vii
INVESTIGATION OF CEDENT-REPLACEMENT MATEFUALS
COMPFESSIVE STRENGTH DEVELOPMENT OF 193 CONCRETE MIXTURES
DURING 10 YEARS OF MOIST CURING (PHASE A)
PART I: INTRODUCTION
Backaround
1. Materials that can be substituted for a portion of the portland
cement in a concrete mixture (cement-replacement materials) are either
themselves of low cementitious value, such as blast-furnace slags and
natural cements, or they are materials that develop cementitious prop-
erties by chemical reaction with the products of hydration of portland
cement, such as pozzolans. The technologic background on the use of such
materials is reviewed in a Symposium on Use of Pozzolanic Materials in
Mortars and concrete,'* issued in 1950. Many of the materials used in
this investigation were selected on the basis of the results obtained
from their study and use as described in this symposium.
Corps of Engineers Cement-Replacement Materials Investigation
2. The Corps of Engineers investigation of cement-replacement mate-
rials, begun in 1950, has involved the performance of a number of separate
but related studies, in several phases, ultimately designed to provide:
a. Information on the performance of typical cement-replacement - materials in concrete.
b. - A standard practice for the selection, evaluation, and use of such replacement materials in concrete construction when such use is economically justified.
3. The initial phase of the cement-replacement investigation in-
volved studies of four classes of commercially available materials: four 6
cementitious materials, three masonry cements, blast-furnace slag ce- 8
ment , and a proprietary chemical admixture. The second phase,
* Raised numbers refer to similarly numbered items in Literature Cited at end of text.
designated "phase A," is that with which this report is concerned. Other
phases have been or will be reported in other reports in the Miscellaneous
Paper 6-1-23 series. The reports issued to date in this series are listed
inside the front cover of this report.
Phase A
Purpose
4. Phase A was the exploratory laboratory phase of the major inves-
tigation of the use of cement-replacement materials. The purpose of
mase A was to provide information on the effects of the use of cement-
replacement materials on the properties of concrete. The information
was needed for two principalpurposes: (a) to permit selection of a
smaller number of conditions for more detailed field studies using large
aggregate; and (b ) to develop a standard practice for evaluating cement-
replacement materials for use on specific projects. Portions of the data
from Phase A have been published previously in the technical journals, 2,3,4
in other reports of this series (especially Nos. 1, 2, and 3*), and in
other WES reports. 11
Scope
5. Sixteen typical replacement materials and five portland cements
were employed in Phase A. The replacement materials were selected to rep-
resent the six classes of materials commonly used in concrete. The five
portland cements were chosen to cover the range in type and composition of
portland cement likely to be encountered in construction work in the
United States. The largest amount of work was done with type I1 portland
cement, since this is the type generally used by the Corps of Engineers.
A total of 193 concrete mixtures were employed in making test specimens.
Because of this large number of mixtures the maxirnum size aggregate used
was 314 in. so that relatively small specimens could be made. All but 22
of the mixtures were proportioned to contain 6.0 + 0.5 percent air in the - freshly mixed concrete. Ten of the 22 nonair-entrained mixtures were com-
parable to 10 air-entrained mixtures made with each ty-pe of cement and no
- -- -
* See list inside front cover.
replacement material; the other 12 nonair-entrained mixtures were com-
parable to air-entrained mixtures made with type I1 cement and the
six classes of replacement material. All mixtures were proportioned
to have a remolding effort equal to that of a mixture containing
type I1 portland cement without replacement for which the slump was
2-112 in.
6. The mixtures were prepared at two water-cement ratios, 0.5
and 0.8 by weight, to represent structural and mass concrete, respec-
tively. When replacement materials were used, a given percentage of
the portland cement was replaced by an equal solid volume of the re-
placement material. In these cases, the same volume of water to solid
volume of portland cement plus replacement material was used for a
given water-cement ratio as was used in the mixture in which none of
the portland cement was replaced. Since the water-cement ratio, re-
molding effort, and air content were constant for a series of com-
parable mixtures, the variables included:
a. Ty-pes of cementitious materials (portland cement plus - replacement material)
b. - Proportions of the cementitious materials (cement factor)
c. Quantity of cementitious materials per cubic yard of con- - crete (and hence the proportion of paste to aggregates)
d. Ratio of fine aggregate to total aggregate - e. Amount of air-entraining admixture per cubic yard of -
concrete
f. Water content per cubic yard of concrete - g. Mixing or curing temperature, or both - h. Use of either of three chemical admixtures -
Each concrete mixture was used once in each of three rounds; the order
of use was randomized from round to round.
7 . Samples were taken of freshly mixed concrete from each round
of each mixture to establish that the air content and remolding effort
were within specified tolerances, and to determine bleeding. Eight
specimens were made from each round for use in the following tests:
compressive strength at each of eight ages, static modulus at two
ages, dynamic modulus at two ages, permeability at several ages, and
for length change on drying, expansion in water, and resistance to
freezing and thawing with tests being started at each of two ages.*
8. It will be noted that the basis for comparing cementitious-
material combinations was at one or both of two constant water-cement
ratios (0.8 and 0.5). The 0.8 water-cement ratio was selected to pro-
vide data relevant to the properties of mass concrete of maximum per- - - 12 missible water-cement ratio. Standard Practice for Concrete, paragraph
3-04b, specified that: "1n any event, the water-cement ratio of unex-
posed interior concrete for dams should not exceed 0.80 by weight." The
0.5 water-cement ratio was selected to provide information relative to richer concrete such as is used for structural work. The advantages of
using two constant water-cement ratios are that comparisons can be made
between concretes having ~astes containing com~arable amounts of water
available for reaction, and that information is provided of a sort that
has not generally been developed in previous studies of such materials.
Scope ayld Pur~ose of This ReDort
9. This report describes the 193 concrete mixtures used in Phase A and gives the compressive strengths of 4632 concrete specimens made from
these mixtures and tested at various ages from 3 days to 10 years. Some
of this information has been published previously in reports of this
series, but it is repeated here together with additional data in order to
incorporate in o.ne volume all the data on Phase A that are relevant to
compressive strength test results. This body of data will thus be readily
available for reference and analysis for any desired purpose. Uses to
which portions of the data have already been put are briefly described
herein.
* The results of tests of specimens of hardened concrete for properties other than compressive strength are not reported herein; they have been or will be reported in other reports in this series.
PART 11: MATERIALS, MIXTLTRES, AND TESTS
Materials
Portland cements
10. The f ive d i f fe rent portland cements used were: two type I
cements, one of high-alkali, and one of low-alkali content (1.07 and 0.37
percent a lka l ies calculated as soda, respectively); a type 11; a type 111;
and a type IV. It was the or ig ina l intention t o obtain a high- and low-
a lka l i type I1 cement, but no supply of high-alkali type I1 cement could
be located. The only portland cement containing more than 1.0 percent
a lkal ies calculated as soda tha t could be secured fo r use i n t h i s invest i -
gation was the type I cement. I n order tha t the r e su l t s obtained with the
high-alkali cement could be compared with resu l t s obtained with a low-
a lka l i cement of the same type, the other type I, low-alkali cement was
selected fo r use i n the study. The types 11, 111, and IV cements had com-
positions character is t ic of those types. The r e su l t s of the t e s t s fo r
properties of the portland cements axe given i n table 1. The cements
were obtained from m i U s i n Alabama, California, Indiana, Pennsylvania,
and Texas.
Re~lacement materials
11. Classes represented. The 16 replacement materials were se-
lected t o include the range of composition and properties regarded a s
l i ke ly t o be encountered among materials tha t might be considered fo r
use i n concrete construction work i n various par t s of the United States.
They represented the following s i x classes of materials: ( a ) granulated
blast-furnace slags, (b) natural cements, ( c ) f l y ashes, (d) natural
volcanic glasses, ( e ) calcined opaline shales, and ( f ) uncalcined diatomite.
A l l except the f l y ashes required grinding t o bring them t o the desired
fineness. The volcanic glasses and the uncalcined diatomite were fur ther
processed by drying pr ior t o grinding. The opaline shales were calcined
a t about 1500 F pr ior t o grinding. [ ~ l y ash i s the residue from the
burning of powdered coal i n steam power plants, which a f t e r having been
fused i n t i ny par t ic les as it passes through the boi ler i s caught i n
precipi ta tors . Granulated s lag i s produced by the water-quenching of
molten slag as it leaves the b la s t furnace i n s t e e l plants. Both the
latter materials have a high glass content.] The properties of the re-
placement materials are given in table 2. These materials were produced
in Alabama, California, Illinois, Indiana, Kansas, Maryland, Michigan,
and Pennsylvania.
12. Percentages used in mixtures. Materials representing these
classes had previously been used as replacements for portland cement in
concrete, and the results of such use have been recorded in the literature.
On the basis of these results and the judgment of the consultants, the
following tentatively assumed optimum percentages of replacement were
selected for use in this investigation:
C las s Materials
I Granulated blast-furnace slags I1 Natural cements I11 Fly ashes N Natural (volcanic ) glasses V Calcined opaline shales V I Uncalcined diatomite
Assumed Optimum Percentage Replacement of Portland Cement
by Solid Volume
50 35 45
13. Information on the use of larger and smaller percentages than
the assumed optimum was obtained for one material in each class in combina-
tion with the type I1 portland cement. Each replacement material was used
in the assumed optimum proportion with two cements: type IT and type I
high-alkali. One material of each class was used in the assumed optimum
amount with each of four cements: type 11, type I high-alkali, type I
low-alkali, and type IV. No mixtures were made using type I11 cement and
a replacement material since it was regarded as unlikely that on Corps of
Engineers work there would be circumstances which would make it desirable
to use both high-early-strength portland cement and a cement-replacement
material.
Aggregates --- 14. A survey was made to locate a uniform deposit of good quality
aggregates in commercial production to assure a satisfactory source for a
number of years. A commercial limestone quarry near Nashville, Tennessee,
was selected, where facilities were available for the production of manufac-
tured sand and crushed stone coarse aggregates in all sizes to a maximum
of 6 in. The rock consists primarily of fine- to medium-grained,
dark brown limestone. The aggregates were obtained i n l o t s of one or
more carloads a t a time, and both f ine and coarse aggregates up t o 3/4-in.
s ize were separated i n the laboratory into individual sieve sizes, and
recombined t o the gradings given i n table 3. These gradings were s t r i c t l y
adhered t o throughout Phase A. However, it was noted tha t the coarse ag-
gregate used i n par t of round 1 contained a larger number of f l a t and
elongated par t ic les than did coarse aggregate obtained l a t e r and used in
the remainder of the Phase A work. The properties of the aggregates a re
a l so given i n table 3.
Concrete Mixtures
15. A t o t a l of 193 concrete.mixtures were developed, using the t r i a l
batch method (mixture proportions a re given i n tables 4 and 5). A l l mix-
tures contained the same f ine and coarse aggregates, but the r a t i o of f ine
aggregate t o t o t a l aggregate was varied as required t o maintain the speci-
f i ed properties of the freshly mixed concrete. All concrete mixtures were
proportioned t o require essent ial ly the same remolding e f fo r t as tha t of a
mixture containing type I1 cement with no replacement material, and having
a water-cement r a t i o of 0.5 and a slump of 2-112 in. Tests of such a m i x -
tu re indicated a remolding e f fo r t of approximately 35 drops; consequently a
remolding e f fo r t of not l e s s than 25 drops nor more than 45 drops was re-
quired f or a l l mixtures. Neutralized vinsol res in was added t o a l l but 24*
of the mixtures i n the amount required t o give 6.0 + 0.5 percentw a i r i n - the freshly mixed concrete. As previously mentioned, two water-cement
rat ios , 0.5 and 0.8 by weight, were employed. When replacement materials
were used, the indicated percentage of the portland cement was replaced by
an equal so l id volume of replacement material.
6 The concrete mixtures i n which replacement materials were used
contained the same r a t i o of volume of water t o combined so l id volume of --
* Twenty-two of the mixtures were proportioned t o have no intentionally entrained a i r ; two of those proportioned t o have 6 + 0.5 percent a i r (those with type I high-alkali cement and 25 and 35-percent natural cement 11) had the intended amount of a i r , or more, without any neutralized vinsol resin.
** In concrete containing 3/4-in. aggregate, 6 percent a i r content i s approximately equivalent t o 5 percent a i r content i n concrete con- taining 1-1/2-in. aggregate.
portland cement plus replacement mater ia l as t h a t of the comparable mixture
i n which none of the port land cement was replaced. It therefore follows
t h a t all of the concrete mixtures designated as having 0.5 water-cement
r a t i o by weight contained 0.753 cu f t of water per 0.478 cu f t s o l i d volume
of port land cement or port land cement plus replacement mater ia ls , and those
designated as having 0.8 water-cement r a t i o contained 1.205 cu f t of water
per 0.478 cu f t so l i d volume of cementing material . The water-cement r a t i o ,
a i r content, remolding e f f o r t , and type and grading of coarse and f i n e ag-
gregates were held constant. With t he mixtures containing d i f fe ren t ce-
ments and replacement materials it was necessary t o vary ( a ) t he proportion
of pas te t o aggregates, (b) t he cement f ac to r , (c) water content per cubic
yard of concrete, (d) the r a t i o of f i n e t o t o t a l aggregates, and (e ) the
amount of a i r -entra ining admixture. Par t A of t ab l e 4 gives data on
123 mixtures, containing a l l f i v e types of cement, with 6 - + 0.5 percent
a i r and without accelera tors or re ta rders , 61 of which had a water-cement
r a t i o of 0.5 and 62 a water-cement r a t i o of 0.8. (some of t h e data on
these 123 mixtures was included i n Report 1 of t h i s ser ies . ) Par t B of
t ab l e 4 gives data on 22 mixtures, containing all f i v e types of cement,
without in ten t iona l ly entrained air, accelera tors , or re ta rders , 11 of
which were mixed a t a water-cement r a t i o of 0.5 and 11 a t a water-cement
r a t i o of 0.8. No data on these 22 mixtures have been included i n previous
repor ts i n this se r ies . Table 5 gives data on t he 48 mixtures t h a t con-
ta ined type I1 cement and chemical admixtures; 12 of these mixtures had a
water-cement r a t i o of 0.5 and 36 a water-cement r a t i o of 0.8. Each of
t he 193 concrete mixtures was made once during each of th ree rounds.
The order i n which t he mixtures were made i n each round w a s randomized.
17. A l l materials were s tored and a l l batching, mixing, t e s t i n g of
p l a s t i c concrete, and molding of specimens were accomplished, except where
otherwise specified, i n a room i n which the temperature w a s controlled so
t h a t t h e temperature of the concrete immediately a f t e r mixing was i n t he
range of 75 - + 5 F, unless otherwise specif ied.
Tests and Results
Tests of f resh ly mixed concrete
8 . Samples of each batch of f resh ly mixed concrete were t e s t ed f o r
remolding effort, ball penetration, air content, and bleeding. The methods
of test used are given in the Handbook for Concrete and Cement. 5
Tests of hardened concrete
9 . A total of 579 batches of concrete were made. From each batch
of concrete (each round), eight 3- by 6-in. cylinders, one 6- by 12-in. cylinder, two 2- by 2- by 11-1/4-in. bars, and four 3-1/2- by 4-1/2- by
16-in. beams were made. One of the eight cylinders, selected at random,
was tested for compressive strength at each of the following eight ages:
3, 7, 28, 90, and 180 days, and 1, 5, and 10 yr. The results of compres-
sive strength determinations on the 4632 cylinders are given in tables 6 and 7. The cylinders for test at 28 and 180 days were also tested for
modulus of elasticity under compressive stress.
20. The 6- by 12-in. cylinder was covered immediately after molding
and placed with its axis horizontal. Before attaining an age of 90 days, this cylinder was sawed laterally to produce two 6- by 6-in. cylinders. Each of these specimens was prepared for test of permeability at ages of
90 days, 1 yr, and approximately 2-112 yr. 21. The 2- by 2- by 11-114-in. bars were moist-cured to an age of
14 days, at which time one was placed under test for shrinkage on drying and the other for length change on continued immersion in water. These
tests were continued to a specimen age of 180 days.
22. Two of the 3-112- by 4-112- by 16-in. beams were tested for re-
sistance to freezing and thawing beginning at an age of 14 days, and the other two beams were tested beginning at an age of 180 days. Before the
freezing-and-thawing tests were begun, the beams were tested for weight
in air, weight in water, fundamental flexural frequency, and fundamental
torsional frequency. From these determinations, values for dynamic Young's
modulus of elasticity and Poisson's ratio were computed.
23. All specimens were removed from the molds at an age of
72 + 4 hr and were moist-cured at 73.4 + 2 F or other specified controlled - - temperature until the time of test. Permeability specimens were stored in
water out-of-doors between the 90-day and later tests. As previously noted,
the results of tests of specimens of hardened concrete for properties other
than compressive strength are not reported herein; they have been or will
be reported in other reports in this series.
PART N: DISCUSSION
24. I n summary, the var iables examined i n t he work reported herein
were: 5 port land cements, 16 mineral admixtures, 13 l eve l s of cement re -
placemen* (0, 8, 12, 16, 20, 25, 30, 35, 40, 45, 50, 60, and 70 percent
by so l i d volume), 2 a i r contents (nominal zero, 6 + 0.5$), 2 water-cement - r a t i o s (0.5, 0.8), 4 conditions r e l a t i v e t o addi t ion of chemical admix-
t u r e s (none, calcium lignosulfonate, calcium chloride, triethanolamine ),
3 placing temperatures (40, 70, 100 F), 3 curing temperatures (40, 70,
100 F). Had t h i s invest igat ion been conducted using a l l these fac tors ,
149,760 mixtures and 3,594,240 compression t e s t s would have been made
ra ther than t h e 193 mixtures and 4632 t e s t s t h a t were made.
25. A p r inc ipa l purpose of t h i s repor t i s t o preserve f o r fu tu re
analysis and reference t h e da ta given i n t ab l e s 6 and 7, i .e . the r e s u l t s
of t e s t i n g the 4632 concrete specimens f o r compressive s t rength during 10
years of moist curing. It i s believed t h a t -a va r i e ty of types of andyses
may be made of these data i n the future . Previous uses of port ions of t he
data already have indicated t h e i r usefulness, as discussed below.
26. I n one report,'' se lected values f o r compressive s t rength at 28
and 180 days f o r 80 of the 193 mixtures were compared with r e s u l t s of t e s t s
f o r res is tance t o f reezing and thawing of sanrples from the same mixtures a t
i 14 and 180 days age. filso, i n several repor t s on other phases of t he
cement-replacement invest igat ion, userul comparisons have been made with
data from Phase A.
27. I n a review of t he s t a t e of t h e art of producing high-
compressive-strength concrete,1° data on 0.5 W/C concrete from Phase A
were employed i n developing r e l a t i ons which were presented graphical ly i n
four f igures (reference 12, f i g s . 2a, 2b, 3, 4). These f igures a re a l so
given herein as f igs . 1-4. The f i r s t f igure has been corrected; a l l but
t he four th have been extended t o include t h e data from the t e s t s at 10-yr
age. The 10-yr data a re not given i n fig. 4 because they tended t o fa l l
so close t o t he data f o r t he 5-yr t e s t s as t o be indist inguishable.
28. Data a t a l l e ight ages f o r 0.5 W/C concrete made using one of
t h e replacement materials considered i n f i g . 4, s l ag I, a r e given i n
f ig . 5; f ig . 6 gives comparable data f o r slag I i n 0.8 W/C concrete.
Fig. 1. Effect of cement characteristics on strength development to 10 years age of 0.5 water-cement ratio concrete with 6 + 5%
k
entrained air
A G E
Fig. 2. Effect of cement characteristics on strength development to 10 years age of 0.5 water-cement ratio concrete with no
entrained air
0
0 A D M I X T U R E )
AND 0 C A L C I U M L I G N O S U L F O N A T E
T R I E T H A N O L A M I N E
C A L C I U M C H L O R I D E
NOTE: E N T R A I N E D AIR E X C E P T AS NOTED.
A G E
Fig. 3. Variations in strength development to 10 years age of con- crete, made with type I1 cement at 0.5 water-cement ratio, with changes in mixing and curing temperatures, chemical admixtures,
and air entrainment
P R O P O R T I O N A L T O P O R T L A N D C E M E N T C O N T E N T
NO R E P L A C E M E N T M A T E R I A L
0 100 200 300 400 500 600
P O R T L A N D C E M E N T ( T Y P E 11). L B / C U Y D
Fig. 4. Strength to 5 years age of concrete made with type I1 cement at 0.5 water-cement ratio with three percentages of replacement by each of
three replacement materials
Fig. 5. Strength a t eight ages of 0.5 water-cement r a t i o concrete made with type I1 cement and none and th ree per- c entages of cement replaced by ground
s lag
8000
P O R T L A N D CEMENT, LB/CU Y D
M I X T U R E REPLACEMENT M A T E R I A L
MIXTURE REPLACEMENT M A T E R I A L
Fig. 6 . Strength a t e ight ages of 0.8 water-cement r a t i o con- c r e t e made with type I1 cement and none and th ree percentages of cement replacement by
ground s l ag
PORTLAND CEMENT. LB/CU Y D
A G E
Fig. 7. Strength gain, 3 days to 10 years, of 3- by 6-in. concrete cylinders made with two water-cement ratios, 5 cements, 6412% entrained air, and limestone aggregates, proportioned to have a
2-112-in. slump
29. The data i n f ig . 1 a re reproduced i n f i g . 7 together with
data on comparable concrete of 0.8 W/C. Also suggested i n por t ions of
t h i s p l o t a r e the ranges of t he t e s t r e s u l t s making up the p lo t t ed
averages. F i g . 8 shows the trends of t he ranges f o r t he two curves
i n f i g . 7 f o r type I1 port land cement.
A G E
Fig. 8. Range and average r e s u l t s of t e s t s of th ree specimens a t each of 8 ages, made with a i r -ent ra ined concrete with type I1 cement
and 0.5 and 0.8 water-cement r a t i o s .
T Y P E I [LOW A L K A L I )
T Y P E I ( H I G H A L K A L I )
N O T E : 0.5 W A T E R - C E M E N T R A T I O
6 t 0.5% E N T R A I N E D A I R
3 D A Y S 10 Y E A R S
A G E
Fig. 9. Relative rates of compressive strength increase between 3-day and 10-yr ages for concrete
made with 5 cements
30. Fig.9 indicates results of a further graphical treatment of
the data in fig. 1 illustrating (a) the differences in rate of strength
increase between 3-day and 10-yr ages of 0.5 W/C, air-entrained concrete
as a function of the characteristics of the cement used, and (b) the
departure of the actual observed trend from the straight-line plot on
a log-time scale.
31. Fig. 10 compares qtrength development of 11 concrete mixtures
which contained 45% replacement of cement by fly ash I and a W/C of 0.8;
the different behavior of these mixtures .is due to differences in type of
cement replaced, presence of chemical admixture, temperature during mixing
and curing, and degree of air-entrainment.
1- Y E A R S -1 AGE
Fig. 10. Range of average r e s u l t s of t e s t s on l l m i x t u r e s a l l containing 45% f l y ash I and 0.8 WC j but d i f f e r i ng i n cement type, chemical admixture, mixing and cur ing temperatures, and
entrained a i r content
32. An inspection of the compressive s t rength t e s t r e s u l t s ( t ab l e 6)
revealed one instance i n which one batch (round) of concrete apparently did
not represent the mixture it was assumed t o represent. This mixture,
No. 151, l i s t e d i n p a r t B of t a b l e 6 a s t he next t o t h e l a s t mixture,
was made a t a W/C of 0.5 using type IV cement, no a i r -entra ining ad-
mixture, no replacement material , and no chemical admixture. The
r e s u l t s were a s follows:
Compressive Strength, p s i Average
Round Round Round Round 2 + 1 2 3 Average Round 3 *ge ---
3 days 7 days
28 days 90 days
180 days 1 year
5 10 years
33. The concrete i n round 1 i s not l i k e t h a t i n rounds 2 and 3. An
inspection of t h e data f o r a l l the mixtures f a i l e d t o reveal a case i n
which round 1 of any mixture gave values comparable t o those f o r rounds 2
and 3 of mixture 151, but f o r which rounds 2 and 3 were comparable t o
round 1 of mixture 151; hence, no bas i s could be es tabl ished f o r presuming
an exchange of data. Fig. 2 shows the averages computed both by use of
data from a l l three rounds and from rounds 2 and 3 only; i n the l a t t e r
case, the compressive s t rength of type I V cement concrete . i s greater than
t h a t of t he concretes made with any of the other cements a t a l l ages over
180 days, as was a l so the case f o r the. a i r -entra ined group shown i n f ig . 1.
34. While, as previously indicated, it i s believed t h a t t he data
presented herein w i l l prove useful i n many types of comparisons t h a t can-
not now be predicted i n d e t a i l , the re a re ce r t a in general features of the
body of data as a whole t h a t a r e of i n t e r e s t :
a. The grand averages f o r compressive s t rength of khe 193 mix- - t u r e s reported herein were as follows:
Age Average, p s i /
1 year 3962.5
10 years 4402.1
Thus it can be concluded t h a t there was a s ign i f ican t gain i n s t rength of t h i s group of concretes between 1 and 5 y r , but between 5 and 10 there was no change.
b. Comparing the average 10-yr compressive s t rength f o r each - of the 193 mixtures with t he average 5-yr s t rength of t he same mixture, it i s noted t h a t i n 93 of 193 cases the 10-yr s t rength was lower.
c. Of t he 193 mixtures, 16 had average 10-yr s t rengths l e s s - than t h e i r average 1-yr strengths. Of these 16 cases, 1 4 were among t h e 93 having lower s t rength a t 10-yr age than a t 5-yr age, t he other two showed s t rengths higher a t 5-yr age than a t 10-yr age i n s p i t e of having lower 10-yr than 1-yr strengths. Character is t ics of these 16 mix- tu res a re tabula ted below. Essen t ia l ly a l l the condi- t ions under study a re represented i n t h i s group except (1) mixtures containing cementitious replacement mate- r i a l s (na tura l cement or s l ag ) , (2) mixtures made with type I low-alkali cement, and (3) mixtures containing calcium chloride. It i s regarded as s ign i f ican t t h a t
only one of the 16 is a mixture with 0.5 water-cement ratio. It is regarded also as significant that while only 16 of the 193 mixtures contained triethanolamine, six appear in this group.
Mix- t u r e No. - 122 6 22
102 80
139 150
158 134 136 5 2 52
54
96 96
98
Cement TYP e
I1
I1
I1
I1
I11
I1
I, H-A
Iv
I1
I1
I1
I1
I1
I1
I1
I1
Replace - ment
Material zz-3 F A 1 60
FA Iv 45 Pun I 25
Unc D 8 None -- None -- None -- None -- None -- F A 1 45 None -- 'None -- C Sh I 30 None -- None -- C Sh I 30
Chemi - cal
Addi- t i v e s
- - -- - - - - - - - - - - - -
CLS
CLS
TRIETH
TRSETH
TRIETH
TRSETH
TRLETH
TRIETH
A i r Con- t e n t
% - 6
6 6 6 6
None
None
None
6 6 6 6
6 6 6 6
Tempera- t u r e
OF
Mix- Cur- ing ing -- 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 73 100 73 100 100
73 73 73 73 73 73 40 73 40 40 40 40
Compressive Strength
p s i 1-yr 5-yr 10-yr ---
35. The question of whether these 16 mixtures or the 79 other mixtures that had 10-yr strengths lower than the 5-yr values include
some that are actually manifesting the legendary phenomenon of strength
retrogression cannot be established by a simple examination of these
data. It is believed that most, if not all, of these instances rep-
resent mixtures which after 1 yr of moist curing attained the maximum
strength of which they were capable and were represented for the 1-yr test
by a test specimen that was slightly stronger than that selected for test
at the LO-yr age.
LITERATITIIF: CITED
1. American Society f o r Testing Materials, Symposium on Use of Pozzolanic Materials i n Mortars and Concrete. Specia l Technical Publication No. 99, Philadelphia, Pa., 1950.
2. Mather, Bryant, discussion of a paper by L. John Minnick, "~nves t i ga - t ions r e l a t i ng t o t he use of f l y ash as a pozzolanic mater ia l and as an admixture i n portland cement concrete." Proceedings, American Society f o r Testing Materials , vo l 54 (1954), pp 1129-1159.
3 , discussion of a paper by R. E. Phi l leo , f'Comparison of re - s u l t s of three methods f o r determining Young's modulus of e l a s t i c i t y of concrete. " American Concrete I n s t i t u t e Proceed ing5 vo l 51 (1955), pp 472-1 t o 472-3.
- A-
4. , "The p a r t i a l replacement of port land cement i n concrete." Cement and Concrete, American Society f o r Testing Materials Special Technical Publication No. 205 (1958), pp 37-73.
5. U. S. A r m y Engineer Waterways Experiment Stat ion, CE, Handbook f o r Con- c r e t e and Cement, with quar ter ly supplements. Vicksburg, Miss., August 1949.
6. , Tests of Commercially Available Cementitious Materials. Technical Memorandum No. 6 - 3 5 , Vicksburg, Miss., December 1951.
7 , Tests of Blends of Portland Cement with Masonry Cement. ' Technical Memorandum No. 6-359, Vicksburg, Miss., May 1953.
8. . Tests of Trief Cement and Laboratory-Ground Water- - - , - - -
Quenched, Blast-Furnace Slag Cement. Miscellaneous paper NO'. 6-39, Vicksburg, M s s . , June 1953.
9 , Effects of a Propr ie tary Chemical Admixture on the Proper- t i e s of Concrete. Technical Memorandum No. 6-390, Vicksburg, Miss., August 1954;
10. , High-Compressive-Strength Concrete, A Review of t h e S t a t e of t he A r t , by Bryant Mather. Miscellaneous Paper No. 6-520, Vicksburg, Miss. , August 1962. ( ~ e c h n i c a l Documentary Report No. ~ S W C - T D R - ~ ~ - ~ ~ , A i r Force Specia l Weapons Center, Kirt land A i r Force Base, N. Mex.)
11. , Effect of Duration of Moist Curing on t h e Relative Dura- b i l i t y of Concrete i n Freezing and Thawing, by Bryant Mather. Miscellaneous Paper No. 6-531, Vicksburg, Miss., September 1962.
12. U. S. Arw, Office, Chief of Engineers, " ~ t a n d a r d prac t ice f o r con- cre te . " Engineering Manual, C i v i l Works Construction, Pa r t CXX (October 1943 ) (Preliminary) .
Table 1
Reaults of Tests of Portland Cements
Type I High- Low-
alkali No. alkali No. Type I1 RC-211 RC-210 No. RC-212
Type I11 No.
RC-199(2) r n m No. RC-213 Test Result
Chemical Data
Major components, 4 sio2
A1203
Fe203 CaO
MgO
S03 Loss on ignition
Minor components, 4 Na20, flame
50, f-
Total as Na20, flame
Na20i gravity
K20, gravity Total as Na20, gravity
'2'5
q 0 3
Separate determinations, $ Insoluble residue
Chloroform solution
Moisture content
Calculated compounds, 4
c3S c2s
CP C4AF CaS04
Physical Data
Fineness
Passing No. 325 sieve, 4 Specific surface, sq cm/g
Wagner turbidimeter
Blaine air permeability
Fisher air permeability
Klein hydrometer
Nitrogen adsorption
Specific gravity
Bleeding (W/C 0.4)
Rate, ml/cm2/sec, x lo6
Capacity, ml/cc, x 103
(continued)
Table 1 (concluded)
Type1 High- Low-
a lka l i No. a lka l i No. QP= 11 TYP=.N No. RC-213 Test Result RC-2U RC-2lO NO. RC-212
Physical Data (continued)
Time of set t ing illm more)
In i t i a l , hr-min
Final, hr-min
Autoclave expansion, $
Normal consistency, $
A i r i n mortar, $
Ccmrpressive strength, ps i
3 days
7 ws 28 days
Stat ic E x 90 w s , ps i
Heat of hydration, callg Storage Temp
Method F W/C Age
Sol 73 0.40 3 days
Sol 73 0.40 7days
Sol 73 0.40 28 days
Sol 73 0.40 6 months
Sol 73 0.40 l y e a r
so l 73 0.85 3 days
sol 73 0.85 7 days
Sol 73 0.85 28 days
Sol 73 0.85 6 months
Sol 73 0 . 8 5 1 - y e a r
Sol 50 0.40 3 days
Sol 50 0.40 7 aayS
Sol 50 0.40 28 days
Sol 50 0.40 6 months
Sol 50 0.40 1 year
Sol 50 0.85 3 days
Sol 50 0.85 7-s
Sol 50 0.85 28 days
Sol 50 0.85 6 months
Sol 50 0.85 1 year
Table 2 Results of Tests of Replacement k t e r i a l s
Water-quenched Iron Natural Volcanic Glasses Blast-furnace Slag Natural Cement Fly Ash Pumicite Calcined Shales
I I1 I I1 I I1 I11 IV F L Uncalcined zw obsidian CShM Diatomite
Test Result RC-198 ~ ~ - 2 1 6 ( B ) RC-214 RC-215 AD-3 AD-7 AD-8 AD-9 22 2-!O AD-11 AD-12 AD-5 AD-13 AD-14 An-15
Chemical Data
Component, $ sio2
A1203 Fe203 CaO
MgO
S03 Loss of ignition Na20, flame K20, flame Total as Na20, flame
'2'5 h2°3 Insoluble residue Chloroform solution Moisture content Sulfide sulfur Total carbon
Physical Data
Fineness Passing No. 200
sieve, dry, $ 95.8 98.8 87.9 96.5 95.5 92.8 93.6 85.1 98.6 90.8 98.1 70.5 98.8 68.5 86.2 66.9 Passing No. 325
sieve, wet, $
Specific surface, sq cm/&
Blaineakpermeabi l i ty 3,605 3,695 11,260 6,420 3,565 2,940 2,945 4,205 4,410 8,340 10,460 3,415 13,685 11,770 10,450 12,125 Fisherairpermeabili ty 3,410 3,390 9,790 5,830 3,335 2,855 2,715 3,960 4,640 8,230 13,215 3,850 12,921 15,020 12,195 15,345 mein hydrometer 2,790 4,615 3,835 1,475 7,030 5,960 5,050 5,045 4,505 6,670 9,850 4,&5 3,360 7.600 6,485 12,445 Nitrogenadscrption* 9,500 8,100 46,803 26,200 7,900 16,000 24,700 30,200 79,900 60,400 259,300 8,000 242,300 136,000 179,000 259,500
Particle size (microscouel Minimum, microns 0.5 0.5 -0.5 -0.5 0.5 0.5 1 1 1 0.5 -0.5 -0.5 0.5 -0.5 -0.5 -0.5 Maxirmnn, microns 270 400 350 250 1,000 1,000 2,000 3,000 250 500 450 l,ooO 200 300 400 2,000 PredcmLinarrt range,
microns
Specific g r a v i t ~ 2.84 2.87 2.85 2.51 2.35 2.45 2.30 2.89 2.48 2.36 2.43 2.26 2.35 2.39 2.27 2.36
Values corrected for 8ulfur. +i Tests conducted by National Bureau of Standards.
Table 3
Results of Tests of Crushed Limestone Aggregates
Coarse* Coarsew Fine* F inew Se r i a l No. Ser ia lNo. Ser ia lNo. Ser ia lNo.
Test Result Vicks-3 G - 1 Vicks-3 G-l(20) Vicks-3 MS Vicks-3 MS
Bulk specif ic gravity, satu- ra ted surface dry 2.72 2.70 2.70 2.70
Absorption, % 0.5 0.6 0.7 0.7
Soundness, MgS04, % l o s s 2.9 2.4 7.4 7.4
Abrasion, L. A. , $ l o s s 25.4 25.4 - - -- Fla t and elongated, % 10.2t 10.7 1 .0 1 .0
Soft pa r t i c les , % 0.0 0.0 -- -- Mortar strength, %, 3 days --
7 days -- Linear coeff ic ient of hermal
expansion/deg F X 10 2 2.7 - 4.1 Composition, %
Fine-grained limestone Medium-grained limestone Dolomitic limestone Shaly lime stone
Sieve
Grading
Fineness modulus
3/4- in .
1/2- i n .
3/8- in.
No. 4
% Passing Sieve
99 2 1 No. 4 65 2 2 8 28 + 2 - 16
1 + 1 - 30
50
100
/
% Passing
99 + 1 .0 - 88 + 2.0 - 70 + 2.5 - 48 + 5.0 - 25 - + 2.5
5 + 1 . 0 -
* Typical of material t e s ted p r io r t o i n i t i a t i o n of program. Typical of material used l a t e r i n the program.
t The percentage of f l a t and elongated pa r t i c l e s as determined by Method CRD-C 119-48 on a sample of the aggregate t e s t ed p r io r t o i n i t i a t i o n of the investiga- t i o n was 10.2. Tests conducted on samples taken from two l o t s of coarse aggre- gate used i n the investigatiok and tes ted by Method CRD-C 119-53 gave the following resu l t s :
Vicks-3 G-l(5) Vicks-3 G-l(6) " Size Range Size Range
NO. 4 t o 3/8 t o 1/2 t o No. 4 t o 3/8 t o 1/2 t o Result 378 1 2 3/4 3/8 1/2 314
Specific gravity 2. -$& 2.70 2.71 2.71 2.70 2.71 Absorption, % O . , p 0.6 0.6 0.4 0.3 0.5 F la t and elongated, %
By count 20 12 11 7 7 3 By weight 15 10 7 3 4 2
leixed a t 73.4222 F No Accelerato s or Retarders Added # Replacement Cement and Re- I Fine Aggregate, % Material Portland Cement Replacement Material placement Mate- Water NVR by Volume of Total
Mixture No. Class @ lb/cu yd lb/cu yd r i a l , lb/cu yd lb/cu yd ml/cu yd Aggregate
A. Mixtures with 6 + 0.5% Air
None
Slag I
Slag I
Slag I
Slag I1
FA I1
FA I11
FA nr
Pum I
PLrm I
Pum I
m I1
Tuff
Obs
C Sh I
C Sh I
C Sh I
C Sh I1
C a l D
Unc D
Unc D
Unc D
Type I1 Portland Cement
-- - -
532 351
144 516 95 340
237 499 158 333
336 218
496 321
238 501 159 334 98 528 63 341
173 530 103 329
252 531 159 335 177 535 112 340
116 462 77 306
167 425 1
116 296
223 412 150 277; 171 450 112 295
190 492 117 303 178 481, 108 292,
103 519 65 328
145 507 91 318
191 506 116 308
150 519 95 329
156 560 90 323
139 485 93 324 91 549 57 341
140 552 84 $3?1
195 562 115 332 140 577
83 .:3$2 141 564 ,
83 3&3 32 528 21 , 348
47 *5?1 30 %A34 64 ;if3 40 331
(continued)
Table 4 (continued)
Total Portland Replacement Cement and Re- Fine Aggregate, $ Material Portland Cement Replacement Material placement Mate- Water NVR by Volume of Tot&
Mixture No. - lb/cu yd lb/cu yd r i a l , lb/cu yd lb/cu yd d / c u yd Aggregate
None
Slag I
Slag I1
Nat I
Nat I1 Nat II* Nat IIH
F A I
F A I1
FA 111
FA N
Pum I
Pum I1
Tuff
Ob s
C Sh I
C Sh I1
C a l D
Unc D
None
Slag I
Nat I
FA I
M I
C Sh I
Unc D
None
None
Slag I
Nat I
Type I, High-Alkali Portland Cement
-- -- 523
355
246 515 160 336
240 502 158 330
176 535 113 344
179 537 108 324 82 347
174 442 119 300
E; 440 306
190 488 119 306
181 487 112 302
150 520 93 323
154 527 94 322
164 581 96 339
141 486 93 320
143 559 86 336
143 585 85 347
143 567 82 330
49 534 30 368
Type I, Lav-Alkali Portland Cement
-- -- 547
357
249 526 154 326
174 533 LU 341
176 118
449 301
149 521 92 323
144 570 86 341
49 543 31 346
Type 111 Portland Cement
-- -- 542
349
Type IV Portland Cement
-- -- 538
353
239 508 158 336
172 531 110 341
( ~ o n t inued)
* Exceeded a i r content l i m i t . * This mixture, with 25 percent replacement, substituted for 35 percent replacement mixture, i n order t o meet a i r content limits. (sheet 2 of 3)
Table 4 (concluded)
Total Portland Cement and Re- Fine Aggregate, %
Portland Cement Replacement Material placement Mate- Water NVR by Volume of Total lb/cu yd lb/cu yd rial, lb/cu yd lb/cu yd d/cu yd Aggregate
Replacement Material
Class % Used Mixture No.
Type N Portland Cement (Continued)
272 172 444 187 118 305
369 145 514 234 92 326
423 141 564 257 86 343
478 46 524 317 31 348
B. Mixtures Without Air-Entraining Admixture
Type I1 Portland Cement
600 -- 600 403 -- 403
304 274 578 202 182 384
2 198 607 129 395
310 199 509 208 134 342
414 166 580 271 109 380
470 160 630 286 97 383
;z: 55 607 36 400
Type I, High-AZkali Portland Cement
600 -- 600 403 -- 403
Type I, Low-Allw.li Portland Cement
630 -- -- 630 409 409
Type I11 Portland Cement
629 -- -- 629 393 393
Type IV Portland Cement
615 -- -- 615 410 410
FA I 45 45
Fun I 35 35
C Sh I 30 30
Unc D 12 12
None -- --
Slag I 50 50
N a t I 35 35
Fly 'Ash1 45 45
C a l Sh M 30 30
Unc D 12 12
None -- --
None -- --
None -- --
None -- --
(Sheet 3 of 3)
Table 5
Propol-tions of Concrete Mixtures Containing Chemical Admixtures,
Type I1 Cement, and 6 _f 0.5 Percent Entrained Air
Accelerator or Retarder Used Mixed and Cured t o 180 Dws Age a t Various Temperatures
Total Portland Fine Aggregate, % by Volume of Total mlE yd Aggregate
Replacement Cement and Re- Material Portland Cement Replacement Material placement Mate- Water
~ i x t u r e NO. Class @ lb/cu yd lb/cu yd rial, lb/cu yd lb/cu yd
With Calcium Lignosulfonate; Mixed a t 73 F, Specimens Cured a t 73 F
46 None -- 0.5 520 -- 520 257 46 -- 0.5 533 -- 533 266
50 -- 0.8 342 -- 342 273 50 -- 0.8 353 -- 353 283
47 F A I 45 0.8 174 113 287 254 47 45 0.8 185 119 304 269
48 c s h ~ 30 0.8 243 48 30 0.8 251
With Calcium Lignosulfonate; Mixed a t 100 F, Specimens Cured a t 73 F
133 None -- 0.5 544 -- 134 -- 0 .8 356 -- 136 F A I 45 0 .8 180 117
135 C S ~ I 30 0.8 251 85
With Calcium Lignosulfonate; Mixed a t 100 F, Specimens Cured a t 100 F
None -- --
FA I 45
C Sh I 30
With Calcium Chloride; Mixed a t 73 F, Specimens Cured a t 73 F
None -- -- -- --
Wlth Calcium Chloride; Mixed a t 40 F, Specimens Cured a t 73 F
91 None -- 0.5 507 -- -- -- 507 253
94 0.8 345 345 273
92 F A I 45 0.8 181 L17 298 264
93 c sh I 30 0.8 247 84 331 282
With Calcium Chloride; Mixed a t 40 F, Specimens Cured a t 40 F
None -- 0.5 509 -- -- 0;8 349 --
F A I 45 0.8 183 118
C S ~ I 30 0 .8 249 85 334 285
With Triethanolamine; Mixed a t 73 F, Specimens Cured a t 73 F
None -- 0.5 -- 0.5 -- 0.8 -- 0.8
FA I 45 0.8 45 0.8
C Sh I 30 0.8 30 0.8
With Triethanolaroine; Mixed a t 40 F, Specimens Cured a t 73 F
95 None -- 0.5 521 -- 96 -- 0.8 347 --
97 FA I 45 0.8 182 117
98 C S ~ I 30 0.8 242 82 324 276
With Triethanolamine; Mixed a t 40 F, Specimens Cured a t 40 F
95 None -- 0.5 541 -- 541 271
96 - - 0.8 350 -- 350 281
97 F A 1 45 0.8 190 123 313 277
98 C Sh I 30 0.8 255 86 341 290
Table 6
Compressive Strength of Concrete Specimens Containing All Five Types of Portland Cement With end Without Entrained Air
Compressive Strength, ps i Mix- 3 days 7 dws Age 28 dws Age 90 days Age 180 days Age ture Rounds
365 dws Age 5 years Age 10 years Age Rounds Rounds Rounds Rounds Rounds Rounds Rounds
- No. --- I 3 & & 1 2 3 & & 1 2 3 & - 1 2 3 1 2 3 A v g 1 2 A 1 2 3 A v g 1 2 3 ~ v g
A. Specimens with 6 0.5% Air
Type I1 Portland Cement
21 470 430 290 400 670 670 550 630 1330 1300 9 1 0 i180 i950 1900 1670 1840 2s90 2220 iggo 2200 2&0 2790 2350 2590 2900 3620 2350 2560 3660 2890 2380
4 290 250 240 260 430 400 430 420 glo 800 970 890 1490 1200 1490 1390 1780 1720 1760 1750 2000 1900 2080 lggo 2420 2080 2570 2360 2210 2020 2230 2150 5 725 600 590 640 1155 920 1030 1040 2190 1730 1980 1970 3215 2820 3220 3090 3860 3420 3680 3650 4080 3580 3750 3800 4760 4620 4100 4490 5460 4420 4890 4920
11 260 280 250 260 445 410 400 420 895 850 830 860 lo60 1360 1550 1320 1680 1730 1700 1700 2090 2090 1970 2050 2440 2480 2380 2430 2430 2380 2290 2370 1 2 680 700 720 700 1 u o 1 u o 1120 1110 2215 2130 2420 2260 3215 3650 3620 3500 3960 4280 3900 4050 4060 4530 4130 4240 4840 5040 4170 4680 4580 4640 4580 4600
6 290 150 230 220 420 360 350 380 810 670 800 760 1330 1220 1310 1290 1680 15eo 1800 1670 1860 1640 1860 1790 2010 1840 2090 1980 1870 1560 1810 1750
22 1385 1200 1360 1310 2305 1820 2050 2060 8970 3560 3750 3430 5250 5140 5010 5130 6170 5690 5980 5950 6520 6210 6000 6240 6800 6730 6500 6680 6250 6150 6280 6230 28 555 500 430 500 857 740 750 780 1505 1470 1400 1460 2400 2280 2040 2240 2750 2730 2600 2690 3290 2870 2510 2890 3420 3280 2780 3160 3140 3300 2860 3100 58 1020 1380 1030 1140 1640 2080 1540 1750 2940 2990 3000 2980 4510 4470 4050 4340 5230 5220 4980 5140 5870 5660 5090 5540 6080 5810 5430 5770 6620 5640 5460 5910
168 300 400 350 350 585 610 550 580 955 1250 1200 1140 1820 lggo 2040 1950 2500 2130 2510 2380 2660 2680 2460 2600 3060 2840 2920 2940 2970 2740 2940 2880 123 725 780 670 720 1210 1195 1070 u 6 0 2405 2570 2350 2440 3600 4040 3520 3720 4500 4780 4120 4470 4970 4980 4620 4860 4980 5500 4890 5120 5350 5540 5350 5410
137 250 280 280 270 420 490 480 460 980 1130 1110 1070 1590 1600 1770 1650 1740 2200 2190 2040 2090 2550 2360 2330 2550 2720 2850 2710 2290 2830 2660 2590 29 1160 1030 1010 1070 1700 1630 1610 1650 3180 3190 3330 3230 4440 4920 5010 4790 4870 5810 5910 5530 5880 5880 5640 5800 6680 6170 6640 6500 6820 5690 6270 6260 23 405 370 350 370 680 620 600 630 1515 1350 1440 1440 2340 2290 2270 2300 2750 2690 2890 2780 3100 2630 2720 2820 3120 3370 2980 3160 3110 3450 3180 3250 24 815 880 930 880 1790 1630 1650 1690 3120 3490 3510 3370 3380 4560 4490 4140 4520 4450 4630 4530 5240 4230 4320 4600 5310 4950 4930 5060 5320 4670 4720 4900 30 330 300 280 300 700 600 590 630 1710 1610 1560 1630 2050 2020 1890 lggo 2430 2340 1900 2220 2420 2280 2270 2320 2570 2530 2760 2620 2730 2600 2460 2600
73 1110 1030 1120 logo 1395 1560 1580 1510 2940 2850 2740 2840 3790 3900 4030 3910 4590 4430 4460 4490 4990 5200 4840 5010 5710 5270 5410 5460 5460 5570 5610 5550 59 370 410 440 410 565 570 580 570 1045 1150 1080 logo 1570 1640 1730 1650 1670 2040 2150 1950 1930 21.70 2llo 2070 2110 2290 2690 2360 2740 2800 2690 2740
loo 960 1460 1480 1300 2320 2440 2480 2410 2390 4200 4470 3690 3060 5770 5930 4920 5550 5970 6100 5870 5820 6010 5480 5770 6220 6850 6990 6690 6220 6680 6850 6580 76 540 530 490 520 970 950 850 920 1910 1710 1700 1770 2430 2650 2490 2520 2790 2610 2570 2660 3050 2720 2740 2840 3030 2880 2990 2970 3280 2900 2820 3000
124 1115 1190 1210 1170 2075 1925 lggo 2000 4015 3870 3900 3930 4670 4740 4810 4740 5260 5350 5160 5260 5370 5470 5340 5390 5260 5900 5630 5600 5400 5770 5660 5610
(Continued) (Sheet 1 of 4)
Table 6 (continued)
Compressive Strength, p s i Mix- 3 d w s Age 7 dws Age 28 days Age 90 days Age 180 d w s Age 365 days Age 5 years Age 10 years Age ture Rounds Rounds Rounds Rounds Rounds Rounds Rounds Rounds No. 1 2 3 Avg 1 2 3 Avg 1 2 3 Avg 1 2 3 A 1 2 3 1 2 3 & L 1 2 3 & L 1 2 _ 2 _ & ---
A. Specimens with 6 _t 0.5% Air (continued)
Type I1 Portland Cement (Continued)
159 395 400 460 420 740 600 720 690 1755 1540 1650 1650 2060 2150 2290 2170 2730 2910 2560 2730 2860 2490 2480 2610 2970 2640 2990 2870 3080 2420 3000 2830 138 1130 1010 goo 1010 1745 1770 1540 1680 3240 3680 3120 3350 3720 4990 4050 4250 4270 4880 4680 4610 4290 4900 4670 4620 5630 5470 4950 5350 4700 5540 4840 5030 155 380 315 330 340 645 610 560 600 1595 1500 1550 1550 2310 1730 2050 2030 2400 2310 2280 2330 2420 2280 2500 2400 2780 2550 2660 2660 2720 2660 2720 2700 75 1275 1295 1350 1310 2265 2140 2390 2260 4245 3850 4490 4200' 4620 4720 5300 4880 5480 4820 5230 5180 5260 4480 5790 5180 5860 5320 6420 5870 6080 5570 6080 5910
101 465 410 390 420 790 830 780 800 1995 190 1980 lggo 2520 2600 2520 2550 2800 2660 2830 2760 2710 2590 2740 2680 3270 2970 3000 3080 3080 2970 3200 3080
60 1410 logo 1520 1340 2150 2240 2360 2250 4015 4050 4300 4120 5llO 5090 5390 5200 5810 4960 6030 5600 5710 5620 5320 5550 6020 5940 6560 6170 6170 6060 6400 470 480 490 850 800 790 810 1845 1740 1970 1850 2480 2550 2730 2590 2880 2710 2830 2810 2770 2860 3150 2930 3080 3050 3060 3060 2940 3080 3200 3070
22;; 2085 1790 2040 2535 3070 2960 2850 4780 4700 4810 4760 5980 5310 -080 5660 6410 5760 5730 5970 6960 6400 5940 6430 7550 6850 6870 7090 7410 7650 6650 7240 102 705 640 700 680 1345 1140 1230 1240 2410 2090 2320 2270 2890 2410 2740 2680 3460 2850 2910 3070 3720 2770 2960 3150 3700 2980 3400 3360 3390 2600 3280 3090 160 1675 1670 1800 1720 2900 2690 3070 2890 4300 4350 4940 4530 4760 5250 5510 5170 5830 5450 6050 5780 5810 5790 5700 5 ~ 7 0 6740 6520 6540 6600 6420 6400 7210 6680
125 660 625 650 650 1050 1020 logo 1050 2010 2080 2030 2040 2580 2610 2740 2640 3020 2960 2890 2960 3070 3080 3030 3060 3060 3180 3020 3090 2970 3170 3140 3090 144 1345 1640 1720 1570 2715 2730 2860 2770 4385 4860 4760 4670 5580 6080 6170 5940 4960 6480 6550 6000 6130 6370 6820 6440 6300 6850 7440 6860 6530 6830 7020 6790 156 620 530 600 580 1040 1065 9 0 1030 2205 1990 2110 2100 3130 2690 2720 2850 3180 2770 2880 2940 3360 3070 2970 3130 3520 3210 3210 3310 3420 3170 3420 3340
Type I, High-Alkali Portland Cement
104 610 575 680 620 1040 970 1130 1050 1820 1440 1910 1720 2520 2420 2740 2560 68 240 240 240 240 335 420 420 390 675 780 780 740 lo10 1280 1280 1190 69 670 620 660 650 1045 ggo l n o 1050 1900 1640 1700 1750 2690 2530 2540 2590
105 265 200 200 220 410 415 380 400 685 730 710 710 lo80 1080 930 1030 106 965 glo logo ggo 1530 1630 1730 1630 2475 2440 2860 2590 3350 3800 4010 3720
(continued)
* Omitted i n calculating average. (Sheet 2 of 4)
Table 6 (continued)
M i x - tu re No. -
-- - -- -- - -
Compressive Strength, p s i 3 days Age 7 days Age 28 days Age 90 d w s nge 180 days &e 365 days Age 5 years &e 10 years Age
Rounds Rounds Rounds Rounds Rounds Rounds Rounds Rounds 1 2 3 ~ v g 1 2 3 Avg 1 2 3 Avg 1 2 3 Avg 1 2 3 & L A 2 3 & L A 2 3 & L & 2 3 & L ---
A. Specimens with 6 A 0.5% Air (continued)
Type I, High-Alkali Portland Cement (~ortcinued)
rpe I, Low-Alkali Portland Cement
Type I11 Portland Cement
Type N Portland Cement
(continued)
* Broken too ragidly. ++# Average of two.
Table 6 (concluded)
Mix- ture NO.
Compressive Strength, p s i 3 days Age 7 days Age 28 days Age 90 days Age 180 d w s Age 365 days Age 5 years Age 10 years Age
Rounds Rounds Rounds Rounds Rounds Rounds Rounds Rounds 2 3 . 4 % 1 2 3 1 2 3 1 2 3 A v g 1 2 3 1 2 A 1 2 3 A v g 1 2 3 A v g ---
B. Specimens Without Entrained Air
Type I1 Portland Cement
500 2685 2650 267w 4045 4005 4220 4090 5375 5590 5900 5620 7520 6070 7360 6980 8030 7590 7520 7710 8320 7470 7930 7900 9340 8670 8330 8780 9700 8710 8600 9000 1105 1070 930 1030 1835 1580 1630 1680 2555 2660 2790 2670 4020 3270 3490 3590 4070 3780 3720 3860 4000 4120 3540 3890 3960 3700 3720 3790 3790 3980 3880 3880
830 980 880 goo 1655 1890 1750 1760 4315 4330 4600 4420 5610 5660 5610 5630 6080 5720 6070 5960 6970 6180 6170 6440 7210 7070 7460 7250 8060 8060 8060 8060
355 375 360 360 775 835 800 800 2190 2050 2350 2206 2620 2640 3410 2890 3250 3020 3320 3200 3210 2950 3230 3130 3590 3390 3870 3620 4410 3220 3510 3710 2015 2210 2240 2160 3340 3100 3300 3250 5975 5900 5830 5900 5360 7680 7050 6700 8080 7930 6290 7430 8380 7770 7880 8010 9080 8800 8460 8780 8940 8910 8940 8930
1560 1810 1740 1700 2695 3010 3000 2 9 0 5045 5550 5660 5420 6230 7090 6960 6760 6200 7220 6990 6800 6670 6830 7150 6880 6440 7830 7780 7350 6480 7650 7240 7120
670 565 540 590 1205 ggo 950 1050 2560 2380 2200 2380 3360 3020 2620 3000 3700 3350 2960 3340 3410 3220 3030 3220 4240 3500 3140 3630 4210 3540 3250 3670 2995 2305 2510 2370 3845 3890 3960 3900 5175 6230 6700 6030 7260 6020 7930 7070 8160 8350 8400 8300 8220 8520 6600 7780 8490 9310 9250 9010 8800 8630 9310 8910
870 goo 830 870 1395 1510 1430 1440 2330 2610 2720 2550 3650 3680 3500 3610 3890 3640 3700 3740 3770 4170 4010 3980 3960 3870 3950 3930 4270 4020 3880 4060
Type I, High-Alkali Portland Cement
Type I , Low-Alkali Portland Cement
Type I11 Portland Cement
Type IV Portland Cement
* Average of rounds 2 and 3 only; computed because values for round 1 differed greatly from values fo r rounds 2 and 3. (sheet 4 of 4)
Mix- t u r e NO. -
Table 7 Compressive Strength of Concrete Specimens Containing Chemical Admixtures, Type I1 Cement, and Entrained Air
Compressive Strength, p s i 3 d w s Age 7 days Age 28 d w s Age 90 d w s Age 180 days Age 365 d w s Age 5 years Age 10 years Age
Rounds Rounds Rounds Rounds Rounds Rounds Rounds Rounds 1 2 A 1 2 3 1 2 3 1 2 3 1 2 3 A v g 1 2 3 A v g 1 2 3 A v g 1 2 3 %
With Calcium Lignosulfonate; Mixture Mixed a t 73 F, Specimens Cured a t 73 F
With Calcium Lignosulfonate; Mixture Mixed a t 100 F, Specimens Cured a t 73 F
133 2030 2700 2040 2260 3110 3930 3010 3350 4745 5540 4540 4940 4320 7120 5420 5620 6350 7550 6040 6650 6330 6760 5950 6350 6960 7460 6960 7130 7270 6900 6530 6900 134 720 880 850 820 1300 1180 1330 1270 1980 2130 1930 2010 2540 2600 2670 2600 2690 2850 2610 2720 3200 2970 2960 3040 2940 3420 2740 3030 2880 2770 2550 2730
295 260 320 290 470 440 500 470 ggo 980 1120 1030 I n 0 1450 1630 1600 2180 2140 2180 2170 2490 2130 2310 2310 2660 2870 3080 2870 2720 2740 2860 2770 420 470 460 450 750 820 800 790 1605 1950 1810 1790 2350 2280 2480 2370 2380 2720 2410 2500 2460 2820 2700 2660 2820 3060 2910 2930 3080 3140 2700 2970
With Calcium Lignosulfonate; Mixture Mixed a t 100 F, Specimens Cured a t 100 F
With Calcium Chloride; Mixture Mixed a t 73 F, Specimens Cured a t 73 F
43 3180 2695 2690 28b0 3750 3420 3130 3430 5073 4690 4670 4810 5660 5450 5440 5520 7070 6380 5800 6420 7090 5630 6290 6340 7420 6900 6730 7020 8340 5400 5540 6430 43 3220 2670 2990 2960 3820 3630 3880 3780 5800 5060 5050 5300 6780 6360 6010 6380 6270 6340 5730 6110 5970 5400 6130 5830 7830 7500 6970 7430 7260 7020 6820 7030 49 1215 910 950 1020 1515 1305 1300 1375 2335 1990 1910 2080 2950 2540 2480 2660 3160 2930 2610 2900 3370 2710 2720 2930 3680 2880 3010 3190 3220 2770 2940 2980
1210 1300 1220 1240 1600 1560 1590 1580 2180 2460 2410 2350 2650 3040 2440 2710 2920 3370 3080 3120 3070 3170 3240 3160 3080 3530 3590 3400 2960 3350 3240 3180 355 350 370 360 590 545 560 560 1250 1040 1090 1130 1750 1690 1680 1710 2200 2000 1950 2050 2710 2570 2270 2520 3130 2580 2740 282C 3000 2490 2940 2810
44 470 420 440 440 680 580 620 630 1560 1310 1320 1140 2140 2090 1890 2040 2740 2290 2300 2440 3080 2640 2970 2900 3630 3210 3400 3410 3350 3270 3340 3320 45 770 480 660 640 1070 925 1050 1020 2140 1840 1930 1970 2580 2310 2350 2410 2750 2520 2520 2600 3110 2400 2780 2760 3010 2790 2990 2930 3080 2860 3200 3050 45 670 680 690 680 1020 1040 1070 1040 2070 2090 2120 2090 26.50 2370 2530 2520 2750 2750 2660 2720 3030 3000 3010 3010 3280 3300 3370 3320 3280 3170 3410 3290
With Calc im Chloride; Mixture Mixed a t 40 F, Specimens Cured a t 73 F
With Calcium Chloride; Mixture Mixed a t 40 F, Specimens Cured a t 40 F
With Triethanolamine; Mixture Mixed a t 73 F, Specimens Cured a t n F
(Continued)
Table 7 (Concluded)
Mix- ture NO.
Compressive Strength, ps i 3 dsys Age 7 d w s Age 28 dsys Age go days Age ltlO days Age 365 days Age 5 years Age l o years Age
Rounds Rounds Rounds Rounds Rounds Rounds Rounds Rounds 1 2 3 A v g 1 2 3 A v g 1 2 3 A V g 1 2 3 A V g 1 2 3 A v 4 1 2 2 % L - ? L 2 & L L L 2 & L --
I With Triethanolemine; Mixture b e d a t 73 F,ISpecimens Cured a t 73 F (continued) I , , / I I I
I I
1 With ~rikthanolemine; Mixture Mixed a t 40 F, Specimens Cured at 73 F
1 , With Triethanolmine; Mixture Milxed a t , 40 F, Specimens dured a* 40 F
I
' I I
