BUILDING SCIENCE SERIES 36

Interrelations

Between

Cement & Concrete

Properties

PART 6
The Building Science Series

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mm BUREAU OF mimkm

UNITED STATES DEPARTMENT OF COMMERCE . Maurice H. Stans, Secretary

NATIONAL BUREAU OF STANDARDS • Lewis M. Branscomb, Director

Interrelations Between Cement and

Concrete Properties, Part 6

Compilation of Data from Laboratory Studies

James R. Clifton and Robert G. Mathey

Building Research Division

Institute for Applied Technology

National Bureau of Standards

Washington, D.C. 20234

Building Science Series 36

Nat. Bur. Stand. (U.S.), Bldg. Sci. Ser. 36, 118 pages (Aug. 1971)

CODEN: BSSNB

Issued August (1971)

For sale bv the Superintendent of Documents, U.S. Government Printing Office

Washington, D.C. 20402 (Order by SD Catalog No. C 13.29/36). Price ?1.25

Stock Number 0303-0850
RELATED PUBLICATIONS

NBS Monograph 28—Causes of Variation in Chemical Analyses and

Physical Tests of Portland Cement—25 cents*

NBS Monograph 43—Chemistry of Cement Proceedings of the Fourth

International Symposium—Washington 1960. Presented in two

volumes. Volume I—$6.50. Volume II—$6.25. The two volumes at $12.75 a set. (Originally issued September 1962, and reprinted

February 1964.)

NBS Building Science Series 2, 5, and 8—Interrelations between

Cement and Concrete Properties. Part 1—35 cents. Section 1, Materials and Techniques. Section 2, Water Requirements of Port- land Cement. Section 3, Occurrence of Minor and Trace Elements in Portland Cement. Part 2—35 cents. Section 4, Variables associated

with expansion in the potential sulfate expansion test. Section 5, Heat

of hydration of portland cement. Section 6, Variables associated with

small autoclave expansion values of portland cements. Part 3—55

cents. Section 7, Compressive strength of test mortars. Section 8,

Compressive strength of steam-cured portland cement mortars.

*Order publications from Superintendent of Documents, Government Printing

Office, Washington, D. C. 20402. (For foreign mailing, add one-fourth of the

price of the publication.)

Library of Congress Catalog Card Number : 64 :60095
Contents

Page Section 14. Compilation of Data from Laboratory Studies 1

J. R. Clifton and R. G. Mathey

Section 14. Compilation of Data from Laboratory Studies

James R. Clifton and Robert G. Mathey

Data are presented on the properties of portland cements, mortars and concretes from a long term study reported principally by Blaine and Arni. These data are from laboratory and exposure

plot studies and cover a wide range of properties of cements and concretes. A total of 199 different cements were included in the study.

Key words: Cement; Chemical composition; concrete; durability; material properties; physical

properties.

Contents

Page

1. Introduction 1

2. Cement data 2

2.1 Chemical analyses—major constituents 3

2.2 Spectrochemical analyses—minor constituents 9

2.3 Cement fineness 16

2.4 Water requirements of portland cement 17

2.5 Potential sulfate expansion test of portland cement prisms 19

2.6 Autoclave expansion and heat of hydration of portland cements 24

2.7 Compressive strength of portland cement mortars 26

2.8 Compressive strength of steam-cured portland cement mortars 33

2.9 Shrinkage and cracking of hardened portland cement pastes 37

2.10 Miscellaneous strength tests of portland cement

mortars 43

3. Concrete data 49

3.1 Preparation of concretes . 49

3.2 Properties of fresh concrete 49

3.3 Weight and dimensional changes of concretes 57

3.4 Weight change of 3 X 4 X 16-inch concrete prisms 65

3.5 Laboratory freezing and thawing durability of

concretes 80

3.6 Dynamic Young's modulus of elasticity of concretes 95

4. References 115

1. Introduction

The study of the interrelations between cement

and concrete properties was started in 1953. The

objectives of this long time study were threefold.

First, to review the properties of cements being pro- duced at that time. Secondly, to study the extent to which specifications tests could predict the properties

of cements and concretes at later ages, and finally, to develop, if possible, better tests for these predictions. To facilitate these objectives, 199 portland

cements of various specification types were procured

from different manufacturers and geographical

areas. These cements were used in preparing neat

paste, mortar and concrete test specimens that were

subjected to many and various laboratory tests. The

results of these tests and chemical analyses of the

cements are presented in chapters 2 and 3. Concrete

specimens were also prepared for long time exposure

to weathering at Langley, Virginia. The latter portion of the investigation, which is intended to evaluate the relative resistance of concretes to weathering

and outdoor exposure, has not been completed and

will be reported at a later time.

The principal investigators of the study. Interrelations Between Cements and Concrete Properties,

R. L. Blaine and H. T. Arni, have reported their

work in 13 papers that have been published or are scheduled for publication [1, 2, 3, 4, 5].^ They pre- sented the results of their work, statistically evaluating correlations between different variables and the

properties of the cements, mortars and concretes. The reports on this significant and broad research

' Figures in brackets indicate literature references at the end of the paper.

1
did not include the presentation of test data from

the many and various tests. The need for making the data from the laboratory

tests available became evident from requests from

other investigators interested in the study. Further- more, plans have been made to conduct a field study on the properties of the concretes made from the 199

different cements and exposed to natural weather

conditions for nearly 17 years. The purpose of the

field study is to relate the performance of the exposed

concretes with the laboratory investigations in order

to determine if the field performance can be pre- dicted from the laboratory studies. Therefore, since

these data will be used in evaluating field performance and other investigators may find use for the

data, their publication appears desirable.

The following publications are those resulting from

the study of Interrelations Between Cement and

Concrete Properties [1, 2, 3, 4, 5]. PART 1 Building Science Series 2 Section 1 Materials and techniques

Section 2 Water requirements of portland cement

Section 3 Occurrence of minor and trace elements

in portland cement

PART 2 Building Science Series 5 Section 4 Variables associated with expansion in the potential sulfate expansion test Section 5 Heat of hydration of portland cement

Section 6 Variables associated with small autoclave expansion values of portland

cements

PART 3 Building Science Series 8

Section 7 Compressive strength of test mortars

Section 8 Compressive strength of steam-cured

portland cement mortars

PART 4 Building Science Series 15

Section 9 Shrinkage of hardened portland cement

pastes

Section 10 Shrinkage and expansion of concrete PART 5 Building Science Series (to be published)

Section 11 Freeze -thaw durability of concrete

Section 12 Water-loss and absorption of concrete Section 13 Dynamic Young's Modulus of elasticity

of concretes

All of the available data on the properties of the

cements and concretes are presented in chapters 2 and 3, respectively. A brief description is given re- garding data presented in each of 15 tables. Readers

are advised to refer to the appropriate Sections of

the papers by Blaine, Arni et al. for a more complete

description of the tests, test methods, material

properties and physical properties of the test specimens.

2. Cement Data

The cements were investigated, including the

usual specification acceptance tests and in addition

determination of minor and trace elements. Other

tests were performed such as strength at ages up to 10 years and sulfate expansion on cement mortars

and shrinkage tests of neat cement bars. Test data on cements and mortars are given in tables 2.1 to

2.10. The descriptive material pertaining to each of

the following tables includes the preparation of test specimens and the methods of testing.

The cement numbers given in the following tables were designated from a chronological order of chemical composition testing and this notation conforms

with the designation of all test specimens.

The cements were classified as to type principally on the basis of their chemical composition. The letter A following the type of cement listed in the tables

indicates an air-entraining cement. Cements were

separated into different types according to the following criteria: Type Portland cements that contain

a maximum of the following

amounts of major constituents:

50 percent tricalcium silicate, 5 percent tricalcium aluminate, 4

per cent magnesium oxide, and 20

percent the amount of aluminoferrite plus twice the tricalcium

aluminate content. Type IV. Those portland cements containing a maximum of 35 percent tri- calcium silicate and 7 percent

tricalcium aluminate, and a minimum of 40 percent dicalcium

silicate. Type III. Mortars made from these portland cements developed a minimum one day compressive

strength of 1250 psi and a minimum seven day strength of 2500.

Type II. This classification included portland cements having a minimum

of 21 percent silicon dioxide and

maximum contents of 50 percent

tricalcium silicate and 8 percent

tricalcium aluminate.

Type I. Portland cements that did not meet the requirements for any

type described as Type II through

Type V.

Miscellaneous. Natural portland-pozzolan and

portland -blast furnace slag ce- ments were included in this cate- gory.

2
In view of present accepted practice in this country, the units used in this paper are those com- monly used in this technological field. Furthermore,

these units correspond to those reported by Blaine

and Arni in their publications "Interrelations Be- tween Cement and Concrete Properties." In recognition of the position of the USA as a signatory to the

General Conference on Weights and Measures, which

gave official status to the metric SI system of units

in 1960, we assist readers interested in making use of the coherent SI units, by giving conversion factors

applicable to U.S. units used in this paper.

Length I in = 0.0254* meter

1 ft = 0.3048* meter

Weight I lb = 0.4536 kilogram

Temperature °F = 9/5° C +32

Energy calth = 4. 184 joules

Stress, Pressure 1 psi = 6895 newton/meter^

Density lb/ft' = 16.02 kilogram/meter^

' Exactly.

2.1. Chemical Analyses—Major Constituents

in Cements—Table 2.1 The percent content of the major constituents of

the cements listed in table 2.1 were determined by

using the optional methods outlined in Federal

Specification SS-C-158C [6], except that the SO3

determinations were made by the gravimetric

method, Na20 and K2O were determined by the

standard Federal and ASTM flame-photometric

method [6, 7], and Sr02 was determined by the

flame-photometric method described by Diamond

[8].The nomenclature used in table 2.1 has its normal

connotation. The letters C, A, F, and S represents

CaO, AI2O3, Fe203, and Si02, respectively. The abbreviation T. Alk. is the total alkali, expressed in terms of percent Na20, which on a molecular basis

equals percent Na20 +0.658 percent K2O. The ignition loss, signified by Loss, and the insoluble resi- due, denoted by Insol., were determined using

methods described in Federal Specification and

ASTM test methods for portland cements [6, 7].

3
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2.2. Spectrochemical Analyses—Minor

Constituents in Cement—Table 2.2

Results of the chemical analyses of minor constituents are reported in table 2.2. The cements were examined by a semiquantitative spectrochemical

method. The notation of concentration used in table

2.2 includes the following: VW, 0.001 0.01 percent;

L, less than; T, trace; FT, faint trace; ?, questionable detection; and —, not detected. All numerical

values were estimated by comparison with synthetic

'standards and concentrations were reported in steps

of 1, 2, 5, and 10, etc.

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2.3. Cement Fineness—Table 2.3

Values of the fineness of the cements given in

cm^/g were determined by the air-permeabihty and

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Table 2.3. Cementfineness

Fineness

Type I

APF

cm^/g

3560 3300

3220

3350

3350

3640

3660

3590

3410

3590

3480

3660

3560 3360

3390

3390

3060 3670

3260

3360

3070

3060

3220 2880

3030

3310

3070

3070

3080

3230

3170

3120

3450

3170

3250

3200

2980

3220

3310 2990

3500

3120

3020

3290

4020

3140

3120 3170

3580

3110

3170

3110

3690

3050 3680

Wagner

cmVg

1865 1800

1815 1780

1915

1795 2030

1840

1700

1630

1710

1730

1750

1750 1730

1730

1680

1840 1720

1630

1650

1750

1840

1630

1670

1660 1800

1580

1800

1770

1780

1730

1760

1850

1750

1720

1560

1600

1680

1600

1880

1760 1440

1560 2350

1840

1780

1600

1800

1640

1780

1860

1970

1680

1740

Fineness

APF Wagne

No. / e

58 3650 2010

59 4390 2160

71 - 3060 1720

73 3340 1850

124 3320 1790

125 3210 1620

126 3320 1750

127- 3280 2060

128- 3060 1510

129 3210 1710

130 3440 1940 131-- -- 3530 1760

132- - - 3190 1810

133 3470 1950

134 3020 1830

135-- -- 3030 1550

136 3160 1800

137 3230 1720

138 3070 1790

139 - 3230 1600

140 3200 1540

141 3330 1500 142... -. 3210 1320 143.. -. 3580 1660

144 3560 1790

145 3340 1660

146 3840 1770

147 3270 1840

148 3160 1620

149 3160 1760

150 2930 1530

151 3690 1750

152 2930 1650

153 3750 2040

154 3520 1900

155 3210 1580

156 3700 1700

157 3160 1580

158 3050 1710

159 3770 1870

160 3050

161 3480

Type I.^^

53 3250 1620

60 3250 1775

61 3160 1815

62 3410 1640

63 3640 1760

64 3480 1750

65 2990 1570

66 3750 2070

162 3190 1530

No.

Type II

24

67

6869

70

7274

7576

77

787980

8182

8384

8586

87

88

89

90

9192

9394

95

9697

9899

101 163 164

165 166

167

168 169

170

171 172

173 174

175.----

176

177 178

179 Type IIA

100

APF

cmVg

3310

2980

3340

3430

3480

3310

3000

3320

3560

3370

3390

3590

3040

3560

3310

3240

3700

3360

3560

3270

3550

3360

3590

3060

3520

3350

3230

3290

3130

3580

3360

3150 3400

3680

3330

3420

3330 3420

3190

3270

3320

3610

3320 3790

3360

3260

4060

3070

3410

3440

3380

Wagner

cmVg

1950

1710

1790

1890

1785

1880 1740

1970 2090

1910

1950

1950

1820 1910

1910

1880

1820 1860

1940

1710

1940

1880

1990 1690

1830

1820

1840

1870 1760 2070

1820 2000

1785 2200

1920 1650

1720

1620 1670

1930 2060

1600

1940

1880 2030

1580 1700

1770

1850

Fineness

No. APF Wagner

Type III

102 2460

103 3960 2280

104 5850 2890

105 4580 2240

106 4980 2210

180 4640 2340

181 4040 2150

182 4930 2550

183 4620 2390

184 4380 2330

185 4540 2440

186 4750 2310

LiS i 188 4940 2260

189 4800 2560

190 5060 1990

191 5900 2750

192 4550 2550

1 QQO looU

Type IIIA

194 4950 2420

195 - - - A COA

Type IV

107 2000

108 3430 1910

196 3160 1530 2920

lype V

109 3270 1910

110 3470 2100

111 3310 1850

112 3190 1830

113 3270 1880

114 3140 1820

1 1 ) 3220 1900

1 1 Vf 3380 1900

117 1 1 i 3660 1910

lift lit) 2910 1770

119 3090 1910

197 3280 2020

Miscel- laneous

120 5750

121 5850 2170

122 4000 2000

123 3810 2200

198

16
2.4. Water Requirements of Portland Cement

—Table 2.4

Table 2.4. Water requirements of portland cement—

Continued

The water requirements of portland cement to

yield normal consistency neat cement pastes and to produce 1:2.75 cement to graded Ottawa sand

mortars and 1 : 4 cement to standard Ottawa sand

mortars of standard consistencies were determined

by procedures outlined in Federal Test Method

Standards SS-C-158C [6] and the corresponding

j ASTM methods of test for Hydraulic Cement

Mortars [9, 10, 11] that were in effect during the

time of the tests. The tolerances on the flow values

j were less than those permitted by the specifications

i in that the amount of water required for a flow of

90±5 was used for the 1:4 mortars and the amount

I of water required for a flow of 110 ±5 was used for the 1:2.75 mortars. Three batches of 1:2.75 cement

to graded Ottawa sand mortars were made from each

of the cements to obtain the required number of test specimens, and the results were averaged.

The values reported for water used for the 1 :

4

cement to 20-30 Ottawa sand mortar as well as those

for the neat cement pastes were generally the results from single determinations. The quantities of water

I needed to produce the indicated consistencies are expressed in percent by weight of the dry cement in table 2.4.

Table 2.4. Water requirements of portland cement

Water requirements'

No.

Neat

portland cement

pastes'* (percent)

1:2.75 Cement

to graded Ottawa

sand

mortars'

(percent)

1:4 Cement

to standard Ottawa

sand

mortars'

(percent)

Air

contents

of 1:4 mortars

(percent)

Type I

1 23. 6 48 0 71 9.2

2 25 0 50 0 70 6.9

3 26. 0 50 0 70 9.2

4 23 0 50 0 73 8.3

5 - 25 6 48 0 70 7.7

6 23 6 49 0 73 7.9

7 25 0 48 0 71 7.9

8 24 0 49 0 70 8.5

9... .-. 24 6 48 0 70 8.4

10 24 6 48 0 71 6.5

11... 24 0 47 0 71 9.3

12 26 6 49 0 71 8.7

13 26 2 49 0 70 9.3

14 24 0 47 0 67 13.2

15 25 0 48 0 73 8.2

16 23 0 48 0 70 8.7

17 26 0 47 0 73 7.5

18 25 6 48 0 72 7.0

19 23 0 47 0 73 9.4

20 23 0 48 0 70 10.1

Water requirements'

No.

Neat

portland cement

pastes*

(percent)

1:2.75 Cement

to graded Ottawa

sand

mortars'

(percent)

1:4 Cement

to standard Ottawa

sand

morlars'

(percent)

Air contents

of 1:4 mortars

(percent)

TvDe I

21 25 6 51 8 75 7.4

22 25 8 53 4 72 6.1 23 25 8 52 0 74 4.4

25 25 8 47 1 74 5.4

26 24 8 48 1 74 5.1

27 25 6 48 0 74 5.0 28 24 2 49 0 77 6.1 29 24 0 49 0 77 5.4

30 25 6 47 7 77 5.3

31 24 6 50 0 72 5.9

32 24 0 48 0 73 6.5

33 25 5 49 0 73 6.4

34 25 8 47 8 73 7.0

35 24 0 47 6 73 5.9 36 23 6 47 6 75 4.5

37 26 2 48 5 76 4.1 38 24 48 0 76 6.8

39 25 5 48 0 74 6.4

40 24 0 50 7 70 11.2

41 25 5 49 3 72 9.3

42 24 50 0 68 11.6

43 22 c:o 3 72 8.0 44 24 50 0 70 13.2 45 23 5 50 0 72 8.3

46 24 0 55 7 72 6.1

47 o 3 71 8.6

48 U i.1 c;o 72 5.7

49 AHi. 40 A\} 72 8.1

50 23 0 48 7 73 9.3

51 24 6 49 1 73 8.6

52 0u

Qo 74 6.9

54 .^O 9 7 72 7.0

55 ± Q 73 5.1 56 24 8 49 1 73 9.6

57 25 0 47 9 73 6.5

58 22 6 47 2 73 9.8

59. 24 6 47 7 73 7.7

71.... 22 0 46 0 67 10.4

73 24 6 46 0 71 7.8

124 23 2 47 3 72 8.4

125 25 0 48 7 72 8.6

126 23 8 48 7 72 7.2

127.. 23 6 50 7 70 6.6

128 23 4 50 0 70 10.1 129 24 0 48 7 70 6.3

130 24 4 49 8 70 6.6

131 24 6 47 9 70 6.3

132 23 4 48 1 70 6.1

133 25 0 48 1 70 8.3

134 24 4 48 4 70 7.7

17
Table 2.4. Water requirements of portland cement— Table 2.4. Water requirements of portland cement—

Continued Continued

Water requirements'

i\ o.

Neat

portland cement

pastes'' (percent)

1:2.75 Cement

to graded

Ottawa. sand

iDortars^ (percent)

1:4 Cement

to Standard Ottawa

sand

mortars^

(percent)

Air

contents

01

1 • 4 mortars

(percent)

rp T ypc 1

. o dft '-xO , 07 70 7 1 136 25.0 48.7 70 6.2

137 26.0 48.4 70 6.8

loo _ _ . o 70 f\ 9

1 94. n 4R Q 70 0 . 0y

1 ±(\ 94. 4. 4S Q 70

141 25.0 50.0 70 8.1

142 25.0 47.8 70 7.2

1 ±^ /Ifl zt 7fl 7 7 / . 1

1 A.A. 9^ . nu /1ft 1 70<U 0 . 0

/Ifl 0 70 0 0 146 24.6 48.9 70 6.8

147 22.6 46.5 70 8.5

1 /1ft 9^; 9 /17 ^ 7n 0 . U

9f> n J.fl 1 7r* ^ ft

IDU 94 9 /17 ^ 7rt ft ft 151 25.0 47.3 70 7.2

152 25.4 48.1 70 6.6

±0/1ft 1

. 1 7n 0 9 154 24.4 48.9 70 5.8

155 24.2 48.9 70 6.3

156 26.4 47.6 72 6.6

94Z^ . 4^ /1 7 ft 7n c 9

1 c:h ZZ99 f>

. O /I A ft 7A 0. u IDV Z^94 . 4'± /1ft 7 D.y

160 24.2 47.0 70 7.4

161 26.0 47.9 70 7.1

T' TA

1 ype 1

A

53 24.2 48.8 61 20.4

60 24.0 44.0 56 20.3

61 24.0 48.0 57 20.9

62 25.6 46.0 60 20.3

97 n 40. U 6U 18.9

D** _ 9Q A, Id . U 0 / 18.

7

Oj _ 9/1 A 40. 0

r r DO 26.2

66 25.2 45.8 62 16.9

162 25.2 46.5 57 20.3 lype 11

91^ n 40 .

4

7.0

67 23.0 49.0 71 6.0

68 24.0 47.0 69 Q 7 69 23.0 46^0 71 7.1

70 24.0 46.0 68 10.8

72 25.4 48.0 71 6.4

74 24.6 46.0 72 8.6

75 25.6 50.0 75 5.0

76 22.8 46.0 74 4.9

77 24.0 50.0 73 5.6

18

Water requirements'

No.

Neat

portland cement

pastes^

(percent)

1:2.75 Cement

to graded Ottawa

sand

mortars'

(percent)

1:4 Cement

to

i J J standard Uttawa

sand

mortars'

(percent)

Air contents

r 01 1:4 mortars

(percent)

Type II

78 . _. _ 23 6 47 1 75 5.4

79. 25 6 46 0 74 3.0

80 23 5 50 0 70 8.2

81 - 23 5 49 3 70 9.9

82_ - - 25 0 50 0 72 7.3

83 . -- 25 0 50 0 72 8.3

84. ... 25 0 50 0 72 7.8

85 25 0 49 3 68 11.6

86.. 24 0 50 0 70 9.0

87 24 5 49 3 72 6.9

88.

.

23 2 49 6 73 5.1

89_ . - -- 24 8 47 8 71 6.3 90 23 2 48 8 73 4.8

91__- 24 0 48 5 73 6.0

92. - 23 0 49 6 72 8.7

93 23 0 49 3 72 8.9

94... — . . 23 4 48 8 70 0 A 8.4

95 21 4 47 3 71 10.0

96. - 24 4 49 4 74 0 A 97 ... 23 6 48 2 73 5. 1

98_ .... - 23 2 48 9 73 C A 5.9

99 23 2 47 7 73 A A 6.0

101 22 0 46 5 74 6.3

163.. . . . . 23 0 48 7 70 6.8

164.. . . 23 4 46 2 6.

1

165 . .. 24 2 48 1 70 5. 1 166 23 0 49 2 70 6.0

167 24 2 48 7 70 6.8

168... . 24 4 48 7 70 ^ A 6.0

169.. .. - - 24 4 48 7 70 6.2

170 - ... 25 4 47 9 70 5.2

171 ... . .. 28 0 48 1 70 5.7

172 25 6 47 3 67 8.2

173 25 0 45 9 70 7.1 174 26 Q 47 3 70 5.2

175 24 0 47 3 70 5.7

176 24 0 47 9 70 6.2

177 23 6 49 2 70 6.0

178 . 23 2 47 0 70 5.7

179... ... .-- 24 0 46 5 70 5.6 Type IIA

100 24 6 47 3 55 22.8 Type III

102 28 6 48 9 75 4.3

103 23 5 50 0 72 9.7

104 26 2 49 8 74 7.4

105 26 4 47 5 73 6.5

106 24 2 48 9 75 6.0
Table 2.4. Water requirements of portland cement— Table 2.4. Water requirements of portland cement—

Continued Continued

Water requirements'

No.

Neat

Portland cement

pastes^

(percent)

1:2.75 Cement

to graded Ottawa

sand

mortars'

(percent)

1:4 Cement

to standard Ottawa

sand

mortars'

(percent)

Air contents

of 1:4 mortars

(percent)

Type III

180.- - - 26 0 49. 2 70 6.2

181 27 0 47. 5 70 6.1

182 29 2 48. 9 70 5.5

183 28 0 49. 2 70 5.3 184 28 0 48. 7 70 7.7

185_. .- - 28 6 48. 7 70 6.4

186 28 0 47 8 67 9.0

187 28 0 47. 8 67 8.3

188 28 4 47. 5 70 5.8

189 25 0 46 3 66 8.9

190 28 4 47 3 65 11.5

191 31 0 49 5 70 9.3

192 28 4 47 3 70 6.2

193 26 0 45 9 61 11.0 Type IIIA

194 27 2 44 6 58 17.6

195 28 0 45 2 56 18.8 Type IV

107 22 4 51 2 75 3.9

108 . 23 0 46 0 72 8.1

196. - - 22 6 50 0 8.5

Type V

109 23 6 48 6 73 6.0

110 . - 26 4 46 4 73 5.8

111 24 0 51 2 68 10.2

112 23 0 49 3 72 7.5

113 25 0 50 0 72 8.7

114 23 6 47 2 71 6.0

115 23 8 48 0 73 5!4

116 24 .0 47 5 73 5.4

117 23 .0 48 0 72 5.2

118 22 .0 47 2 72 6.3

119 25 .4 48 9 71 6.3

197 25 .0 50 .0 72 6.8

Water requirements'

No.

Neat

portland cement

pastes^

(percent)

1:2.75 Cement

to graded Ottawa

sand

mortars'

(percent)

1:4 Cement

to standard Ottawa

sand

mortars'

(percent)

Air contents

of 1:4 mortars

(percent)

Miscellaneous

120 35.0 28.0

24.0

121

122

• The amount of water needed to produce the required coneietency ia expressed as a percent of the weight of the dry cement.

2 For normal consistency.

' For standard consistency.

2.5. Potential Sulfate Expansion Test of

Portland Cement Prisms—Table 2.5

The potential sulfate expansion tests of portland

cement prisms were conducted by ^essentially adhering to the recommendations of the Working Committee on Sulfate Resistance of ASTM Committee

C-1 on Cement and the proposed published method

of test [12]. In this method, sufficient gaging plaster was added to the cements to make the SO3 content

7.0 percent by weight of the cements. The 1:2.75

(cement -plaster to graded Ottawa sand) mortars were mixed with water in a mechanical mixer. The

percent of mixing water (by weight of cement and

gypsum) was 54 percent for types I, II, IIIA, IV,

and V cements; 52 percent for types IA and IIA; and 56 percent for type III cement.

The mortars were placed in iXlXlO-in molds

and cured at 95-100 percent relative humidity for 24 hours, then the prisms were removed from the

molds and the length of the prisms recorded. Speci- mens were stored in water and length measurements

were made at ages 7, 14, 28, 56, and 84 days, and

at 6 months. The data on the expansion of the portland cement prisms are expressed as a percent of the

length based on the 24-hour measurements and are Usted in table 2.5. In general, these data are average

values for three specimens.

Instead of the recommended six specimens, only

three were molded because a special plastic tape was

used to line the molds which facilitated release of the

specimens and reduced breakage.

19
Table 2.5. Potential sulfate expansion test of portland cement prisms

Data

No.

sr> 1 w t Gyp^

Percent expansion

ly otes

7 d 14 d 21 d 28 d 56 d 84 d 6 mo

T T lype 1

1 2.2 37 0.043 0.068 0.092 0. 113 0.236 0.323 0.331

9 11 . HAO .023 .037 .045 .054 .080 .103 .199

oo_ 9 H 00 .047 .073 .093 .111 .189 .267 .992 Warped.

J. 9 J. .038 .060 .078 .097 .189 .333 .624

r 9 H 00 .042 .068 .091 .109 .196 .282 .289

6 1.9 39 .032 .053 .068 .084 . 147 .213 .852 Warped.

7 9 1 ^Ift .035 .059 .077 .097 .187 .304 .690

Q 00 .036 .060 .080 .102 .200 .349 .615 o 9 1 ^Ift .033 .053 .067 .079 .127 .193 .301 in 1 ft .032 .054 .071 .085 .138 .198 .646 W^arped.

11 2.3 36 .047 .073 .094 .110 .182 .285 .307

1LA9 9 ^ DO .062 .106 . 147 .184 .419 .844 .848 Warped.

1^ 9 ^ 00 .076 .129 .180 .219 .490 .660 .671 Warped.

111.0ft ^19 .042 .065 .065 .065 .068 .068 .069

1 e 9 d. .040 .076 .084 .099 . 174 .273 .461

16 1.7 41 .033 .052 .064 .072 . 117 .160 .390

17 1 Q HQ .028 .042 .052 .058 .085 .108 .180

1R 9 0 1H .036 .057 .069 .079 .127 .173 .541 1Q 1 0 QQoy .032 .052 .066 .075 .129 .190 .474

9 ^ 00 .051 .078 .095 .111 .174 .235 .722

21 2.0 38 .032 .053 .070 .086 .167 .322 .603 Warped.

99 9 H 00 .021 .033 .043 .048 .075 .096 .206 91 1 c

JL . D /19 .024 .033 .043 .048 .071 .089 .156

9<; 1 9 .032 .046 .058 .068 .103 .137 .307 96 1 . U 4.1 4?X .030 .043 .056 .067 .117 .138 .281

27 2.0 38 .038 .059 .079 .096 .199 .250 .440 Warped.

28 1.6 41 .035 .052 .067 .078 .136 .161 .375 20 9 0 HH .022 .030 .038 .044 .074 .085 .173 HO 4.9 .012 .021 .027 .032 .054 .064 .120 31 1.6 4.1 T?X .042 .079 .109 .142 .372 .545 Warped and cracked—112

days.

32 1.7 41 .023 .035 .043 .049 .077 .089 .158

1 ft .063 .100 .131 .163 .392 .436 .439 34 1 Q oy .055 .083 .104 .124 .190 .246 .689 W arpecl. 35 1X . 80 .033 .048 .061 .072 .104 .132 .258 36 X . ^ 'to .017 .024 .030 .035 .047 .061 .100

37 1.7 41 .028 .042 .053 .061 .088 .099 .167 38 ^9 1 . X .034 .053 .069 .075 .176 .221 .850 Warped.

HQ X . ^ 4.H .056 .090 .118 .145 .369 .463 .497 Warped. 40 9 9 H7 .028 .041 .052 .063 .095 .122 .225

41 1 Q .061 .096 .120 .146 .253 .398 .414

42 1.7 41 .018 .023 .028 .033 .048 .053 .076 43 1X ft . 0 40 .012 .015 .018 .021 .026 .030 .036 44 1X . 71 41^X .025 .034 .041 .049 .067 .083 .128 45 2.0 00 .030 .043 .052 .062 .084 .103 .169 46 1X ft

. 0 4.0 .046 .086 .151 .285 Deteriorated.

47 1.7 41 .012 .015 .016 .019 .025 .028 .034 48 1.3 43 .013 .018 .020 .023 .031 .036 .055 49 1.6 41 .038 .063 .085 .092 .152 .205 .469 Warped.

50 2.1 38 .030 .045 .054 .064 .087 .106 .177 51 2.0 38 .039 .058 .071 .085 .120 .154 .331

20
Table 2.5. Potential sulfate expansion test of portland cement prisms—Continued

Percent expansion Data SO3I Wt "Notes"

No. Gyp^

7 rl 14. rl 21 d 28 d 56 d 6 mo

1 Q . yfoo 0=^9 .067 .077 .116 11^0 54_ 2.2 37 .029 .046 .058 .071 .113 .158 .495 55 1.6 41 .018 .028 .035 .037 .058 .072 .131 56 2.2 37 .019 .032 .039 .041 .063 .077 .146 57 - - 1.9 39 .063 . 106 .136 .170 .287 .422 Extremely warped (0.850) 140 days.

1 97 .910 J-leteriorateu. 59 1.5 42 .067 .098 .121 .147 .298 .621 Deteriorated at 112 days. 71 1.4 43 .016 .027 .028 .032 .045 .053 .075

1 c

1 . D A9^z . fii yji 7I . VOL .033 .036 .051 * yjoo 07^

19J. 1 C

1 . D A9frZ rt9^ . yjzo .028 .032 .043 01^1 07^

±ZiO 41 . yfoy .075 .089 .138 1 7ft 126 1.4 43 .033 .049 .058 .066 .101 .128 .253 127 2.2 37 .033 .051 .065 .075 .116 .153 .302 IZo — 9 1 ^ft 049 0^4 .084 .103 .187 . OoL . fti 01^9 Warped at IX^ days.

1xisy 90 1 0 n^4 . yjoz .065 .079 .126 .111 1 71 •^09 w arpea ai 170 aays.

1 ft rt9ft 049 .054 .066 .103 1 ^ft . 100 197

131 2.3 36 .019 .026 .032 .036 .050 .059 .088 132 1.6 41 .028 .039 .049 .056 .077 .093 .124

1 9 n 00 CiAfk

, U'±0 , uuo .088 .106 .183 9^i7 . ZO I . OZo 19R

1 7 41 O^ft .048 .054 .075 . 009 uyz 1 '^O

09^ .046 .049 .067 07Q 1 9ft 136 1.7 41 .036 .057 .074 .086 .155 .203 .813 Warped at 168 days. 137 2.1 38 .059 .104 .146 .177 .215 .218 .226 loo _ _ -

1 e 1 .

4.9 001 .125 .151 .291 110 . 001ft71 139. . - 1.5 42 .047 .075 .099 .115 .179 .210 .350

140 1.6 41 .019 .034 .044 .050 .071 .081 . 122 141 2.1 38 .083 .150 .218 .290 .663 .911 Warped at 56 days. 142 2.0 38 .052 .081 .105 .126 .205 .286 .392 Warped at 140 days.

4^1 iftn . 100 .226 .281 .468 Oil \X/ gmArl at ft4 nJlvn

. Uoo .064 .076 .104 1 90 91 146 2.8 33 .023 .035 .041 .047 .067 .075 .114 147 1.9 39 .017 .025 .029 .033 .044 .052 .079

1 Q ay . vzo .047 .053 .074 ORO 130

149 1.8 40 .049 .074 .097 .126 .234 .344 .372

lou 9 A 00 OQ9 .041 .050 .067 Oft! . vol 1 1ft . 100

152.- 1.9 39 .040 .058 .076 .094 .155 .227 .257

9 1 0<5 ni 01

.018 .023 .025 09 1^ 1 ^/i

1 ft

. Uai A7A .096 .115 .175 911 . JJO 156 2.3 36 .033 .052 .065 .079 .121 .152 .158 157 1.9 39 .029 .044 .056 .067 .103 .135 .233 IDO 1 A 007 . UU / .012 .014 .025 oil .053 159 2.3 36 .047 .076 .103 .140 .204 .207 !210

160 1.7 41 .034 .051 .063 .075 .116 .155 .317

sl61. 2.6 35 .035 .051 .065 .077 .116 .152 .282

lype lA

00-- 9 fi 00 OQA .045 .052 .069 Oftft . 138 60 1.8 40 .026 .041 . U4V . UDt> 077 .097 .158 61 2.2 37 .051 .081 .098 .116 .180 .246 .269 62 2.3 36 .049 .111 .155 .194 .423 .609 .613 63 2.1 38 .043 .067 .079 .090 .125 .160 .296

21
Table 2.5. Potential sulfate expansion test of portland cement prisms—Continued

Data

No.

SO3' Wt

Gyp»

0 Percent expansion "Notes" 7d 14 d 21 d 28 d 56 d 84 d 6 mo

Type lA

64 1.9 39 .038 .061 .080 .094 .153 .215 .674 Warped.

2.0 38 .041 .060 .076 .087 .127 . 168 .373

66.- l!7 41 !021 !032 .040 .047 .060 .076 .121 162 2.3 36 .036 .053 .066 .076 .107 .134 .178 Type II

OA 1 7 ftX . UZX A97 .034 .038 .053 OA/I OOA

67 1.5 42 .025 .036 .044 .050 .066 .082 .118 68 1.5 42 .015 .023 .027 .031 .041 .051 .070 69 1.7 41 .019 .028 .033 .036 .048 .060 .084 70..-. 1.7 41 .018 .031 .032 .036 .049 .058 .080

iZ-- 1 Q . UZX .036 .040 .056 . uoo OOA

74 1.4 43 .020 .035 .036 .040 .059 .067 .102 75 1.5 42 .018 .025 .029 .033 .045 .054 .071 76 1.8 40 .023 .031 .038 .043 .061 .069 .100 77 1.5 42 .028 .039 .046 .053 .074 .083 .117

7ft 1 ft 090 .035 .039 .052 OCQ fiQA 79 1.6 41 .025 .035 .042 .047 .063 .069 .094 80 1.3 43 .024 .033 .040 .046 .065 .078 .116 81 1.7 41 .023 .032 .037 .045 .064 .076 .103 82 1.6 41 .027 .038 .047 .054 .076 .089 .121

1 ft X . 0 '*v ni Q , vLo 09/i .031 .039 .052 0/i9 84 1.6 41 .020 .029 .032 .040 .052 .060 .082 85 1.8 40 .018 .026 .032 .039 .052 .059 .084 86 1.7 41 .017 .023 .027 .035 .045 .053 .078 87.... 1.7 41 .022 .033 .039 .047 .064 .076 .109

ftft 1 ft 4.0 A1 A , UX** 090 .022 .028 .039 OA/I 89 1.8 40 .020 .028 .030 .035 .048 .055 .080

90.. 1.4 43 .016 .023 .027 .030 .042 .050 .072 91.. 1.5 42 .016 .022 .027 .029 .042 .048 .071 92.. 1.7 41 .013 .018 .021 .025 .032 .036 .052

fit 0 O07 . uz / .031 .033 .046 nC7 077 94 1.3 43 .018 .028 .031 .037 .053 .066 .094 95 1.6 41 .026 .035 .041 .045 .055 .066 .092 96 1.7 41 .019 .028 .033 .036 .051 .059 .093 97 1.5 42 .023 .032 .037 .043 .055 .064 .088 on 1 ft AO7 A/1

1

.U41 .051 .055 .082 1 AT

. 101 . xyu 99 1.8 40 .021 .028 .034 .036 .047 .056 .077 101 1.7 41 .020 .029 .033 .035 .045 .053 .076 163 1.7 41 .021 .026 .031 .036 .049 .053 .076 164 1.5 42 .025 .032 .041 .045 .058 .064 .084

165 1 f. 4.1 097 f\A 1 .047 .051 .064 079 OQC Warped at 140 days. 166 1.9 39 .019 .028 .034 .037 .048 .055 .069 Warped at 140 days. 167 1.5 42 .026 .039 .047 .051 .065 .076 .094 Warped at 140 days. 168 2.3 36 .023 .036 .045 .050 .066 .077 .096 Warped at 140 days. 169 2.3 36 .020 .033 .040 .046 .063 .072 .093 Warped at 140 days.

170 1 q oy . n9H u^o O^ft . 045 AC 1 .U5i A^O

. Ooo OftQ 191 Warped at 168 days. 171 1.5 39 .030 .040 . U4o A/1 0 .048 .060 .068 .083 Warped at 168 days. 172 1.7 41 .034 .048 .056 .062 .081 .099 .119 Warped at 168 days. 173 2.0 38 .036 .047 .057 .063 .080 .092 . 114 Warped at 168 days. 174 2.0 38 .023 .034 .041 .046 .060 .070 .095 Warped at 168 days.

1 7C I/O 1.5 42 .035 .051 .064 .077 1.05 .135 .217 Warped at 168 days. 176

177

1.7 41 .022 .030 .037 .045 .059 .071 .099 Warped at 168 days.

178 179 i.7 41 .024 .036 .045 .054 .074 .09i .i27 Warped at 168 days.

22
Table 2.5. Potential sulfate expansion test of portland cement prisms—Continued

Percent expansion Data SO3I Wt "Notes" No. Gyp^

7 d 14 d 21 d 28 d 56 d a44i 6 mo

Type IIA

100 1.9 39 .024 .038 .049 .054 .076 .093 .143 Type III 102 2.3 36 .031 .047 .060 .071 .112 .120 .120

103 2.2 37 .012 .018 .019 .022 .027 .031 .038 104 2.4 36 .014 .022 .027 .032 .049 .061 .097

105. - - 1.8 40 .031 .043 .050 .057 .079 .095 . 127

106. 2.1 38 .016 .023 .025 .028 .039 .046 .059

180 2.4 36 .043 .070 .090 .113 .248 .292 .296 Warped a I 140 days.

181 1.9 39 .019 .029 .035 .039 .045 .044 .044 Warped at 140 days. 182 2.6 35 .039 .059 .077 .096 .146 .149 .151 Warped at 140 days. 183 2.5 35 .023 .033 .040 .044 .061 .072 .082 Warped at 168 days. 184 2.5 35 .015 .023 .029 .032 .046 .058 .080 Warped al 168 days.

185 2.4 36 .032 .052 .068 .080 .146 .256 .342 Warped at 140 days. 186 2.3 36 .015 .020 094. . vo I .039 .044 Warped at 140 days. 187 2.2 37 .017 .024 .029 .030 .042 .053 .080 Warped at 168 days. 188 2.7 34 .053 .066 .083 .093 .105 .110 .110 Warped at 168 days. 189 2.3 36 .027 .031 .035 .039 .052 .060 .066 Warped at 168 days.

190 3.5 28 .046 .055 .074 .086 .088 .086 Warped at 168 days. 191

192- - - 2.2 37 .021 .025 .030 .034 .044 .045 .063 Warped at 168 days. 193 2.5 35 .031 .039 .053 .062 .095 .118 .218 Warped at 168 days.

Type IIIA

194

195. -- 2.8 33 .058 .072 .095 .118 .147 .148 .147 Warped at 168 days.

Type IV

107 1.8 40 .030 .041 .050 .056 .078 .094 .140 108 1.7 41 .021 .028 .031 .033 .043 .050 .059 196 1.5 42 .034 .040 .048 .054 .070 .074 .099 Warped at 168 days.

Type V

109 1.5 42 .014 .019 .022 .024 .032 .037 .046

100 1.8 40 .018 .021 .025 .029 .032 .038 .046

111 1.6 41 .016 .020 .024 .029 .038 .043 .058

112 2.0 38 .023 .030 .034 .038 .046 .054 .066

113 1.7 41 .019 .024 .027 .031 .041 .046 .059

114 1.7 41 .016 .020 .021 .024 .033 .036 .045 115 1.4 43 .022 .030 .034 .038 .052 .060 .083 116 1.4 43 .014 .020 .023 .027 .037 .041 .061 117 1.4 43 .012 .016 .019 .021 .031 .036 .044 118 1.4 43 .013 .019 . uzx 09 ^ 0^9 .040 .051

119 --. 1.7 41 .019 .026 .031 .033 .041 .046 .061 197 1.8 40 .013 .018 .022 .026 .033 .039 .050 Warped at 168 days.

Miscellaneous

121 1.7 41 .078 .114 .134 .141 .149 .153 .155 122 l!5 42 !oi5 !022 .027 .028 .034 .038 .046

123 2.2 37 .048 .072 .092 .106 .134 .137 .138 198 1.8 40 .083 .133 .174 .211 .271 .275 .280

199 1.8 40 .081 .122 .165 .199 .287 .293 .296 200 2.6 35 .035 .047 .051 .056 .061 .064 .073 201 1.4 42 .070 . Ill .139 .160 .260 .355 .392 202 2!o 38 !046 !072 .090 .100 .167 .244 .324

203. 2.2 37 .070 .092 .102 .113 .144 .181 .354

' Percent SO3 content of cements, by weight, as determined from procured 2 Weight of gypsum, in grams, added to the cements in order to make the samples. SOs content 7.0 percent by weight of the cements.

23
2.6. Autoclave Expansion and Heat of Hydration of Portland Cements—Table 2.6

Results of autoclave expansion tests of neat portland cement pastes of normal consistency are listed in table 2.6. These were conducted in accordance

with Federal Specifications [6] and ASTM methods

[13]. Table 2.6 also includes heat of hydration values

determined at 7 and 28 days and 1 year by the heat

of solution method described in Federal Specifications [6] and ASTM test methods [14]. Duplicate

tests were made on most of the cements studied.

Table 2.6. Autoclave expansion and heat of

hydration of portland cements

Heat of hydration Data Autoclave (cal/g) No. expansion

(percent) 7 d 28 d 1 yr

XvDe J. I JJL

1 0.43 82 88 103

2 .13 66 80 94

3 .45 78 87 97

4 .23 86 95 104

5 .30 82 88 104

6 .35 80 90 103

7 .26 85 92 105

8 .48 81 89 104

9 .49 75 84 99

10 .44 76 90 103

11 .22 83 92 102

12 .37 83 89 101

13 .38 81 87 103 14 ]l9 84 92 109

15 .07 69 83 99

16 .20 76 85 99

17 .19 74 82 99

18 .27 73 85 97

1 n .20 79 84 103 20 .27 75 85 101

21 .14 82 100

22 .08 74 84

23 .05 71 90

25 .05 79 94

26 .29 79 93 27 .25 85 94

28 .14 73 89 29 .09 67 82

32 .04 76 91 33 .09 89 103 34 .09 75 88

35 .25 78 94

36 .09 69 86

37 .09 71 89

38 .02 85 100 39 .33 92 100 40 .13 71 79 95

41 ,32 73 85 103

24

Table 2.6. Autoclave expansion and heat of hydration of portland cements—Continued

Heat of hydration Data Autoclave (cal/g) No. expansion

(percent)

7i Aa

9Q *4 Zo a 1 yr

lype 1

42 .08 oy 79jZ Q9yz

*.J _ ni fin ^i7 0 / Q7O / A A

4^ r_ no 00 iO 09yz

1 ^ 67 82 98

no 84 93 107

47 -.03 01 A70 / — ni . Ul OU 7^/O H7 yo 1 0/1 lU** Ow_ . zu 68 78 89

CI

. lU 76 84 95

52 .15 77 ft/1 1lUU00

. UO QCoo yo 1 f\A lU-*

. 1lo^ 70iU oo yo

DO .. f\A 65 76 90

O t . . U * 74 88 106

58 .11 79 OO 1 O^l lUO

^iO 09 . UZ Do 7Q yo

71 07 01 Q9OZ yo

lo 09 . UZ 69 79 95 on . UU 61 75 92

125 .15 77 OOyu 1 OQ lUo

. 110A 71i 1 O^i yo

1 97 90 . zu QlOl OO 1 Ol lUl

1 9W ^A

1 90 09 . UZ 75 94 107

130 .01 ol yi lUO

1 ^1 90 . ZU /;7 OO yo

1loZ^9 Ol . Ul 71(

1

oy 1 0/1 lU'* loo A A 89 96 108 07 . U / 72 93 109

135 .01 OZ Q9oZ ocyo

loo . 11 7Q OAyo 1 Oft lUo

1 ^17 9rt

. zU CQoy 7A Qlyi A9 72 84 96

ioy.. . lU 71 87 101

140 .22 01 Q9oZ OOyu

1 /il .oU Q9oZ 00yu 1lUl01

1 Q . lo 7^^ flft OO Oft yo

1 AM 1 o . lU 73 90 103

99 . zz 73 -

92 105

145 .01 oy 0'± QA QCyo

140 Ol .Ul A7 ol OAyo

1 /17 1^! / fiA

. U** oy 7Q/y OAyo

lit) .Uz 74 90 99

1 AO 1 9 . iz 90 107 115

150 .02 i 1 o4 1 Ol lUl

1 Cl loi 71/

1

oD Oft yo

ICO . 19 OO 1 OQ lUo lie; 110

1 CQ too . \)Z 65 72 89 lo* . lo 71 88 98

155 .18 81 92 104 156 !l6 77 94 103 157 .12 75 87 100

158 .02 69 85 100 159 .07 86 96 105
Table 2.6. Autoclave expansion and heat of

hydration of portland cements—Continued

Table 2.6. Autoclave expansion and heat of hydration of portland cements—Continued

Data

No.

Type I

Type lA

Type II

Autoclave

expansion

(percent)

Heat of hydration

(cal/g) Uata

No.

Autoclave

expansion

(percent)

Heat of hydration

(cal/g)

/ a zo d 1 yr 7 d 28 d 1 yr

lype 11

.06 OAoO 95 1 fir 105 170 .06 69 81 97

. 17 69 79 87 171 . .02 61 76 90

172 . .04 69 81 90

173-. .01 56 73 89 174 .02 04 76 89

.53 65 77 93

. 14 66 83 96 175 .06 73 86 98

.29 82 91 104 176 .06

.30 80 90 105 177 .05 69 80 93

. 14 67 80 93 178 .09 64 76 91 179 .06 71 84 94

.24 73 93 107

.17 75 80 93 Type IIA

.08 69 84 95

.11 100... .11 64 83 94 Type III

.13 64 74 102 .25 90 106

.11 63 80 93 103 -.01 70 79 95

.00 58 73 93 104 — .01 82 94

.00 71 84 98 105 - .06 77 84 —

.01 61 76 88 106.. — .01 68 75

.00 73 82 95 180 .01 89 101 112

.03 69 83 94 181 .02 83 98 105

.12 56 71 182 - .08 94 106 114

.04 58 78 183... .09 83 93 110

.00 60 74 184... .00 87 92 108

.00 69 84 185. .06 89 AO98 114

.01 68 83 186 .01 OA OO lUo

.01 64 79 93 187. .01 77 88 1 A1 101

.01 Ol /y yo 188 .08 OO vo 11/ 1 .38 62 74 89 189 — .03 71 OQo6 yo

.09 64 77 94 190 . .01 ol OO OAyo

.24 56 72 88 101 . uo oc 1 AA lUO lio

. 16 66 80 92 192 .07 83 92 103

.21 58 74 89 193 .05 72 82 —

.01 64 77 92

rr\ TTT A lype 111A

.00 58 71

.00 60 69 194 .07

.00 59 71 195 .06 90 97 112

.01 61 78

.01 61 70 lype IV

.01 61 78 107 .03 63 75

.04 69 79 108 -.04 56 69

.08 49 70 85 196 - - - .01 49 68 82

.13 67 82 98

.15 62 74 88 Type V

.13 71 83 94 109 .00 41 50

.07 62 69 89 110 -.04 50 05

.01 67 78 93 111 - . 11 54 66 87

.00 63 81 88 112 -- .00 DO od Rf\ oO

.00 64 82 97 113 . 13 60 71 86

.08 66 78 98 114 -.03 57 65

.02 62 81 93 lie A1 . Ui 57 72

.10 .01 59 75

.09 69 83 92 117 -.01 57 69

118 .02 49 64

25
Table 2.6. Autoclave expansion and heat of

hydration of portland cements—Continued

Data

No.

Autoclave

expansion

(percent)

Heat of hydration

(cal/g)

7d 28 d lyr

Type V

119 .00 63 76 91

197.. .10 60 71 91

Miscellaneous

120 -.04

121 - .00 73 84 97

122 . . - .03 62 70 87

123 .01 67 81 89

198 .03 67 94 112

1QQ 10 65 82 96

200 .03 63 70 81 201 .05 77 85 106 202 .01 68 87 98

203 .01 62 92

2.7. Compressive Strength of Portland

Cement Mortars—Table 2.7 The compressive strength of two-inch mortar

cubes that were tested at different ages and subjected to different storage environments are given in

table 2.7. Three 9-cube batches of the 1:2.75 (cement

to graded Ottawa sand) mortar were made and tested

in accordance with Federal Specifications [6] and

ASTM test methods [11], except that the amount of

water required for a percentage flow of 110±5 was

used.

After the initial curing for 22 to 24 hours in molds

at 95 to 100 percent relative humidity, most of the

specimens were stored in water and tested at the

ages of 1, 3, 7, and 28 days and at 1, 5, and 10 years. Compressive strengths of specimens stored in water

for 1, 5, and 10 years are listed under Water in table

2.7. One set of specimens was stored continuously

for one year in a "moist" cabinet at 95 to 100 percent

relative humidity and the compressive strengths are

listed under Moist. The term "Air" under compressive strength, represents the strengths of the

specimens stored in water for 6 days, then in laboratory air at 50 ±5 percent relative humidity for 49

weeks and finally stored in water 2 weeks prior to

testing. Three cubes were tested in compression at each age, and after each of the various storage

conditions.

The initial and final sets, designated by I and F

set, given in units of hours and minutes in table

2.7 respectively, and were determined in accordance

with Federal specifications [6]. The air content of the

mortar was determined in accordance with ASTM

test methods [10].

26
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32
2.8. Compressive Strength of Steam-Cured

Portland Cement Mortars—Table 2.8

Specimens for the compressive strength test, of

steam-cured mortars were prepared by mixing the

following percentages, by weight, of materials: 20-30

Ottawa sand, 29.8 percent; graded Ottawa sand, 28.8

percent; Gopher #0 sand, 8.0 percent; sihca flour, 3.5 percent; cement, 19.9 percent; and water, 10.0

percent. The size distribution of the silica flour was

measured, using a Coulter counter and the results indicated that 93 percent was finer than 5 n, and 43

percent was finer than 2 fx. The mortars were mixed

and 2-inch cubes were compacted in accordance with

the requirements of Federal Test Method Standard

SS-C-158 [15]. Eight sets of specimens were cured

under different conditions that are described in table

2.8.1. The nomenclature used in table 2.8 is defined

in table 2.8.1.

Table 2.8. Compressive strength of steam-cured portland cement mortars^

Data No.

Compressive strength, psi X 10

AUGR STMA AUMA WAGR STGR WAMA

126 40. 4 115 68 2 5.70 85.1 130 37 4 134 71 6 6.08 87.8

136 43 6 131 70 2 65 2 85!9

129 39 1 118 69 0 64 9 77.8

133 o t Qo 112 68 9 66 2 81.5

143 50 5 122 79 4 78 2 92.6

116 40 2 111 60 1 58 6 80.2

118 36 3 99 63 2 55 9 76!8

136 37 1 101 65 1 59 2 73.4

120 cO 114 67 6 61 9 75.8

121 31 9 111 63 2 54 0 67.8

41 5 108 83.8

127 41 3 111 67 8 59 1 82!4

132 39 1 131 67.6 58 1 84.1

139 11 134 70 2 65 6 84.0

127 44 4 121 71 6 66.3 81.9

128 4o <> 132 63 8 62 2 78.8

47 0 125 92.0

136 46 3 129 79 8 65 0 97.8

43 2 111 77 0 58 4

127 47 4 111 80 1 72 5 95.8

142 42 3 129 72 0 58 8 93.1

14.7 43 9 79 9 68 4 124 39 0 120 63 4 53 0 80.4

144 55 2 120 84 0 81 5 96.6

131 70 2 62 5 132 46 0 116 74 3 74 0 87.9

133 40 3 102 72 6 67 9 82.0 36 9 129 82.5

143 48 1 123 84 2 77 1 95.5

141 43 5 121 75 1 74 9 89.2

139 38 2 129 74 8 65 5 88.6

137 49 1 124 79 4 74 7 96.1

123 41 4 109 67 0 62 7 88.0

122 33 5 114 58 6 52 3 71.0

115 37 6 104 65 1 56 8 76.8

141 36 1 143 68 9 61 7 86.1

132 34 1 126 64 0 52 8 76.4

112 31 8 120 58 7 51 0 70.1

123 39 8 138 65 8 59 4 82.4

131 33 .6 135 65 2 53 5 76.6

134 36 .2 130 72 8 58 9 82.6

123 42 .8 123 72 9 66 3 88.4

127 67 0 66 3 131 40 .1 120 69 4 63 2 81.5

WETS DRYS

Type I

33
Table 2.8. Compressive strength of steam-cured portland cement mortars^—Continued

Compressive strength, psi X 10 ^

AUGR STMA AUMA WAGR STGR

lype 1

54 138 80.6 73.4

55 149 84.4 76.3

56 127 37.3 114 61.1 59.7

57 ... 133 39.6 128 67.1 57.8

71 114 38.1 107 70.9 66.2

73 119 74.1 60.9

128 105 37.2 116 59.4 52.8

129 143 42.8 134 80.5 68.8

130 . - 147 48.8 134 84.4 77.8

131 127 37.3 142 67.7 62.2

132 149 50.0 128 90.

1

75.5

133 138 49.8 129 78.0 73.2

134 138 46.9 119 80.6 72.6

135 - - 131 33.9 129 64.2 49.4

136 142 53.4 131 81.2 83.9

137 139 45.0 129 71.4 72.7

138 122 32.4 128 71.0 57.6

139 134 35.5 132 66.0 55.5

140 - - 117 30.1 112 56.4 44.8

142 130 38.8 134 60.8 60.1

143 131 32.6 128 64.8 58.0

144 137 28.7 126 56.0 55.9

145 124 34.6 122 68.2 59.8

146 . 131 39.0 134 71.8 63.8

147 128 39.5 120 70.4 79.1

148 140 49.1 128 89.8 82.2

149 144 55.2 128 80.4 73.2

150 134 lift Oo . 4- (\i ft 151 130 36.3 127 73.7 58.4

152 LOO ft/1 9

153 152 41.3 141 7/t 1 155 136 76.1 62.6

156 139 45.3 147 72.0 65.8

157 ._ 136 42.2 122 77.9 63.8

158 42.7 115

159 49.4 122 160 47.7 119

161 50.3 131 Type lA

53.. .. ... 120 34.4 119 58.2 56.0

60 33.8 118 OO. 0

61 119 40.5 116 60.7 56.6

63. .. 121 35.2 131 65.0 52.5

64 121 39.9 126 70.9 58.7

65 94 30.9 96 47.8 44.8

66 139 44.9 159 69.7 67.

7

162 34.7 102 Type II

24 125 37.2 112 69.4 59.9

67 120 33.1 125 68.2 56.0

69 145 41.5 138 77.0 64.9

70 125 38.4 114 73.8 59.4

72 128 49.8 126 79.4 72.6

WAMA WETS

73.5 80.4

81.0

72.2 97.6

10178.8

10096.7

94.8 80.0

104

87.0

82.3

77.7

70.2 82.3

76.0

71.8 78.5

84.3 82.0

104

10181.2

82.1 96.6

87.9

96.7

87.4

87.2

87.0

94.0

89.8

76.8

74.1

78,

78, 85,

60, 87,

71.4

78.5 81.8 88.4

85.0 98.0

39.8 49.4

55.1 40.8

59.7

50.2 53.6

37.9

60.0

48.9

42.8

39.2

36.2 39.4

37.3 37.0

42.5

42.9

45.5

59.0

61.5

46.1 46.7

56.3

46.8

51.1 46.4

50.9

52.7

49.2

47.2

43.2

34
Table 2.8. Compressive strength of steam-cured portland cement mortars^—Continued

Compressive strength, psi X 10~^

AUGR STMA AUMA WAGR STGR

Type II

75 145 35.6 132 72.8 57.3 76 136 30.1 138 71.5 56.1

77 145 37.3 131 76.2 62.8

78 - TOO loo 1 OA 129 Ol A ol . 4 72.7 79 150 43.5 137 78.9 75.4

80 139 37.8 131 81.2 65.2

81 135 40.3 139 70.0 66.8

82 128 33.5 135 64.3 57.2

ooOO. - loo on c 140 TC A /o . 0 ol .o 84 131 30.4 124 62.2 56.9

85 138 39.6 135 77.0 66.4

86 133 32.5 132 67.4 58.9 87 115 35.8 132 67.6 64.0

Bo loo 01 c Ol . 0 loo 00. / C C 0 oo.o 89 141 37.9 129 72.6 62.2

90 143 38.5 135 77.9 62.4

91 127 36.4 129 68.6 60.3

92 32.6 129

96- 110 OT A o7 .0 lz4 67.6 58.0 94 115 39.1 118 72.5 59.1

95... - 99.0 30.0 113 56.9 46.9

96... 134 46.1 111 77.0 66.9 97 141 31.8 138 74.0 59.7 no loo OA A 1 OA loo TO A 7o.o AA A dO.4

99 129 38.1 126 77.4 60.1

101 36.9 128

163 134 41.1 131 79.5 70.8

164 159 44.0 138 83.3 64.2

loo 1 oo 4o.4 1 OA lo6 OA O 84.0 AA A 69.0

166 126 36.6 125 70.2 63.7

167 139 35.9 136 72.7 53.7

168 139 43.0 144 76.9 65.2

169 137 40.7 140 72.7 66.4

17U - - 154 45.2 1 A A 144 TA A 79.4 Tl A 71.0

171 133 33.6 133 79.6 60.2

172 128 28.9 129 70.

1

58.6

173 131 29.5 130 66.0 51.4

17/1 1 AO O / . 11 Q/l 0^ . ^ 175 132 42.2 130 77.0 63.4

177 - 118 43.4 114 73.8 62.2

1 10 1 OQ ol . D IZO Oo . Z 0 * . u 179 128 44.8 121 78.6 68.3 Type II

A

100 129 33.0 131 62.2 52.0 Type III

103 175 49.0 140 80.9 76.1 104 159 60.9 141 89.8 97.7

105 139 78.2 69.6

106 143 39.0 140 74.4 55.6

180 170 63.1 139 96.5 86.9

181 - 156 62.8 145 91.6 93.2

182 161 68.6 153 94.1 95.5

183... 157 64.9 142 89.7 93.6

184 154 61.6 141 87.6 84.0

185. 168 67.2 145 91.0 95.4

WAMA

82.6

74.5

87.1 95.1 94.9

89.8

87.1 76.4 89.0

73.1

89.5

78.8 87.8

77.2 84.5

87.1 80.2

75.9 80.8 83.0

73.2

85.1 79.0

88.1 86.0

85.

94.

96,

94, 80.8

84.3 93.7

89.2 95.0 86.4

85.6

81.0

81.6

92.0

82.0

73.4

93.1

79.2

91.4

107

89.6

118

106

115

108 104

110

WETS

72.6

68.6

75.2 63.4

67.6

70.2

50.2 76.8

51.6 74.4

51.8 85.8

54.1 77.8

43.2 65.2 46.9 73.4 43.2 69.2

50.1 78.6 43.8 65.7

42.9 66.6

37.7 59.5

44.5 71.0

51.3 73.8 49.4 73.2

42.1 65.1

51.9 75.6
Table 2.8 Compressive strength of steam-cured portland cement mortars^—Continued

Data No.

Compressive strength, psi X 10 ^

AUGR STMA AUMA WAGR STGR WAMA WETS DRYS

Type III

186. 187.

188.

189-

190.

191. 192.

193- Type IIIA

195Type IV

107.

108-

196.

152 148

163 163

138

170

150

143

136

148

iis" Type V

109.

110.

111.

112.

113-

114-

115-

116-

117- 118-

119-

197-

129

135 136

144

143 144

60.2

58.2 59.4

50.2 50.4

71.6

68.2 47.1

57.6

37.5 29.0

25.8

22.6

29.4

31.6

27.5 32.4

30.4

35.2 36.8

31.2

132 130

146

143

145

138

145

130

127

156 134

116

136

152 147

133

135

131 130 139

133

86.7

84.7

91.5 86.7

75.6

93.4

92.2

77.3

78.3

86.5

"7i^o"

88 3 99 5 89 4 99 1 88 0 104 80 2 95 3 73 1 97 5

99 9 107 93 0 112 70 1 92 8

61.2

58.4

59.3

57.1

50.0 68.4

62.8

62.2 62.5

66.3

77.6

79.8

78.4

64.0

42.2 48.6

52.5 47.9

50.1

51.3

58.8

61.1

96.5

99.0

74.8 73.0

61.8

80.8

78.9

70.6 75.5

73.2 85.8 86.4

71.3

69.5

52.4

58.8

34.1

44.4

119

114

138 44.0 32.8

115

139

64.2

81.5

66.8

51.7

56.4

61.6

86.8

78.2 41.1

85.6

86.3

89.3

87.2

92.6

76.0

81.0

55.3

60.8

65.5

' See table 2.8.1 for explanation of curing conditions of 2-inch mortar cubes that correspond to the headings of the columns in this table.

Table 2.8.1. Curing conditions of specimens listed in table 2.8

AUGR STMA AUMA WAGR STGR WETS DRY

24 24

'A 'A

bb bb

1 1

24 24

1 1

23

12

4 14

wet dry

Time in molds at 23°C h-_

Time to reach temp or press - h - _ Temperature °C-_

Pressure atm.- Time at temp or press h-. Time to cool h- _ Temp of drying °C-- Time for drying days.-

Time at 100% R. H days.-

Age at test days-.

Condition at test

5 3-SA

10

11

3

105

1

24 A

71

17A

2-3

243A24

10

4

3

105

1

23

1

5

4-41^

66

1

12-13

1

23

27

24

23

1

4

dry

2

wet

4

dry

28

28

wet

28

dry

23

14

14

28

dry

36
2.9. Shrinkage and Cracking of Hardened

Portland Cement Pastes—Table 2.9

Prisms and annular (ring) specimens made from

neat portland cement pastes were tested to determine the shrinkage and the time of cracking, respectively. The shrinkage data presented in table 2.9 were determined from measurements of length

changes of iXlXlO-inch (effective-gage-length)

nonrestrained shrinkage specimens. The ring speci- mens had an inside diameter of 3Ji-inch, a cross section of IX 1-inch and were restrained by a steel disk which was used for molding the specimen. Both

types of specimens were cured in the molds at 73 ±1 °F and 95 to 100 percent relative humidity

for 24 hours. Specimens were then removed from the

molds (with the exception of the steel disk) and

exposed to laboratory air at 73 °F and 50 ±5 percent

relative humidity.

The length of each prism was measured when

removed from the mold and at time intervals of 15 and 30 minutes; 1, 3, 6, and 24 hours; 7 and 28 days;

6 months and 1 year. Length measurements of the

prisms were also determined at the time the ring

specimens broke. Shrinkage values of the prisms

given in table 2.9 are expressed as a percentage of

length changes based on the length of the prisms at age 24 hours, the age at which they were removed

from the molds. This table also includes the time

for the ring specimen to break from shrinkage after the outer brass mold ring and backing plate of the

mold were removed following 24 hours of curing.

37
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2.10. Miscellaneous Strength Tests of

Portland Cement Mortars—Table 2.10

The dynamic Young's modulus of elasticity, flex- ural strength and compressive strength were determined, using 4X4Xl6-cm prisms of 1:2.75 (cement

to graded Ottawa sand) mortar. These data are pre- sented in table 2.10 for tests conducted on prisms at ages 1, 3, and 7 days. Also included in this table are the weights of the prisms and the transverse resonant

frequency. These data were compared with the

strength properties of the concretes in Part 5, Section

13 of Interrelations between Cement and Concrete

Properties [5]. The water requirement to produce 1:2.75 cement

to graded Ottawa sand mortar of standard consistency was determined by the procedure outlined

in Federal Test Method Standards SS-C-158C [6]. The tolerance on the flow value was less than that

permitted by the specifications in that the amount of

water required for a flow of 110 ±5 was used for the

1:2.75 mortar. These data are given in section 2.4.

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3. Concrete Data

3.1. Preparation of Concretes

Two series of concretes were made from each of

the cements. In one series, concretes were made with

a constant water-cement ratio of 0.635. A second

series was made in which the water content was

changed, if necessary, to obtain concretes having a 5± 1-inch slump. In both series the ratio of cement

to aggregate was kept constant, and the ratio of fine to coarse aggregate was held at 1:1 by absolute

volume. The mix design of the concretes was based on preliminary tests with a particular cement that

produced concrete with a 5J/^-bags-per-cubic-yard

cement factor and an air content of 0.75 percent.

The coarse aggregate used in the concretes was a high quality rounded quartzite that was obtained

from the same source (White Marsh) as the sand.

The aggregates were dried, separated by sizes and

recombined when batched. The fineness modulus of

the sand was 2.92. The gradation of the sand is given

in table 3.1.1.

Table 3.1.1. Gradation of sand used in concretes

Sieve size Percent

#4-#8 18 #8- #16 17 #16- #30 20 #30- #50 25 #50- #100 14

pass #100 6

The fineness modulus of the coarse aggregate was

I 6.82, and 4.82 when the coarse and fine aggregates were combined. The gradation of the coarse aggre- gates is given in table 3.1.2.

j

j Table 3.1.2. Gradation of coarse aggregates

1 used in concretes

Sieve Size Percent

H-1 in 10 'A-H in 35 y^'A in 28

The concrete was mixed in a tilting drum mixer

having 1 cubic foot capacity. Prior to mixing, the

sand and gravel were soaked overnight. After mixing

the sand, gravel and water for l}/2 minutes, cement was added and mixing continued for 2 minutes. The

mixer was stopped for 3 minutes, after which the concrete was remixed for one additional minute. The

mixer was cleaned and moistened for making each

batch of concrete. From previous tests it was observed that approximately 3.2 lb of cement-sand

water mortar was retained by the mixer when

emptied. Proportioned amounts of the concreting

materials were added to the basic mix to provide for buttering the mixer with the quantity of mortar that was retained by the mixer so that batches of concrete delivered contained 18.8 lb of cement, 57.0 lb sand (saturated surface dry), 57.0 lb coarse aggre- gate (saturated surface dry) and 12.0 lb of water for the constant-water cement ratio concretes, or vari- able water in the constant slump concretes.

If the first series batch of concrete for any cement

using the constant water cement ratio, gave a slump

of 5±1 inch, the second series batch was made with

the same water cement ratio unless the slump was

borderline. Otherwise, the water was adjusted for the second series batch by estimating the amount

needed and using the new weight in an attempt to bring the slump within the required limits. For all concretes, the total weight of materials less the

butter mortar weight was determined prior to mixing. The batches were discharged into a tared pan,

weighed, and adjusted to the predetermined delivered weight by adding mortar scraped from the

mixer or removing mortar from the pan.

All concrete specimens of each cement within

either series of concretes tested in this study were made from the same batcb of concrete. The results of tests of the physical properties of the concretes

are given in tables 3.2 to 3.6. The following summaries describe briefly the fabrication and curing of

specimens, and methods of test.

3.2. Properties of Fresh Concrete—Table 3.2

The water cement ratio by weight, slump, density,

air content and cement content are reported in table

3.2 for the concretes. The slump and weight per

cubic foot were determined for each batch of concrete in accordance with the requirements of ASTM

Designations C 143-52 [16] and C 138-44 [17]. The

air content and cement factors of the batches were

calculated in accordance with the requirements of

ASTM Designation C 138-44 [17], assuming the

specific gravity of all cements was 3.15.

I

49
Table 3.2 Properties offresh concrete

No. 1 w/c Slump

(in ) Lb/Ft 

Air content

percent

(by volume)

Cement content

(bags/yd')

Type I 1 0.635 144 05 2 30 5 35 lA .650 5J^ 144 25 1 85 5 35 2 .635 144 55 1 95 5 40 2A .660 144 15 1 75 5 35 3 .635 143 75 2 50 5 35 3A ,\ji\f 143 55 2 10 5 35 4 .635 2 143 55 2 65 5 35 4A .680 4M 143 05 2 30 5 30 5 .635 3M 144 65 1 90 5 40 5A .645 5^ 144 25 1 95 5 35 6 .635 33^ 144 85 1 75 5 40 6A .655 5M 144 75 1 45 5 40 7 .635 4^ 144 95 1 70 5 40 7A .640 145 05 1 55 5 40 8 .635 144 25 2 15 5 40 8A . 640 144 25 2 05 5 40 9 !635 5^ 143 25 2 85 5 35 9A .635 5^ 143 05 3 00 5 35

10 .635 144 55 1 95 5 40 lOA .640 43^ 144 25 2 05 5 40

11_ .635 6 143 35 2 80 5 35 llA .625 143 65 2 75 5 35

12 .635 144 55 1 95 5 40 12A .655 5M 144 25 1 80 5 35

13 .635 43^ 143 45 2 70 5 35 13A .640 143 25 2 75 5 35

14 .635 7 141 55 4 00 5 30 14A .610 4 141 85 4 25 5 30

15 .635 4 144 45 2 05 5 40 15A .640 4^ 144 25 2 05 5 40

10 - .635 3M 143 85 2 45 5 35 16A .650 534 144 35 1 80 5 35

17 .635 144 75 1 85 5 40 17A .650 53^ 144 95 1 40 5 40

18 .635 3}^ 144 65 1 90 5 40 18A .650 144 35 1 80 5 35

19 !635 4 143 95 2 35 5 35 19A .640 43i 144 05 2 20 5 35 20 .635 3 143 05 3 00 5 35 zOA .655 53^ 142 95 2 70 5 30

21 .635 5 143 95 2 35 5 35 21A .635 434 143 65 2 60 5 35

22 .635 3M 145 05 1 65 5 40 22A .645 4.1/ 145 05 1 45 5 40

23 !635 145 05 1 65 5 40 23A .635 53^ 145 45 1 35 5 45

25 .635 5 143 75 2 50 5 35 25A .635 4 143 15 2 90 5 35

26

_ .635 5 144 75 1 85 5 40 26A .635 3^ 144 45 2 05 5 40 27 .635 33^ 144 55 1 95 5 40 27A .650 5^ 144 45 1 75 5 40 28 .635 4 145 85 1 10 5 45 28A <^\/ oyi 145 45 1 25 5 45 29 .635 5 144 45 2 05 5 40 29A .635 4^ 143 95 2 35 5 35 30 .635 4^ 144 25 2 15 5 40 30A .635 4 143 75 2 50 5 35

31 .635 2% 144 45 2 05 5 40 31A .655 4 144 75 1 45 5 40

32 .635 5% 143 95 2 35 5 35 32A .630 434 144 05 2 45 5 40

50
Table 3.2 Properties offresh concrete—Continued

W/C Slump Air content Cement content No. 1 (by weight) (in.) Lb/Ft' percent (bags/yd')

(by volume)

Type I

33 .635 5H 144 15 2 25 5 .40 33A .630 143 85 2 50 5 35 34 .635 143 45 2 70 5 35 34A .635 143 25 2 85 5 35 35-. .635 3M 145 35 1 40 5 40 35A .650 4^ 145 05 1 35 5 40

36 .635 3% 144 85 1I i 0 5 40 36A .645 144 85 1 60 5 40

37 .635 14.4. yb 1 70 C 37A .655 4 144 95 1 35 5 40

38 .635 3 144 15 1 55 5 40 38A .660 5M 144 45 1 55 5 35 39 .635 4 143 65 2 60 5 35

40. .635 3H 144 05 2 30 5 35 40A .645 4% 144 15 2 05 5 35

41. - .635 3M 143 65 9 ov 5 35 41A .650 25^ 143 05 2 70 5 35

42- - .635 ^Va 1 /I Q 2 70 C aD 42A .600 143 45 3 25 5 35

43 .635 63^ 145 45 1 35 5 45 43A .615 4 145 45 1 70 5 45 44 .635 ^Vs 141 05 4 35 5 25 44A .635 5M 140 60 4 65 5 25

45 .635 2% 145 25 1 50 5 40 45A .655 4?i 145 25 1 10 5 40

46 . . .635 6 146 35 nV 5 40 46A .630 5 146 05 1 00 5 45 47-. ._ .635 (>H

1 /I f> 65 2 60 c

o\j V\

47A .620 5 143 05 3 20 5 35 48-_ .. .635 144 75 1 85 5 40 48A .650 145 05 1 40 5 40

49 .635 4 143 95 2 55 5 30 49A .635 31^ 143 95 2 35 5 35

50 .635 5^ 143 55 2 65 5 35 50A .625 5^ 142 95 a0 5 35

51 .635 5 143 55 2 65 C 51A .635 5Ji 144 35 2 10 5 40

52 .635 6% 145 15 1 55 5 40 52A .600 146 15 1 50 5 45 54 .635 6M 145 05 1 65 5 40 54A .610 4M 145 05 2 10 5 45

55 .635 4M 145 65 1 20 5 45 55A .645 5 145 45 1 1 c 5 40

56 .635 7 85 3 10 c 56A .605 3 143 85 3 10 5 30

57 .635 5H 144 95 1 70 5 40 57A .635 5 144 65 1X on 5 40

58 .635 6 144 45 2 05 5 40 58A .625 55^ 144 oc85 1 95 c0 59 .635 6Ji 146 35 0 75 5 45 59A .620 4H 146 05 1 20 5 45

71 .635 m 142 45 3 40 5 30 71A .605 41^ 143 45 3 25 5 35

73 .635 145 65 2 00 5 45 73A .600 4M 145 45 1 20 5 45

124 .635 4K 145 45 1 35 5 45 124A .640 5Ji 145 45 1 25 5 45

125 .635 31^ 144 65 1 90 5 40 125A .650 144 45 1 75 5 40

51
Table 3.2. Properties of fresh concrete—Continued

No. ^ W/C

(by weight)

Slump

(in.) Lb/Ft3

Air content

percent

(by volume)

Cement content

(bags/yd^)

Tvoe I

126 .635 ^ /a 145 .85 1 .10 5 .45 126A .645 . UJ \} C0 . 40 127 .635 ^ /4 . 0D

1X 9(1 0 , 40 127A .665 4 . Oa A1/ on 0 . 4U

128.. -.- .635 3 . 4D 9 . UJ

c0 /lO . 4U 128A .655 4^ 11 0 , 00

129 .635 3 1 ±± . OD 1X on 0 /lO . 4U 129A .650 /I ^ 11 . VO 0

/in

. 4U 130 .635 . DO 11 . oyj c0 . 40 130A .650 ^ /z u . oD c0

A.^ . 40

131 .635 145 .55 1 .30 5 .45 131A .645 6 . yo fin c0 . 40

132 .635 6 lO 1J. cc . OD c0 . 4U 132A .630 4.14 . 00 fin . OU c0 , 40

133 .635 3J^ 00 1J. . yo c0 . 4U

133A .650 5% 1/1/1

. ud 0

£t 0 . 00

134 .635 3?^ . 00 1X ^n 0 . 40 134A .645 . lo 1X . 00 0

Af\

. 4U

135 .635 3 146 .15 0 .90 5 .45 135A . .680 cc

. DO z0 . 4U

136 .635 2^ 146 .35 .75 5 .45 136A .660 6

1 Afx Z5 . OD c0 . 40

. OOo 1X

c0 . 40 137A .655 55 00 r0

ACi

. 4U

. OOO A 1 1 c 15 00 r0

/1£^

, 40 138A .645 5 140 45 OU c0 . 40

139 .635 2?^ 1 /I 14o y5 1X 00 c0 . 40 139A» - 140 .635 1/1/1 144 A C 45 9 Oi^ c0 AO . 4U 140A2

141 .635 ^"4 144 65 1 90 5 40 141A .675 ^/4 1/1/1 15 1 cc55 c5 QC05

142 .635 31% 1 /I c 55 1 OU c5

/I c 45 142A .650 140 U5 A

U 05 c5 45A C 143 .635 1 /I c 14d o5 1

1

A

10 c5

A C 45 143A . ... .. . .655 1/1^ 140 z5 /I c 45 c5

/I c 45 144 .635 3 140 A C 45 70lU c0 40 144A. -- !670 5

1 /I c 145 95 /in 40 c5/I A4U

145 . .635 144 ocy5 1 lU cD ^u 145A .660 1/1/1 144 05 1 45 c5

A(\ 40

146 .635 214 145 75 1 15 5 45

146A .. .670 1 /I c 145. A C 45 A0. QAOO c5

Af\ 4U

147 !635 "/4 1 /I c 145. 1 c 15 11 CC55 c5

/10 4U 147A .620 4

1 /I r 145. 75 11 . Q C o5 c5. /I z 4o

148 .635 SVs 1 /1/i 140. cc55 Art 00 c5

.

40 148A .645 SVs 1 /I ^7 147. 00 1 A10 c5

.

OU

149 .635 2

1 y1 '7 147. 00 aAoO c5. ten ou 149A .675 614 "78 146. 35 AC05 c5. /I c 4o

150 ... .635 0/4 145. 45 11 . 0 c o5 c5. 4o 150A !650 oy4 145. 15 1 . 0 c o5 r5

.

/in 4U

151 .635 072 145. 85 1. 10 5. 45 151A .645 4.14 145. 65 1, 00 5. 45

152 "635 ^ /% 146. 55 60 5. 45 152A ]655 00 35 5. 45

153 ]635 144. 85 1! 75 5! 40 153A .620 4 144. 95 1. 90 5. 40

154 .635 25^ 145. 95 1. 00 5. 45 154A .675 4 145. 95 35 5. 40

155 .635 3 146. 35 75 5. 45 155A .655 4 145. 85 70 5. 45

52
Table 3.2. Properties offresh concrete—Continued

W/C Slump Air content Cement content Nn 1 (rktr w^ifrri'l') Cin 1 Lb/Ft' percent (bags/yd^)

(by volume)

Type I

156 .635 2H 146.15 90 r5 45 156A -- .670 145.75 60 5 40

157 .635 145.95 40 5 40

. oou L^O ."0 9"; 5 40

158 .635 2H 145.15 1 55 5 40 158A .655 4M 145.55 1 95 5 159 .635 3 145.25 1 5 40 159A .655 4 145.25 1 10 5 40

160 .635 2H 144.35 2 10 5 40 160A .660 4^ 143.85 2 20 5 35

. 000 9 1/ 1/1/1 1 90 5 40 161A .705 4% 144.45 1 05 5 35

53... .635 7M 135.10 8 40 5 05 53A .580 4M 133.75 10 15 5 05

60 .635 7^ 135.00 00 5 05 60A . .570 5 135.50 9 10 5 10 61 .635 m 134.25 8 95 cD UU 61A .570 135.20 9 30 5 10

62 .635 134.90 8 50 5 05

7 70 5 15 63 .635 7M 136.20 7 65 5 10 63A .595 5 136.40 8 15 c0

1 A 64 .635 7^ 136.60 7 35 5 10 64A .595 137.50 7 45 5 15

65 .635 131.95 10 50 4 90

65A. .555 129.65 13 30 4 90

.000 '72 7 5 10 66A .590 5V8 136.80 8 00 5 15

162 .635 W8 135.50 8 10 5 05 162A .570 136.60 8 40 5 15 Type II

24... - .635 144.7 2 35 5 35 24A .640 144.0 a0 5 40

67 .635 2M 145.65 1 20 c0 67A .660 4 145.75 70 5 40 68 - .635 6% 144.85 1 75 5 40 OoA . .015 c 1 / 2 15 5 40

69-.-. .635 5% 145.65 1 20 5 45 69A .625 5H 145.45 1 50 5 45

70-. .635 7% 143.15 2 90 5 35 70A .600 5 143.45 a0 25 5 35

72 .635 5-% 145.85 1 10 cD 'to 72A .630 4M 145.55 1 35 5 45 74 .635 6^ 144.45 2 05 5 40 74A - - ,bZo Its/ 1/1/1 7"^ 2 00 5 40

75 .635 63^ 145.65 1 20 5 45 75A .620 514 145.75 1 .40 5 45 76 .635 145.45 1 .35 5 .45 76A .- .635 53^ 145.75 1 .15 5 .45

77 .635 3J^ 144.95 1 .70 5 .40 77A.. .650 5 144.85 1 .55 5 .40 78-.-- .635 5J^ 144.95 1 .70 5 .40 78A.. .635 3>g 144.75 1 .85 5 .40 79 - --- .635 5^ 145.95 1 .00 5 .45

80.. .635 4 145.85 1 .10 5 .45 80A .645 145.95 .85 5 .45 81-. .635 146.25 .80 5 .45 81A .650 146.25 .50 5 .45

53
Table 3.2. Properties of fresh concrete—Continued

No. ' W/C(by weight)

Slump

(in.) Lb/Ft

3

Air content

percent

(by volume)

Cement content

(bags/yd')

Type II

82 .635 146 55 .60 5 45 82A .635 cc00 .60 c0

A.C. 4D 83 .635 6

11^0 Ua .95 c5 45 83A .630 4!^ U5 1.00 c5 45 84 .635 4^ 55 1.30 c5

A C 45 84A. .635 1.15 c0

AC, 4j 85 .635 (\c. 3.65 c5 OU^in 85A .605 5^ 1/19 U5 4.20 c5 oU 86 .635 5^ 05 1.20 5

/I c 45 86A .630 ^ /z to 1.20 c5 40

87 .635 4^ 145 05 1.65 5 40 87A .635 ^ /z

1/1/1 05 1.90 c5/in 88 .635 3W*J /4 1 4.'^ l^D cc00 1.30 c At; 40 88A .650 1l'±j Od .90 c0

Ac; 4a 89 .635 5^ 140 1.10 c0 A^4a 89A .635 5^ 1 AK. A C 1.35 c5 A^4a 90 .635 31^ 140 U5 .95 c5

At^ 4a 90A .650 5

1 AA I'M) 1 c ID .60 cD

Ai^ 4a

91 .635 ^ /a A C. 45 2.05 c0 AO4U 91A .645 4:14 1/1/1 144 05 1.70 c AO4U

92 .635 214 145 25 1.50 5 40 92A .660 41^ 1 AE^ 14D AC. 45 .90 c0 AO4U

93 .635 214 1 A^ 14o ncU5 1.65 c AO4v 93A .660 514 1 /I c: 14D 1 c 15 1.10 c0 AO4U

94. .635 1 /1Q 14o OCyo 2.35 c0 00 94A .645 5M 144 A C 45 1.85 c A(\ 4U

95 .635 ^ /A 142 35 3.45 5 30 95A .600 2 143 75 3.15 5 40 96 .635 41^ 1/1/1 144 io 1.85 c AO4U 96A .635 144 95 1.70 5 40

97 .635 6M QCo5 1.10 C AC. 45 97A .610 5J^ cc55 1.70 c0 45 98 .635 4?^ 1 c Q C o5 1.40 r A(\ 4U 98A .635 5M 144 nc95 1.70 cO

/in 4U

99. .635 6 14 / UU .30 cD CA5U 99A .625 5Va 146 35 .90 5 45

101 .635 '±74 145 1 r 15 1.55 c5

A(\ 4U lOlA .635 1 AC 145 AC05 1.65 c5

A(\ 4U

163... .635 3^ 1 AC 145 0 C o5 1.10 c5

/I40

163A. .650 5% 1 A^i 14o AC05 .70 c5

A C 40 164 .635 7

1 A^ 14o 15 .90 c5/I C 4d 164A .620 41^ 147 10 .50 c5 cnoU

165 '635 14o 55 .60 c5 4a 165A .630 147 00 .35 r5 aU

166 .635 146 15 .90 5 45 166A .645 4V5 1 Ai^ 14o 15 .70 c5

c 45

167 .635 146 05 .95 c5

/I c 45 167A .650 4 145 95 .70 c5

A C 45

168 !635 3^ 146 35 .75 c5

/I c 45 168A... .650 5Ji 146 35 .45 c5

A C 45 169.. .635 3W 146 15 .90 c5. /I c 45 169A .655 */8 146 35 .40 r5. A C 45 170 .635 146 65 .55 5. 45 170A .650 146 35 .50 5. 45

171. .635 •'/a 146 05 .95 5. 45 171A .660 5 146 05 .50 5. 45

172 !635 145 75 l!l5 5. 45 172A .650 5^ 145 35 1.10 5. 40

173 .635 3% 145 45 1.35 5. 45 173A .645 5J^ 144 90 1.20 5. 40

174 .635 3M 146 05 .95 5. 45 174A .655 4^ 145 95 .65 5. 45

54
Table 3.2. Properties of fresh concrete—Continued

No. W/C

(by weight)

Type II

102-.-

102A-.

103...

103A..

104...

104A..

105- .- 105A..

106- .- 106A-.

180- .- 180A-.

181- .- 181A.. 182- .- 182A.. 183- -

183A.. 184- .. 184A-.

185- .- 185A..

186- .. 186A.

187... 187A.

188-.. 188A189... 189A190... 190A191-..

191A.

192... 192A193-_ 193A194- - 194A195 - . 195AType II

Type III

Type IIIA

.635

.655

.635

.655

.635 .650

.635 .630

.635 .640

.635

.560

.635

.655

.635

.605 .635

.655

.635

.605

.635

.635

.635 .660

.635

.635 .635

.670

.635

.670

.635

.670

.635

.675

.635

.635

.635 .640

.635 .670

.635

.640

.635 .670

.635

.670

.635 ,670

.635 .635

.635 .570

.635

.595

Slump

(in.)

2%

4%m

5H

5H

4,H

4M

5

55^ m5

5^

5^

4^

2%

4K

2%

2%m

2M

4H

4M

53^ 2^

2%

4

3

34^

5%

mm

4^

Lb/Ft'

145.95

145.75

145.95

146.05 146.55

146.75

146.45

146.90

146.35

146.35

134.40

131.55

145.95

145.85 142.35

142.45

144.35

144.15 144.85

144.65

144.35

144.85

145.65

145.55

145.65 145.45

145.35

145.15

146.05

145.75

145.15 144.85

145.55

145.15

144.95

144.85

144.75

144.95

145.35

144.95 144.55

144.35

143.35 142.35

144.85

144.25 145.55

145.35

143.75

143.85

137.10

138.90

136.10

137.10

Air content

percent

(by volume)

1.00

.80

1 .00 .60

.60

.25 .70

.45

.75

.65

8.85

11.95

1 no

70 3.45 5.30 3.65 5.30

^ A(\ 1 . 00

1 in 0^ ACi , 4-1^ z . 00

1.75 5.40

1.20 5.45

.80 5.40

1 OA 0 . lo

1 3 ft c; /I tt 1 . 4U (t /if\ 1.00 5.40

!95 5.45

.60 5.40

1.55 5.40

1.20 5.40

1.30 5.45

.90 5.40

1.70 5.40

1.75 5.40

1.85 5.40

1.60 5.40

1.40 5.40

1.15 5.40

1.95 5.40 2.00 5.40 2.80 5.35 2.90 5.30

1.75 5.40

1.60 5.35

1.30 5.45

.85 5.40 2.50 5.35 2.45 5.35

7.00 5.10

6.85 5.25

7.70 5.10

7.70 5.15

55
Table 3.2. Properties of fresh concrete—Continued

No. 1 W/C

(by weight)

Slump

(in \ Lb/Ft'

Air content

percent

(by volume)

Cement content

(bags/yd')

Type VI

107 .635 145 95 1 00 5 45 107A .620 4 145 85 1 35 5 45

108 o c •7 1/ 7>4 143 35 2 80 5 35 108A .600 4% 143 45 3 25 5 35

196 .635 3 144 85 1 75 5 40 196A .650 4^ 144 85 1 45 5 40 Type V

109 .635 41^ 144 OD 11 /5 c 4U 109A .640 144 65 1 80 5 40

110 .635 TVs 145 25 1 50 5 40 llOA .610 6 145 55 1 75 5 45

111 .635 6M 143 85 2 45 5 35 lllA . OlO C 1 / 143 75 2 95 5 40

112 .635 Ws 145 05 1 65 5 40 112A .610 145 05 2 10 5 45

113 .635 6K 145 35 1 40 5 40 USA .625 145 65 1 40 5 45 HA114 .635 5

1 /I c 145 r r 55 1 OAOU r A C 45 114A .635 43^ 145 35 1 40 5 45

115 .635 5}4 145 65 1 20 5 45

1 1 C A lloA .635 5H 145 65 1 OA r5A C 45

116 .635 3^ 145 35 1 40 5 40 116A .650 145 85 80 5 45

TIT 117 .635 33^ 145 35 1 40 5 40 117A .645 4^ 145 45 1 15 5 40

llts AO c

. ooo 5?^ 145 05 1 65 5 40 118A .635 145 05 1 65 5 40

119 .635 r Q / 146.45 70 5 45 119A .620 145 95 1 20 5 45

197 .635 SH 146:35 75 5 45 197A .650 145 95 70 5 45

Miscellaneous

1 90 .635 145 05 1 o5 ra

Afi 120A .625 145 35 1 60 5 45

121 .635 2 144 45 2 05 5 40 121A .675 4Ji 144 85 1 10 5 40

122 .635 144 85 1 75 5 40 122A . OoU b%, 144 35 2 15 5 40

123 .635 7M 136 70 7 30 5 10

1 OQ A IzoA .580 5% 137 20 7 85 5 15 Type S—Slag

198 .635 3M 145 15 1 55 5 40 198A .645 4^ 144 75 1 65 5 40

199 .635 4M 145 25 1 50 5 40 199A . 03D /I 1 / 145 25 1 50 5 40 200 .635 2% 143 85 2 45 5 35 200A .675 4^ 143 35 2 10 5 35 Type SA—Slag

201 .635 8 137 10 7 00 5 10 201A .570 4K 138 30 7 25 5. 20

202 .635 5^ 139 10 5 65 5 20 202A .630 4 139 20 5 65 5. 20

203 .635 5 136 90 7 15 5. 10 203A .635 6 136 80 7 20 5. 10

' Concretes having 0.635W/C ratio listed first for each cement and the ^ Cement available for only one mix.

concretes with a slump of 5 ±1 inch indicated by the letter A.

56
3.3. Weight and Dimensional Changes of

Concretes—Table 3.3 Two 6X8 X 16-inch concrete blocks for the shrinkage and expansion tests were cast for each of 'the cements, one block from each of the two series of

concretes. One series had a 0.635 water-cement ratio and in the other series the slump was 5±1 inch.

These blocks were to be used in outdoor exposure

tests after the laboratory measurements were completed. The blocks had a 2 -inch depression in the

top surface (8X16 inch) to hold rain, melted snow

and ice in the outdoor weathering test. Two phosphor-bronze bolts (5^XlH inch) to serve as gage

points were embedded 10 inches apart on each side of the block.

The concrete blocks were cast on their side and

remained in the oiled wooden molds covered with

wet burlap for the first 24 hours. They were removed

from the molds, gage points were drilled in the bolts.

and the blocks were placed in a fog room at 100 per- cent relative humidity for 13 days. The specimens were next exposed to laboratory air at 73 °F and

50±5 percent relative humidity for 8 weeks.

Finally, they were immersed in water at 73 °F for 4

weeks.

A 10-inch gage-length Whittemore type strain

gage together with an invar-steel reference bar were

used to measure length changes between gage points.

Initial measurements were made as soon as possible

after removal from the molds, and after each curing

stage. Specimens were weighed at the time the length

change measurements were made. Both the percent

of length change and of weight change, given in table 3.3, are relative to the initial measurements.

Values of absorption at 28 days, also given in table 3.3, are values of the percentage gain in weight

when air-dried specimens were placed in water and

were calculated from the ratio of the weight after 28

day water storage to the weight after air storage.

Table 3.3. Weight and dimensional changes of concretes

(6X8X16-inch blocks)

Length change

Weight Absp.

change

Percent

No.i

Percent Percent Top Bottom

14 d 70 d 98 d 28 d 14 d 70 d 98 d 14 d 70 d 98 d

Type I

0.52 -1 90 +0 34 2 24 0.005 -.034 .011 0.002 -.033 -.008

lA .69 -1 90 + 52 2 41 .003 -.037 .010 .002 -.033 -.007

2 .51 -2 31 + 34 2 66 .010 -.026 .003 .004 -.026 -.009

2A .43 -2 74 + 26 2 99 .006 -.029 .008 .004 -.027 -.010

3... .52 -1 66 + 52 2 18 .008 -.023 .003 .005 -.020 -.005

3A .52 -1 99 + 43 2 43 .007 -.024 .006 .005 -.021 -.004

4 .61 -1 83 52 2 35 .006 -.033 .008 .003 -.033 -.010

4A .79 -2 14 + 60 2 75 .005 -.039 020 .007 -.030 -.015

5 .69 -2 24 + 34 2 59 .008 -.031 017 .005 -.029 -.017

5A .61 -2 34 + 35 2 69 .018 -.021 004 .004 -.025 -.014

6 .51 -2 06 + 34 2 40 .015 -.031 018 .010 -.022 -.007

6A .52 -2 16 + 35 2 52 .012 -.025 + 003 .011 -.017 + .006

7 .61 -1 39 + 52 1 91 .009 -.024 013 .006 -.023 -.011

7A .52 -1 65 + 35 2 00 .007 -.033 017 .005 -.026 -.011

8 .61 -1 90 + 43 2 34 .005 -.025 + 003 .005 -.022 + .005 8A .52 -2 07 + 35 2 42 .006 -.030 + 002 .004 -.023 + .006 9 .52 -1 73 + 43 2 16 .012 -.025 + 004 .010 -.019 .000

9A .52 -1 90 + 43 2 33 .014 -.022 + 010 .008 -.025 -.003

10 .60 -2 16 + 43 2 59 .010 -.025 005 .006 -.025 -.006

lOA .52 -2 34 + 26 2 60 .009 -.023 004 .005 -.023 -.005

11 .60 -1 97 + 43 2 40 .006 -.027 005 .003 -.029 -.011

llA .61 -1 83 + 43 2 26 .008 -.029 006 .003 -.026 -.007

12 .61 -2 09 + 35 2 44 .008 -.027 007 .005 -.028 -.008

12A .68 -2 05 + 34 2 41 .007 -.025 004 .005 -.022 -.002

13 .70 -1 92 + 52 2 45 .007 -.021 002 .006 -.020 -.001

13A .52 -2 01 + 35 2 36 .006 -.020 000 .006 -.021 -.002

14 .70 -1 57 + 70 2 27 .012 -.027 + 001 .004 -.033 -.003

14A .62 -1 41 + 62 2 03 .005 -.025 001 .002 -.034 -.009

15 .60 -1 54 + 51 2 05 .009 -.027 003 .006 -.027 -.001

15A .61 -1 56 + 43 1 99 .009 -.024 000 .007 -.026 -.002

57
Table 3.3. Weight and dimensional changes of concretes—Continued

(6 X8 X16-inch blocks)

Length change

Weight Absp.

change

Percent

Percent Percent Top Bottom

14 d 70 d 98 d 28 d 14 d 70 d 98 d 14 d 70 d 98 d

Type I

16 .43 -1 98 + 26 2 24 .020 — .017 + .011 .009 -.025 + .001 16A .34 -2 23 + 17 2 41 .015 — .025 + .006 .009 -.030 -.003

17.- - .35 _2 J. 17 2 .008 .027 — .001 .010 -.021 + .005 17A .35 -2 43 00 2 43 .008 — !oi8 + .005 .011 -.018 + .005 18 .52 -2 16 + 26 2 42 .008 — .025 — .001 .006 -.022 .000 18A .51 -2 40 + 17 2 57 .007 — .028 — .004 .008 — .021 .000 19 !51 -1 70 + 43 2 15 !005 — .028 .005 !007 -!oi7 + !002 19A .60 -1 64 + 52 2 16 .005 — .025 I .003 .005 -.024 .000 20 .61 -1 65 + 43 2 09 .003 — .027 .004 .004 -.019 .000 20A .61 -1 74 + 52 2 26 .010 — .019 4. .004 .007 -.018 + .002

21. - .61 -2 10 + 44 2 54 .004 -.023 .000 21A-- .61 -2 10 + 52 2 62 .001 — .034 — .009 .005 -.023 -.002

22 .59 _ \ 91 .005 — .005 .006 -.018 .000 22A .51 -1 96 + 43 2 39 .005 -.022 + .001 23 .60 -2 23 + 34 2 58 .009 — .025 — .003 .005 -.028 -.006

23A.. . .60 -2 06 + 43 2 49 .008 — .029 — .007 .009 — .022 — .001

25. -- - !61 -2 35 + 43 2 78 !024 — .021 + .009 ]005 -!030 -!005

25A. - .70 -2 09 + 52 2 61 .009 — .032 — .006 .005 -.030 -.007

2o .60 -2 06 + 51 2 57 .008 — .030 (\(\(\ .005 -.029 -.008

ZOA . - - .69 -1 99 + 61 2 60 .010 — .028 — .003 .008 -.025 .000

27. .43 -2 23 + 34 2 57 .002 — .034 — .012 .003 -.024 -.004

27A .52 -2 34 + 35 2 69 .003 — .037 — 015 .002 -.025 -.004

28 .51 —z 1 ')(\ zu 9 o\j .014 . uzo 002 .007 -.022 -.003

28A .52 -2 25 + 26 2 51 .013 _ .024 + 001 .008 -.022 -.001

29 .52 -2 09 + 44 2 53 .033 + .002 + 021 .006 -.021 -.001

29A. .61 -2 09 + 35 2 44 01 7 — .016 + 007 — .018 + .004 30 !69 -1 99 + 43 2 42 .007 — .026 000 .004 -!026 -!002

OljA .78 -1 73 + 61 2 34 .006 — .029 000 .006 -.021 + .001

31 .60 -2 07 + 35 2 42 .005 — .030 uuo .002 -.028 -.007

fit A .61 -2 35 + 43 2 78 .005 — .031 005 .002 -.026 -.006

.69 -1 55 + 60 2 16 .009 — .023 + 003 .006 -.020 + .002

OO A .61 -1 64 + 52 2 16 .011 - .020 + 005 .005 -.023 -.003

Si .61 1 00 1 9 A 9 .009 . yjoo 004 .006 -.026 .000 33A .61 -1 91 + 52 2 43 .010 .028 001 .014 -.019 + .006 34 .60 -1 90 + 52 2 41 .017 — .013 + 009 .009 -.015 -.005

O j4 A o4A.. .61 -1 91 + 35 2 26 . UU i — .020 + 002 noo + .004 35 !60 -2 05 + 43 2 48 .009 — .028 004 .006 -.027 -!005

ooA .51 -2 14 + 43 2 57 .009 _ .029 005 .006 -.029 -.006

ao .61 -1 65 + 52 2 17 .010 _ .021 002 .007 -.014 -.002

ooA .51 -1 70 + 51 2 23 .010 — .019 000 .006 -.017 -.002

37 .61 -2 51 + 26 2 77 .009 _ .033 007 .005 -.028 -.007

37A .60 -2 67 + 17 2 84 .012 - .028 000 .007 -.030 -.007

ooao.. .69 -1 70 + 51 2 23 .006 .025 007 .006 -.021 -.003

38A .61 -1 99 + 35 2 33 .006 .027 007 .005 -.021 -.005

39 .69 -1 73 + 60 2 33 .011 .028 003 .006 -.027 -.004

a^A ' 4U .61 -1 91 + 26 2 17 .008 .012 + 005 .006 -.005 + .009

/in A 4UA .52 -1 91 + 26 2 17 .010 .012 + 003 .006 -.008 + .006

A 1 41 .69 -1 56 + 61 2 17 .012 .016 + .008 .007 -.017 + .006

A1 K 41A. .70 -1 75 + 52 2 27 .012 .024 + 002 .004 -.020 + .010

A^*Z .61 -2 17 + 52 2 69 .016 .013 + 005 .009 -.016 + .001

/1 1 A ^lA .70 -1 83 + 52 2 35 .008 .016 + 003 .014 -.012 + .008

A 0 4a .59 -2 12 + 42 2 55 .007 .008 + 007 .001 -.014 .000 43A .51 -1 97 + 51 2 49 .007 .010 + 005 .006 -.012 + .001 44 .70 -1 94 + 62 2 55 .009 .010 + 008 .014 -.007 + .008 44A .53 -1 94 + 53 2 47 .007 .004 + 012 .007 -.013 + .004 45 .52 -1 90 + 43 2 33 .009 .015 + 004 .004 -.020 -.002

45A .52 -2 26 + 35 2 61 .006 .022 002 .005 -.019 + .004 58
Table 3.3. Weight and dimensional changes of concretes—Continued

(6 X8X16-inch blocke)

Weight Ahsp.

Length change

change

Percent

No.i

Percent Perc ent Top Bottom

14 d 70 d 98 d 28 d 14 d 70 d 98 d 14 d 70 d 98 d

Type I

46 .77 — 1.28 4- 94 2.22 .006 — .015 + .004 .005 — .019 — .001 46A 6Q — 1.28 + .86 2.15 .009 — .013 + .007 .005 — .017 + .003 47 oo —2.60 + .35 2.95 .003 — .020 — .005 .002 — .016 + .000 47A • oo —2.60 + !26 2.87 .003 — .017 — .003 .002 — .018 — .005 48 .34 -2^23 + ]34 2.57 !003 -!oi7 -!002

48A.

.34 -2.16 + .43 2.59 .008 -.011 + .003 49 .60 — 1 Q7 -1- fiQ 2.66 .012 — .024 + .003 .005 — .025 — .003 49A —2.07 + .52 2.60 .020 — .020 + .008 .008 — .026 — .001 50 .44 —2.44 + . 44 2.88 .008 — .027 — .002 .007 — .019 + .003 50A —2.34 + .43 2.78 .007 — .025 — .001 .007 — .022 — .001

51 .61 — 1.56 A--p . 61ox 2.17 .021 — .009 + .010 .011 — .012 + .012 51A 60 — 1 70 + .60 2.29 .008 — .023 + .002 .006 — .015 + .004 52 .60 -2.06 + !43 2.49 !008 -.025 -!003 !006 -!020 -!003

52A - .59 -1.86 + .51 2.37 .021 -.012 + .007 .009 -.017 + .002 54 . — 1 ^7 4- fiO 1.98 .009 — .023 — .004 .007 — .017 + .001 54A CI . Ox. — 1 ^7 4-"T . Ol 1.89 .012 — .022 — .001 .009 — .017 + .002 55 . J** £d .OX 4-17 2.49 .006 — .030 — .003 .004 — .030 — .003 55A .43 -2.39 + .26 2.65 !008 -!028 -!ooi !002 -!027 -!002

56 . tT; —^9 . 01vx 4- ^^ 2.36 .006 — 010 .000 .002 — .018 .000 56A . Oil X . OtJ 4- '^9 2.08 .009 — .018 + .002 .007 — .015 + .005 57 —9 AQ 4- d't 3.12 .008 — .028 — .006 .006 — .022 — .003 57A - .44 -2.62 + .44 3.06 ]012 -!025 !ooo !007 -!025 -!004

58. .78 -1.47 + .78 2.25 .003 -.032 -.013 .007 -.015 + .004 58A 70 1 AO 4- 7Q 2.27 007 — 01 + .004 .008 — .014 + .006 59 . 1 70 2.13 007 — 090 .000 .008 — .015 + .004 59A . ^9 — J. . O** 2.08 OOR — 01 ^ 4- 007 .007 — .019 + .002

71 4. 4.4. 2.47 . 019 vx^ — 090 + .001 .009 — .026 — .002 71A . Ul -f- .Ol 2.34 . 019 vx^ — 01

. vxo 4- 007 .007 — .023 — .002 73 4. Ol 7 2.43 01 ^ — 010 + .006 .010 — .019 + .005 73A... .k . Olul 7t 2.15 01

. VX

— 010 + .003 .009 — .022 + .005

124 .51 -2.39 + .43 2.82 .007 -.022 -.003 .007 -.022 -.005

124A .52 -2.44 + .35 2.77 .008 -.024 -.005 .004 -.033 -.015

125 . Ol 9 ni 4- '^9 2.53 014. — 090 + .002 .008 — .021 — .002 125A . 70/U 1 09 -f-

2.61 . 01UIO^ — 090 4. 009 .011 — .019 .000

126.. AO — 1 . ou 4- . AOoo 2.40 094. — 01 1^

. oxo + .012 .015 — .014 + .003 126A — 1 Qfi 1 . Vo 4. '^9 2.50 091 — 090 + .007 .009 — .025 — .003 127 . oy 9 n7 1 /lO

-f-

,

2.50 009 0^0 — OOft .002 — .031 — .012 127A —9 9Q Z . ZO 1 OA

-f- . 2.57 009 —— . O^ft yjoo — 01 .001 — .026 — .006 128 . 01 — 1 . Ol 1 ro

"T . J'i 2.18 . 001 UUl — 090 — .008 .002 — .025 — .006 128A . DO — 1 , o * 4.-p . JJ 2.21 . OOA uuo — 090 — .005 .003 — .02<1 — .005 129 .60 -2.15 + .43 2.58 .015 -.019 + ]006 !004 -!025 -!005

129A .61 -2.26 + .35 2.61 .006 -.025 -.004 .005 -.024 -.007

130 .60 -1.97 + .34 2.31 .006 -.026 -.007 .005 -.026 -.005

130A .68 -2.05 + .34 2.40 .008 -.024 -.004 .005 -.022 -.004

131 .60 -2.06 + .60 2.66 .007 -.013 -.001 .004 -.014 -.001

131A .52 -2.15 + .43 2.58 .003 -.015 -.003 .005 -.011 .000 132 .60 -2.07 + .52 2.59 .009 -.025 -.005 .005 -.025 -.007

132A .52 -1.99 + .43 2.43 .004 -.029 -.010 .005 -.021 -.004

133 .70 -1.49 + .61 2.10 .007 -.023 -.001 .004 -.024 -.003

133A .70 -1.84 + .61 2.45 .011 -.022 + .002 .005 -.026 -.002

134.. .52 -1.89 + .43 2.32 .013 -.022 + .002 .007 -.020 .000 134A .60 -2.07 + .52 2.58 .012 -.020 + .002 .004 -.021 -.002

135 .52 -2.41 + .26 2.66 .003 -.026 -.007 .002 -.022 -.004

135A .35 -3.03 + .26 3.29 .006 -.029 -.002 .005 -.025 .000

59
Table 3.3. Weight and dimensional changes of concretes—Continued

{6X8X16-inch blocks)

Length change

Weight Absp.

change

Percent No.i

Percent Percent Top Bottom

14 d 70 d 98 d 28 d 14 d 70 d 98 d 14 d 70 d 98 d

Type I

136 .69 — 1.72 + .52 2.23 .012 — .025 .000 .006 — .022 .000 136A .43 —2.05 -j- .34 2.40 .008 — .030 — .005 .003 — .030 — .004 137 .52 —2.58 + .26 2.83 .010 — .027 — .007 .003 — .029 — .010 137A .60 —2.57 + .34 2.91 .007 — .032 — .009 .004 — .028 — .009 138 .43 —2.06 + .17 2.23 .014 — .013 + .003 .004 — .022 — .006 138A. - .51 -1.97 + .34 2.32 .010 -.018 -.001 .006 -.016 - .002 139- - -- --- .52 -2.58 + .26 2.84 .009 -.022 -.002 .006 -.021 -.005

139A2 . 1402 _ .52 —2.61 + .35 2.95 .009 — .016 + .001 .006 — .019 + .001 140A.

141... - ___ .52 — 2.60 + .52 3.12 .005 — .029 — .003 .004 — .023 — .001 141A. - - .61 —2.86 + .52 3.38 .008 — .028 — .005 .007 — .017 + .005 142- - .77 — 1.46 + .60 2.06 .007 — .022 — .006 .005 — .021 — .006 142A .60 — 1.80 + .34 2.15 .008 — .020 — .005 .004 — .022 — .007 143 .60 — 1.86 + .34 2.24 .008 — .024 — .003 .004 — .023 — .003 143A .51 -1.96 + .51 2.47 .008 -.021 + .002 .005 -.020 + .002 144 - .52 -2.85 + .35 3.19 .019 -.025 -.001 .006 -.031 -.010

144A-- .43 — 3.09 + .43 3.52 .006 — .040 — .009 .004 — .034 — .008 145-- -- - .61 — 1.73 + .43 2.16 .003 — .019 — .003 .001 — .014 .000 MSA -. .69 —2.32 + .95 3.27 .006 — .016 — .003 .001 — .016 - .002

146 _- .60 — 1.55 + .60 2.15 .002 — .013 — .001 .000 — .016 — .002 146A- - .61 — 1.74 + .52 2.26 .000 — .019 — .008 — .001 — .014 — .002 147 - -- .60 — 1.73 + .60 2.33 .008 — .021 — .010 .004 — .020 — .003 147A .52 — 1.72 + .52 2.24 .010 — .019 + .001 .005 — .020 - .004 148 .68 — 1.63 + .51 2.14 .009 — .021 + .001 .002 — .025 — .005 148A .42 -1.87 + .34 2.20 .003 -.026 -.007 .002 -.023 -.005

149 -- .51 -1.97 + .34 2.31 .006 -.026 -.005 .003 -.023 -.006

149A - _ .69 — 1.97 + s60 2.57 .003 — .032 — .010 .003 — .024 - .005 150 .60 — 1.46 + .69 2.14 .004 - .021 - .002 .004 - .018 + .001 150A_ .- _ . .61 — 1.65 + .69 2.34 .007 -.017 + .002 .004 -.020 .000

151.. - - .52 —2.85 + .17 3.02 .011 -.030 -.003 .006 -.028 -.002

151A - _ .60 —2.66 + .26 2.92 .010 -.027 -.002 .007 — .030 -.004

152 .51 — 1.78 + .43 2.21 .012 -.033 - .011 .008 -.021 - .003 152A .51 — 2.21 + .34 2.56 .003 -.030 -.010 .004 -.022 -.005

153.. .35 — 1.91 + .52 ^.43 .004 - .027 -.009 .004 - .022 - .006 153A .52 — 1.73 + .69 2.42 .004 -.026 - .008 .003 - .022 -.006

154 .43 —2.30 + .26 2.56 .005 -.028 - .005 .007 -.029 -.005

154A- .69 -2.58 + .34 2.92 .004 -.034 -.006 .001 -.033 -.008

155.- .68 -1.71 + .60 2.31 .004 -.032 -.007 .006 -.029 -.006

155A .52 -1.98 + .34 2.32 .006 -.028 -.003 .004 -.027 -.004

156 .60 -2.22 + .51 2.74 .003 -.030 -.007 .002 -.025 -.004

156A 6Q -|- .VD 3.27 — . uzy — . uuo . UUl — . UZO

157. .68 -1.71 + .34 2.05 .003 -.025 -.006 .005 -.026 -.009

157A .52 -2.16 + .35 2.51 .005 -.023 -.001 .005 -.022 + .001 158. - .26 -2.15 + .34 2.49 .003 -.028 -.007 .000 -.023 -.006

158A .35 -2.19 + .35 2.54 .000 -.028 -.006 -.001 -.024 -.006

159 .61 -1.64 + .78 2.42 .005 -.032 -.008 .000 -.034 -.011

159A .52 -1.89 + .43 2.32 .002 -.037 -.011 .000 -.032 -.010

160 .70 -2.00 + .69 2.69 .011 -.023 -.001 .009 -.023 -.005

160A .52 -2.42 + .61 3.03 .008 -.029 -.010 -.002 -.040 -.018

161 .43 -1.72 + .69 O At .004 -.021 -.006 .002 -.020 -.007

161A .44 -2.10 + .61 2.71 .004 -.025 -.012 .010 -.012 + .002

60
Table 3.3. Weight and dimensional changes of concretes—Continued

(6X8X16-inch blocks)

Length change

Weight Absp.

change

Percent No.»

Percent Percent Top Bottom

14 d 70 d 98 d 28 d 14 d 70 d 98 d 14 d 70 d 98 d

Type LA^

53 .65 -2 32 + 74 3 07 .021 — .013 + .013 .014 -.015 + .008 53A .64 -2 01 + 73 2 74 .019 — .014 + .010 .010 -.021 + .004 60 .56 _2 _j_ 65 3 17 .012 .028 .000 .009 — .024 + .004 60A !55 -2 01 + 46 2 47 !022 - !oi6 + .005 !026 -!007 +!oi5

61 .83 —2 30 74 3 04 .005 .042 .014 .003 -.037 -.013

61A .55 -1 84 + 46 2 29 .010 — .030 .010 ,006 — .032 — .010

]47 -2 32 + 65 2 97 .010 — .027 .005 .012 -.024 -!004

62A .46 _ 1 o^ 0 oo .012 .025 .007 .007 - .027 + .008 63 .56 -2 50 + 65 3 15 .016 — !023 .000 .008 -.025 -.006

63A .45 -2 07 + 36 2 43 .015 — .019 + .003 - .001 -.032 - .013 64 -2 37 + 64 3 00 .008 — .034 .009 .004 — .033 — .010

.45 -2 08 + 63 2 72 !008 — .033 .010 !008 -!025 !ooo

65 1.05 -1 81 -1-1 05 2 86 .077 + .030 + .059 .011 -.027 -.004

UOrV .95 -1 51 + 95 2 46 .025 — .013 + .012 .012 -.026 .000 66 .73 -1 82 + 91 2 73 .018 — .018 + .004 -.023 - .001 66A .73 1 Do it9 o I .009 • \f^O .003 .005 - .020 .000

162 .74 -1 95 + 84 2 79 .006 — .033 .007 .001 -.031 -.006

^ to -1 65 + 73 2 39 .005 — .032 .004 .000 — .028 — .005 Type II

24 .52 -] 64 + 52 2 16 .007 — .019 .002 .010 -.011 + .005 24A .60 -1 38 + 62 1 98 .014 — .011 + .007 .019 -.013 + .004

67 .43 -2 98 + 17 3 16 .010 — .028 .004 .008 -.026 -.003

67A .52 -3 11 + 26 3 37 .018 — .022 + .005 .009 -.023 .000

. Dl/ -2 13 + 43 2 57 m 1 — .016 + .003 .006 — .022 — .002 68A .52 -2 18 + 35 2 53 .012 — .017 + .004 !007 -.018 !ooo 69 .52 -2 42 + 17 2 58 .008 — .021 .001 .006 -.021 -.004

69A .60 -2 31 + 17 2 47 .007 — .020 .001 .010 -.015 + .001 70 .61 -2 10 44 2 54 .014 — .022 .001 .014 -.015 + .001 70A .53 -1 94 + 35 2 29 .009 — .021 .003 .007 -.015 + .002

72 .51 -1 80 + 34 2 14 .015 — .015 + .004 .005— -.024 -.002

72A .61 — 1 CO 1 ZD .019 + .012 .006 -.023 -.003

/I - - - - .43 -1 99 + 35 2 34 .012 .027 + .001 .009 -.027 .000 74A .43 -1 99 + 35 2 33 .018 — .023 + .004 .012 -.026 + .001 75 -2 78 + 26 3 04 — .020 + .004 .004 — .025 — .003 75A .34 -2 66 + 26 2 91 .014 — .018 + .004 !006 -!023 -!002

76 .35 -3 37 + 17 3 54 .007 — .039 .014 .011 -.028 -.003

76A .43 -3 13 + 26 3 37 .010 - .031 .005 .005 -.030 -.008

77 .43 -3 17 + 17 3 35 .009 .037 .010 .006 -.031 -.009

77A .52 -3 11 + 26 3 37 .007 .040 .012 .005 -.033 -.009

78 .52 -2 25 + 35 2 60 .011 .024 .003 A1 O ,UiZ — . UU / 78A .52 -2 16 + 34 2 50 .012 .030 .007 .006 -.028 -.007

.52 -1 98 + 34 2 32 .005 .027 .006 .004 -.022 -.003

79A2

80 .43 -2 16 + .26 2 42 .006 .027 .004 .010 -.021 -.001

BOA .43 -2 07 + .17 2 24 .007 .027 .002 .009 -.020 + .001 81 .51 -2 57 + .34 2 90 .009 .026 .002 .004 -.023 -.004

81A .60 -2 59 + .35 2 93 .004 .031 .008 .005 -.025 -.006

82.- - .51 -2 57 + .34 2 91 .011 .019 + .009 .007 -.024 + .001 82A .52 -2 56 + 26 2 81 .014 .017 + .008 .007 -.018 + .007 83 .51 -1 87 42 2 29 .010 .017 + .001 .005 -.008 + .011 83A .60 -1 88 + 43 2 30 .009 .013 + .005 .004 -.015 + .001 84 .43 -2 58 + 17 2 76 .009 .020 + .002 .004 -.018 .000 84A .51 -2 47 + .26 2 73 .009 .015 + .007 .004 -.020 .000

61
Table 3.3. Weight and dimensional changes of concretes—Continued

(6 X8X 16-inch blocks)

Weight

change

Percent

Absp.

Percent

Length change

Percent

Top

14 d 70 d 98 d 28 d 14 d 70 d 98 d 14 d 70 d 98 d

Type II

OO -2 23 + 45 2 68 on7 — . l/ZO + .001 m 7 85A .62 — 1 86 + 53 2 39 .008 -.022 .000 .007 -.013 + .011 86 .43 -2 14 + 43 2 57 .008 -.019 + .003 .007 -.019 + .003 86A .44 -2 28 + 44 2 72 .014 -.010 + .012 .012 -.013 + .009

87 .44 -2 27 + 44 2 70 .013 -.020 + .003 .012 -.015 + .002 87A .52 —2 41 + 26 2 68 .010 -.022 + .002 .003 -.031 -.007

88 .34 —3 10 + 26 3 36 .006 -.023 .005 .001 -.023 -.006

88A .35 -3 28 35 3 63 .005 -.021 .000 .003 -.020 -.004

89 .43 -2 23 + 34 2 58 .011 -.010 + .005 .008 -.016 + .002 89A .34 —2 40 + 17 2 57 .007 -.018 .002 .005 -.019 -.005

onyu —2 29 + 25 2 55 — nio , VLy .001 — . UZl — . UUo

90A .43 -2 38 + 34 2 72 .007 -.021 .001 .004 -.022 -.005

91 .51 -2 14 + 51 2 65 .006 -.019 + .002 .004 -.020 + .001 91A .43 -2 14 + 34 2 49 .006 -.018 + .003 .008 -.015 + .007

92 .26 -3 20 00 3 20 .011 -.018 + .005 .002 -.022 -.003

92A _ _ .34 -3 42 + 09 3 51 .008 -.020 + .001 .005 -.017 + .001

fin -1 80 + 43 2 23 . uiz + .005 , niUlUn 01

1

"T . UUZ

93A .52 -2 06 + 34 2 41 .016 -.007 + .012 .008 -.013 + .001 94 .43 -2 42 + 35 2 76 .016 -.020 + .003 .010 -.022 -.001

94A .61 -2 16 + 61 2 77 .023 -.017 + .015 .009 -.021 + .004 95 .43 -3 04 + 61 3 65 .010 -.026 .005 .008 -.022 -.003

95A .51 -2 74 + 67 3 42 .012 -.022 + .001 .010 -.019 + .001 96 .43 —2 32 -1- 26 2 58 .010 -.021 .000 .007 -.022 + .001 96A .43 -2 23 + 51 2 74 .009 -.025 .000 .006 -.026 -.002

07y I - - A'X -2 82 + 34 3 16 m Q . UlS — .UZl + .001 f\C\Q

. UUo — . uzz

1 AAl

"T , UUi

97A .52 -2 76 + 43 3 20 .010 -.028 + .004 .010 -.022 .000 98 .43 -2 66 + 43 3 09 .014 -.025 .001 .007 -.030 -.008

98A .51 -2 57 + 43 3 00 .011 -.029 .008 .007 -.027 -.005

99 .51 -2 22 + 51 2 73 .010 -.020 .000 .005 -.021 -.008

99A .34 -2 28 + 51 2 79 .009 -.024 .003 .005 -.020 -.001

101 .52 -2 34 + 43 2 75 .009 -.019 + .001 .004 -.021 -.007

101A .52 —2 43 4-1 35 2 78 .010 -.020 .000 .005 -.020 -.002

163 .60 -2 15 + 52 2 66 .005 -.033 .009 .001 -.033 -.007

163A .52 -2 32 + 34 2 67 .011 -.031 .004 .006 -.026 -.002

lO** CI

. Dl -2 38 + 34 2 73 .UU9 — AO'? .VZ 1 .003 .VVO — . UZl AAA 164A .34 -2 22 + 26 2 47 .007 -.028 .009 .003 -.028 -.012

165 .42 -2 03 + 25 2 29 .008 -.024 .005 .004 -.028 -.014

165A .43 -2 06 + 26 2 32 .006 -.031 .010 .004 -.026 -.012

166 .43 —Z 15 + 26 2 41 .001 -.023 .007 .005 -.020 -.006

166A .43 -2 03 + 17 2 23 .005 -.024 .004 .002 -.021 -.003

167 .51 -2 66 + 34 3 00 .007 -.028 .004 .004 -.025 -.005

167A .34 -2 81 + 17 2 98 .006 -.024 .004 .001 -.025 -.004

168 .52 -2 06 + 34 2 40 .006 -.018 + .001 .003 -.019 -.001

168A .60 -1 97 + 43 2 40 .006 -.021 .001 .004 -.017 + .001 169 .60 -1 81 + 52 2 32 .009 -.013 + .002 .004 -.015 -.003

169A .51 -1 96 + 34 2 30 .006 -.017 .000 .002 -.015 -.003

170 .52 -1 81 + 43 2 24 .010 -.021 .001 .003 -.020 -.004

170A .52 -1 89 + 34 2 23 .007 -.018 .000 .005 -.020 -.001

171 .52 -1 72 + 26 1 97 .004 -.027 .0]0 .004 -.025 -.007

171A .35 -1 91 + 17 2 08 .011 -.016 + .003 .006 -.021 -.004

172 .52 -1 98 + 34 2 32 .011 -.020 .000 .008 -.023 -.004

172A .43 -2 34 + 26 2 60 .011 -.025 .004 .008 -.023 -.004

173 .43 -1 82 + 35 2 16 .002 -.028 .006 .005 -.021 -.004

173A .43 -2 25 + 26 2 51 .030 -.002 + .019 .007 -.019 -.002

174 .52 -2 67 + 34 3 02 .005 -.030 .009 .003 -.028 -.010

Bottom

62
Table 3.3. Weight and dimensional changes of concretes—Continued

(6 X8X16-inch blocks)

Length change

Weight Absp.

change

Percent No. I

Percent Percent Top Bottom

14 d 70 d 98 d 28 d 14 d 70 d 98 d 14 d 70 d 98 d

Type II 174A .52 -2 77 + 35 3 11 .009 -.025 .005 .005 -.027 -.008

175 .52 —2 33 43 2 76 .009 -.033 + .006 .002 -.038 -.013

175A .44 -2 62 + 35 2 96 .013 — .028 .000 .003 — .030 — .005

176 .43 -3 03 + 26 3 29 .021 — .026 + .002 .008 -.026 - .002 176A .43 -3 35 + 26 3 61 .006 -.043 — .012 .009 -.026 -.002

1 77 .42 -2 29 + 25 2 54 .007 -.033 — .007 .006 -.028 -.008

177A .43 -2 39 + 43 2 82 .008 -.031 .006 .004 -.030 -.010

178 .60 -2 41 + 43 2 84 .005 -.024 — !005 .004 -.024 -.007

178A .60 -2 31 43 2 74 .004 -.024 — .004 .001 -.023 -.006

179 .51 -1 97 + 26 2 23 .007 -.028 .006 .006 -.023 + .015 170 X I "jiiA .43 -2 30 + 17 2 47 .006 -.030 .007 .005 -.023 -.004

Tvne IIA

100 .56 -2 87 + 65 3 52 .021 — .019 .008 .010 — .024 — .002 lOOA !66 -2 26 + 66 2 92 !025 -!oi6 + .016 !009 -.026 + .001 Type III

102 .59 -1 53 + 51 2 04 .008 -.030 .006 .003 -.029 -.006

102A .60 -1 72 + 52 2 24 .004 -.034 .009 .003 - .030 -.009

103 .44 -2 02 + 53 2 55 .015 — .017 + .004 .004 — .021 — .001 103A !43 -1 83 + 43 2 26 !oii -!021 + .003 !004 -.030 -.007

104 .43 -1 98 + 69 2 67 .008 -.027 .004 .005 -.026 - .005 104A. .43 -2 07 60 2 68 .006 -.029 .008 .006 -.026 - .004 105 .52 _l MO oo 9 .007 -.024 .001 .006 -.018 + .004 105A .61 -1 30 + 52 1 89 .006 -.025 .002 .003 -.026 -.003

106 .60 -1 97 + 60 2 58 .004 -.016 .001 .003 -.016 .000 106A -1 99 + 52 2 51 007 — .014 + .002 .001 — .021 — .004

.52 -1 83 + 78 2 61 .009 -.026 .oq8 .005 -.030 - .007 180A- . .61 -2 17 + 70 2 87 .008 -.008 .001 .004 -.031 -.009

181 .52 -1 82 + 61 2 43 .005 -.029 .005 .001 -.033 - .013 181A .43 -1 98 + 26 2 24 .003 -.037 .014 .003 -.034 - .012 182 .61 -2 09 + 78 2 26 -.001 -.043 .016 -.002 -.035 - .014 182A .61 -1 74 + 70 2 43 .002 -.039 .010 .000 -.039 -.010

i OJ .60 -1 46 + 69 2 15 .006 -.027 .004 .003 -.026 - .005 183A .60 -1 72 + 43 2 15 .008 -.027 .002 .005 - .027 - .006 184 fl^ . ux -1 30 + 87 2 16 010 — .014 + .002 .013 — .003 + .013 184A .61 -1 56 + 78 2 34 .009 -!oi2 . + .001 !002 -.016 -.001

185 .70 -1 39 + 87 2 27 .009 -.030 .005 .004 -.028 - .004 185A .69 -1 73 + 87 2 60 .007 -.033 .006 .000 -.030 - .008

1,86 .69 -1 21 + 60 1 81 .002 -.025 .007 .001 -.021 - .006 186A .61 -1 38 + 61 1 99 .006 -.017 .000 .001 -.020 -.005

187 .69 -1 47 + 69 2 16 .004 -.025 .007 .002 — .025 — .006 187A .60 -1 55 + 60 2 15 .004 -.025 .005 .001 -.028 -.008

.68 -1 28 + 1 96 .004 -.029 .007 .003 -.030 -.009

188A .70 -1 .57 + t 2 18 .007 -.027 .005 .002 -.031 -.009

189 .52 -2 .17 + 43 2 61 .006 -.031 .008 .003 -.029 -.008

189A .61 -2 .44 + .35 2 79 .006 -.033 .008 .003 -.028 -.007

190 .70 -1 .57 + .61 2 1;8 .007 -.023 .002 .001 -.024 -.006

190A .70 -1 .84 + .61 2 24 .004 -.025 .006 .002 -.026 -.008

191 .44 -1 .74 + .70 2 44 .003 -.035 .006 .002 -.036 -.011

191A .52 -1 .90 + .69 2 60 .003 -.041 .010 .001 -.033 -.010

192 .60 -1 .29 + .52 1 81 .004 -.031 .008 .001 -.030 -.010

192A .60 -1 .54 + .34 1 89 .005 -.028 .005 .001 -.028 - .008 193 .61 -1 .67 + .53 2 19 .002 -.026 .006 .001 -.022 -.004

193A .70 -1 .49 + .61 2 10 .005 -.025 .005 .002 -.007

63
Table 3.3. Weight and dimensional changes of concretes—Continued

(6 X8X16-inch blocke)

Length change

Weight Absp.

change

Percent No.1

Percent Percent Top Bottom

14 d 70 d 98 d 28 d 14 d 70 d 98 d 14 d 70 d 98 d

Type IIIA

194 .55 -1 83 + 64 2 47 .001 — .031 -.011 .001 -.027 -.009

194A .54 -1 26 + 54 1 80 .001 — .028 — .006 .000 — .030 — .010

195. .64 -1 56 + 92 2 48 .005 — .039 -.012 .003 -.039 -.010

195A . . .55 -1 46 + 82 2 28 .004 — .042 -.012 .002 -.040 -.013

Type IV

107 - - .43 -2 74 + 26 3 01 .028 — .019 + .010 .009 -.026 -.003

107A .34 -2 72 + 25 2 98 .012 — .028 -.004 .011 -.026 -.004

108 .43 _3 37 1 26 3 63 .006 .032 -.011 .006 -.022 -.004

108A .52 -2 77 + 43 3 20 .009 !oi7 + .003 .005 -.024 -.006

19o_ -3 14 + 44 3 58 .008 — .038 — .010 . wo

196A .35 -3 03 + 52 3 56 !007 — .038 -!009 .005 -.034 -.009

lype V

109-- .26 -3 97 — 09 3 89 .029 — .012 + .016 . v/w — .002 109A- !34 -3 88 00 3 88 !oi5 — .024 + .003 .013 -.018 + !005 110 .43 -3 10 + 26 3 35 .030 + .002 + .022 .012 -.013 + .005

1 1 A A llOA.. - . .34 -3 00 + 26 3 25 .031 + .003 + .024 .007 -.017 + .003 Ill .52 ~2 53 + 35 2 88 .015 — .014 + .006 .013 -.008 + .010 lllA .52 -2 25 + 43 2 68 .016 — .010 + .011 .009 -.019 + .001 112 .60 _2 8dOt; a 97 .008 + .001 .007 -.017 -.001

1 1 O A 112A .61 -2 59 + 35 2 94 .015 — .012 + .006 .006 -.017 -.001

lio .52 -2 60 + 26 2 86 .008 — .016 + .007 .005 -.021 -.001

113A . Ol. 9 1 T 11 7/ 9 00 . uuo — . mUl 7i

114' .26 — oo 1 1 1 -r

11 7/ Qo

9ft .003 -.019 -.002

11 A K 114A - . -3 06 + 25 3 31 . UUl _ .023 — . Uil . UUi — . UZU — .UUO

lie 115 .34 -2 41 + 17 2 58 .008 — .022 -.002 .007 -.019 -.002

115A . SO -2 65 + 09 2 73 — .021 — .UUo .UUO — AO9 .uzz — AAQ . UUO

llA. 110 .26 -2 31 + 09 2 40 .005 — .023 -.006 .007 -.021 -.002

11^ K lloA .43 -2 15 + 52 2 67 .007 — .020 -.001 .005 -.018 -.001

117 .51 -2 39 + 34 2 74 .014 — .013 + .005 ,007 -.017 -.002

117A .43 -2 51 + 26 2 77 .010 .016 .000 .006 -.019 -.003

1 1 o llo .43 -2 55 + 34 2 90 .013 .019 + .001 .006 -.018 .000 USA .34 -2 66 + 34 3 00 .016 - .017 + .006 .009 -.021 + .002 119 .42 -1 78 + 42 2 20 .007 .017 .000 .008 -.012 + .004 119A .43 -1 87 + 34 2 21 .011 .017 -.002 .012 -.011 + .009

1 OT .43 -2 32 + 43 2 75 .004 .022 -.001 .001 -.022 -.004

1 07 A iy<A__ _ . .26 -2 65 + 17 2 82 .003 .021 -.001 .003 -.021 -.002

Miscellaneous

1 OA .34 -2 73 + 09 2 82 .009 .016 + .001 .006 -.018 -.001

1 OA A IZUA

_

_ .34 -2 84 + 09 2 92 .007 .020 -.004 .005 -.020 -.003

121 .52 -2 07 + 17 2 24 .011 .028 -.003 .007 -.027 -.007

121A .52 -2 61 + 09 2 70 .011 .038 -.007 .025 + .007 + .029 122 .35 -2 60 + 26 2 87 .027 .002 + .018 .012 -.014 + .002 122A .35 -2 43 + 35 2 77 .015 .004 + .015 .006 -.018 -.002

123 .74 -2 48 + 74 3 22 .006 .046 -.021 .006 -.031 -.005

123A .54 -2 15 + 63 2 78 .004 .042 -.020 .010 -.033 -.007

64
Table 3.3. Weight and dimensional changes of concretes—Continued

(6 X8X16-inch blocks)

NoWeight

change

Percent

14 d 70 d 98 d

Absp.

Percent

28 d

Length change

Percent

Top

14 d 70 d 98 d

Bottom

14 d 70 d 98 d

Type S-Slag

198 198A

199 199A...

200 200A

Type SA-Slag

201

201A

202 202A

203 203A

.61 .60

.51

.52 .69

.49

.83

.63

.63

.61

.72

.73

-1.13 -1.20

-1.37

-1.47

-0.61 -0.96

-1.75 -1.18 -2.34

-2.08

-2.08

-2.10

-f .69 + .68 + .60 + .60 + .87 + .61

+1.01

.81 81

,81 + .91 + .91

1.82

1.98

1.97 2.07

1.47

1.56

2.76

1.99 3.15 2.89

2.99

3.01

.007 .006

.008

.009

.015 .006

.005

.004

.003 .006

.005 .010

.031 .034

.024

.027

.007

.016

.048

.041 .047 .040

.028

.023

-.003

-.005 + .005 + .003 + .015 + .005

-.013

-.011

-.013

-.007

-.005

+ .001

.005

.005 .006

.008

.010 .008

-.005

.000

.002 .000 -.001

.003

.032

.031 .026

.029

.011 .013

.046

.037

.037

.035 .026

.021

-.003

-.003

.000

.000 + .008 + .004

-.002

-.014

-.010

-.009

-.009

-.004

Concretes having a 0.63S W/C ratio listed first for each cement and the

concretes with a slump of 5 ±1 inch indicated by the letter A.

2 Sufficient cement for only one mix.

3.4. Weight Change of 3 X4 X 16-inch

Concrete Prisms—Table 3.4

The results of the weight changes of 3 X4 X 16-inch concrete prisms are given in table 3.4. These prisms were made from the same batches of concrete and

were exposed to the same curing conditions as the

6X8 X 16-inch blocks described in Section 3.3. The

percent weight change was calculated in the same manner as stated in Section 3.3. Data in table 3.4 are given for two concrete specimens made from

each cement for both series of concretes. Information regarding the two series of concretes is given in Section 3.1.

65
Table 3.4. Weight change of 3X4'X.16-inch Concrete prisms

Weight change

Data

Percent

No.'

14 d Average 42 d Average 70 d Average 98 d Average

Ttdc I

1 0.65 -2 21 -2 55 0.58

.61 0.63 -2 18 -2 20 -2 57 -2 56 .52 0.55 lA .69 -2 19 -2 54 .63

.72 .71 -2 14 -2 16 -2 49 -2 52 .72 .67

2 .47 _2 56 _2 93 .42

.47 .47 -2 58 -2 57 -2 99 -2 96 .45 .43 2A .46 -2 88 -3 16 .17

.48 .47 -2 76 -2 82 -3 08 -3 12 .27 .22

3 .41 -2 09 -2 40 .36

.40 .41 -1 90 -1 99 -2 32 -2 36 .44 .40 3A .42 -2 33 -2 69 .46

.43 .43 -2 40 -2 36 -2 82 -2 75 .26 .36 4 .49 _1 90 _2 39 .42 .48 .48 -1 68 -1 79 -2 36 -2 38 .44 .43 4A.-. . .46 -1 90 -2 55 .36

.43 .44 -2 37 -2 14 -2 78 -2 66 .35 .36

5 .31 -2 61 .25

.34 .32 -2 51 -2 51 -3 29 -2 95 .39 .32

5A .24 -1 69 -2 65 .27 .28 .26 -2 44 -2 06 -3 00 -2 83 .21 .24 6 .62 _2 30 _2 58 .58

.59 .61 -2 28 -2 29 -2 55 -2 56 .65 .61 6A --- .53 -2 57 -2 91 .31 .50 .51 -2 51 -2 54 -2 82 -2 .87 .34 .32

7 .50 -1 74 -2 .03 .52 .50 .50 -1 65 -1 69 -2 03 -2 03 .57 .54 7A . .58 -1 59 -1 .94 .59

.54 .56 -1 67 -1 63 -2 05 -2 00 .59 .59 8 .40 _2 23 _2 66 .32 .34 .37 -2 15 -2 19 -2 61 -2 63 .39 .35 8A- ... .38 -2 14 -2 59 .35

.35 .36 -2 24 -2 19 -2 65 -2 62 .32 .34

9 .46 -2 03 -2 44 .57 .48 .47 -1 95 -1 99 -2 40 -2 42 .64 .61 9A. . .41 -2 15 -2 59 .45

.45 .43 -2 03 -2 09 -2 45 -2 52 .65 .55 10 . . ... .69 _2 _2 4,0 .61

.62 .65 -1 74 -1 87 -2 46 -2 48 .61 .61 lOA ...... .57 -2 25 -2 70 .46

.52 .54 -2 24 -2 24 -2 75 -2 72 .37 .41

11 .62 -1 58 -2 28 .65

.60 .61 -1 88 -1 73 -2 35 -2 31 .60 .62 llA .57 -1 80 -2 35 .50

.57 .57 -1 64 -1 72 -2 29 -2 32 .50 .50 12 .. . .50 -1 81 -2 43 .42 .63 .57 -1 96 -1 88 -2 49 -2 46 .51 .47 12A .60 -1 79 -2 59 .44

.81 .70 -1 97 -1 88 -2 49 -2 54 .78 .61

13 .63 -1 58 -2 26 .66

.66 .65 -2 06 -1 82 -2 46 -2 36 .58 .62

. 1 5 A . DO -2 41 -2 86 .ol .57 .57 -1 .99 -2 20 -2 56 -2 71 .33 .32 14 .72 -1 70 -1 98 .77

.75 .74 -1 70 -1 70 -1 93 -1 96 .79 .78 14A .75 -1 .53 -1 77 .80

.68 .71 -1 54 -1 53 -1 83 -1 80 .80 .80

66
Table 3.4. Weight change of 3X4X 16-inch concrete prisms—Continued

Weight change

Data

Percent

No.'

14 d Average 42 d Average 70 d Average 98 d Average

lype 1

15 .75 -1.43 -1.68 .67 15A

.74

.68 .74 -1.52

-1.51

-1.48 -1.71

-1.74

-1.70 .68 .50

.68

16

. Oo

.57

. OO 1 fin -2.12 — 1 . OO -2.28 — 1 H'i 1 . OO . OO

.26

. 0*

16A

.60

.52

.59 -1.18

-1.49

-1.65 -1.56

-1.81

-1.92 .37 .19

.31

.52 .52 -1.79 -1.64 -2.24 -2.03 .24 .22

17 .54 -2.20 -2.31 .34 17A

.44

.46

.49 -2.18

-2.23

-2.19 -2.34

-2.45

-2.33 .20

.23

.27

.55 .51 -2.11 -2.17 -2.53 -2.49 .36 .30

18 .70 -2.09 -2.33 .61

18A

.67

.57

.69 -2.13

-2.40

-2.11 -2.42

-2.84

-2.38 .62

.42 .61

. DO cr. OO —^ . OO —^ . OO d.9 J,9 . ^Z

19 .77 -1.80 -2.17 .82

19A

.73

.75

.75 -1.78

-1.79

-1.79 -2.17

-2.22

-2.17 .81 .79

.82

20

.65

.69

.70 -1.85

-1.89

-1.82 -2.15

-2.24

-2.18 .65 .57

.72

20A

.71 .81 .70 -1.82

-1.34

-1.86 -2.22

-1.99

-2.23 .63 1.03

.60

. Oi — 1 . OO — 1 .OO 9 on JL . v i X . vO

21 .47 -2.55 -2.86 .14 21A

.45

.43 .46 -2.48

-2.18

-2.52 -2.85

-2.68

-2.85 .19

.15 .17

22 .37

A A — O CI Z.OL -2.29 —9 QC Z . OO 9 ftft -2.69 —9 78 . ZZ99

.21

10

22A

.35

.25

.36 -2.16

-2.32

-2.23 -2.62

-2.76

-2.65 .23 .20

.22

.35 .30 -2.30 -2.31 -2.68 -2.72 .25 .23

23 .33 -2.69 -3.08 .19 23A

.42 .44

.38 -2.67

-2.60

-2.68 -3.11

-3.01

-3.09 .25

.21

.22

A C .45 . 4o —J.OU —o . Vo — o

. Oi. 98

25 .56 -2.42 -2.86 .32

25A

.55

.62 .55 -2.39

-2.33

-2.40 -2.78

-2.71

-2.81 .43 .46 .37

26

.64

.57

.63 -2.34

-2.30

-2.33 -2.78

-2.73

-2.75 .44

.31 .45

26A

.56

.64

.57 -2.22

-2.00

-2.26 -2.68

-2.54

-2.71 .47

.58

.39

.56 .OO —Z.Zo 9 11 —9 fii^ ^ . uo 4.9 . Ow

27 .47 -2.11 -2.83 .16

27A

.46 .44.46 -1.80

-2.16

-1.95 -2.73

-2.82

-2.78 .13

.12 .15

28

.44

.33 .44 -1.75

-1.82

-1.95 -2.92

-2.58

-2.87 .11

.11

.11

28A

.33 .36

.33 -1.46

-1.52

-1.64 —2.50

-2.52

—2.54 . 13

.13

. IZ

.31 .33 -1.12 -1.32 -2.40 -2.46 .19 .16

29

29A

.28

.31 .35.29 -2.23

-2.13

-2.23

-2.18

-2.87

-2.77

-2.87

-2.82

.20

.17

.20

.19

30

.34

.49

.35 -2.45

-2.17

-2.34 -2.97

-2.60

-2.92 .22 .26.21

.49 .49 -2.17 -2.17 -2.53 -2.57 .18 .22

67
Table 3.4. Weight change of 3X4X 16-inch concrete prisms—Continued

Weight change

Data

Percent

No.'

14 d Average 42 d Average 70 d Average 98 d Average

Type I

30A .52 -2 .10 -2.51 .17

.51 .52 -2 .15 -2.12 -2 .49 -2 .50 .17 .17

31 .55 -2 .01 -2 .46 .30 .58 .57 -2 .11 -2.06 -2 .57 -2 .52 .27 .28 31A .57 -2 .28 -2 .72 .20

.53 .55 -2 .38 -2.33 -2.84 -2 .78 .24 .22 32 .38 —2 .09 —2 .52 .38 .39 .39 -2 .02 -2.06 -2 .41 -2 .47 .35 .37 32A .50 -1 .98 -2 .37 .40 .47 .48 -1 .98 -1.98 -2 .39 -2.38 .42 .41

33 __- __ .62 — 1 .77 -2 .36 .59

.61 .61 -1 .98 -1.88 -2 .51 -2 .44 .51 .55 33A __ .59 -2 .02 -2 .54 .40

.57 .58 -2 .07 -2.05 -2 .45 -2 .49 .40 .40 34 .55 -2 .15 -2 .59 .48 .64 .60 —2 .18 —2.16 -2 .67 -2 .63 .62 .55 34A_ _ . - . . .43 -2 .23 -2 .81 .28

.38 .40 -2 .04 -2.13 —2 .68 -2 .75 .24 .26

35 .63 -2 06 -2 .49 .68 .66 .65 -2 .11 -2.09 -2 .55 -2 .52 .62 .65 35A _ .55 -2 .38 -2 .78 .52

.55 .55 -2 43 -2.40 — 2 .87 -2.83 .58 .55

36 ___ .64 — 1 64 -2 .14 .72 .69 .66 -1 67 -1.65 -2 26 -2 .20 .74 .73 36A .48 -1 92 -2 45 .52 .58 .53 _1 61 -1.77 -2 .30 -2 .37 .58 .56

37... - ... .42 -2 80 -3 25 .12 .50 .46 -2 66 -2.73 -3 11 -3 13 .34 .23 37A .46 -2 82 _3 27 .16

.43 .45 _2 72 -2.77 -3 24 -3 26 .16 .16 38 . - - .66 -2 02 -2 25 .69

.58 .62 -2 11 -2.06 -2 36 -2 31 .57 .63 38A .62 -2 30 -2 53 .62

.61 .61 -2 37 -2.33 -2 57 -2 55 .54 .58

39 - ... - - .53 -2 40 -2 75 .47 39A2.. - . .50 .51 -2 43 -2.42 -2 78 -2 77 .48 .48

40 . .68 _1 21 -1 49 .50

.56 .62 -1 03 -1.12 -2 18 -1 85 .45 .48 40A .55 -1 97 -2 68 .41

.51 .53 -1 85 — 1.91 -2 58 -2 63 .41 .41

41 _ - . _ .68 -1 64 -2 22 .73 .69 .68 -1 84 -1.74 -2 32 -2 27 .76 .74 41 A .80 -1 76 -2 28 .76

.79 .79 -1 87 -1.82 -2 34 -2. 31 .91 .83 42 _ .48 -2 49 -2 88 .31 .45 .46 -2 51 -2.50 -2 75 -2 81 .26 .28 42A _ .53 -2 15 -2 53 .41 .50 .51 -2 18 -2.16 -2 52 -2. 52 .39 .40

43 .42 -2 56 -2 77 .20 .44 .43 -2 44 -2.50 -2. 80 -2. 79 .24 .22 43A .39 -2 27 -2. 74 .21 44

.40 .39 -2 29 -2.28 -2. 70 -2. 72 .23 .22 .60 -2 22 -2. 57 .62

.61 .60 -2 24 -2.23 -2. 69 -2. 63 .62 .62 44A .56 -2 16 -2. 55 .61 .49 .52 -2 26 -2.21 -2. 78 -2.66 .51 56

68
Table 3.4. Weight change of 3X.4y.l6-inch concrete prisms—Continued

Weight change

Data

Percent

14 d Average 42 d Average 70 d Average 98 d Average

Tvne I

45 . .72 -2 09 -2 52 .61 .66 .69 -2 11 -2 10 -2 39 -2 .46 .50 .55 45A .51 -2 50 -2 87 .28

.52 .51 -2 51 -2 50 -2 78 -2 .83 .27 .28 46 .85 _1 27 _1 80 .93 .78 .81 -1 06 -1 17 -1 60 -1 70 .85 .89 46A .67 -1 32 -1 81 .69

.72 .70 -1 24 -1 28 -1 75 -1 78 .79 .74

47 .34 -3 02 -3 42 .15 .35 .35 -3 00 -3 01 -3 42 -3 42 .14 .14 47A .34 -2 90 -3 34 .22 .33 .33 -2 90 -2 90 -3 26 -3 30 .20 .21 48 .39 -2 44 _2 79 .38

.38 .39 -2 48 -2 46 -2 82 -2 80 .29 .34 48A .38 -2 57 -3 02 .30 .37 .37 -2 55 -2 56 -2 89 -2 95 .27 .28

49 .56 -2 48 -2 86 .46

.58 .57 -2 40 -2 44 -2 78 -2 82 .46 .46 49A. .58 -2.37 -2 70 .49 .57 .57 -2 17 -2 27 -2 57 -2 64 .48 .49 50 .45 -3.28 — 3 42 .24

.51 .48 -3 10 -3 19 -3 45 -3 43 .27 .26 50A .49 -2 80 -3 14 .32

.53 .51 -2 81 -2 80 -3 18 -3 16 .42 .37

51 .43 -2 30 -2 59 .40 .44 .43 -2.29 -2 29 -2 65 -2 62 .44 .42 51A .33 -2 49 -2 78 .23 .37 .35 -2 22 -2 35 -2 60 -2 69 .37 .30 52 .76 -2 03 _2 42 .77

.72 .74 -2 01 -2 02 -2 43 -2 43 .79 .78 52A.. .45 -2 36 -2 63 .17

.42 .44 -2 35 -2 36 -2 67 -2 65 .24 .20

54...- .40 -2 02 -2 32 .27 .35 .37 -2 03 -2 03 -2 38 -2 35 .23 .25 54A .37 -1 88 -2 18 .33 .36 .37 -1 87 -1 87 -2 23 -2 20 .34 .33 55 .52 -2 50 _2 76 .23 .48 .50 -2 51 -2 50 -2 67 -2 82 .13 .18 55A .42 -2 66 -2 91 .09 .46 .44 -2 61 -2 63 -2 90 -2 90 .16 .13

56 .41 -2 55 -2 98 .22

.42 .41 -2 39 -2 47 -2 85 -2 92 .20 .21 56A .36 -2 31 -2 75 .24

.42 .39 -2 22 -2 27 -2 60 -2 67 .23 .24 57 .53 -3 00 o 34 .30

.47 .50 -3 10 -3 05 -3 38 -3 36 .20 .25 57A .43 -3 02 -3 38 .11

. 4.4. -2 88 -2 95 -3 25 -3 32 .15 .13

58 .67 -1 64 -2 13 .65

.62 .64 -1 82 -1 73 -2 18 -2 16 .58 .61 58A - .70 -1 50 -1 78 . oo

.71 .70 -1 63 -1 57 -1 83 -1 81 .67 .67 59 .62 -1 78 -2 19 .50

.67 .65 -1 81 -1 79 -2 26 -2 23 .59 .54 59A .67 -1 58 -2 07 .57

.55 .61 -1 77 -1 67 -2 32 -2 20 .44 .51

71 .51 -2 16 -2 58 .55 .46 .48 -2 03 -2 10 -2 49 -2 54 .50 .52

69
Table 3.4. Weight change of 3'X.4y. 16-inch concrete prisms—Continued

Weight change

Percent

No.i

14 d Average 42 d Average 70 d Average 98 d Average

Tvnp T 71A .48 -2 06 -2 .48 .49

.45 .46 -1 98 -2 02 -2 .45 -2 .46 .46 .48 73 .41 _2 11 _2 .52 .19

.35 .38 _2 49 _2 30 _2 .80 —2 .66 .15 .17 73A .47 _2 01 _2 .30 .28

.51 .49 —2 10 —2 06 —2 .48 — 2 .39 .36 .32 124 .73 _1 30 _2 .25 .85

.71 .72 _1 57 _1 43 _2 .40 _2 .32 .80 .83 124A .55 _1 21 _2 37 .73 .54 .54 -2 17 -1 69 -2 .82 -2 60 .48 .61 125 .48 -2 40 -2 .77 .50

.57 .52 _2 35 _2 37 —2 73 _2 .75 .58 .54 125A .54 _2 37 _2 .79 .65 .54 .54 _2 29 _2 33 _2 71 _2 75 .67 .66

126 .67 _1 20 _2 08 .84

.62 .64 _1 18 _1 19 _2 .06 _2 07 .86 .85 126A .55 .54 .54 57 _1 57 _2 25 _2 25 .71 .71 127 .44 _2 34 _2 73 .21 .58 .51 _2 31 _2 24 _2 53 _2 63 .45 .33 127A .44 _2 47 _2 96 .16

.45 .44 _2 80 _2 64 _3 44 _3 20 .08 .12

128 .49 — 1 94 _2 42 .42

.53 .51 _1 78 _1 86 _2 30 _2 36 .42 .42 128A .52 -2 01 -2 59 .38

.50 .51 -1 99 -2 00 -2 60 -2 60 .35 .37 129

2.44 .44 _2 1 o _2 7^ _Q 17 _Q 17X i .01 .01 129A ... .41 _2 60 _3 06 -.01

.39 .40 _2 54 _2 57 _3 10 _!l0 OR - .03 - .02 130 .39 _2 37 _2 87 .09

.37 .38 _<>At O i _<> —

_0 00 .05 .07 130A .47 _2 47 _2 Q1 .16

.42 .44 _2 47 _2 47 _2 QQ _2 "O .04 .10 131 .55 _2 1R±o _2 7ft .52

.52 .53 — ^ 07 1JIO^ —

fid. —^ 7fl .64 .58 131A .61 _2 9Q — Rft .59

.57 .59 _2 21 —

—^ ft/1 .50 .54

132 .50 _o ox —^

71^ lO .63 .47 .49 _2 —^ OX —^ 77 —^ 76 .39 .51 132A .43 -2. 32 -2 76 .38

.57 .50 -1 90 -2 11 -2 33 -2 54 .56 .47 133 .65 _1 76 —^ !68

.71 .68 — 11

,

uo — 11

/in — i oO 9 uo .75 .71 133A ... . .62 _j_ Clox. — ^ 10 .66

.60 .61 -1. 65 -1 58 -2 23 -2 20 .64 .65 134 .54 -1. 80 _2 30 .49

.50 .52 -1. 25 -1 53 -2 09 -2 20 [44 .46 134A .57 -1 77 -2 20 .50

.51 .54 -1. 69 -1 73 -2 20 -2 20 .46 .48 135 .42 -2. 73 -3 12 .14

.41 .41 -2. 72 -2 73 -3 21 -3 17 .14 .14 135A .35 -3 38 -3 81 .05

.32 .34 -3 40 -3 39 -3 63 -3 72 -.01 .02

136 .47 -1 95 -2 40 .43 .49 .48 -1. 64 -1 80 -2 21 -2 30 .47 .45 136A .41 -2. 23 -2 67 .27

.42 .41 -2. 07 -2 15 -2 53 -2. 60 .27 .27

70
Table 3.4. Weight change of 3X4X 16-inch concrete prisms—Continued

Weight change

Data

Percent

XT 1 14 a Average AO A Average "TA A Average AQ A 9o d Average

lype 1 —^ . —o oc 2.y5 OO .32 .50 .47 —2,30 —2.41 -2.88 -2.91 .38 .35 137A .41 -2,99 -3.34 .04 30 . o\f .4U —Z.yo — O AO 2.yo — O 0/1 3.34 —0 0/1 3.34 A/1 .U4 A/1 .u4 138 - — A C .45 — O Al 2.0/ 1 ^ . 10

.44 .45 — 2.19 -2.22 -2.64 -2.65 .19 .17 looA _ AO .4o — 1 oo 1 ,yy — O C/i 2,50

AA .44 AA .40 1 OA — 1 AC l.\fi> — O CA 2 , 50 —o c^ 2 . 50 . lO 1 c . 15 169. — -- - .ol —O /10 z , 4y — o oo 2,yy

.34 .35 -2.47 -2.48 -3,12 -3.05 .08 .10 139A

140 - - .So —2 . oo — O 0/1 3.34 f\A .40 fin — O QA 2,o0 —O OA 2.o4 — O OA 3.30 Q QO 1 o AQ

140A

141 .50 -2,96 -3.36 .24

A O An .49 O 1

— O, 10 — O AO i.Vo OA . 2U OO . ZZ 141A.. -- — A n .49 — o oo o,z2 — Q /in iJ.oy 1

. 10

A A .44 A/i .40 — O Ol 3. ill — 0 oo 3.22 —O .0/ 1 0

, 13 1 c

. lo

142 .42 -2,20 -2.68 ,24

A 1 .41 A 1 .41 —o oo z,zo — o <yA 2.24 0 QA O ^4 1 Q . lo 01 . Zl i42A - . A 1 .41 o — Z.OD 1 O . ly

A A .40 A 1 .41 o oo — o oo 2 .oo — 0 QO Z.o^ — 0 QA Z . OH; , 10

143 A O —o cc z,55 0/1

, 24

A O .4a A O .4Z —O CI 2,51 —O CO 2.53 o oc 0 OO 00 , 32 Oft . zo 14aA . - A O .42 — o cc 2,55 1

, lo

.32 .37 -2,68 -2.61 -3.21 -3.17 ,11 ,14

.36 — o oo o,2o —0 /iA 3,OU AO , uy

.32 O A .34 — o, 17 — 0 C/i 3,50 —O . OO — Al . Ul O/l 144A .64 —O 1 o

3, 12 — 0 CO 3,53 07

.54 r A.59 —o,o5 — 0 70 3 , <3 —o . Oo A/1 1 e

. 15 145 .39 —o oo 2,2o — O QA 2,oU OA

.42 .40 -2,15 -2.22 -2,71 -2.75 .29 .26 145A .39 -2,56 -3,05 .18

.41 ,40 —2,58 . lO —O CO 2.5o —O 11 3 , 11 9 AQ 1 A

, l^-

146 .38 -2.16 -2,62 .30

.37 .37 O 1 ^ —2. 16 —2. 16 —O fifi Z . 00 OA .3U . ox) on 14oA.. .34 o on —2.37 O OA OC . Z5

.33 .34 —o oo 2.2o o oo O Q/1 on . ^O 147 .47 — 1 A1 1.91 O CI /lO .50 .48 — 1.92 — 1 AO 1,92 O 4(\ 0 c^A /lA

, 40 .44

147A - .36 —2. 13 ,31 .33 ,35 -2.29 -2,21 -2,75 -2.71 .28 .29

148 .44 — 1,92 —O 0/1 2,34 AA

.39 .42 — 1,94 — 1 AO l,9o — O 0/i 2.30 Oft . 04f 148A .35 — 1,99 —O Afi 2.40 1

. ly

.37 .36 — 1,95 — 1 nn 1.97 — o oo 2.32 0 30 OA . Z4 . 91Zl

149 .65 —2,21 —o oo 3.33 cc .46 .55 .60 -2.22 -2.21 -2.54 -2,94 .37 149A .44 -2.64 -3.49 ,12

Ai. —2.58 —3.35 — 3,42 .19 .16

150 .39 -2.04 -2.44 .33 .41 .40 -1,89 -1.96 -2,30 -2,37 ,38 .35 150A ,40 -2,01 -2,43 .35

.37 .42 .41 -2,05 -2.03 -2.54 -2,49 .39

151 .44 -2,87 -3.32 .13 .14 .41 .42 -2.94 -2,90 -3.37 -3,35 .07
Table 3.4. Weight change of 3'X4'X. 16-inch concrete prisms—Continued

Weight change

Data

No.'

Percent

1 ,1 J 14 d Average 42 d Average 70 d Average 98 d Averag

.49 -2.94 -3.38 .13 .50 .49 -2.90 -2.92 -3.32 -3.35 .12 .13

.39 —2.13 —2.51 .21

.38 .38 —2.09 — 2. 11 — 2.49 — 2.50 .23 .22 .42 — 2.31 — Z.IZ .24 .40 .41 — 2.25 —2.28 — 2.72 —2.72 .25 .25

.55 — 2.08 — 2.58 .52 .52 .53 — 2.06 —2.07 — 2.57 — 2.57 .45 .49 .48 — 2.09 — 2.55 .36

.40 .44 —2.13 —2. 11 —2.59 —2.57 .32 .34

.00 — 2.44 —2.78 .48 .00 .63 —2.36 —2.40 — 2.72 — 2.75 .59 .54

.01 — 2.65 — 3.02 .50

.Oi .64 — 2.64 — 2.64 — 3.03 —3.02 .38 .44

. 51 —2. 12 —2.53 .38

.62 .57 -1.89 -2.00 -2.31 -2.42 .54 .46

.67 -1.89 -2.30 .60

.60 .64 — 2.06 — 1.98 —2.49 —2.40 .55 .57

.40 —2.68 — 3.05 .20

.43 .42 —2.73 —2.71 — 3. 12 —3.09 .22 .21 .57 —2.69 — 3. 10 .50

.55 .56 — 2.74 — 2.71 — 3. 15 — 3. 13 .44 .47

.51 — 2. 16 —2.60 .30

.54 .52 —2.07 — 2.12 —2.51 —2.56 .39 .34

.44 — 2.53 —2.99 . 12

.43 .43 — 2.57 —2.55 —3.03 —3.01 .09 . 11

.47 — 2.03 — 2.60 .53 .41 .44 -2.19 -2.11 -2.79 -2.70 .28 .40

.38 -2.24 -2.92 .21 .37 .38 —2.26 — 2.25 —2.91 —2.92 .24 .23 .46 —2.03 —2.55 .30

.53 .50 — 1.92 — 1.98 — 2.42 —2.48 .39 .35 .46 -2.12 -2.68 .27

.53 .49 -2.14 -2.13 -2.70 -2.69 .31 .29

.53 -2.62 -2.98 .42

.52 .52 -2.55 -2.58 -2.91 -2.94 .45 .44

.50 — 2.92 — 3.32 .29

.49 .49 —2.72 —2.82 — 3. 12 —3.22 .27 .28

.57 —2. 15 — 2.60 .62 .54 .56 —2. 17 — 2.16 —2.60 —2.60 .53 .58

.48 — 2.52 — 3.01 .40

.41 .45 —2.69 —2.61 —3.19 —3.10 . 12 .26

.65 — 2.15 —2.78 1.00

.61 .63 — 2.17 — 2.16 —2.83 —2.80 1.01 1.00

. 74 — 1.58 —2.22 .97

. 73 .74 — 1.63 -1.61 — 2.21 — 2.22 1.03 1.00

.67 —2.72 — 3.82 .74

.67 .67 —2.60 —2.66 —2.96 — 3.39 .90 .82 .86 Oft !81 .84 -1.83 -1.68 2.21 -2.11 .93 .96

.85 -2.07 -2.52 1.16

.82 .84 -1.73 -1.90 -2.39 -2.45 1.13 1.15

.62 -1.00 -1.95 .95

.75 .69 -1.00 -1.00 -1.99 -1.97 .85 .90 .76 -1.68 -2.68 .98

.81 .79 -1.33 -1.51 -2.37 -2.52 .99 .98

.79 -.28 -1.89 .86

.82 .80 -1.41 -.85 -2.26 -2.07 .87 .87

Type I

151A

152 152A

153 153A

154 154A

155

155A

156 156A

157 157A

158

158A

159

159A

160 160A

161

161A

Type lA

53

53A

6060A

61

61A

5262A

72
Table 3.4. Weight change of 3'X.4'X. 16-inch concrete prisms—Continued

Weight change

Percent

No.» 14 d Average 42 d Average 70 d Average 98 d Average

Type lA

63 .73 -1 74 -2 78 .72 63A

.78

.79

.76 -1

-1

76

02 -1 75 -2

-1

60

52 -2 69 .87

.96

.79

64

.70

.68 .74 -1

-2

1206 -1 07 -1

-2

44

59 -1 48 .98 1.03

.97

64A

.66

.69

.67 -1

-1

3900 -1 72 -2

-1

26

96 -2 42 1.04

1.03 1.04

.60 .65 -1 78 -1 39 -2 24 -2 10 1.02 1.02

65 1.06 -1 49 -2 23 1.51 65A

1.06

1.23 1.06 — 1 -1

9339 — 1 71 —2

-1

53

92 —2 38 1.49 1.40

1.50

66... - 1.15

.50 1.19 -1

-1

46

92 -1 43 -2

-2

06

49 -1 99 1.27 1.34

66A

.46

.62 .48 -2

-1

0376 -1 98 -2

-2

55

18 -2 52 .78.89 .78

.65 .64 -1 57 -1 66 -2 11 -2 15 .94 .91

162 .83 -2 66 -3 08 .88

162A

1.03

.80

.93 -2

-2

46

03 -2 56 -2

-2

89

38 -2 99 1.06

.80

.97

1.04 .92 -1 83 -1 93 -2 18 -2 28 1.02 .91

Type II

24 .53 -1 92 -2 46 .65 24A

.48 .47

.50 -1

-1

98

83 -1 95 -2

-2

56

36 -2 51 .56

.51 .60

.47 .47 -1 81 -1 82 -2 40 -2 38 .51 .51

67 .45 -2 65 -3 23 .13 67A

,47

.47

.46 -2

-2

66

80 -2 65 -3

-3

2126 -3 22 .16

.19

.14

68

.52

.32 .49 -2

—2

87

42 -2 84 -3

-2

3294 -3 29 .24

.15

.21

68A

.38 .39.35 -2

-2

5744 -2 50 -2

-2

9880 -2 96 .20

.16

.18

.40 .39 -2 21 -2 33 -2 70 -2 75 .26 .21

69 .36 —2 56 -2 99 .03

69A

.39

.38

.38 -2

-2

68

67 -2 62 -3

-3

0300 -3 01 -.03

.07

.00

70

.39

.62 .39 -2

-2

3334 -2 50 -2

-2

7860 -2 89 .08

.58

.07

70A

.47

.55

.55 —2

-2

52

18 —2 43 -2

-2

7448 -2 67 .36

.45

.47

.58 .56 -2 17 -2 17 -2 51 -2 50 .53 .49

72...- .51 -2 14 -2 50 .27

72A

.53 .53

.52 -1

-1

50

.97 -1 82 -2

-2

0346 -2 26 .30

.27

.28

.50 .51 -1 .59 -1 78 -1 95 -2 20 .35 .31

74 .54 -1 .61 -1 78 .43

7/1 A .55

. OU

.55 -1

-1

.18 .34 -1 40 -1

-1

46

63 -1 62 .48

.35 .46

.43 .46 -1 .80 -1 57 -2 14 -1 89 !32 .34

75 .27 -3 .03 -3 38 .23

75A

.32

.32 .30 -2

-2

.68 .66 -2 85 -3

-3

26

18 -3 32 .19

.15

.21

.31 .32 -2 .90 -2 78 -3 26 -3 22 .13 .14

73
Table 3.4. Weight change of 3X4X 16-inch concrete prisms—Continued

Weight change

Data

Percent

No.i 14 d Average 42 d Average 70 d Average 98 d Average

TvDe II

76 .37 -2.29 -3.33 .01 .39 .38 -2 .78 -2.53 -3 .42 -3 .38 .01 .01 76A .41 -2 .79 -3 .38 — .07

.36 .39 -2 .37 -2.58 -3 .36 -3 .37 .04 - .02 77 .44 -2 .76 -3 .26 .11 .44 .44 -3 .02 -2.89 -3 .41 -3 .34 .12 .11 77A .44 -2 .99 -3 .29 .09 .49 .46 -2 .94 -2.97 -3 .26 -3 .33 .20 .15 78 .32 -2 .53 -3 .04 .22 .34 .33 -2 .52 -2.52 -2.98 -3 .01 .35 .28 78A .35 -2 .48 _2 .93 .20

.29 .32 —2 .29 -2.39 —2 .77 -2.85 .24 .22

79 .33 -2 .40 —2 .79 .32 79A .35 .34 -2 .43 -2.41 _2 .83 -2 .81 .31 .32

80 .54 -2 .23 -2 .60 .58 .60 .57 —2 .15 -2.19 _2 .55 -2 .58 .60 .59 80A .68 —2 14 _2 .49 .63 .64 .66 —2 13 -2.14 _2 .36 -2 .42 .67 .65 81 .71 -2 05 _2 .84 .50 .69 .70 — 1 94 -2.00 _2 .87 -2 .85 .39 .45 81A .54 — 2 72 _ao .23

.53 .54 — 2 60 -2.66 _3 .23 -3 .26 .27 .25

82 .44 -2 13 -3 .10 .23

.42 .43 —2 .39 -2.26 _3 04 -3 07 .20 .22 82A .35 — 2 26 _3o .05 .40 .37 — 2 31 -2.28 -3 11 -3 10 .09 .07 83 .52 — 2 17 -2 54 .31 .55 .54 _1 80 — 1.99 -2 47 -2 50 .35 .33 83A .59 _1 91 -2 65 .38 .56 .58 — 1 89 -1.90 -2 62 -2.64 .41 .40

84 .49 -2 55 -3 13 .21 .44 .47 _2 46 -2.50 -3 15 -3 14 .15 .18 84A .48 _2 34 -3 10 .24

.36 .42 _2 61 -2.47 -3 20 -3 15 .40 .32 85 .58 _1 99 -2 45 .87

.50 .54 — 2 05 —2.02 -2 52 -2 49 .62 .75 85A .62 _1 94 -2 41 .67

.63 .63 — 1 89 -1.91 -2 37 -2 39 .67 .67

86 .87 -1 92 -2 37 .75 .84 .86 _2 06 — 1.99 -2 40 -2. 38 .74 .74 86A .68 _2 -2 56 .53 87

.62 .65 _2 —2.18 -2 72 -2. 64 .48 .50

.65 -2 41 -2 85 .32 .58 .61 -2 63 — 2.52 -2 75 -2. 80 .22 .27 87A .54 -2 65 -2 84 .15 .49 .52 -2 65 -2.65 -2 94 -2. 89 .20 .18

88.... .23 -3 42 -3. 75 — .09 88A

.21 .22 -3 26 — 3.34 -3. 59 -3. 67 .00 - .05

.23 -3 47 -3.85 -.05

89

.26 .24 -3 53 -3.50 -3. 83 -3.84 -.01 -.03

.33 -2 68 -2. 92 .17 89A

.32 .33 -2 65 -2.66 -3. 00 -2. 96 .23 .20

.25 -2. 70 -3. 08 .16

.29 .27 -2. 67 -2.69 -2. 97 -3. 03 .12 .14 90 .33 -2. 92 -3.29 .00 90A

.39 .36 -2. 76 -2.84 -3. 08 -3. 19 .07 .03

.29 -3. 08 -3. 42 -.12

.32 .31 -2. 92 -3.00 -3. 28 -3. 35 -.04 -.08

74
Table 3.4. Weight change of 3y,4y. 16-inch concrete prisms—Continued

Weight change

Data

Percent

No.i

14 d Average 42 d Average 70 d Average 98 d Average

Type II

91 - -- - .41 —2.80 — 3. 18 .26 91A - -- .44

.38

.42 -2.70

—2.73

-2.75 -3.02

—3. 14 -3 10 .25 .27

.25

.40 .39 -2.62 -2.68 -2.94 -3. 04 .21 .24

92 .33 —3.56 — 3.76 — . 12

92A

.31 .42.32 -3.43

—3.74

-3.50 -3.62 — 3.98 — 3 69 -.12 — .01 -.12

93

.39

.46

.40 -3.80 — 2. 19 -3.77 -3.97 — 2.70 -3 98 -.07

.58 -.04

93A

.47

.53 .46 -2.22 — 2.42 -2.21 -2.80 — 2.95 -2 75 .49 .44

.53

.60 .57 -2.37 -2.39 -2.94 -2 94 .45 .44

94. --- .54 —2.61 —2.99 .31 94A . -- .42 .46

.48 -2.69

—2.82

-2.65 -3.12 — 3.33 — 3 05 .18

. 12

.25

95— -----

.43

.42

.45 -2.81 — 3.66 -2.82 -3.21 — 3.91 — 3 27 .23 .29

.18

95A . - --- -- .70

.72 .56 -3.01 — 2.63 -3.33 -3.46 — 3.07 -3 69 .54

r 1 .51

.41

.57 .65 -3.14 -2.88 -3.41 -3 24 .41 .46

96 .30 —2.79 — 3.15 .27

96A-. -- - - - _ .35 .37

.33 -2.75 —2.66 -2.77 -3.15

—2.99 — 3 15 .27.28

.27

97 -- - .40

.29

.39 -2.68

—3.38

-2.67 -3.05 — 3.59 — 3 02 .25AC .05 .27

97A - . - .35

.32

.32 -3.31 —3.29 -3.35 -3.61 — 3.46 -3 60 .05 .05

.32 .32 -3.18 -3.24 -3.48 -3 47 .07 .03

98 - --. --- .51 —2.94 —3.24

98A . - --_ .49

.62 .50 -2.72

—2.59

-2.83 -3.06

—2.94

-3 15 .40

. i>u .37

99

.38

.27 .50 -2.79

-2.98

-2.69 -3.10

-3.33

-3 02 .51 .13

.51

99A

.29 .40

.28 —2.85

-2.70 — 2.92 — 3.27 -3.02

-3 30

.35 .54 .47 —2.68 — 2.69 —3.02 -3 02 . OO

101 .50 —2.77 —3.08 OA

101A-. - .59.43 .54 -2.74 — 3.01 -2.76 -3.05 — 3.32 -3 06 .36

1 A,

. iO

.30

.48 .46 -2.99 -3.00 -3.31 -3 32 .22 .19

163.. _ -.- .47 —2.61 — o net 3.09 . OO

163A- -. - _ .51

.51 .49 -2.53

—2.77

-2.57 -3.04 — 3.22 -3 07 .38

. OX

.35

164

.51 .39

.51 -2.71

-2.61

-2.74 -3.14

-3.06

o —1 o .28 .16

.30

164A -.- -.- .39.35

.39 -2.57

—2.63

-2.59 -3.00 —2.yo

-3 .03 .12no

.14

.37 .36 -2.64 -2.64 -3.02 -3 .00 .09 .09

165 .35 -2.64 -3.03 .16

165A

. 4f7 .39

.41 —2.38

-2!41

—2.51 -2.80

-2.76

-2 .92 .33 .20 .24

166

166A

.36

.32

.32 .48

.38

.32

-2.43

-2.72

-2.75

-2.52

-2.42

-2.74

-2.80

-3.10

-3.16

-2.88

-2

-3

.78

.13

.20 -.03

.00

.19

.20 -.02

.49 .48 -2.49 -2.50 -2.90 -2 .89 .20 .19

75
Table 3.4. Weight change of S'X.d'X. 16-inch concrete prisms—Continued

Weight change

Data

Percent

No.1

14 d Average 42 d Average 70 Average 98 d Average

T*TM-* TT lype 11

167 .38 -3 .00 -3 .33 .11 .42 .40 -3 .00 -3 .00 -3 .38 -3.35 .08 .09 167A .36 -3 26 -3.64 -.04

.35 .35 -3 .06 -3 .16 -3 .48 -3.56 -.03 -.04

168 .49 —2 .40 -2 .84 .26

.54 .51 -2 .25 -2 .32 -2 .80 -2.82 .34 .30 168A .51 -2 .33 -2 .80 .31 CO r -I . ol -2 .57 -2 .45 -2 .98 —z.o9 .Z i

169 .41 -2 38 -2 .89 .12 .38 .39 -2 .32 -2 .35 -2 .81 -2.85 .08 .10 169A .54 -2 .30 -2 .80 .31 .41 .47 -2 58 -2 .44 -3.07 -2.94 .08 .20 170 .53 — 2 13 -2 .60 .39

.52 .52 -1 .99 -2 .06 -2 .49 -2.55 .37 .38 170A .41 -2 .11 — 2 .81 .28

/t o

. iZ -2 .14 -2 .12 -2 .63 —2.72 .Zl OT .27

171 .58 -1 .98 -2 .39 .24

.55 .56 -2 06 -2 .02 -2 .48 -2.43 .24 .24 171A .36 -2 27 -2 .77 .04

.37 .36 -2 40 -2 .33 -2 93 -2.85 .00 .02 172 .40 — 2 75 -3 22 .09

.38 .39 -2 72 -2 74 -3 .12 -3.17 .09 .09 172A .41 -2 71 -3 18 .18

A A -2 .67 -2 69 -3 17 — O 1 o

o. lo 1 o

. lo . lo

173 .45 -2 53 -3 01 .29

.47 .46 -2 54 -2 54 -3 05 -3.03 .22 .25 173A .42 -2 81 -3 32 .13 .43 .43 -2 81 -2 81 -3 29 -3.31 .14 .13 174 .27 —3 09 -3 53 -.14

.28 .28 -3 00 -3 04 -3 48 -3.50 -.18 -.16

174A .38 -3 20 _3 65 .04

0 c .00 .36 -3 16 -3 18 — 3 60 —3.63 — . 14 — .05

175 .39 -2 78 -3 23 .05

.39 .39 -2 56 -2 67 -3 05 -3.14 .15 .10 175A .39 -2 93 -3 36 ,00

.37 .38 -2 93 -2 93 -3 35 -3.36 .03 .01 176 .39 —3 46 -3 84 .05

.42 .41 -3 30 -3 38 -3 72 -3.78 .07 .06 176A .43 -3 58 -3 96 .07

.zy .36 -3 51 -3 55 -3 89 — 3.92 — .01 AO .03

177 .41 -2 59 -3 05 .18

.37 .39 -2 58 -2 58 -3 03 -3.04 .16 .17 177A .36 -2 81 -3 25 .09 .38 .37 -2 58 -2 70 -3 00 -3.13 .17 .13 178 .31 -3 06 -3. 50 -.07

178A

.31 .31 -3 04 -3 05 -3 47 -3.48 — .09 — .08 .44 -2 88 -3. 29 .03 .46 .45 -3 04 -2 96 -3. 32 -3.31 .08 .05

179 .51 -2 43 -2. 89 .27 179A . .50 .50 -2 50 -2. 47 -2. 94 -2.92 .12 .19

.39 -2 60 -3. 02 -.01

.35 .37 -2. 60 -2. 60 -3. 06 -3.04 -.01 -.01

Type IIA

100 .70 -2. 51 -2. 95 1.06 lOOA

.51 .61 -3. 00 -2. 76 -3. 35 -3.15 .99 1.03

.72 -1. 89 -2. 37 1.18

.73 .72 -2. 34 -2. 12 -2. 67 -2.52 1.23 1.21

76
Table 3.4. Weight change of 3X4X 16-inch concrete prisms—Continued

Weight change

Data

Percent

No.'

14 d Average 42 d Average 70 d Average 98 d Average

Type III

102. - .63 — 1 89 -2 22 .64

.62 .63 -1 82 -1 86 -2 19 -2 21 .72 .68 102A - - .55 —2 09 -2 39 .44

.60 .57 -2 09 -2 09 -2 41 -2 40 .55 .50 103 - -- - .50 -2 40 -2 64 .47 .47 .48 -2 42 -2 41 -2 83 -2 73 .50 .49 103A .53 -2 03 -2 27 .59

.55 .54 -2 01 -2 02 -2 46 -2 36 .67 .63

104 - .46 -2 22 -2 65 .43

.45 .45 -2 16 -2 19 -2 64 -2 65 .41 .42 104A .44 -2 39 -2 84 .35

.42 .43 -2 40 -2 40 -2 96 -2 90 .15 .25 105 - 0.43 -1 73 -2 26 .27 .46 .45 -1 93 -1 83 -2 20 -2 23 .30 .28 105A - .46 -1 80 -2 16 .32 .43 .44 -1 77 -1 78 -2 07 -2 11 .28 .30

106 - - .34 -2 52 -2 97 .31 .39 .36 -2 59 -2 55 -3 02 -3 00 .24 .28 106A .32 -2 59 -3 01 .27 .30 .31 -2 69 -2 64 -3 06 —3 04 .24 .26

180 _ .43 -2 21 -2 59 .16

.42 .42 -2 21 -2 21 -2 62 -2 60 . 17 . 17 180A .42 -2 45 -2 90 .27 .46 .44 -2 47 —2 46 -2 92 -2 90 .27 .27 181.. .61 -1 90 -2 37 .58 .58 .60 -1 99 -1 95 -2 43 -2 40 .45 .52 181A .41 -2 27 -2 72 .19 .54 .47 -1 99 -2 13 -2 41 -2 57 .37 .28

182-. - -_ .49 -1 90 -2 44 .41 .56 .52 -1 78 -1 84 -2 26 -2 35 .49 .45 182A . .42 -2 18 -2 71 . 18

.44 .43 _2 25 —2 21 —2 80 —2 76 .22 .20 183 - .52 -1 58 -2 19 .53 .47 .50 -1 67 -1 63 -2 21 -2 20 .47 .50 183A .40 -1 83 -2 37 .29

.43 .42 -1 94 -1 88 -2 49 -2 43 .32 .31

184... - - .57 -1 51 -2 01 . 77

.66 .62 -1 47 -1 49 -1 96 — 1 98 .77 .77 184A .34 -2 06 -2 62 .29

.35 .35 _2 07 _2 07 —2 62 _2 63 .31 .30 185.. - .45 -1 95 -2 39 .46

.55 .50 -1 79 -1 87 -2 23 -2 31 .59 .53 185A .40 -2 18 -2 67 .24 .39 .40 -2 19 -2 18 -2 68 -2 67 .24 .24

186 . . ... .23 -2 04 -2 60 .05 .32 .28 -1 98 -2 01 -2 50 -2 55 .09 .07 186A .24 — 1 Vo —z oz .05 .27 .26 -2 01 -1 99 -2 55 -2 54 .11 .08 187 .60 -1 66 -2 21 .51

. oo . oo -1 49 -1 58 -2 08 -2 14 .59 .55 187A .40 -1 86 -2 42 !27 .37 .38 -1 66 -1 76 -2 27 -2 35 .26 .26

188 .45 -1 74 -2 22 .46 .64 .54 -1 54 -1 64 -2 02 -2 12 .60 .53 188A .40 -1 91 -2 49 .23 .42 .41 -1 63 -1 77 -2 38 -2 43 .26 .24
Table 3.4. Weight change of 3 X.4'X. 16-inch concrete prisms—Continued

Weight change

Data

No.i

Percent

14 d Average 42 d Average 70 d Average 98 d Average

.34 -2 88 -3 29 -.01

.34 .34 -2 76 -2 84 -3 17 -3.23 .07 .03

.32 -2 75 -3 24 — 07

.31 .32 -2 87 -2 81 -3 38 -3.31 -.11 -.09

.35 -2 14 -2 67 .23

.38 .37 -2 06 -2 10 -2 61 -2.64 .25 .24

.38 -2 31 -2 92 .12 .37 .37 -2 29 -2 30 -2 86 -2.89 .18 .15

.78 — i Oo — ^ vo .93

.82 .80 -1 54 -1 56 -2 .01 -2.03 .97 .95 .70 -1 91 -2 49 .61

. 71 71 -] 94 -1 93 -2 52 • OV .JO7'i .68

.39 -1 74 -2 24 .11 .39 .39 -1 73 -1 74 -2 27 -2.26 .16 .14

.51 -1 68 -2 23 .19

.61 .56 -1 56 -1 61 -2 13 -2.18 .36 .28

.58 -2 00 -2 49 .59 .60 .59 -2 00 -2 00 -2 53 -2.51 .57 .58

.47 9 — Z C7O / .27

.59 .53 -1 78 -1 92 -2 30 -2.44 .57 .42

.54 -2 11 -2 66 .70

.61 .58 -1 73 -1 92 -2 40 -2.53 .73 .72

.33 -1 61 -2 13 .40

.36 .34 -1 66 -1 63 -2 20 -2.15 .43 .41 .84 -1 67 -2 11 1.00

.92 .88 — 1i Oo — 1 oo 9 Ua -2.08 1.01 1.00

.83 -1 23 -1 68 .96

.77 .80 -1 26 -1 24 -1 71 -1.70 .97 .96

.32 —o —o oU .12 .37 .35 -3 19 -3 19 -3 52 -3.51 .13 .13 .40 -3 15 -3 40 .16

. oo -3 06 -3 11 -3 33 —1>Q Q7 , O * 1

7

17

.32 -3 45 -3 86 .05

.34 .33 -3 55 -3 50 -3 81 -3.84 .04 .05 .33 -3 43 -3 70 .04

.35 .34 -3 13 -3 20 -3 57 -3.64 .03 .03

.23 -3 49 -3 81 .18

.38 .31 — Qo QODO o —

O

4o — o lb -3.78 .25 .21 .32 -3 63 -3 92 .09

.33 .32 -3 51 -3 57 -3 93 -3.93 .19 .14

.34 -4 03 -4 32 -.12

.35 .35 -4 11 -4 07 -4 42 -4.37 -.12 -.12

.35 -3 96 -4 27 -.08

.28 .32 -4 00 -3 98 -4 33 -4.30 -.13 -.11

.37 -3 06 -3 53 .08

.32 .34 -3 13 -3 09 -3 51 -3.52 .09 .09

.43 -2 94 -3 48 .16

.43 .43 -2 82 -2 88 -3 33 -3.41 .08 .12

.58 -2 49 -2 87 .60

.52 .55 -2 51 -2 50 -2 91 -2.89 .54 .57

.46 -2 43 -2 80 .35

.45 .45 -2 43 -2 43 -2 66 -2.73 .31 .33

Type III

189 189A

190

190A

191 191A

192

192A

193 193A

Type IIIA

194 194A

195

195A

Type IV

107

107A

108 108A

196 196A

Type V

109...

109A.

110...

IIOA.

111...

IIIA.

78
Table 3.4. Weight change of 3y.4X 16-inch concrete prisms! —Continued

Weight change

Data

Percent

No.i

14 d Average 42 d Average 70 d Average 98 d Average

Type V

112 .41 -2 98 _3 17 .31 112A

.45 .34

.43 -2

-2

9285 -2.95 -3

-3

37

21 -3 27 .45 .19

.38

.34 .34 -2 98 -2.92 -3 23 -3 22 .08 .13

113 .67 -2 49 -2 80 .43 lUA

.70

.73 .69 -2

-2

67

39 -2.58 -2

-2

93

78 -2 86 .38

.53

.41

.67 .70 -2 54 -2.46 -2 75 -2 76 .36 .45

114 .31 -3 42 -3 65 -.07

114A

.34

.28

.33 -3

-3

5350 -3.47 -3

-3

89

84 -3 77 .05 .00 -.01

.31 .30 -3 40 -3.45 -3 68 -3 76 -.08 -.04

lis .32 -2 92 -3 18 .12

115A

.32 .28

.32 -2

-2

5795 -2.75 -3

-3

0524 -3 12 .15

.11

.13

116

.28

.33 .28 — 2 -2

7764 -2.86 -3

-2

1698 -3 20 .08 .20

.10

n6A

.33

.32

.33 -2

-2

47

81 -2.50 -2

-3

94

09 -2 96 .24

.16

.22

.32 .32 -2 59 -2.70 -3 08 -3 08 .13 .15

117 .45 -2 79 -3 31 .09

117A

.44

.39

.45 -2

-2

81

91 -2.80 -3

-3

32

72 -3 32 .20

.16

.15

118

.47

.32 .44 -2

-3

89

12 -2.90 -3

-3

4047 -3 56 .20

.12

.18

118A

.34

.35

.33 -2

—2

89

72 -3.00 -3

-3

24

23 -3 36 .16

.16 .14

.35 .35 -3 02 -2.87 -3 32 -3 27 .18 .17

119 .39 -2 27 -2 69 .17

119A

.40

.33 .39 -2

-2

28

25 -2.28 -2

-2

7468 -2 71 .15

.12 .16

.36 .35 -2 28 -2.27 -2 69 -2 69 .11 .11

197 .41 -2 63 -3 08 .15

197A

.39

.31 .40 -2

_2

53

81 -2.58 -2— 3 99

28 -3 03 .22 .04

.18

.36 .34 -2 67 -2.74 -3 18 -3 23 .11 .07

Miscellaneous

120 .41 -2 80 -3 30 .27

120A

.46

.41

.43 -2

-2

6280 -2.71 -3

-3

1120 -3 20 .27

.27

.27

121 .42 .42 -2

-2

7006 -2.75 -3

-2

26

59 -3 23 .26

.63 .27

.64 .64 -2 11 -2.08 -2 69 -2 64 .62 .63

121A .54 —2 54 — QO .45 .57 .55 -2 47 -2.51 -3 12 -3 15 .45 .45

122 -2 34 -3 05 .34

122A

.48

.27

.45 2 -2

62

70 -2.48 -3

-3

22

35 -3 13 !38

.05 .36

123

.34

.80

.30 -2

-2

74

81 -2.72 -3

-3

34

14 -3 34 .18 1.14

.12

123A

.73

.71 .77 -2

-2

81

15 -2.81 -3

-2

19

51 -3 17 1.05

1.02 1.10

.71 .71 -2 15 -2.15 -2 53 -2 52 1.07 1.05

79
Table 3.4. Weight change of 3X4Xl6-inch concrete prisms—

Continued

Weight change

Data

Percent

No.i

14 d Average 42 d Average 70 d Average 98 d Average

TvDe S-Slae

198 .64 -1 77 -2 11 .75

.72 .68 — 1 0 / — 1 72 —Z AO —2 \JI .72 .73 198A.. .70 -1 78 -2 16 .67

.71 .70 -1 80 -1 79 -2 17 -2 16 .61 .64 199 .54 -1 98 -2 41 .53 .58 .56 -2 01 -1 99 -2 44 -2 42 .53 .53 199A .56 -1 91 -2 32 .53 .54 .55 -2 00 -1 96 -2 40 -2 36 .53 .53

200 . .65 -1 04 -1 48 .68

.76 .70 96 — 1 00 — 1 29 — 1 39 .76 .72 200A .70 -1 05 -1 51 .73 .67 .68 -1 24 -1 14 -1 58 -1 55 .70 .71 Type SA-Slae

201 .93 -1 91 -2 33 1.32

.97 .95 -2 06 -1 99 -2 52 -2 42 1.13 1.22 201A 1.03 -1 63 -2 04 .93 .88 .96 -1 63 -1 63 -2 04 -2 04 .88 .90 202 .80 -2 70 -3 00 .90

.75 .77 -2 61 -2 66 -2 94 -2 97 .81 .85 202A .75 -2 68 -3 13 .83 .77 .76 -2 59 -2 64 -2 93 -3 03 .78 .80

203 .79 -2 52 -3 03 .93

.87 .83 -2 52 -2 52 -3 04 -3 04 .97 .95 203A .90 -2 57 -3 08 1.06

.82 .86 -2 49 -2 53 -3 03 -3 05 .87 .96

' Concretes having a 0.635 W/C ratio listed first for each cement and the

concretes with a slump of 5 d::l-inch indicated by the letter A.

2 Sufficient cement for one mix only.

' Specimen broken.

3.5. Laboratory Freezing and Thawing

Durability of Concretes—Table 3.5

The freezing and thawing durability of the concretes were estimated by ascertaining the number of

freezing and thawing cycles needed to reduce the

dynamic modulus to 60 percent of its original value. These data along with the percentage of weight loss and durability factor are listed in table 3.5. Four 3 X4X 16-inch prisms made from each of the

cements, two for each of the two series of concretes, were tested. The prisms were cast in steel molds in accordance with the requirements of ASTM Designation C 192-52T [18] except that the molds were

lined with plastic and no oil or grease was used. The

prisms were made from the same batches of concrete used for the 6X 8 X 16-inch specimens that were used

for shrinkage and expansion tests. The concrete specimens were covered with moist

burlap for the first 20 to 24 hours, then stripped and

placed in a fog room at 100 percent relative humidity

until they were 14 days old. The prisms were then

stored on end in laboratory air at 73 °F and 50 per- cent relative humidity for 4 weeks.

Subsequently, the prisms were placed in water at 40 °F for 24 hours prior to commencing the freezing

and thawing cycling. At that time the dynamic

Young's modulus of elasticity of the prisms were

calculated from their weight and fundamental trans- verse resonant frequencies and are reported in table

3.5. The fundamental resonance frequencies were

determined in accordance with ASTM Designation

C 215-69 [19]. In the freezing and thawing tests the

specimens were frozen in 0 °F water and thawed in

40 °F water, with each cycle being completed in 2 hours in accordance with ASTM Designation

C 290-67 [20]. The tests were continued until there was a 40 percent decrease in dynamic modulus.

Calculated values of the durability factors [20] were based on termination of the tests at 300 cycles or at 40 percent decrease in the original dynamic

modulus. In some instances, especially with air- entraining concretes tests had to be continued beyond 300 cycles in order to reach the 40 percent

decrease in dynamic modulus.

80
Table 3.5 Laboratory freezing and thawing durability of concretes

Gain in wt. after 1 d

soaking at 40°F

(percent)

Original dynamic

modulus, Eo

(psi X

10-«)"

Number of cycles to

failure, interpolated

to 60% Eo

Loss in wt during F&T.

interpolated to 60% Eo

(percent)

Durability

factor '

Average Average j/t verage A j4 vcro Type I

i_ _ _ - 9 zu90 A. 00 7 2 17

9 2 14 A 4 46 yo Ql a0 19 18

1LAA _ _ 9 lO i. 49'iZ QQ 8 20

9 zo9fl 2 22 zz99 4 32 QO yo 30

00 2.8 28 19

9 1^9 OZ 0 9 21

z9 Z790 2 30 A. 4R 4 50 xoo 1lox^1 13 Q 2 32 27

9 A z9 07^0 A, 4*0 1100^R 10 7 32

2 55 2 47 4 37 4 41 155 157 8 8 9.8 31 32

QO- -

1 A. 1izz99 0 2 24

1X 1 70 70 4 89 1 09 119 X IZ 2 7 3.0 20 22 OA - .

11 A9OZ 8 7 34

1 1 95 A. 4 60 1X 79^ z 1X 70i\j 7 5 8.1 34 34

A

'I- _ _ 1 00 A. 7"^ 1izo9^1 5 5 25

J Ov 1 84 4, yjy 4 72 121 199 XZZi 0 6.8 24 25

A A z9 1

7

J. t CI01 1 70 10 7 34

1 76 1 97 4 49 4 50 192 181 12 9 11.8 38 36

co .1± J. 71 XOD u 0 31

J 1 32 78 4y 4 60 ^f^d. XUt^ IhO XV10 5 8.6 33 OAA _ _

1

J. A ou

00D0 27

1A 75? 1 60 J. Do 4 54 XOO 1 d.4 10xv/ 3 9.6 31 29

O _ - _ - z9 zx91 Ql n\j 18

J 1Q 19 2 20 4* DO 4 64 VO 09yz 5 5 4.8 19 AOAA z9 ^17 DO QO u 0 18

z9 40 2 19 39 A D4 4 55 1 00 Qc: A0

A0 6.7 20

7 11 ft7 0 i RQ 18

1 711 J. 17 1 74 0 / 4 87 fll oO 1X 0 1 5 16

7/AA _ _ 19 /I 04Q.A Rh 2 17

1X 11 15 1 75 yo 4 90 00 i 0

9z 0 1.6 13

QO _ X iyj IQ^ lyo 50 4 21

1 20 X yo 1 97 Art OU 4 65 Qlyl 07 u Qy 5.2 18

8A 1 99 4 75 91 3 6 18

2 19 03 2 01 4 58 4 67 93 92 2 6 3.1 19

y_ - - _ z9 o4 01 1X 0 16

16 J Q7 1 99 71 4 78 ft! 01 HIox 1 3 1.4 16

Q A VA _ z9 A

He 04 ZZ99 qy 4

9 10 z 10X v 2 08 A /I C 4D 4 55 7^ AR 1 8 1.4 15 lU z9 0"; A4

CCDD IID 1 1 'I 0 Qy 23

z9 xo 23 2 11 A

•* (^rt DU 4 53 117 X XO 7 2 6.6 23

Irt lUAA z9 07 0/ "irtO lUU a0 7 20

22 1 98 2 30 4 56 4 62 117 109 7 6 5.7 23

- _ _ 9 1 DU lie IID 23 no 24 2 07 io 4 63 1IZ97/ 191 xzx u 0 5.1 25 nllAA

.

11 79/z A4 00 117 11 i a0 2 23

9 OJ. 22 1 88 4 04 4 64 1 rt7 lU / 119 X xz 5 8 5.0 21

1 01Z_ 9 cmuo 4AQ00 OD 7 2 17

9 Od. 17 2 06 4

If*. 4 70 0ft7/ 00 10 5 8.9 17

1IZA> A 9 9/1 Z** 4 o4 Q/1 04 4 qy 17 2 16 18 2 20 4 65 4 60 94 89 8 7 6.8 19

1 a 9 QQ00 4 4o 1 rtA lUO i; 0 7 21

9 9/^ 21 ZO 2 32 AQ4o 4 46 00yy 10^ 5 7 5.7 20

1 9 A laA 9 Q9OZ 4 51 1loo 1XZ9 a0 28

2 42 26 2 37 4 39 4 45 118 128 8 9 10.6 24

14 2 12 4 50 204 7 0 41 35 1 93 2 03 4 39 4 45 142 173 3 4 5.2 28 l^A 1 oft 00 lOfl lyo 5 3 40

38 1 66 1 .75 4 66 4 61 174 186 3 6 5.0 35

15 1 .71 4 93 80 7 4 16

16 1 .71 1 71 4 83 4 88 76 78 3 4 5.4 15 15A 1 .86 4 66 66 2 4 13 14 1 .77 1 82 4 86 4 76 71 69 4 4 3.4 14

81
Table 3.5. Laboratory freezing and thawing durability of concretes—Continued

No. 1 Gain in wt. after 1 d

soaking at 40°F

(percent)

Original dynamic

modulus, Eo

(psi X 10-«)

Number of cycles to

failure, interpolated

to 60% Eo

Loss in wt during F&T,

interpolated to 60% £0

(percent)

Durability

factor ^

j4 v€rci^€ A.verage Average Average Average

Tvne T

16 7A z9 . z9 1 c lo

1 . oo 1X OA . yo 79iZ 711z9 . z9 9 9 z . z

1 A 14 1 c lo 16A ft, OX 00ftA Z9 . 71 1 71 / 2.07 2.01 4.53 4.52 86 2.7 17

17 9 17 A Art 1xort7( 44.0n 91Zl

9 on /I Art 4. 01/ 1xuortA 1 rt7 11/ / A /I 0.

C A 0 . 091Zl Zl 17A 9 Oft /t'* Aft . ^O 1x^yAO H0 . 7/ Qrt OU

9 no 9 no ^ . 'I'D /I /17 1 9^1 xzo 1 QA loO 7 n 7 0 9Czo Zo

18 9 1 ^ /I AA Oft yo 4 Q 4.y 9rt 9 1 ^ z9 . 1xo^ A^ • A9OZ /I^ A^ . 00 irtl xox 1 rtrt XOl/ 01 . 7/ A4 ,

zu9rt 9rt ZU 18A ^9 . IRxo A Art 119 X xz 0 7. / 99zz 2.26 2.22 4.30 4.45 105 109 6.3 6.0 21 22

19 JL • OO A ftA 4? . O'* A9 X

1

. 0V

Q

1 . o^ X . oo /O A Ql 4'. Oi 00 crt oU Q 9 0 . Z

9 A Z . 01 9IZ 1 AlU 19A 11 ftR . oo A'* ft^ . OD 7Ai 0

1 C X . 01 c lo

X . oo X . oo A i^A /I 7rt oxftl 7Qiy 9 1 Z . 1

1 ft 1 .1 A10 1 A10 20 _ ... _

1 on A^ . AAOO 1xuzrt9 9 1 Z . X

9rt zu

1 . o * X . oy /I^ Art

. OU /I AQ 4 . 00 1 1 rt XIU 1 AA lUO Q 7 9 0 Z . y zz 91Zl 20A 1 01 A^ Aft . OO 1 71 X /X 1 rt /I iU . 4 o4

1.94 1.93 4.82 4.75 173 172 9.4 9.9 35 35

21 1 09 A 70 ZoX 9Q1 11 Q 11 . y

y1 A40

1 0'^ X1

. 04y^ ^.yo 1. 00 9Qrt ZoU 19 Q IZ . 0 19 1 IZ . X

A A4o A A 46 21A 1 4.0 A . 0^yo lOft XVo 0 7 y. /

/<rt 4U

1.84 1.67 4.75 4.84 194 196 10.0 9.9 39 40

22. 1.44 5.26 153 5.5 31

X . oo 1X '^i . ox rt^^ Ca. 1 a 0 . xo 1/19 14Z 1 /I Q 14o 0 . 0

1^ A 0 .

9QZO QAol* 22A 1 70 OX ICC loo 6.0 31

1X . 01y X X . oo A Art 4'. Ov A 71 1 Q7 lo /

1 /I A 140 7 1

/ . 1 A 7 0. / 9^7 Z / OAzy

23 _ ^9 . Ifi xu A ^^7 1 AQ loo Q A 0. 0

9 A o4

9 11 . XX z9 14 . x^- '±.4o 4. 00 19o 187 9.7 A 0 9.Z 39 37

23A 2.02 /I t^A loy A 1 y . 1

0 0 38 2^00 2.01 4.70 4.63 209 199 10.5 9.8 42 40

25 1 on A . Alox lyo 0 c 0.0 OA39

1 07 1X . 04y^ Ol 4. 00 1 AA 16U 178 c 0 5.0 7 9

1 .2 32 36 25A X1 . OAyo A . A9^Z 1/11 141 3 A z8 26

^9 • inxu 9 n4 A 9Q 4. 00 91 116 z . 1

Q A O.U 18 23

X1 • 04y^ A A=i ^. Do AA00 1 .

1

lo

1 07 X . yO LA t^Q DO 4. OU 66 66 1 .

1 yl 1 . 4 13 13 26A X1 . ^.^ \JO /I4. 7A/o re00 A. u

1

11 1.74 1.69 4.70 4.73 58 57 .3 .2 12 12

27.. X1 . Of> yv /I t^9 OZ Ill 11 A 11.9 35 27A

1 ^^7 1 77 /I 'TA 4-. /O A A /I 4. 04 ICC 155 166 6.3 A 1 9.

31 33

X1 4'^ . /I ftrt 1 00 lo9 8.9 28

28..

X1 . 7^lO X , Oy A At^ DO 4. 16 000 181 10 A 13.0 11 A 11.0 44 36

1 "^n 4. O'* 1 C 1 151 6.6 30 28A

1X • 0^yo 1 79 4.0/ 4.00 203 177 9.5 0 1 8.

41 36

X1 . 0^yo /I 7Qiy 14.9 58 1.44 1.69 5.05 4.97 133 211 4.2 9.6 27 43 29 X1 • onyyj A c^l ^* Ol ol> 00 3.

17 29A

1.80 X1 . oo 4'. oy A AA 4. OU 0000 86 2.7 Z.9 18 18 1.57 0 . n9uz QC00 1 n 1.7 1 '7 17 iO

l!69 1.63 4.69 4.86 87 86 3.2 2,5 17 17 1.65 4.90 zuz 909 7 rt Art 30A

1.79 1.72 4^95 4.93 153 178 7.9 7.5 31 36

1.82 4.78 210 7.4 42 1.76 1.79 4.90 4.84 212 211 12.2 9.8 42 42

31 2.02 4.65 181 11.3 36 31A

2.12 2.07 4.60 4.63 137 159 6.3 8,8 27 32 2.08 4.53 196 16.8 39

1.79 1.94 4.64 4.59 164 180 11.5 14,2 33 36

82
Table 3.5. Laboratory freezing and thawing durability of concretes—Continued

No. • Gain in wt. after 1 d

soaking at 40°F

(percent)

Original dynamic

modulus, Eo

(psi X 10-«)

Number of cycles to

failure, interpolated

to 60% Eo

Loss in wt during F&T,

interpolated to 60% Eo

(percent)

Durability

factor ^

Average Average Average Average Avera Type I

32- 1.91 4.73 85 3.3 17 2.08 2.00 4.51 4.62 64 75 1.7 2.5 13 15 32A 1.88 4.87 83 2.4 17 1.67 1.78 4.75 4.81 85 84 3.0 2.7 17 17

33 1.97 4.55 60 1.2 12 2.18 2.08 4.40 4.48 50 55 .8 1.0 10 11 33A 1.86 4.66 67 1.7 13 2.25 2.06 4.31 4.49 50 59 .7 1.2 10 12 34.. . 2.22 4.42 156 10.0 29

2.08 2.15 4.56 4.49 154 150 14.1 12.1 31 30 34A 1.97 4.69 156 11.4 31 1.91 1.94 4.77 4.73 140 148 6.6 9.0 28 30

35 1.70 4.76 69 1.9 14 1.74 1.72 4.95 4.85 66 68 .9 1.4 13 14 35A 2.01 4.70 71 .5 14 2.05 2.03 4.66 4.86 71 71 1.0 .8 14 14 36 1.40 5.21 38 .1 8 1.35 1.38 5.10 5.16 28 33 ' (.1) .0 6 7 36A 1.84 4.75 19 ' (.2) 4 1.66 1.75 4.99 4.87 37 28 1.5 .7 7 6

37 2.51 4.36 86 4.6 17 2.30 2.41 4.35 4.36 102 94 5.4 5.0 20 19 37A 2.52 4.20 103 4.5 21 2.32 2.42 4.25 4.23 116 110 7.4 6.0 23 22

38. 1.90 4.80 212 5.8 42 1.94 1.92 4.72 4.76 180 196 6.2 6.0 36 39 38A 2.08 4.57 218 O Q y .o 2,15 2.12 4.54 4.56 202 210 11.6 10.7 40 42

39. 2.42 4.28 24 .0 5 39A < 2.33 2.38 4.37 4.33 23 24 .3 .2 5 5 40 2.02 4.31 116 4.6 23 1.84 1.93 4.45 4.38 112 114 2.9 3.8 22 23 40A 1.68 4.49 97 8.1 19 2.09 1.89 4.40 4.45 86 92 5.6 6.4 17 18

41 2.04 4.27 38 1.0 8 1.95 2.00 4.37 4.32 55 47 1.2 1.1 11 10 41A 2.09 4.20 63 1.9 12 2.09 2,09 4.19 4.20 75 68 2.3 2.1 15 14 42 2.58 4.56 93 4.8 19 2.55 2.57 4.27 4.42 80 87 4.3 4.6 16 18 42A 2.30 4.68 121 6.4 24

2.27 2.29 4.72 4.70 129 125 7.2 6.7 26 25

43 2.39 4.82 21 3(.l)

.1 4 2.28 2.34 4.90 4.86 20 21 .2 4 4 43A... . 2.32 5.00 25 .0

.1 5 2.36 2.34 4.94 4.97 21 23 .2 4 5 44 2.19 4.54 265 10.1 53 2,16 2.18 4,62 4.58 280 273 9.5 9.8 56 55 44A 2.08 4.61 261 10.0 52 2,18 2.13 4.48 4.55 276 269 10.1 10.1 55 54

45 2.12 4,78 114 6.2 23 2.02 2.07 4.97 4.88 112 113 6.3 6.5 22 23

45A 2.20 4.54 97 4.6

6.2

19 20 2.25 2.23 4.60 4.57 101 99 7.8 20

46 1.63 5.21 35 .6 7 8 1,59 1.61 5.50 5.37 38 37 .6 .6 8 46A 1.59 5.27 36 .5 7 8 1.58 1.59 5.30 5.29 42 39 .4 .5 8

83
Table 3.5. Laboratory freezing and thawing durability of concretes—Continued

No. 1 Gain in wt. after 1 d

soaking at 40 °F

(percent)

Original dynamic

modulus, Efi (psi X 10-")

Number of cycles to

failure, interpolated

to 60% Eo

Loss in wt during F&T,

interpolated to 60% Eo

(percent)

Durability

factor 2

lype J

47 2.51 4.42 148 6.6 30 2.33 2 .42 4.43 4.43 133 141 5.9 6.3 27 29 47A 2.55 4.52 167 9.7 33 2.38 2.47 4.62 4. 57 135 151 7.4 8.6 27 30

48 2.62 4.78 11 V• 2 2.64 2.63 4.63 4. 71 10 3 ( 9) 3 C SI 2 2 48A 2.70 4.26 15 3 C 91 3 2^57 2.64 4!55 4.41 11 13 ' (.2) 3 (.2) 2 3

49 2.23 4.43 85 2.8 17 2.23 2.23 4.50 4. 47 0J 84 1.3 2.1 17 17 49A 1.84 4.62 66 . 7 13 1.67 1.76 4.85 4. 74 72 _ 1 .4 14 14

50 6 2.81 4. 19 113 7.5 23 2.66 2.74 4.43 4.31 113 113 5.

1

6.3 23 23 50A ' 2.63 4. 15 152 7.7 30 2.62 2.63 4!35 4.30 152 152 8.8 8.3 30 30

51 2.05 4. 56 40 .2 8

2. 10 2.08 4. 48 4ft 44 A. O . 4 10Xv qy 51A 2.09 4.48 35 _ 1 7 2.05 2.07 4.57 40 00 .2 8 8 52 2.18 4.56 0^ 1.2 19 2.12 2.15 4.62 A '^Q yy} 1X . 0y 1X . ho 1Qxy 10±y

52A 2.09 4.66 y^ 1.8 19 2.03 2.06 4^70 4.68 102 98 3^5 2.7 20 20

54 1.62 5.02 OQyy . 6 20

1.60 1 . 61 J . 1011/ 0 . uo 0^yo yo . y 7 ly1Q 90 54A 1^59 1' . 7 7 77 .3 15 1.64 1.62 7H 7ft i 0 . o

Q> o xu 16 55 2.06 1 ^ft 0 9 28

2.13 2. 10 A ft? ft? 1 94 101 fto fi

. o ft 0 9"^ 97 55A 2.04 147 14.

0

^y90 2.17 2.11 4.65 4.78 123 135 6^2 10.1 25 27

56 2,06 1 "^7 10.

1

31 2.15 2. 11 4. 62 1i. 71i 1 1 (\A 14.

7

12.4 34 33 56A 1.68 4.90 101 4 0 21

1.69 1.69 A ft^ 4 R7 1 9=^ 11 ^ 4 0 4.9 25 23

57 * 2.58 4. 16 A10^I/O 10.9 21 2.54 2.56 A 90 d. 1ft 10=; Xv^ 104 9.1 ^91X 21 57A6 2.58 4.22 110 Q 1 !7 . X 22 2.35 2.47 4!46 4.34 97 104 6.6 7,9 20 21

58 1.81 S>7 0 58A... . 1.99 1.90 A RK 0/1 (.3;

c0 1.91 00 99 4

59 1.80 1.86 5.17 5.13 24 23 3 (.1) ' (.2) 5 5 2.02 4.64 11 ^ (.3) 2

59A

2.05 2.04 A fiA 4 fkA 11 1 1 i ((.•->; 2 1.97 A RR 1

1

9 1.86 1 .92 1

1

11 1 1 1 1

3 C SI 9 2

71 ... . 1.73 4.41 241 12.9 48 71A

1.76 1.75 A A'^ 4 4^ Zl917i 990 O 7 y. ( 111 3 1 , o 4S 4ft 1.71 165 4.4

l!73 1.72 4 71 4 f\Q 1 /o 1 AO O.O 0 . 4 OD S4

73 2.26 144 6.4 oozy

73A

2^45 2.35 4.44 4.54 80 112 2.8 4,6 16 23 1.72 4.77 147 5.9 30

1.84 1.78 4.66 4.72 110 129 2.6 4.3 22 26

124 2.46 4.61 57 3.6 11 124A

2.54 2.50 4.66 4.64 41 49 .7 2.2 8 10 2.51 4.66 76 7.6 15 2.52 2.52 4.54 4.60 49 62 1.0 4.3 10 12

84
Table 3.5. Laboratory freezing and thawing durability of concretes—Continued

No. I Cain in wt. after 1 d

soaking at 40°F

(percent)

Original dynamic

modulus, Eo

(psi X 10-6)

Number of cycles to

failure, interpolated

to 60% Eo

Loss in wt during F&T,

interpolated to 60% E^

(percent)

Durability

factor ^

Type I Average Average Average Average Average

125 2.15 4.67 103 2.6 21 2.20 2.18 4.55 4.61 100 102 3.0 2.8 20 20 125A 2.35 4.45 86 2.3 17

O OA 4. 51 OA z . o 10 10

126 2.09 4.65 25 .8 6 2.12 2.10 4.74 4.70 25 25 .4 ,6 5 5 126A 2.19 4.72 45 .4 9 2.16 2.18 4.69 4.70 10 28 3 (.2) .1 2 6 127 2.00 4.60 91 1.3 18 2.00 2.00 4.55 4.58 101 96 6.2 3.8 20 19 127A 2.19 4.48 124 5.7 25

Z.Z'l 4. 4Z IOC 1Z4 0, U 5.0 ZD

128 1.84 4.53 116 5.4 23

1.75 1.80 4.41 4.47 108 112 7.9 6.6 22 22 128A 1.89 4.66 86 3.5 17 1.82 1.86 4.72 4.69 100 93 3.7 3.6 20 18 129 2.12 4.78 243 17.2 49 2.18 2.15 4.50 4.64 286 264 17.8 17.5 57 53 129A 1.97 4.75 250 13.5 50

Z . U4 1. 10 A nc 4.75 Z40 4?o

130 1.82 4.77 270 13.7 54

1.98 1.90 4.92 4.84 215 242 8.3 11.0 43 48 130A 2.08 4.72 243 11.1 49 2.07 2.08 4.60 4.66 266 254 14.5 12.8 53 51 131 - 2.12 4.99 22 3 (.5) 4 2.19 2.16 4.86 4.92 22 22 3 (.4) 3 (.4) 4 4 131A 2.39 4.88 19 M.4) 4

Z .OO 2.38 A OA 4.89 1 / lo QO

A

132 2.22 4.84 175 7.5 35 2.13 2.18 4.96 4.90 196 186 13.0 10.2 39 37

132A 1.64 5.05 146 5.8 29

1.68 1.66 5.02 5.04 168 157 12.0 8.9 34 32 133 1.58 5.02 316 5.7 66

1.26 1.42 4.62 4.82 241 278 10.0 7.6 48 57

133A 1.52 4.48 327 9.5 64

i.6o 1.58 4. 74 4.61 oz4 o .u Q t> O.O 00 00

134 . 1.95 4.87 175 6.4 35

1.31 1.63 5.05 4.96 119 147 4.3 5.4 24 30 134A 1.93 4.79 158 5.8 32 1.86 1.90 5.10 4.94 160 159 5.5 5.6 32 32

135 2.17 4.57 144 10.6 29 2.38 2.28 4.69 4.64 115 130 6,2 8.4 23 26 135A 2.84 4.26 101 6,9 20

^.71 2.78 4.23 4,24 1 1 A 119 1 1 A ilU inn o . o

136 1.62 4.93 64 .0 13 1.78 1.70 4.92 4.92 65 64 .6 .3 13 13 136A 1.92 4,65 61 ,0 12 1.92 1.92 4.84 4.74 65 63 1.1 .6 13 12 137 2.06 4.72 122 6.1 24

2.14 2.10 4.57 4.64 156 139 10.3 8.2 31 28 137A 2.50 4.31 161 10.8 32 2.36 2.43 4.58 4.44 173 167 12.0 11.4 35 34

138 2.00 4.43 152 8,0 30

1.84 1.92 4.75 4.59 233 192 16.2 12.1 47 38 138A 1.76 4.75 177 6.4 35

1.73 1.76 4.84 4.80 198 188 9.6 8.0 40 38

139 1.95 4.48 220 15.6 44

41 1.98 1.96 4.80 4.64 189 204 9.2 12.4 38 139A 4 140 ^ «2.52 « 4.36 6 122 «6,S 6 24

« 2.60 ^ 2.56 6

6 28 4.31 « 4.34 6 165 6 144 « 14,2 « 10.4 «33

85
Table 3.5. Laboratory freezing and thawing durability of concretes—Continued

No. 1 Gain in wt. after 1 d

soaking at 40°F

(percent)

Original dynamic

modulus. En

(psi X 10-6)

Number of cycles to

failure, interpolated

to 60% £o

Loss in wt during F&T,

interpolated to 60% fJo (percent)

Durability

factor 2

Average Average Avert T T lype 1 140A ^ 2 76 4 11 92 6.3 18

2 87 2 82 4 07 4 09 94 93 5.3 5.8 19 18

14,1 A 2 78 4 00 77 3.5 15

2 95 oid ou 3 98 ao QQ 84 80 4.5 4.0 17 16

14.9 6 2 04 6 4 77 6 56 ^ 0.6 « 11

6 2 02 6 9 6 4 54 6 4 oo « 56 6 56 6 1.8 * 1.2 ^ 11 6 16 142A 6 2 04 6 4 52 6 91 6 2.7 « 18

6 2 08 6 Oid 6 4 50 6 A CIox ^ 89 6 90 3.3 * 3.0 « 18 6 13 143 2 21 4 50 40 .6 8

2 19 2 20 4 50 4 50 30 35 \ - ^ J .2 6 7 143A 2 30 4 38 42 .7 8

2 38 id 4 36 4 34 38 .2 .4 7 8

144 6 2 46 6 4 31 « 117 6 8.4 « 23

6 2 79 6

id9 62 6 4 13 6 4 idid 99 6 92 ^ 104 M2.0 6 10.2 « 18 ^ 20 144A 2 84 3 94 95 19.7 19

2 89 id9 oo 3 97 ao Oft 82 88 5.3 12.5 16 18 145 2 03 4 80 98 7.8 20

2 16 2 10 4 68 4 74 97 98 3.8 5.8 19 20 145A 2 34 4 55 74 2.8 15

2 23 id9 9f! 4 63 J, oy 95 84 5.0 3.9 19 17

146 2 09 4 92 23 5

2 10 id9 10 5 02 4. 07 26 24 ^ ( 3) 3 (\-id21J 5 5 146A 2 20 4 80 23 ' (

3") 5 5

2 27 id9 id^ 4 76 4? 23 23 ' ( 3) 3 ( 31 5 5 147 1 96 4 82 34 7

2 18 2 07 4 81 4 81 28 31 0 5 .1 6 147A 1 96 4 83 40 ' i'.S) 8

2 05 id9 on 4 80 oO OZ 44 42 ' (.1) ' (.2) 9 8

148 1 88 4 75 72 .3 14

1 77 1X 4 87 ftl 78 75 .4 .4 16 15 MSA 1 83 4 78 98 2.1 20

1 81 1± 4 95 OO 109 104 7.5 4.8 22 21

149 1 95 4 90 95 2.0 19

1 91 1 93 4 92 4 91 116 106 5.6 3.8 23 21 149A 2 13 4 57 148 6!6 30

2 04 9 Uo 4 65 A4 01 140 144 10.3 8.4 28 29

150 2 02 4 86 34 y.o) 7

1 95 1 Oft 4 78 /I 29 32 3 (\,id) 2) 3 C 21 6 5 150A 1 98 4 87 24 5

2 06 9 4 72 A oU 25 24 3 ( 21 3 C 31 5 5

151 2 33 4 40 170 0y . 0u ^4

2 39 2 36 4 55 4 48 171 170 X < V/ 16.5 12.2 34 34 151A 2 58 4 23 185 12!3 37

2 59 9 Do 4 14 /I 1 Q 145 165 10.6 11.4 29 33

152 1 77 4 92 100 4 id^J 90

1 77 11 77 5 00 1 98 1.6 % 0 20 20 152A 2 04 4 80 04 . Qy 1ft J,o 1 93 1X

Oft 4 80 A4 QAoU 102 08 ^ . o 1X.I7 20 10 153 1 94 4 85 17=; X lO u . o

1 96 1 yo 4 90 4

OOOO 144 xov o . o O . ii i/y 90 Oil 153A 1 91 4 90 142 8.5 28

1 91 1 91 4 83 4 86 1xoo%iK 140 X4U O . O 71 . 4

4

^O9H iiO 9R

154 2 41 4 43 112 6.7 22 154A

2 48 2 44 4 23 4 33 84 98 1.7 4.2 17 20

2 53 4 45 124 5.9 25

155

2 55 2 54 4 30 4 38 128 126 7.1 6.5 26 26

2 02 4 36 104 2.4 2x 155A

1 83 1 92 4 75 4 56 111 108 2.3 2.4 22 22

1 93 4 39 123 4.3 25

2 07 2 00 4 51 4 45 130 126 3.7 4.0 26 26
Table 3.5. Laboratory freezing and thawing durability of concretes—Continued

No. I Gain in wt. after 1 d

soaking at 40°F

(percent)

Original dynamic

moduluB, jEo (psi X 10-0

Number of cycles to

failure, interpolated

to 60% JSo

Loss in wt during F&T,

interpolated to 60% A'o (percent)

Durability

factor ^

Average Average Average Average A vera lype 1

ioO._ - - 2.26 4.62 183 11 .6 37 2.33 2.30 4.60 4.61 156 170 14.1 12.8 31 34 156A 2.53 4.54 87 3.7 17 2.61 2.57 4.42 4.48 140 114 9.4 6.6 28 22 1.85 4.81 96 2.6 19 1.72 1.78 4.97 4.89 108 102 2^6 2.6 22 20

101A - 2!08 4^56 153 10.9 31 2.08 2.08 4.80 4.68 107 130 7.9 9.4 21 26

iDo -- 2.15 4.93 37 . 1 7 1.86 2.00 5.03 4.98 34 36 .4 .2 7 7 158A 2.06 4.96 38 .3 8 2.05 2.06 4.98 4.97 32 35 .1 .2 5 7 loy 1.88 4.47 43 .0 9 1.77 1 .82 4.46 4.56 37 40 .2 . 1 7 8 ioyA_ _ l!89 4]66 64 l!2 13 1.85 1.87 4.65 4.66 66 65 1.9 1.6 13 13

2.44 4.28 142 5.9 28 2.29 2.36 4.44 4.36 148 145 6.9 6.4 30 29 160A 2.47 4.24 127 5.9 25

2 [55 2.51 4.20 4.22 146 136 6^9 6.4 29 27

161 1.98 4.89 55 3 C 4') 11 2.02 2.00 4.89 4.89 62 58 ^ ( 3) 41 12 12 1A1 A 2.29 4.44 90 2.6 18 2.37 2.33 4.47 4.46 68 79 0.3 1.4 14 16

lype lA

DO 2.87 3.69 517 14.1 82 2^64 2.76 3183 3.76 487 502 14.6 14.4 81 82 OoA iil A 2.46 4.02 M35 11.8 82 2.23 2.35 4.21 4. 12 576 506 12.8 12.3 87 85 An 2.60 3.08 8 572 13.4 82 2.70 2.65 3.56 3.32 396 484 11.0 12.2 75 79 60A l!98 4I12 9 548 Ills 87 2.20 2.11 4.05 4.09 1" 548 548 12.0 11.9 81 84

AT 2.31 3.66 11 512 16.1 91 2.49 2.40 3.49 3.58 11 521 617 15.8 16.0 90 91 OlA _ 1 91 4.14 593 13.9 89

1.99 1.95 3!92 4.03 " 500 547 ll!5 12.7 81 85

0^ . 61Mi. ^0? 14.1 72 2.63 2.64 3.51 3.56 460 429 15.4 14.8 86 79

A O.^A 2.18 0'K . ft9 Qit 277 8.7 55 2.18 4, ft? % O'i 372 325 12.2 10.5 63 59

oa_ - - 0

a

. 00^7 12 515 13.9 86

2 .38 ^ ft? 0% . 0^yo 382 499 12.2 13.1 76 81

A oaA 2.13 4.04 456 12!5 75 2.08 2.11 4.22 4.13 469 463 11.9 12.2 79 77

O'l ^ • o± ^ 7fi 448 11.9 74

9 Vi OH 0 > 514 481 14.7 13.3 78 76 64A 9 17 d 1ft =^9? Oit i 13.0 82

9 10 4.^ . 1Lit9 T! . Jl JL 542 535 12.8 12.9 75 79 OD - _ 9 "^Q 0% 4.9 . ^it 247 8.9 49

9 <^9 9 ftl 13 QQQ 543 19. 67

1

14.0 84

AC A OoA 2.22 3.51 293 io!3 59 2.16 2.19 3.51 3.51 294 294 7.6 9.0 59 59

oo 2.53 3.91 14 608 17.3 84 2.40 2.47 4.14 4.03 511 560 13.9 15.6 78 81 66A 2.17 4.30 15 744 14.8 84

2,12 2.15 4.41 4.36 618 681 11.5 13.2 83 84

162 2.50 3.59 370 8.7 72 2.42 2.46 3.55 3.57 477 424 10,3 9.5 79 76 162A 2.39 4.19 477 10.0 85

78 2.03 2.21 4.13 4.16 484 480 9.0 9.5 71 87
Table 3.5. Laboratory freezing and thawing durability of concretes—Continued

No. ' Gain in wt. after 1 d

soaking at 40°F

(percent)

Original dynamic

modulus, Eo

(psi X 10-«)

Number of cycles to

failure, interpolated

to 60% Eo

Loss in wt during F&T

interpolated to 60% Ec

(percent)

Durability

factor ^

AvGrQ^G Averogc j4. VGrci^c Averc Type II

24 1.90 4.50 41 1.0 8 2.01 1.96 4.52 4.51 41 41 .5 .8 8 8 24A 1.81 4.65 37 .5 7 1.74 1,78 4.67 4.66 41 39 .3 .4 8 8

67 2.80 4.40 96 13.3 19 2.54 2.67 4.55 4.48 82 89 6.3 9.8 16 18 67A 2.99 4.15 69 6.4 14 2.86 2.93 4.32 4.24 99 84 11.2 8.8 20 17

68 2.45 4.46 128 8.3 26

2.24 2.35 4.56 4.51 134 131 11.1 9.7 27 27 68A 2.65 4.35 88 7.2 18 2.13 2.39 4.54 4.45 113 101 7.6 7.4 23 21

69 2.62 4.50 119 10.9 24

2.55 2.59 4.40 4.45 111 115 9.2 10 '1 22 23 69A 2.48 4.54 148 13.1 30 2.45 2.47 4.78 4. 66 142 145 13.9 13.5 28 29

70 2.56 4.33 129 8.2 26

2.61 2.59 4.32 4.33 101 115 3.7 5.8 20 23 70A 2.23 4.60 168 6.5 34 2.34 2.29 4.63 4.62 161 165 4.7 5.6 32 33

72 1.59 5.02 147 8.1 29

1.31 1.45 5.18 5. 10 93 120 3.4 5.8 19 24

72A 1.57 4.97 106 3.6 21

1.55 1.56 5.05 5.01 111 109 3.7 3.7 22 22

74 3 2.03 4.60 74 5^2 15 74A 1.86 4.85 62 1.8 12 1.91 1.89 4.69 4.77 67 65 2.1 2.0 13 13

75 - 2.27 4.63 81 9.3 16 2.74 2.76 4.23 4.43 62 72 5.5 7.4 12 14 75A 2.22 4.20 82 5.1 16 2.38 2.30 4.58 4.39 72 77 3.4 4.3 14 15 76 2.38 4.24 118 10.7 24

1.94 2.16 4.50 4.37 134 126 13.7 12.2 27 26 76A 2.72 4.18 119 13^0 24

3.37 3.05 4.62 4.40 137 128 10.1 11.6 27 26

77 3.10 4.05 109 xoH ft . u 77A

2.50 ^ B ou ± 97 A 1

1 HA lUO 0 ^ y.o ti . 091 01

3! 12 4.09 10. 1 18

78 2.49 2.80 4.43 • ZiU ino 14.8 12.5 22 1.76 4.79 70 4.0 16 78A

1.95 1.86 4.70 ov ^ 7 117 2.01 4! 70 i 0 1.9 16 1.77 1.89 4.93 ftl OU 0.0 9 7 1ft AO 16

79 2.09 4.66 27 ' (.2) 5 2.19 2.14 4.40 4.53 27 27 .2 .0 5 5 79A * 80 2.24 4.43 9 Q 1ft 80A

2.37 2.31 4^29 4. ^7 1.3 2.1 10 13 2.24 4.40 60 l!5 12 81-. 2.25 2.25 4.54 4.47 74 67 3.5 2.5 15 14 2.31 4.55 96 8.0 19

81A

2.60 2.46 4.47 4.51 77 ft7 0,0 60 . 7i 15 17 2.74 4.' 40 74 6.5 15 2.59 2.67 4.45 4.43 85 80 6.4 6.5 17 16

82 2.35 4.52 97 12.3 19

82A

2.46 2.41 4.42 4.47 33 65 1.1 6.7 7 13 2.48 4.33 115 10.2 23 2.61 2.55 4.37 4.35 91 103 10.0 10.1 18 21
Table 3.5. Laboratory freezing and thawing durability of concretes—Continued

No. 1 Gain in wt. after 1 d

soaking at 40°F

(percent)

Original dynamic

modulus, Ea

(psi X 10-»)

Number of cycles to

failure, interpolated

to 60% Eo

Loss in wt during F&T,

interpolated to 60% E<, (percent)

Durability

factor ^

Type II Average Average Average Average Averai

83 1.98 5.11 113 9.6 23

1.87 1.93 4.93 5.02 94 104 7.5 8.6 19 21 83A 1.89 4.96 141 12.8 28

1 70 1 O'* D^ . lOIV 0 . Uo 111 111 o o OO 0^1L

84 2.30 4.57 121 12.0 24

2.46 2.38 4.41 4.49 65 88 3.7 7.9 13 19 84A 2.45 4.37 73 5.8 15 2.45 2.45 4.36 4.37 96 85 13.8 9.8 19 17 85 2.37 4.27 311 14.2 60 2.40 2.39 4.32 4.30 238 275 9.2 11.7 48 54 85A 2.16 4.55 343 14.3 65

L . i'4 ^ . ou A CIQ O iZ OOO 1J . u lo . / ^0vy 67

86 2.46 4.49 24 ' (.2) 5 2.36 2.41 4.67 4.58 23 24 .5 .2 5 5 86A 2.40 4.71 23 ' (.1) 5 2.47 2.44 4.60 4.66 16 20 ' (.3) ' (.2) 3 4 87 2.63 4.29 154 15.4 31 2.55 2.59 4.28 4.29 147 151 15.7 15.6 29 30

87A 2.37 4.45 127 12.8 25

Z ,Z i 9 Q9 1izy90 1IZO9Q irt lU. o

^ 1111,0f\ 26

88 3.02 4.45 94 7.2 19 3.13 3.08 4.26 4.36 91 93 7.2 7.2 18 19 88A 2.88 4.44 102 13.6 20

^ IJl o . Uo A Afi oa o . O 17 19 89 2.46 4.52 39 1.0 8 2.40 2.43 4.49 4.51 38 39 .8 .9 8 8 89A 2.48 4.73 39 1.5 8 2.43 2.46 4.49 4.61 44 42 1.1 1.3 9 9

90 2.46 4.55 102 10.2 20 2.55 2.51 4.40 4,48 78 90 8.2 9.2 16 18 90A.. 2.51 4.45 106 16.8 21 2.57 2.54 4.31 4.38 22 114 110 13.2 15.0 23

91 2.41 4.49 41 1.7 8 2.54 2.48 4.38 4.44 45 43 1.1 1.4 9 9 91A 2.55 4.35 42 .5 8

A Q C A C A A 11 . 7/ qy 9

92 3.19 4.35 64 3.4 13

15 3.30 3.25 4.28 4.32 79 72 8.3 5.9 16 92A 3.67 4.18 50 5.8 10

11 3.53 3.60 4.03 4.11 59 55 5.3 5.6 12 93 2.01 4.60 103 7.7 21

21 2.11 2.06 4.54 4.57 99 101 6.9 7.3 20

93A 2.15 4.40 90 4.6 18 18 Z.Zl 2. lo A OA 4.a5 OAo6 OQOO 7 9 ^ Q 17

94 2.39 4.06 89 3.3 18

18 2.42 2.41 4.06 4.06 91 90 2.3 2.8 18 94A 2.56 3.99 106 7.8 21 20 2.42 2.48 4.00 4.00 90 98 6.0 6.9 18 95 3.73 3.62 134 14.2 27

27 3.61 3.67 3.60 3.61 136 135 13.3 13.8 27

95A 3.13 3.92 92 7.9 18 3.10 19 3.12 4.04 3.98 101 97 7.1 7.5 20

96 2.41 4.52 89 3.9 18

17 2.40 2.41 4.58 4.55 80 85 2.9 3.4 16 96A 2.30 4.45 86 9.9 17

17 2.28 2.29 4.^3 4.54 85 86 2.2 6.1 17 97„ 3.17 3.97 81 14.1 16

15 3.11 3.14 4.07 4.02 71 76 4.3 9.2 14 97A 2.78 4.25 109 6.3 22 22 2.78 2.78 4.34 4.30 108 109 9.8 8.1 22
Table 3.5. Laboratory freezing and thawing durability of concretes—Continued

No. 1 Cain in wt. after 1 d

soaking at 40°F

(percent)

Original dynamic

modulus, £^0 (psi X 10-«)

Number of cycles to

failure, interpolated

to 60% £0

Loss in wt during F&T,

interpolated to 60% Ea

(percent)

Durability

factor 2

TvT«» TT

Oft 2.62 4.38 89 7.2 18 2.38 2.50 4.49 4 44 103 96 5.6 6.4 21 20 98A 2.69 4.23 97 7.5 19 2^52 2.61 4! 32 4.28 103 100 413 5.9 21 20

99 2.61 4.45 53 2.5 11 2.52 4.49 4.47 80 67 7.9 5.2 16 14 99A 2.53 4.51 79 5^7 16

2! 60 2.57 4.67 4.59 62 71 3.4 4.6 12 14

101 2.61 4.62 134 9.5 27

2.68 2.65 4.52 4.57 120 127 8.0 8.8 24 26 lOlA 2.71 4.45 178 9^3 36

2]79 2.75 4!40 4.43 168 173 7.8 8.6 34 35

163 2.43 4.31 77 2.7 15 2.54 2.48 4.26 4.28 59 68 1.3 2.0 12 14 163A 2*26 4.26 82 4.1 16

2! 57 2.60 4.28 4 97 68 72 2.1 3.1 13 14 164 2.38 4.54 108 22 2.43 2.40 4.61 106 107 XV 4 15^5 13.0 21 22 164A 2.33 4.46 150 8.1 30 2I26 2.30 4!51 4.48 158 154 ll!8 10.0 32 31

165 2.16 4.56 118 7.2 24

2.24 2.20 4.47 4.52 88 103 4.4 5.8 18 21 165A 2.03 5.09 111 8.5 22 2*13 2.08 4.81 4 O'; 111 111 74 . «^^ 8.0 22 22

166 2.29 4.54 1±00 13.3 31 2^35 2.32 4!62 4.58 162 158 12!7 13.0 32 32 166A 2.18 4.71 129 6.9 26

2.26 2.22 4 62 4 66 142 116 ft0.06 74.08 28 27 167A 2.45 4.51 140 13.7 28

2! 50 2.48 4. 4,0 4 "JO 1^1 xoo 10X V • 0v lift X X . 0 ^274 28

168 2*29 4 O"! H2 4.6 26

2.29 2.29 4, Rfi 4 00 12ft 1xov10 4 ^ 4** fk . 0 26 26 168A 2! 28 4.63 m?XO 1 4 0 ^274 2!37 2.32 4!69 4.66 152 144 6.2 5.6 30 28

169 2.16 4.60 116 12.0 23 2.23 2.20 4.63 4 62 lift X XO 117 XX 4 7 fi 4 . u 0^ ft . 0 24 24 169A 2.21 4. ^0 11^ X XO 74 . ^2 21 2.26 2.24 4 71 XvO 111 XXX c c 0 . o (t 4 ^x21 22

170 2!o9 4.91 ^02R c 2.19 2.14 4 ft? 4 HO 12 10 . ^9 4 0 5 170A 1.96 12 1X . 07 0

2! 18 2.07 4.74 4.92 31 32 4.2 3.0 6 6

171 1.83 4 0^ 101 14X** . 0V 001ft

1 96 1 00 4 HI J,4' ft7 . 0 < c r 0 .

0 ft 2"; ^0 12 171A 2.20 4 Vl 142 11XO ft . 0 ^02ft

172 1.99 2.10 XOD 12 f\ ^274 28

2.27 4.51 12fi xzo ft 4 ^o2^ 2.24 2.26 4^45 4.48 91 108 4.6 6.5 18 22

172A 2.45 4.20 94 5.4 19 2.38 2.42 4 ^7 4 2S 111 XXX 1XO . Q7 10XV . ^0 26 22

173 2.37 4.34 83 5.4 17 173A

2.38 2.38 4.43 4.38 90 86 3.8 4.6 18 18 2.54 4.23 56 2.3 11 174 2.57 2.56 4.16 4.20 64 60 3.6 3.0 13 12 2.33 4.48 109 4.0 22 2.33 2.33 4.56 4.52 141 125 13.6 8.8 28 25 174A 2.60 4.45 110 11.6 22 2.66 2.63 4.38 4.42 92 101 4.4 8.0 18 20
Table 3.5. Laboratory freezing and thawing durability of concretes—Continued

Cain in wt. after 1 d

soaking at 40°F

(percent)

Original dynamic

modulus. Els (psi X 10-«)

Number of cycles to

failure, interpolated to 60% £„

Loss in wt during F&T,

interpolated to 60% /?o (percent)

Durability

factor 2

Type II Average Average Average Average Average

175 1.94 4.77 117 3.7 23

175A

2.22 2.572.08 4.56 4.09

A a^i 4.66 157

141 lo7 o.y6.9

o.o ol28

07z /

176 - 2.57

2.99

2.57 A Ofi 4.30 4.14

A OO 4.2J 1 1 y1 114691 OO Izo C 1 5.

1

16.4 O.U zo

14

oAzo

176A

3.01 3.343.00 A AO 4.UZ

3.81

A AO 4.08 A n47

31

CO5o c o 5.0

1.6

11 1 11.1 o

6

1 0IZ

3.35 3.34 3.92 3.86 31 31 .2 .9 6 6

177 2.17 4.50 122 2.0 24

177A

2.15 2.38 2.16 4.43

4.42

A AH 4.46 96

84

109 1 . I 2.2

1 .O 1 oIV

17 zz

178-_ - 2.422.59 2.40 4.31 4.45

4.36 77 136 80 1.6

11.8

1.9 1527

16

178A - 2.432.52

2.51 4.45

4.51 4.50 147 in151 142 9.8

lU.o 10.8 29

QO 28

2.59 2.56 4.48 4.50 103 127 6.7 8.5 21 26

179 1.96 4.60 99 2.8 20

179A.. . - 2.11 2.03 2.04 4.70

4.78

4.65 109

102 104 5.4

5.1

4.1 222021

2.03 2.06 4.78 4.78 116 109 7.2 6.2 23 22 Type IIA

100 3.24 3.27 479 14.5 78

lOOA

(17) 2.71 3.59 446 12.0 81

Type III

102

(17)

1.84 4.81 66 .6 13

102A

1.77

1.95

1.81 4.72 4.66

4.77 6566

OO .o 2.8

. 0

1lo^131 ^

103

(18) 2.13

4.65

4.57

4.61 72 274

69 o o 10.4

1 A 55

1 A. 1^

103A

2.09

1.96 2.11 4.80 4.90

4.69 296

332

ooc /o5

10.4

11 A 11 . * 64

1.89 1.93 4.90 4.90 366 349 10.5 10.5 69 67

104 104A

1.94 2.00

2.12

1.97 4.844.67 4.884.76

146

183 169

lo5 6.7

iz . t 12.1

29

0 i 34

00

105 2.211.57 2.17 4.625.04

4.75 141 184

155 9.7

o n o. V 10.9 28

0 t 31

105A.-

1.80

1.67

1.69 4.95

5.02 5.00 194

142

189 3.5

A C 6.2 39

Zo9ft 38

1.70 1.69 5.00 5.01 193 168 8.7 6.6 39 34

106 2.27 5.00 89 4.9 18

106A

2.36

2.48

2.32 4.88

4.95 4.94 86

85

OQOO r 1 4.4

o . u 11 7

1

17

in±0

2.40 2,44 4.90 4.93 91 88 6.3 5.4 18 18

180 1.73 4.92 228 9.9 46

180A

1.70

1.94

1.72 5.01 4.80

4.96 221

212

00/1 9.5

y . o 4.4. 42

181 . _

1 • oV 1.74

1 A OA 5.20

901 158 207 9.2 6!9

9.4 40

32

41

181A _ . . 1.82 1.94

1.78 4.83

4.75

5.02 144

128

151 5.2 8.8

6.0 2926

30

1.91 1.92 4.89 4.82 129 128 14,3 11.6 26 26

182 1.58 5.11 105 2.3 21

182A

1.57

1.85 1.58 5.16

4.95 5.14 98

100

102 5.1 3.3

3.7 20

20 20

1.96 1.90 4.78 4.86 106 103 2.9 3.1 21 20
Table 3.5. Laboratory freezing and thawing durability of concretes—Continued

No. ' Gain in wt. after 1 d

soaking at 40°F

(percent)

Original dynamic

modulus, Eo

(psi X 10-«)

Number of cycles to

failure, interpolated

to 60% Eo

Loss in wt during F&T,

interpolated to 60% E^

(percent)

Durability

factor ^

Average Average Average Average Average

Type III

183 1.64 5.28 54 1.5 11 1.62 1.63 5.30 5.29 56 55 .8 1.2 11 11 183A 1.88 5.10 83 2.4 17 1.90 1.89 5.07 5.08 86 84 2.2 2.3 17 17

184 1.71 5.32 29 ' (.3) 6

1.72 1.72 5.42 5.37 25 27 3 (.2) M.2) 5 6 184A 1.88 5.20 13 3 (.1) 3 1.87 1.88 5.14 5. 17 19 16 ^ ( 4) ' ( 2^ 4 4

185 1.82 5.02 36 .1 7 1.82 1.82 5.02 5.02 37 36 .1 .1 7 7 185A 2.02 4.78 48 10 1.89 1.96 4.75 4.76 37 42 .5 .2 7 8

186 1.68 4.95 117 3.4 23

1.71 1.70 5.13 5.04 174 146 8.2 5.8 35 29 186A

1.73 1.73 4.71 4.71 141 141 5.4 5.4 28 28

187 1.51 5.11 120 5.4 24

1.55 1.53 5.05 5.08 130 125 5.1 5.2 26 25

187A 1.50 4.82 101 8.5 20

1.63 1.56 5.10 4.96 120 110 3.6 6.0 24 22

188 1.55 5.11 84 3.8 17 1.52 1.54 5.10 5.10 79 82 .8 2.3 16 16

188A 1.34 5.11 99 2.9 20

1.72 1.53 4.87 4.99 109 104 2.6 2.8 22 21 189 1.99 4.77 272 14.8 54 2.02 2.00 4.74 4.76 283 278 21.3 18.0 57 56

189A 2.20 4.66 264 19.3 53 2.26 2.23 4.58 4.62 247 256 17.1 18.2 49 51

190 1.97 4.85 80 3.4 16 1.77 1.87 4.86 4.86 76 78 2.5 3.0 15 16 190A 2.00 4.70 105 8.2 20

2.05 2.02 4.67 4.68 134 120 5.1 6.6 27 24

191 1.73 4.65 41 ' (.2) 8 1.73 1.73 4.71 4.68 39 40 M.4) ' (.3) 8 8

191A 1.92 4.42 44 .1 9

J.

1 09 J. ill ±1^ I A.^ . 0y i-V 10

192 1.54 5.05 157 7.0 31 1.44 1.49 5!l6 5.10 187 172 6!9 7.0 37 34

192A 1.62 4.95 228 12.2 46

1.59 1.60 4.93 4.94 193 210 10.0 11.1 39 42

193 1.90 4.57 230 11.1 46

1.84 1.87 4.78 4.68 242 236 11.7 11.4 48 47 193A 1.84 4.89 212 13.0 42

1.87 1.86 4.72 4.80 212 212 12.7 12.8 42 42 Type IIIA

194... 1.96 4 07 yo i oO

1.90 1.93 4.12 4.10 798 868 15.4 15.0 87 85 194A.. . . 1.60 4.54 976 14.4 85

195 1.59 1.60 4.62 4.58 845 910 13.3 13.8 86 86 1.64 4.09 676 12.0 84

195A

1.62 1.63 4.07 4.08 521 598 10.7 11.4 84 84

1.40 4.33 831 13.0 86

1.43 1.42 4.52 4.42 692 762 9.9 11.4 91 88 Type IV

107 2.76 4.37 91 7.8 18 IOTA

2.66 2.71 4.43 4.40 101 96 10.5 9.2 20 19 2.58 4.50 99 7.9 20

2.63 2.61 4.43 4.47 98 99 7.2 7.6 20 20
Table 3.5. Laboratory freezing and thawing durability of concretes—Continued

No. ' Gain in wt. after 1 d

soaking at 40°F

(percent)

Original dynamic

modulus, Eo

(psi X 10-»)

Number of cycles to

failure, interpolated

to 60% £0

Loss in wt during F&T,

interpolated to 60% £0

(percent)

Durability

factor '

Type IV

108 . - 3.48 4.03 106 8.2 21

108A

3. 17 3.18

3.33 4.40

4.17

4.21 150

167 128 9.9 9.6

9.

1

OA33OAzo

2!72 2.95 4! 40 4.29 170 169 8!2 8.9 34 34

196 3.39 3.87 34 .6 7 196A

3.39 3.57

3.39 3.81 3.56

3.84 29

29

32 .0.0

.3 6

7

6

3!84 3.70 3!61 3.58 26 28 '.7 .4 5 6 Type V

109 3.82 ^ 74, 63 10.

1

13

109A

3!86

3.61 3.84 3.713 .64 3.73 5254

58 2.9

2.3

6.5 10

10

12

3!95 3.78 3^65 3.65 37 46 .5 1.4 7 9

110 3.30 4.11 37 .2 7

llOA

3. 10 3!oi 3.20 4.40

4!41 4.26 3949

38 .4

.5

.3 8

10

8

3.11 3.06 4.40 4.41 39 44 .4 .5 8 9

111. - 3.01 4.48 52 .8 10

lllA

3.03

2!51

!l 09 4.37

4.67

4.43 5566 54 1.9

l!2 1.4 1113

11

112 2.66

3.28

4.45

4^35

67

31

66 2.4

.4 1.8 13

6 13

112A

3.16

2!85

3.22 4.38

4^62

4 ^7 50

68

42 1.1 2!6

0.8 10

14

8

2.84 2.85 4.51 4.57 86 77 4.5 3.6 17 16

113 2.44 4.55 139 8.9 28

113A

2.60

2

'.45

9 1^9 id . Oi* 4.704 "i? 145 214

142 11.6 13.6

10.3 29

43

29

114 2.46

2!95

it9 . Xh 4. 72 4!24

4 71 144

97

179 6.5

5.7

10.1 29

19 36

114A

2.92 3!lO

i*9 . Od74 4.22 4!31

4 . itO 9^ 87

105 92 11.4

5.2 8.6 1721

18

2.98 3.04 4.34 4.33 83 94 3.0 4.1 17

115 2.39 4.43 77 4.3 15

115A 2.21

it9 tiiL 91 d. 7R 4.51

4 fil 77

79

77 3.4

4!5 3.9 15

16

15

116

9 . 19Lit 2.29

il9 » 171 i d. 49 4.64

4 47 R6

49

83 4.6

3.2 4.6 17

10

17

116A - 2.20

9 4.674 "^7 57

59

53 3.1 2.5

3.2 11

12

11

2.56 2.38 4.46 4.57 44 52 .9 1.7 9 11

117 2.17 4.73 89 8.9 18

117A

9 17 2.749 17 4.31 4 ft4 84

83

87 7.9

13!2 8.4 17

17 18

118 2.72

9 7"^ ii t io 2.73 4.354 91 4.33 83

81 83 11.6

13.0 12.4 1

7

16

1 71 /

118A--

2.75

9 97 2.75 4.184 4.9 4.20 59

67

70 2.9

2.3 8.0 1213 14

2.80 2.54 4.26 4.34 63 65 3.0 2.7 13 13

119 2.06 4.87 113 7.2 23

22

119A

2.03

1.99 2.05 4.87

4.96

4.87 102 130

108 7.8 9.3

7.5 20

26

1.93 1.96 4.91 4.94 138 134 9.1 9.2 28 27

197 2.70 4.68 14 M.3)

M.3)

M.4)

'(.4)

3

197A

2.50

2.58 2.60 4.86

4.58

4.77 21

17 18 ' (.3) 4

3 4

2.63 2.60 4.63 4.60 14 15 ' (.4) 3 3

93
Table 3.5. Laboratory freezing and thawing durability of concretes—Continued

No. ' Gain in wt. after 1 d

soaking at 40°r

(percent)

Original dynamic

modulus, Eo

(psi X 10-6)

Number of cycles to

failure, interpolated

to 60% E„

Loss in wt during F&T,

interpolated to 60%

(percent)

Durability

factor 2

Average Average Average Average Average

Miscel- laneous

120 2.53 4,55 76 5.2 15 2.56 2.54 4.54 4.55 90 83 9.1 7.2 18 17 120A 2.59 4.46 62 5.3 12 2.63 2.61 4.37 4.42 78 70 10.4 7.9 16 14

121 2.30 4.26 74 5.8 15 2.18 2.24 4.20 4.23 82 78 5.0 5.4 16 16 121A 2.41 4.17 101 16.5 20

2.41 9 4.1 ion in 1 1^ A zu9n

122 2.38 4.65 125 10.7 25

Z . oD 4. 00 lU I 19 ^ n Ro 4.

. ^

19 in 99 122A 2.30 4.70 131 9.0 26

2.34 2.32 4.65 4.68 100 115 7.9 8.5 20 23

123 2.89 3.56 352 13.9 68 2.72 2.81 3.59 3.58 291 322 13.3 13.6 58 63 IZoA 2.27 3.84 20 20 20.9 87 2.30 2.29 3.84 3.84 " 632 716 21 18.3 9.6 80 84 Type

S-Sfag

198 1.80 4.70 29 .3 6 1.79 1.80 4.73 4.72 27 28 .2 .2 5 6 198A 1.78 4.71 24 M.l) 5

1 7? i. » io 4. /y A A. 199 1.74 4.85 9 ' (.2) 2 1.86 1.81 4,66 4.76 9 9 .0 2 2 199A..,._. 1.85 . DO p 9 l!86 1.86 4.67 4.66 8 8 ' (.2) ' (.2) 2 2

200... 1.39 4.93 58 4.5 12 1.44 1.42 4.78 4.86 67 62 2.4 3.4 13 12 ^UUA 1 67

1.71 1.69 4.57 4.54 83 71 3.0 17 14 Type

SA-Slag

201 1.68 4.08 775 15.1 84

1.91 1.80 3.76 3.92 596 686 14.1 14.6 79 82 201A 2.02 3.60 677 15.5 80

1.71 1.86 4.05 3.82 529 603 11.5 13.5 77 78

202 3.78 605 19.1 82 2.51 2.56 4.01 3.90 416 510 13.9 16.5 72 77 202A 2.59 4.03 503 19.5 74 2.56 2.58 4.05 4.04 422 464 16.3 17.9 70 72

203 2.54 3.76 399 16.4 68 2.47 2.50 3.78 3.77 353 376 15.0 15.7 65 66

203A 2.52 3.74 265 12.8 53 2.54 2.53 3.77 3.76 269 267 11.5 12,2 54 54

Concretes having a 0.635 W/C. ratio listed first for each cement and the

concretes with a slump of 5±1 inch indicated by the letter A.

* Based on 300 cycles or 60 percent Eo.

3 Gained.

* Su£Bcfent cement for one mix only.

' Freezing and thawing started at 42 days.

» Weighed and sonic determinations made after 1 cycle of freezing and

thawing instead of before freezing.

' Discontinued at 563 cycles, 62 percent Ed.

> Discontinued at 570 cycles, 63 percent Eo.

' Discontinued at 541 cycles, 61 percent Eo. '"Discontinued at 556 cycles, 62 percent Eo.

" Discontinued at 556 cycles, 63 percent Eo. Discontinued at 554 cycles, 65 percent Eo.

'3 Discontinued at 565 cycles, 74 percent Eo.

'4 Discontinued at 518 cycles, 64 percent Eo.

16 Discontinued at 565 cycles, 67 percent Eo. " Discontinued at 565 cycles, 65 percent Eo. Speciment broken. One specimen only. ° Broken at 110 cycles, extrapolated from 72 percent Co.

30 Discontinued at 561 cycles. 72 percent Eo.

3' Discontinued at 561 cycles, 63 percent Eo.

94
3.6. Dynamic Young's Modulus of Elasticity

of Concretes—Table 3.6

The dynamic Young's modulus of elasticity of

3 X4X 16-inch concrete prisms that were subjected

to several curing stages, described below, are listed in table 3.6. These tests were made to obtain infor- mation on changes in dynamic modulus as a result of changes in moisture content and other variables.

The dynamic modulus was determined from the same concrete prisms that were used in the weight

charge tests reported in Section 3.4. These prisms were made from the same batches of concrete that were used for the shrinkage and expansion tests, and

the durability tests described in sections 3.3 and 3.5 respectively.

The prisms were cured at 73 ±1 °F in the molds

under damp burlap for the first 24 hours, then placed

in a fog room at 100 percent relative humidity until they were 14 days old. They were then placed on end and exposed for 8 weeks to laboratory air at 73 °F and 50 percent relative humidity. Finally, the

specimens were placed in water for 4 weeks.

Fundamental transverse frequencies of the concrete prisms were determined in accordance with

ASTM Method C 215 [19]. Measurements were made at 1 day, 14 days (after moist curing), 70 days

(after 8 weeks drying in laboratory air), at 71 days

(after 24 hours in water) and at 98 days (after 4

weeks in water). From these data and the respective

weights of the prisms, dynamic Young's modulus of

elasticity was calculated for two prisms of each of

the two series of concretes.

95
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4. References

[1] Interrelations between Cement and Concrete Properties, Part 1, NBS Building Science Series No. 2, Aug. 20, 1965. Section 1, Materials and techniques, Blaine, R. L., Ami, H. T., and Foster, B. E.

Section 2, Water requirements of portland cement,

Blaine, R.X., Arni, H. T., and Clevenger, R. A.

Section 3, Occurrence of minor and trace elements

in Portland cement, Blaine, R. L., Bean, Leonard,

and Hubbard, Elizabeth K.

[2] Interrelations between Cement and Concrete Properties, Part 2, NBS Building Science Series No. 5, July 1, 1966. Section 4, Variables associated with expansion in the

potential sulfate expansion test, Blaine, R. L., Arni, H. T., and Evans, D. N.

, Section 5, Heat of hydration of portland cement,

Blaine, R. L., and Arni, H. T.

Section 6, Variables associated with small autoclave expansion values of portland cements, Blaine, R. L., and Arni, H. T.

[3] Interrelations between Cement and Concrete Properties, Part 3, NBS Building Science Series No. 8, April 1968. Section 7, Compressive Strength of Test Mortars,

Blaine, R. L., Arni, H. T., and DeFore, M. R.

Section 8, Compressive strength of steam-cured port- land cement mortars, Blaine, R. L., Arni, H. T., and DeFore, M. R,

[4] Interrelations between Cement and Concrete Properties, Part 4, NBS Building Science Series No. 15, March

1969. Section 9, Shrinkage of hardened portland cement

pastes, Blaine, R. L., Arni, H. T., and Evans, D. N.

Section 10, Shrinkage and Expansion of Concrete,

Blaine, R. L., and Arni, H. T.

[5] Interrelations between Cement and Concrete Properties, Part 5, NBS Building Science Series (to be published). Section 11, Freeze-thaw durability of concrete,

Blaine, R. L., and Arni, H. T.

Section 12, Water-loss and absorption of concrete,

Blaine, R. L., and Arni, H. T.

Section 13, Dynamic Young's modulus of ciaHticity of concretes, Blaine, \\. L., and Arni, H. T.

[6] Federal Specification SS-C-1S8C

Amendment 1: Cements, Hydraulic, Mctho<lH for Sampling, Inspection and Testing, May 25, 1951.

[7] Standard Methods of Chemical Analysis of Portland Cement, ASTM Designation C 114-53.

[8] Diamond, J. J., Photometric Delermination of Strontium

in Portland Cement, Anal. Chem. 27, 913, June 1955.

[9] Standard Method of Test for Normal ConsiHlency of Hydraulic Cement, ASTM Designation C 187-55.

[10] Tentative Method of Test for Air Content of Hydraulic

Cement Mortar, ASTM Designation C 185-53T.

[11] Tentative Method of Test for Compressive Strength of Hydraulic Cement Mortars (using 2-in cube specimens)

ASTM Designation C 109-54T.

[12] Report of Working Committee on Sulfate Resistance of ASTM Comm. C-1 on Cement, performance test for the potential sulfate resistance of portland cement, Bui. ASTM, Feb. 1956, p. 37.

[13] Standard Method of Test for Autoclave Expansion of Portland Cement, ASTM Designation C-151-53.

[14] Standard Method of Test for Heat of Hydration of Port- land Cement, ASTM Designation C-186-53.

[15] Federal Test Method Standard, No. 158 Cements, Hydraulic; Sampling, Inspection, and Testing.

[16] Standard Method of Test for Slump of Portland Cement

Concrete, ASTM Designation C 143-52.

[17] Standard Method of Test for Weight per Cublic Foot,

Yield and Air Content (Gravimetric) of Concrete, ASTM Designation C 138-44.

[18] Standard Method of Making and Curing Concrete Test Specimens in the Laboratory, ASTM Designation

C 192-52T.

[19] Standard Method of Test for Fundamental Transverse,

Longitudinal, and Torsional Frequencies of Concrete

Specimens, ASTM Designation C 215-60.

[20] Standard Method of Test for Resistance of Concrete Specimens to Rapid Freezing and Thawing in Water,

ASTM Designation C 290-67.

j!r U.S. GOVERNMENT PRINTING OFFICE; 1971 O—«<-068

115
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RlRI BIBLIOGKAKHIt. irtRRAPHIC DATA UI No. NBS-BSS 36

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4. TITLE AND SUBTITLE

Interrelations Between Cement and Concrete Properties,

Part 6, Compilation of Data from Laboratory Studies

5. Publication Date August 1971

6. Performing Or^nization Code

7. AUTHOR(S)

J. R. Clifton and R. G. Ma they

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16. ABSTRACT (A 200-word or less factual summary of most significant information. If document includes a significant

bibliography or literature survey, mention it here.) Data are presented on the properties of Portland cements, mortars and concretes

from a long term study reported principally by Blaine and Ami.

These data are from laboratory studies and cover a wide range of cements and

concretes. A total of 199 different cements were included in the study.

j|17. KEY WORDS (Alphabetical order, separated by semicolons)

J} Cement; Chemical Composition; Concrete; Durability; Material Properties;

ji Physical Properties

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