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1
PROPERIES OF BINDER SYSTEMS CONTAINING CEMENT, FLY ASH AND 1
LIMESTONE POWDER 2
3
Krittiya Kaewmanee1 4
Somnuk Tangtermsirikul2 5
6
1Graduate student, School of Civil Engineering and Technology, Sirindhorn International 7
Institute of Technology, P.O.Box 22, Thammasat-Rangsit Post Office, 8
Klong Luang, Pathum Thani 12121, E-mail: [email protected] 9
2Professor, School of Civil Engineering and Technology, Sirindhorn International Institute of 10
Technology, P.O.Box 22, Thammasat-Rangsit Post Office, 11
Klong Luang, Pathum Thani 12121, E-mail: [email protected] 12
13
Abstract: Fly ash and limestone powder are two major widely available cement replacing 14
materials in Thailand. However, the current utilization of these materials is still not optimized 15
due to limited information on properties of multi-binder systems. This paper reports 16
mechanical and durability properties of mixtures containing cement, fly ash, and limestone 17
powder as single, binary, and ternary binder systems. The results showed that a single binder 18
system consisting of only cement gave the best carbonation resistance. A binary binder 19
system with fly ash exhibited superior performances in long-term compressive strength and 20
many durability properties except carbonation and magnesium sulfate resistances while early 21
compressive strength of a binary binder system with limestone powder was excellent. The 22
ternary binder system, taking the most benefit of selective cement replacing materials, 23
yielded, though not the best, satisfactory performances in almost all properties. Thus, the 24
optimization of binders can be achieved through a multi-binder system. 25
2
Keywords: Cement replacing materials, Multi-binder, Fly ash, Limestone powder, 26
Durability, Mechanical properties 27
28
1. INTRODUCTION 29
The cement industry was reported to produce 5% of global man-made CO2 emissions, of 30
which 50% are from the chemical process, and 40% from burning fuel (World Business 31
Council for Sustainable Development, 2002). In addition, it is commonly known that the 32
manufacturing of conventional cement is extremely CO2 intensive; production of one ton of 33
cement clinker results in approximately one ton of CO2 released into the Earth's atmosphere. 34
The concrete industry worldwide has realized this matter and has been seeking new solutions. 35
Pozzolans, natural or industrial by-products, have been used extensively as cement replacing 36
materials in the past decades. Not only can cement replacing materials help reduce the 37
proportion of cement in concrete, they also improve properties of concrete in many ways. 38
Besides pozzolans, finely ground inert material known as filler is also used widely. Recently, 39
the use of more than one type of cement replacing materials in concrete, called ternary, 40
quaternary, or multi binder concrete, has globally grown because they present some 41
advantages over the binary binder concrete (Tahir and Önder, 2008; Mehmet et al., 2009; 42
Bassuoni and Nehdi, 2009; Bun et al., 2010). 43
In Thailand, fly ash is one of the most popular pozzolans. Fly ash concrete has become 44
practically common. Limestone powder is another material that has a bright future in the 45
concrete industry in Thailand due to its main benefits, especially early strength. The global 46
trend of ternary binder concrete is gaining popularity in Thailand since it is one of the 47
optimized ways of cement replacing material usage. This paper focuses mainly on 48
compressive strength, slump and slump loss, and durability properties of mixtures composed 49
of cement, fly ash, and limestone powder as single, binary, and ternary binder systems. 50
3
51
2. EXPERIMENT 52
2.1 Materials 53
Three particle sizes of limestone powder were used in this research. Limestone powder with 54
average particle diameter (d50) of 2, 4, and 11 µ m are referred hereafter as LP#02, LP#04, 55
and LP#11, respectively. Ordinary Portland cements type I, type V and a fly ash from Mae 56
Moh were used. The chemical compositions and physical properties of ordinary Portland 57
cement type I, ordinary Portland cement type V, Mae Moh fly ash, and limestone powder are 58
shown in Table 1. Fig. 1 illustrates particle size distribution of the ordinary Portland cement 59
type I, Mae Moh fly ash, and limestone powders. 60
River sand complying with ASTM C33-92a and crushed limestone with a maximum size of 61
20 mm were used as the fine and coarse aggregates, respectively. Specific gravity of the river 62
sand was 2.60 and that of the crushed limestone was 2.70. 63
64
2.2 Experimental programs 65
2.2.1 Compressive strength and slump 66
The mix proportions were designed to capture the effect of binder content and size of 67
limestone powder on different binder system concrete. Binder contents of 258 kg/m3 and 354 68
kg/m3 were selected since they represent ranges of widely used concrete mix proportions in 69
Thailand. Two different sizes of limestone powder, namely LP#02 and LP#11 were used. The 70
replacement percentages were 30% of total binder weight for binary binder concrete with fly 71
ash and 10% of total binder weight for binary binder concrete with limestone powder. In the 72
case of ternary binder concrete, the contents of cement, fly ash, and limestone powder were 73
70%, 20% and 10% by weight of total binders, respectively. 74
4
For slump tests, concrete with binder content of 300 kg/m3 was studied. The contents of 75
LP#11 were 5% and 10% by weight of total binders in both binary binder concrete with 76
limestone powder and ternary binder concrete, whereas binary binder concrete with fly ash 77
contained fly ash content of 30% by weight of total binders. 78
Mix proportions of concrete mixtures for compressive strength and slump tests are shown in 79
Tables 2 and 3, respectively. 80
81
2.2.2 Durability properties 82
This part focused on durability properties of mixtures with cement, fly ash, and limestone 83
powder as different types of binder systems, i.e. single, binary, and ternary. The properties in 84
terms of autogenous and drying shrinkages, carbonation depth, chloride resistance, sulfate 85
resistance were studied. Three different sizes of limestone powder, namely LP#02, LP#04 86
and LP#11 were used. The proportion of fly ash in binary binder system was 30% of total 87
binder weight for all tests except for sulfate resistance tests which was 40% of total binder 88
weight. The proportion of limestone powder was 10% by weight of total binders, both in 89
cases of binary and ternary binder systems for all tests with the exception in chloride 90
resistance test, which was reduced to 5% by weight of total binders. 91
Both autogenous and drying shrinkage tests were conducted on pastes with water to binder 92
ratio of 0.30 and the tested specimens were bars with the dimensions of 2.5x2.5x28.5 cm. 93
Autogenous shrinkage specimens were demolded after final setting time, sealed all sides by 94
aluminum foil and plastic sheet and then kept in a chamber with control temperature of 95
28±2°C and relative humidity of 50±5% while drying shrinkage specimens were cured in 96
water for 7 days and subjected to drying conditions at a temperature of 28±2°C and relative 97
humidity of 50±5%. The length change of the bars was continuously monitored. 98
5
An accelerated carbonation test was selected in order to shorten the test period. The CO2 99
subjection environment was controlled such that the CO2 concentration, the temperature, and 100
the relative humidity were 4% (40,000 ppm), 40±2°C, and 50±5%, respectively. The test was 101
conducted on 5x5x5 cm mortar cube specimens. The sand to binder ratio was 2.75 and the 102
water to binder ratio was 0.485 for all mixtures. The specimens were cured in water for 7 103
days before subjecting to CO2 environment. After being under CO2 exposure for 28 days, the 104
specimens were split into half, sprayed with 1% phenolphthalein solution and the carbonation 105
depth was measured. 106
Chloride resistance was observed in terms of chloride permissibility according to ASTM 107
C1202. The test was carried out on mortar with sand to binder ratio of 2.75 and water to 108
binder ratio of 0.40. The charge passed was measured at 28 days and an interpretation of 109
chloride permissibility was made. 110
In case of sulfate resistance, both performances in sodium sulfate (Na2SO4) and magnesium 111
sulfate (MgSO4) were studied. The test included measurement of expansion of 2.5x2.5x28.5 112
cm mortar bars in Na2SO4 solution and weight loss of 5x5x5 cm mortar cubes in MgSO4 113
solution. The concentrations of Na2SO4 and MgSO4 solutions are 5% (50 g/1 L). The 114
specimens were cast with water to binder ratio of 0.55 and sand to binder ratio of 2.75. All 115
specimens were cured in water for 28 days before being submerged in Na2SO4 and MgSO4 116
solutions. The length change of specimens immersed in Na2SO4 solution and weight loss of 117
specimens immersed in MgSO4 solution were periodically recorded. 118
119
3. RESULTS AND DISCUSSION 120
3.1 Compressive strength 121
Results of compressive strength of concrete with 258 and 354 kg/m3 binder contents are 122
expressed in Figs. 2 and 3, respectively. Cement-only concrete exhibited the highest 123
6
compressive strength at all tested ages in the case of concrete with 258 kg/m3 binder content. 124
In the case of concrete with 354 kg/m3 binder content, concrete with fine limestone powder, 125
both binary concrete with 10% of LP#02 and ternary concrete with 10% of LP#02, showed an 126
outstanding improvement of compressive strength, especially at early age. At low binder 127
content, limestone powder does not improve compressive strength due to inadequate cement 128
content. However, fine limestone powder effectively increases the compressive strength 129
especially at early age when binder content becomes greater. Limestone powder accelerates 130
the hydration reaction, resulting in an early gain of strength, though it is a filler. The increase 131
of strength is also partly due to the filling effect of binders in the system, especially when fine 132
limestone powder is used. 133
134
3.2 Slump 135
The initial slump of binary concrete with fly ash was the highest as can be seen from Fig. 4. 136
As generally known, a spherical shape of fly ash results in higher slump. In the case of binary 137
binder concrete with limestone powder, the initial slump was slightly improved when 138
compared with that of cement-only concrete, and the increase of slump was more obvious at 139
10% limestone powder. Ternary binder concrete exhibited smaller initial slump than binary 140
binder concrete with fly ash, but was still higher than that of the cement-only concrete. Since 141
particle shape of limestone powder is irregular, replacing fly ash with limestone powder 142
causes reduction of initial slump in ternary binder concrete. 143
Concrete with limestone powder, both in binary and ternary binder concrete, lost their slump 144
slightly faster than cement-only concrete and binary binder concrete with fly ash. Mixtures 145
with 10% of limestone powder led to a higher rate of slump loss than mixtures with 5% of 146
limestone powder. This can be explained from the fact that limestone powder accelerates the 147
7
hydration reaction and accelerates setting of concrete. The higher content of limestone 148
powder led to the faster reaction rate and settings as illustrated in Fig. 5. 149
150
3.3 Autogenous shrinkage 151
It is clear from the results of autogenous shrinkage shown in Fig. 6 that binary binder mixture 152
with fly ash gave the lowest autogenous shrinkage. Binary binder mixture with limestone 153
powder (both LP#02 and LP#11) had smaller autogeneous shrinkage when compared with 154
cement-only mixture. Autogenous shrinkage has the potential to become greater when 155
limestone powder is used to replace a portion of fly ash in ternary binder mixture. Both in 156
binary and ternary binder system, mixtures with LP#11 had smaller autogeneous shrinkage 157
than mixtures with LP#02. It can be explained from the fact that limestone powder is a non-158
reactive material and it does not change its volume with time. When it is used to replace a 159
part of cement in a binary binder system, the products which change their volume with time 160
are reduced, causing the reduction in autogeneous shrinkage. Fly ash helps reduce shrinkage 161
by delaying the hydration and pozzolanic reactions and by the expansion of the SO3 related 162
products (Tangtermsirikul et al., 1995). In the case of the ternary binder system in this study, 163
limestone powder was used to replace a part of fly ash, thus, autogeneous shrinkage was 164
increased when compared to that of the binary mixture with fly ash. The increase is also 165
caused by the acceleration of hydration reaction when limestone powder is incorporated. 166
167
3.4 Drying shrinkage 168
The shrinkage of dried specimens was measured in terms of total shrinkage. From Fig. 7, 169
limestone powder helps reduce total shrinkage, both in binary and ternary binder system. The 170
total shrinkage is smaller when using coarser limestone powder. However, the reduction is 171
not significant. 172
8
173
3.5 Carbonation 174
As shown in Fig. 8, it can be observed that carbonation depth increases in mixtures with 175
limestone powder (both LP#02 and LP#11), in either binary or ternary binder systems. 176
Coarser limestone powder tends to result in greater carbonation depth in case of ternary 177
binder mixtures. However, binary mixtures with fine and coarse limestone powder yield 178
much less carbonation depth than binary binder mixture with fly ash. The increase of 179
carbonation depth when limestone powder was used to partially replace cement could be due 180
to the reduction of Ca(OH)2 by the effect of cement replacing. Since limestone powder is a 181
non-reactive material, it does not undergo hydration reaction and does not produce Ca(OH)2. 182
In binary binder mixture with limestone powder, the substitution of cement by limestone 183
powder reduces Ca(OH)2. The reduction of Ca(OH)2 results in higher carbonation depth. In 184
the case of a ternary binder mixture, limestone powder replaces a part of fly ash which 185
consumes Ca(OH)2 in the pozzolanic reaction. Therefore, Ca(OH)2 reduction in the ternary 186
binder mixture is less when compared with the binary binder mixture with fly ash. 187
188
3.6 Chloride resistance 189
The charge passed through a binary binder mixture with fly ash was less than that of cement-190
only mixture (see Fig. 9), meaning better chloride penetration resistance. When a part of fly 191
ash was replaced by limestone powder with an average particle size of 4 µ m in a ternary 192
binder mixture, the charge passed was slightly reduced which indicates even better chloride 193
penetration resistance. The charge passed was increased in the case of a binary binder 194
mixture with limestone powder when compared with the cement-only mixture, expressing 195
poorer chloride penetration resistance. The higher chloride ion permissibility of the mortar 196
containing limestone powder, as compared to that of cement-only mortar, can be attributed to 197
9
the porous and connected paste aggregate interfacial transition zone (ITZ) associated with 198
limestone powder (Ghrici et al., 2007). The lower chloride ion permissibility of the mortar 199
with fly ash may be related to the refined pore structure and its reduced electrical 200
conductivity (Talbot et al., 1995). 201
202
3.7 Sulfate resistance 203
3.7.1 Sodium sulfate resistance 204
The expansion of all mixtures immersed in sodium sulfate solution is plotted in Fig. 10. As 205
expected, binary binder mixture with fly ash shows low expansion, and so does the ternary 206
binder mixture. Although binary binder mixture with limestone powder shows larger 207
expansion than ordinary Portland cement type V mixture, the mixture had lower expansion 208
than ordinary Portland cement type I mixture. The dilution effect due to cement replacing 209
materials, either by the use of fly ash or limestone powder, reduces the amount of Ca(OH)2 210
and ettringite. With fly ash, the availability of Ca(OH)2 for further sulfate-related reactions is 211
reduced because it is consumed in the pozzolanic reaction. In the presence of limestone 212
powder, the conversion of ettringite to monosulfoaluminate is suppressed or delayed because 213
of the formation of monocarboaluminate (Ghrici et al., 2007). 214
215
3.7.2 Magnesium sulfate resistance 216
From Fig. 11, it can be seen that weight loss of binary binder mixture with limestone powder 217
is drastically smaller than that of the binary binder mixture with fly ash. Slight differences in 218
weight loss are found in a binary binder mixture with coarse limestone powder when 219
compared with a mixture with ordinary Portland cement type I. Replacing a portion of fly ash 220
by limestone powder in a ternary binder mixture greatly reduces weight loss. 221
222
10
The relative performances of each binder system are compared and summarized in Table 4. 223
224
5. CONCLUSIONS 225
The fresh, mechanical and durability properties of mixtures containing cement, fly ash, and 226
limestone powder as single, binary, and ternary binder system were studied. The uses of fly 227
ash and limestone powder as binary binder systems show distinct enhancement on certain 228
properties. Incorporating fly ash in a mixture improves workability, chloride and sodium 229
sulfate resistances, as well as reduces shrinkages. The early gain of compressive strength is 230
noticeable when 10% of limestone powder having the average particle diameter (d50) of 2 µ231
m is used to replace cement in concrete with binder content of 354 kg/m3. In addition, the 232
combination of fly and limestone powder in a ternary binder system exhibits performances in 233
an acceptable level and is better than a single binder system having only cement. The use of 234
more than one type of cement replacing materials in concrete is gaining attraction in Thailand 235
because it is the best way to fully utilize the advantages of each type of cement replacing 236
materials. 237
238
ACKNOWLEDGEMENT 239
The authors gratefully acknowledge the Golden Jubilee Scholarship (Grant No. 240
PHD/0124/2549) provided by the Thailand Research Fund. The authors would like to thank 241
Surint Omya Chemicals (Thailand) Co. Ltd. for providing research support and limestone 242
powder samples for this study. The research was also supported by the Center of Excellence 243
in Material Science, Construction and Maintenance Technology, Thammasat University. 244
245
REFERENCES 246
11
Bassuoni, M.T. and Nehdi, M.L. 2009. Durability of self-consolidating concrete to 247
different exposure regimes of sodium sulfate attack. Materials and Structures. 42, 1039-1057. 248
Bun, K.N., Hasmaliza, M., Etsuo, S. and Zainal, A.A. 2010. Effect of rice husk ash 249
and silica fume in ternary system on the properties of blended cement paste and concrete. 250
Journal of Ceramic Processing Research. 11(3), 311-315. 251
Ghrici, M., Kenai, S. and Said-Mansour, M. 2007. Mechanical properties and 252
durability of mortar and concrete containing natural pozzolan and limestone blended cements. 253
Cement and Concrete Composites. 29, 542-549. 254
Mehmet, G., Erhan, G., and Erdoğan, Ö. 2009. Properties of self-compacting 255
concretes made with binary, ternary, and quaternary cementitious blends of fly ash, blast 256
furnace slag, and silica fume. Construction and Building Materials. 23, 1847-1854. 257
Tahir, K.E. and Önder, K. 2008. Use of binary and ternary blends in high strength 258
concrete. Construction and Building Materials. 22, 1477-1483. 259
Talbot, C., Pigeon, M., Marchand, J. and Hornain, H. 1995. Properties of mortar 260
mixtures containing high amount of various supplementary cementitious materials. 261
Proceedings of the 5th CANMET/ACI International Conference on Fly Ash, Silica Fume, 262
Slag and Natural Pozzolans in Concrete, Milwaukee, USA, June, 1995, 125-152. 263
Tangtermsirikul, S., Sudsangium, T. and Nimityongsakul, P. 1995. Class C fly ash as 264
a shrinkage reducer for cement paste. Proceedings of the 5th CANMET/ACI International 265
Conference on Fly Ash, Silica Fume, Slag and Natural Pozzolans in Concrete, Milwaukee, 266
USA, June, 1995, 385-401. 267
World Business Council for Sustainable Development. 2002. The cement 268
sustainability initiative, Progress report. 269
270
271
12
272
273
Figure 1 Size distribution of ordinary Portland cement type I, Mae Moh fly ash, and 274
limestone powders 275
276
277
Figure 2 Compressive strength of concrete with binder content = 258 kg/m3 and w/b = 0.72 278
0
10
20
30
40
50
60
70
80
90
100
0.01 0.1 1 10 100 1000
Und
ersi
zed
part
icle
(%)
Particle size (microns)
OPC Type IMae Moh fly ashLP#02LP#04LP#11
0
5
10
15
20
25
30
35
40
0 5 10 15 20 25 30
Com
pres
sive
stre
ngth
(MPa
)
Age of concrete (days)
I-C100 I-C70FA30I-C90LP#02 10 I-C90LP#11 10I-C70FA20LP#02 10 I-C70FA20LP#11 10
13
279
280
Figure 3 Compressive strength of concrete with binder content = 354 kg/m3 and w/b = 0.53 281
282
283
284
Figure 4 Slump of concrete with binder content = 300 kg/m3 and w/b = 0.55 285
0
10
20
30
40
50
60
0 5 10 15 20 25 30
Com
pres
sive
stre
ngth
(MPa
)
Age of concrete (days)
II-C100 II-C70FA30II-C90LP#02 10 II-C90LP#11 10II-C70FA20LP#02 10 II-C70FA20LP#11 10
12.0 12.013.5 14.0
12.5 12.5
5.06.0 6.0 6.0 6.0 5.5
3.0 2.5 3.04.0 3.5
2.5
0
2
4
6
8
10
12
14
16
18
S-C100 S-C95 LP#11 5
S-C90 LP#11 10
S-C70FA30S-C70FA25 LP#11 5
S-C70FA20 LP#11 10
Slum
p (c
m)
Initial30 mins 60 mins
14
286
287
Figure 5 Initial and final setting times of pastes 288
289
290
Figure 6 Autogenous shrinkage of pastes with w/b = 0.3 291
292
98
69
55
96
84
116
83
73
112
98
128
95
79
130
126
155
115
90
148
133
0 60 120 180 240 300
C100
C90LP#02 10
C80LP#02 20
C90LP#11 10
C80LP#11 20
C70FA30
C70FA22.5LP#02 7.5
C70FA15LP#02 15
C70FA22.5LP#11 7.5
C70FA15LP#11 15
Time Duration (minutes)
Final Setting TimeInitial Setting Time
0
200
400
600
800
1000
1200
1400
0 10 20 30 40 50 60 70 80 90
Aut
ogen
ous s
hrin
kage
(x10
-6m
)
Time duration (days)
C100C90LP#02 10C90LP#11 10C70FA20LP#02 10C70FA20LP#11 10C70FA30
15
293
Figure 7 Total shrinkage of paste with w/b = 0.3 after 73 days of drying 294
295
296
297
Figure 8 Carbonation depth of mortars after 28 days of being under CO2 exposure 298
299
1603 15991533 1547 1490 1457
0
200
400
600
800
1000
1200
1400
1600
1800
C100 C90LP#02 10 C90LP#11 10 C70FA30 C70FA20LP#02 10
C70FA20LP#11 10
Tota
l shr
inka
ge (x
10-6
m)
3.0
4.0 4.0
7.0
6.0
7.0
0
2
4
6
8
10
C100 C90LP#02 10 C90LP#11 10 C70FA30 C70FA20LP#02 10
C70FA20LP#11 10
Car
bona
tion
dept
h (m
m)
16
300
Figure 9 Chloride permissibility test by measuring charge passed at 28 days 301
302
303
Figure 10 Expansion of mortar bars submerged in sodium sulfate solution 304
305
5,6916,398
3,218 3,065
0
2,000
4,000
6,000
8,000
10,000
C100 C95LP#04 5 C70FA30 C70FA25LP#04 5
Cha
rge p
asse
d (c
oulo
mbs
)
0.00
0.25
0.50
0.75
1.00
1.25
1.50
0 100 200 300 400 500 600 700
Exp
ansi
on (%
)
Immersion period (days)
I-100V-100C90LP#11 10C60FA40C60FA30LP#11 10
17
306
Figure 11 Weight loss of 5x5x5 cm cubic specimens submerged in magnesium sulfate 307
solution for 92 weeks 308
309
310
311
312
313
314
315
316
317
3.232.95
3.31
6.09
2.71
0
1
2
3
4
5
6
7
8
I-100 V-100 C90LP#11 10 C60FA40 C60FA30LP#11 10
Wei
ght
loss
(%)
18
Table 1 Chemical compositions and physical properties of ordinary Portland cement type I, 318 ordinary Portland cement type V, Mae Moh fly ash, and limestone powder 319
Properties Ordinary Portland Cement
type I
Ordinary Portland Cement
type V
Mae Moh
Fly Ash
Limestone Powder
Chemical compositions (%)
SiO2 20.20 20.97 36.1 0.06
Al2O3 4.70 3.49 19.4 0.09
Fe2O3 3.73 4.34 15.1 0.04
CaO 63.40 62.86 17.4 54.80
MgO 1.37 3.33 2.97 0.57
SO3 1.22 2.12 0.77 -
Na2O - 0.12 0.55 -
K2O 0.28 0.47 2.17 -
LOI
2.72 1.21 2.81 43.80
Physical properties
Specific gravity 3.11 3.18 2.44 2.70
Blaine fineness (cm2/g) 3430 3727 2460 LP#02, 9260
LP#04, 8530
LP#11, 3320
d50 (µ m) 11 n.a. 11 LP#02, 2
LP#04, 4
LP#11, 11
320
321
322
323
19
Table 2 Mix proportions of concrete for compressive strength test 324
Mix designation w/b Cement
(kg/m3)
Fly ash
(kg/m3)
Limestone powder
(kg/m3) Water
(kg/m3)
Sand
(kg/m3)
Gravel
(kg/m3) LP#02 LP#11
I-C100 0.72 258 0 0 0 185 808 1111
I-C95LP#02 5 0.72 245 0 13 0 185 807 1110
I-C90LP#02 10 0.72 232 0 26 0 185 806 1110
I-C95LP#11 5 0.72 245 0 0 13 185 808 1111
I-C90LP#11 10 0.72 232 0 0 26 185 807 1110
I-C70FA30 0.72 181 77 0 0 185 806 1110
I-C70FA25LP#02 5 0.72 181 65 13 0 185 799 1100
I-C70FA20LP#02 10 0.72 181 52 26 0 185 799 1100
I-C70FA25LP#11 5 0.72 181 65 0 13 185 800 1102
I-C70FA20LP#11 10 0.72 181 52 0 26 185 799 1100
II-C100 0.53 354 0 0 0 188 736 1100
II-C95LP#02 5 0.53 336 0 18 0 188 735 1098
II-C90LP#02 10 0.53 319 0 35 0 188 734 1096
II-C95LP#11 5 0.53 336 0 0 18 188 736 1100
II-C90LP#11 10 0.53 319 0 0 35 188 735 1098
II-C70FA30 0.53 248 106 0 0 188 734 1096
II-C70FA25LP#02 5 0.53 248 88 18 0 188 724 1083
II-C70FA20LP#02 10 0.53 248 69 35 0 188 725 1084
II-C70FA25LP#11 5 0.53 248 88 0 18 188 726 1085
II-C70FA20LP#11 10 0.53 248 69 0 35 188 724 1083
325
326
327
328
20
Table 3 Mix proportions of concrete for slump test 329
Mix designation w/b Cement
(kg/m3)
Fly ash
(kg/m3)
Limestone powder
LP#11
(kg/m3)
Water
(kg/m3)
Sand
(kg/m3)
Gravel
(kg/m3)
S-C100 0.55 300 0 0 165 873 1064
S-C95LP#11 5 0.55 285 0 15 165 872 1063
S-C90LP#11 10 0.55 270 0 30 165 871 1062
S-C70FA30 0.55 210 90 0 165 862 1051
S-C70FA25LP#11 5 0.55 210 75 15 165 863 1052
S-C70FA20LP#11 10 0.55 210 60 30 165 864 1053
330
331
332
333
334
335
336
337
338
339
340
341
342
343
344
345
21
Table 4 Summary of performances of mixtures with various binder systems 346
Binder systems
Properties
Single Binary Ternary
Type I Type V C+LP C+FA C+FA+LP
Compressive strength
- Early age strength
- Long-term strength
●●●
●●●
-
-
●●●●
●
●
●●●●
●●●
●●●
Slump ●● - ● ●●●● ●●●
Autogenous shrinkage ● - ●● ●●●● ●●●
Drying shrinkage ● - ●● ●●●● ●●●●
Carbonation ●●●● - ●●● ● ●●
Chloride resistance ●● - ● ●●●● ●●●
Sulfate resistance
- Sodium sulfate
- Magnesium sulfate
●
●●●
●●●
●●●●
●●
●●●
●●●●
●
●●●●
●●●●
Remarks: ●●●●= best performance, … , ● = worst performance 347
FA content ≥ 30%, LP content ≤ 10%, LP size (d50) ranges from 2 – 11 µ m 348
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