effect of volcanic pumice powder on the fresh properties of self-compacting concretes with and...
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ORIGINAL ARTICLE
Effect of volcanic pumice powder on the fresh propertiesof self-compacting concretes with and without silica fume
Erhan Guneyisi • Mehmet Gesoglu •
Saad Al-Rawi • Kasım Mermerdas
Received: 14 January 2013 / Accepted: 23 July 2013
� RILEM 2013
Abstract The current study presents an experimen-
tal study conducted on the effectiveness of volcanic
pumice powder (VP) on the fresh properties of self-
compacting concretes (SCCs) with and without silica
fume (SF). In the first group, SCCs without SF were
produced with 0, 5, 10, and 20 % replacement levels of
VP. However, for the second group, SF incorporation
was achieved by a constant SF replacement level of
8 %. All of the replacement levels assigned were
substitution of cement with the supplementary
cementing materials on the basis of weight of total
binder. Therefore, totally eight different SCCs were
produced. The investigated fresh characteristics of the
concretes were slump flow diameter, T500mm slump
flow time, V-funnel flow time, and L-box height ratio.
The compressive strength of concretes was also
evaluated to indicate the mechanical performance.
Moreover, a statistical study, namely general linear
model analysis of variance, was performed in order to
examine the significance of the critical parameters
such as inclusion of SF and replacement level of VP on
the properties of SCCs. The results have revealed that
increasing the replacement level of VP generally
resulted in the increase of fluidity of SCCs without loss
of uniformity and with no segregation. Moreover,
incorporation of SF provided significant increase in
compressive strength while VP caused a systematic
decrease.
Keywords Fresh properties � Silica fume �Self-compacting concrete � Statistical
evaluation � Volcanic pumice powder
1 Introduction
The construction of concrete structures needs thor-
ough placement and good consolidation of fresh
concrete to achieve high-quality properties and dura-
bility. However, the good placement and consolida-
tion were not always achievable with ordinary
concretes, especially for the structural members
requiring heavily reinforcement. Because of its ability
to consolidate without vibration, self-compacting
concrete (SCC) has been used progressively for more
than two decades, especially in the precast concrete
industry and in heavy reinforced concrete structures.
Ozawa et al. [1] advocated the development of SCC in
1986 and developed the first prototype in 1988 [2, 3].
The introduction of SCC represents a major techno-
logical advance, which leads to a better quality of the
concrete produced. Through the utilization of this
material, faster and more economical concrete con-
struction process can be adopted. The elimination of
E. Guneyisi (&) � M. Gesoglu � S. Al-Rawi
Department of Civil Engineering, Gaziantep University,
27310 Gaziantep, Turkey
e-mail: [email protected]
K. Mermerdas
Department of Civil Engineering, Hasan Kalyoncu
University, Gaziantep, Turkey
Materials and Structures
DOI 10.1617/s11527-013-0155-9
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the need for compaction may lead to the better quality
of concrete; economic efficiency (increased casting
speed and reduction in labour, energy, and cost of
equipment); improvement towards the automation of
precast products; and substantial improvement of the
working conditions [4–8].
Generally, in order to provide high fluidity and
resistance to segregation and bleeding during the
transportation and placing of SCC, a high amount of
powdered material is used in the production of SCC
[9]. Utilization of viscosity modifying admixtures has
been reported by some researchers [10–14]. Alterna-
tively, it is necessary to use superplasticizers in order
to obtain high mobility as well as the powdered
materials. These powder materials can be natural/
artificial pozzolanic or latent hydraulic mineral
admixtures, or inert fillers such as marble powder or
rock processing dust [15].
Pumice is a natural material of volcanic origin
produced by the release of gases during the solidifi-
cation of lava. The cellular structure of pumice is
created by the formation of bubbles or air voids when
the gases existing in the molten lava coming from
volcanoes become trapped during cooling. The cells
are elongated and parallel to one another and are
sometimes interconnected [16]. Through pulveriza-
tion of this material, an opportunity for utilization of
the material in blended cement manufacture can be
obtained. Volcanic pumice powder is one of the
natural volcanic pozzolanic materials consisting of
mineral materials and consolidated volcanic ash
ejected from vents during a volcanic eruption. Due
to frequent volcanic eruption, volcanic pumice is
available in large quantities and has been widely used
in the production of blended cement. The pozzolanic
activity of this material is related to its siliceous
ingredients and to its physical effects [17]. There has
been some researches on volcanic pumice powder
(VP) based cement, mortar and concrete [18–20]. For
example, Hossain [19] suggested the manufacture of
blended Portland volcanic ash cement (PVAC) and
Portland volcanic pumice cement (PVPC) similar to
Portland fly ash cement (PFAC) with maximum
replacement of up to 20 %.
It is well known that silica fume (SF) has several
advantages such as high strength, high resistance to
sulfate attack and low heat of hydration when used in
concrete. These advantages derived from high specific
surface and pozzolanic activity of silica fume particles
[21–25]. The water demand of concrete increases with
increasing the amounts of silica fume used due
primarily to its high specific surface area [26, 27].
Fresh concrete including silica fume is more cohesive
and less liable to segregation than concrete without
silica fume. As the silica-fume content increases, the
concrete might appear to be viscous. Concrete con-
taining silica fume demonstrates considerably reduced
bleeding. This effect is primarily due to the high
surface area of the silica fume to be wetted; there is
very little free water left in the mixture for bleeding.
This study focuses on the investigation of effects of
volcanic pumice powder on the fresh properties of
self-compacting concretes with and without silica
fume. The fresh properties investigated are slump flow
diameter, T500mm slump flow time, V-funnel flow time
and L-box height ratio. The effectiveness of the
mineral admixtures on the compressive strength of the
SCCs were also tested at the end of 28 days of curing.
Moreover, general linear model analysis of variance
(GLM-ANOVA) was also performed in order to
establish statistical significance of the individual
factors and their interactions on the fresh properties
and compressive strength of the concretes.
2 Experimental program
2.1 Materials
Ordinary Portland cement CEM I 42.5 R (PC)
conforming to the Turkish Standard TS EN 197-1
[28] (which is mainly based on the European EN
197-1) was used SCC casting. The granulated volcanic
pumice obtained from the volcanic mountains located
in the south of Turkey (Hatay City, Hassa County)
were ground through a ring mill in the laboratory to
obtain the volcanic pumice powder (VP) with Blaine
fineness of 4,548 cm2/g. Silica fume (SF) obtained
from Norway was also used as a mineral admixture in
SCC casting. SF has a specific surface area of
210,800 cm2/g and a specific gravity of 2.2. Physical
and chemical properties of PC, VP, and SF are given in
Table 1.
The fine sand used for the production of SCCs is the
mixture of crushed and natural river sand having
specific gravities of 2.45 and 2.66, respectively.
Rounded shaped natural river material with a maxi-
mum nominal size of 16 mm and with specific gravity
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of 2.72 was utilized as the coarse aggregate. The sieve
analysis and physical properties of the aggregates are
shown in Table 2.
2.2 Concrete mixture
In this study, eight self-compacting concrete mixtures
were designed to cover a range of different mixtures
with a constant water/binder ratio (0.37) and with a
total binder content of (520 kg/m3). In the production
of the first group of SCCs, binary blends of PC and VP
were utilized, while for the second group ternary
blends of PC, VP, and SF were used. The replacement
levels assigned for VP are 0, 5, 10, and 20 % for both
series, while a fixed percentage of 8 % SF was used for
the ternary blending system. Designation of the
mixtures was done based on the replacement level of
the mineral admixture. For example, SF0VP5 stands
for SCC incorporated with 5 % VP and no SF. Details
of the mix proportions as well as 28 day compressive
strength values of SCCs are given in Table 3.
In order to observe the effectiveness of the mineral
admixtures on the fresh properties of the SCCs, a
polycarboxylic-ether type high range water reducing
admixture was used at a fixed amount of 10.4 kg/m3.
This amount of the superplasticiser was determined on
the basis of the adjustment of slump flow diameter of
700 ± 20 mm for SCC without any mineral admix-
ture inclusion (VP0SF0).
2.3 Concrete casting
In the production of SCCs, the mixing sequence and
duration are so important to supply a similar homo-
geneity and uniformity in all mixtures. The batching
sequence consisted of homogenizing the fine and
coarse aggregates for 30 s in a rotary planetary mixer
with capacity about 50 l, then adding about half of the
mixing water into the mixer and continuing to mix for
one more minute. After that the cement and mineral
admixtures were added, the mixing was resumed for
another minute. Finally, the SP with remaining water
was introduced, and the concrete was mixed for 2 min
and then left for 1 min to rest. Eventually, the concrete
was mixed for additional 1 min to complete the
mixing sequence.
2.4 Test methods
Slump flow diameter, T500mm slump flow time,
V-funnel flow time, and L-box height ratio tests were
carried out based on the procedure given by EFNARC
committee [9]. A slump flow value defines the flow
ability of a freshly poured mix in unconfined condi-
tions. It is a delicate test that can usually be tested for
all SCCs, as the primary check that the fresh concrete
satisfies the specification in terms of flowability.
T500mm is the elapsed time during which the concrete
flows up to 500 mm of diameter [9]. In accordance
with to EFNARC specifications, three typical slump
flow classes for the range of applications have been
identified. The upper and lower limits of the classes
specified in EFNARC are shown in Table 4.
Table 1 Chemical composition and physical properties of
cement and mineral admixtures
Chemical
analysis (%)
Portland
cement
Silica
fume
Volcanic pumice
powder
CaO 63.60 0.45 14.1
SiO2 19.49 90.36 49.5
Al2O3 4.54 0.71 16.4
Fe2O3 3.38 1.31 14.7
MgO 2.63 – 1.9
SO3 2.84 0.41 0.2
K2O 0.58 1.52 1.3
Na2O 0.13 0.45 0.1
Loss on ignition 2.99 3.11 1.3
Specific gravity 3.13 2.20 2.84
Specific surface
area (cm2/g)
3,387 210,800 4,548
Table 2 Sieve analysis and physical properties of the fine and
coarse aggregates
Sieve size (mm) Fine aggregate Coarse
aggregateRiver sand Crushed sand
16 100 100 100
8 100 100 31.5
4 86.6 95.4 1.0
2 56.7 63.3 0.5
1 37.7 39.1 0.5
0.5 25.7 28.4 0.5
0.25 6.7 16.4 0.4
Fineness modulus 2.87 2.57 5.66
Specific gravity 2.66 2.45 2.72
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Viscosity of the freshly mixed SCCs might be
evaluated together with the V-funnel flow time and
T500mm slump flow time. These values do not directly
indicate the viscosity of SCC, however they are related
to the flow rate. The test procedure of the V-funnel test
can be summarized as follow: a V shaped funnel is filled
with the fresh SCC and the time taken for the concrete
to flow out of the funnel is measured and recorded as the
V-funnel flow time. EFNARC [9] specifies two
viscosity classes based on the measured V-funnel and
T500mm slump flow times. This classification is also
given in Table 4. L-box test indicates the passing ability
of the fresh mix to flow through confined spaces and
narrow openings such as areas of congested reinforce-
ment without segregation, loss of uniformity or causing
blocking. Table 4 demonstrates the passing ability
categories based on the L-box height ratio.
Compressive strength of the SCCs was also mea-
sured at the end of 28 days of the water curing period
at the temperature of 20 ± 1 �C. For this, three cube
specimens having side dimension of 150 mm were
tested by means of a 3,000 kN capacity compression
testing device. Test results reported herein are an
average of three samples for each mixture.
3 Result and discussions
3.1 Fresh properties
The filling ability and stability of self-compacting
concrete in the fresh state can be specified by the
following critical properties: passing ability, viscosity,
flowability, and segregation resistance, each of which
being addressed through one or more test methods [9].
Actually, flowability may be assessed by the slump
flow test while the viscosity is determined via T500mm
slump flow and V-funnel flow times. Figure 1 shows
the measurement of the slump flow diameter. As can
be seen from the figure, a uniform flow of SCC was
observed. In order to specify the flowability, viscosity,
and passing ability of the produced SCCs, slump flow
diameter, T500mm slump flow time, V-funnel flow time,
and L-box height ratio were measured and the
Table 3 Concrete mixture proportions (in kg/m3) and 28 day compressive strength (in MPa) of SCC mixtures
Mix ID Mix description Water Binder PCa SFb VPc Natural
sand
Crushed
sand
Coarse
aggregate
SPd Compressive
strength
VP0S0 0 % VP ? 0 % SF 192.4 520 520 0 0 529.7 198.2 930.9 10.4 65.7
VP5S0 5 % VP ? 0 % SF 192.4 520 494 0 26 529.0 198.0 929.8 10.4 63.6
VP10S0 10 % VP ? 0 % SF 192.4 520 468 0 52 528.4 197.7 928.7 10.4 61.3
VP20S0 20 % VP ? 0 % SF 192.4 520 416 0 104 527.1 197.2 926.5 10.4 57.0
VP0S8 0 % VP ? 8 % SF 192.4 520 478.4 41.6 0 524.9 196.4 922.5 10.4 70.7
VP5S8 5 % VP ? 8 % SF 192.4 520 452.4 41.6 26 524.2 196.2 921.3 10.4 67.9
VP10S8 10 % VP ? 8 % SF 192.4 520 462.4 41.6 52 523.6 195.9 920.2 10.4 66.3
VP20S8 20 % VP ? 8 % SF 192.4 520 374.4 41.6 104 522.3 195.4 918.0 10.4 62.8
a Portland cementb Silica fumec Volcanic pumice powderd Superplasticiser
Table 4 Slump flow, viscosity, and passing ability classes
with respect to EFNARC [9]
Class Slump flow diameter (mm)
Slump flow classes
SF1 550–650
SF2 660–750
SF3 760–850
Class T500mm (s) V-funnel time (s)
Viscosity classes
VS1/VF1 B2 B8
VS2/VF2 [2 9–25
Passing ability classes
PA1 C0.8 with two rebar
PA2 C0.8 with three rebar
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corresponding results were graphically depicted in
Figs. 2, 3, 4, and 5.
The lowest slump flow diameter was measured for
the control concrete (VP0S0) as 720 mm, while the
mixture with 20 % VP replacement (VP20S0) had the
highest flow as 800 mm. Moreover, introduction of SF
caused a down shift of the slump flow values for the
same replacement levels of VP. The slump flow values
of concretes incorporating SF varied between 710 and
760 mm. The replacement of cement by SF decreased
the slump flow diameter as a result of more viscous
behavior. The slump flow classes for SCCs without SF
were SF2 for VP0SF0, while SF3 for VP0SF5,
VP0SF10, and VP0SF20. On the other hand, SF
incorporated ones were generally SF2 class except
VP20SF8 (SF3). EFNARC [9] specifies that the SCCs
in the SF2 class can be used for vertical applications in
very congested structures, structures with complex
shapes, or for filling under formwork. However, SF3
class SCCs will often provide a better surface finish
than SF2 for normal vertical applications but the
segregation resistance is more challenging to control.
Fig. 1 Measurement of slump flow diameter for SCCs
Fig. 2 Variation of slump flow diameter with respect to VP
replacement level
Fig. 3 Variation of T500mm flow time with respect to VP
replacement level
Fig. 4 Variation of V-funnel flow time with respect to VP
replacement level
Fig. 5 Variation of L-box height ratio with respect to VP
replacement level
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The results of T500mm slump flow time showed that
increasing the amount VP generally decreased the
time required for an SCC to reach 500 mm diameter.
Although SF incorporated ones had a systematic
decrease, VP10SF0 concrete showed a slight increase
when compared to VP5SF0. An overall variation of
the T500mm slump flow time was in the range of
2.2–3.72 s. The V-funnel flow time reflects the
viscosity and flowability of SCC. The V-funnel test
results demonstrated that the tendency of V-funnel
flow times were very similar to the slump flow
diameters. However, 5 % replacement level of VP was
not so effective in the reduction of the V-funnel flow
time of SF included SCC. However, increasing the
amount from 5 to 10 % and 20 % resulted in a sharp
decrease. 20 % replacement level of VP resulted in 50
and 52 % decreases in V-funnel flow times for SCCs
with and without SF, respectively. When considering
the interaction of slump flow and V-funnel flow times
(Fig. 6), it was determined that all of the concretes
were in the boundaries of the VS2/VF2 viscosity class
specified by EFNARC. It was also pointed out that
such concretes might be helpful in limiting the
formwork pressure or improving segregation resis-
tance [9].
Moreover, to identify the passing ability of the
produced SCCs, the L-box height ratio was deter-
mined. The test provided H2/H1 ratio as a measure of
the passing ability among the reinforcing bars. The
variation in the three bar L-box height ratio is
presented in Fig. 5. To approve that a self-compacting
concrete has the passing ability, the L-box height ratio
must be equal to or greater than 0.8. It should be noted
when this ratio is 1.0, then a perfect fluid behavior of
the concretes can be attained. Based on the result
shown in Fig. 5, it is found out that all of the mixtures
satisfied the EFNARC limitation given for the L-box
height ratio and that the increase in the replacement
level of VP resulted in increase in the L-box height
ratio to reach to 1. Although the incorporation of SF
inhibited the SCCs to reach the height ratio of 1, the
results presented proved that 8 % SF incorporation
was also yielded satisfactory results in terms of the
passing ability.
In the study of Hossain and Lachemi [29], it was
reported that increasing the amount of volcanic based
pozzolanic material up to 40 % provided higher slump
value than that of control concrete. They also found
that increasing the amount of this mineral admixture
resulted in higher amount of entrapped air which
caused an increase in workability and decrease in
compressive strength of concrete. Based on this
evidence, it may be implied that the increase in the
workability properties resulted from increasing the
amount of VP may be considered due to the rise of the
amount of the entrapped air of such concretes.
3.2 Compressive strength
The compressive strength is one of the most important
mechanical properties of the concrete which may
sometimes reflect the overall performance of the
hardened concrete through the service life of the
structure. Table 3 reveals the variation of the 28 day
compressive strength of SCCs with the increase in the
amount of VP replacement level and inclusion of SF.
There was a gradual decrease in the compressive
strength of SCCs when increasing the level of VP
replacement. However, the utilization of SF resulted in
the increase of compressive strength values for the
same replacement level of VP. For example, consid-
ering 10 % replacement of VP, introduction of SF
provided 8.2 % increase in compressive strength. In
the study of Hossain [20], volcanic pumice (VP) and
volcanic ash (VA) were utilized up to 50 % of the PC
at varying levels. Production of the blended cements
by VA and VP was proposed. He reported that the
incorporation of VP or VA caused significant
decreases in the compressive strength of the concretes
up to 75 % depending on the replacement level of VP
or VA.Fig. 6 Variation of viscosity classes with respect to T500mm
slump flow and V-funnel flow times
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4 Statistical analysis
In order to determine statistical significance of
replacement levels of VP and utilization of SF the
GLM-ANOVA test was applied and the results were
given in Table 5. In the analysis, replacement levels of
VP and SF were assigned as the independent variables
while fresh properties and compressive strength were
considered as the dependent variables. The general
linear model analysis of variance was performed and
the effective test parameters on the above mentioned
properties were determined. As it can be seen in
Table 5, the P values of the parameters were less than
0.05, indicating that the variability of experimental
test results can be affected in terms of test parameters.
Therefore, it can be said that, type of VP replacement
and SF are both statistically significant parameters
affecting the variations of the slump flow diameter,
L-box height ratio and 28 day compressive strength.
However, no statistical effectiveness was observed for
the T500mm slump flow time. This may be attributed to
the narrowness of the range of the variation of the
measured times. Table 5 also indicated that, although
incorporation of VP significantly affected the varia-
tion of V-funnel flow times, 8 % inclusion of SF was
seemed to be statistically insignificant.
5 Conclusions
In this study, the binary and ternary effect of volcanic
pumice powder and silica fume as supplementary
cementing materials on the fresh properties and
strength of SCC was investigated. Based on the results
of the experimental study presented above, the
following conclusions may be drawn:
(1) The volcanic pumice powder replacement of
cement was proved to be applicable in self-
Table 5 Statistical evaluation of the test results
Dependent variable Independent variable Sequential sum
of squares
Mean
square
Computed
F
P value Significance
Slump flow diameter Addition of silica fume 33.81 2278.1 17.78 0.024 Yes
Replacement level
of pumice powder
66.19 1486.5 11.60 0.037 Yes
Error 384.4 128.1
Total 7121.9
Slump flow time (T500mm) Addition of silica fume 2.97 0.0648 0.55 0.513 No
Replacement level
of pumice powder
97.03 0.7057 5.96 0.088 No
Error 0.3555 0.1185
Total 2.5376
V-funnel flow time Addition of silica fume 16.80 28.163 9.52 0.054 No
Replacement level
of pumice powder
83.20 46.450 15.70 0.024 Yes
Error 8.877 2.959
Total 176.389
L-box height ratio Addition of silica fume 17.30 0.0032 32.00 0.011 Yes
Replacement level
of pumice powder
82.70 0.0051 51.00 0.005 Yes
Error 0.0003 0.0001
Total 0.0188
Compressive strength at
28 days
Addition of silica fume 40.24 50.652 270.13 0.000 Yes
Replacement level of pumice
powder
59.66 24.987 133.25 0.001 Yes
Error 0.563 0.188
Total 126.175
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compacting concrete production without any
segregation and bleeding. Even at the most
extreme level of replacement (20 %), SCC
without loss of uniformity and stability was
produced.
(2) It was observed that increasing the replacement
level of VP resulted in increase in the flowability
of SCC mixtures, even when SF was added the
flowability the level of effectiveness of VP
seemed to have same trend. A similar trend
was also observed in the T500mm and V-funnel
flow times of the SCCs. All mixtures were
observed to be in viscosity class of VS2/VF2
class.
(3) It was pointed out that increasing the replace-
ment ratio of VP resulted in a gradual increase in
the L-box height ratio of SCC mixes. Moreover,
the height ratio reached to 1.0 for the mixtures
with 20 % replacement of VP, revealing the
highest fluid behavior.
(4) As a result of slow pozzolanic reactivity of VP
and its effectiveness on increasing the workabil-
ity of SCC, long consistence retention may be
expected.
(5) The 28 day compressive strengths of SCCs were
observed to decrease as the amount of VP
increased. However, utilization of SF provided
an increase in the compressive strength values of
SCCs. The percentages of the increases were
ranged between 7.6 to 10.2 %, depending mainly
on the level of VP replacement.
(6) Statistical analysis has revealed that incorpora-
tion of VP and SF was observed to be statistically
significant on slump flow diameter, L-box height
ratio and 28 day compressive strength. However,
V-funnel flow time was not affected from the
inclusion of SF. Since the variation of slump flow
time (T500mm) was in narrow range, both of the
mineral admixtures seemed to have statistically
insignificant effects.
References
1. Ozawa K, Maekawa K, Kunishima M, Okamura H (1989)
High-performance concrete based on the durability of
concrete structures. In: Proceedings of the second East
Asia Pacific conference on structural engineering and
construction
2. Bartos PJM, Grauers M (1999) Self-compacting concrete.
Concrete 33:9–14
3. Kahn Lawrence F, Kurtis Kimberly E, Horta A (2005)
Evaluation of self-compacting concrete for bridge structure
applications. Georgia Tech., Department of Transportation,
Project No. 2042. http://hdl.handle.net/1853/7159
4. Nagataki S, Fujiwara H (1995) Self-compacting property of
highly flowable concrete. In: Malhotra VM (ed) Second
conference on advances in concrete technology, vol 154.
American Concrete Institute, Farmington Hills, pp 301–314
5. Gesoglu M, Ozbay E (2007) Effects of mineral admixtures
on fresh and hardened properties of self-compacting con-
cretes: binary, ternary and quaternary systems. Mater Struct
40:913–926
6. Guneyisi E (2010) Fresh properties of self-compacting
rubberized concrete incorporated with fly ash. Mater Struct
43:1037–1048
7. Bartos PJM, Cechura J (2001) Improvement of working
environment in concrete construction by the use of self-
compacting concrete. Concr Libr 2:127–132
8. Sonebi M, Bartos PJM, Zhu W, Gibbs J, Tamimi A (2000)
Final Report Task 4, Hardened properties of SCC, Brite-
EuRam Contract No. BRPRTC96-0366. Hardened Proper-
ties of SCC, Brussels, p 75
9. EFNARC (2005) Specifications and guidelines for self-
compacting concrete, English ed. European Federation for
Specialist Construction Chemicals & Concrete Systems,
Surrey
10. Sakata N, Marruyama K, Minami M (1996) Basic properties
and effects of welan gum on self-consolidating concrete. In:
Bartos PJM, Marrs DL, Cleland DJ (eds) Production
methods and workability of concrete. RILEM Proceedings
32, Paisely, pp 237–253
11. Bartos PJM, Marrs DL, Cleland DJ (1999) RILEM inter-
national conference production methods and workability of
concrete. E&FN Spon, London, pp 1–24
12. Ferraris CF, Brower L, Daczko J, Ozyıldirim C (2000)
Workability of self-compacting concrete. In: Proceedings:
the economical solution for durable bridges and transpor-
tation structures, international symposium on high perfor-
mance concrete, Orlando, pp 398–407
13. Bouzoubaa N, Lachemi M (2001) Self-compacting concrete
incorporating high volumes of class F fly ash preliminary
results. Cem Concr Res 31:413–420
14. Lachemi M, Hossain KMA, Lambros V, Nkinamubanzi PC,
Bouzoubaa N (2004) Performance of new viscosity modi-
fying admixtures in enhancing the rheological properties of
cement paste. Cem Concr Res 34:185–193
15. Gesoglu M, Guneyisi E, Kocabag ME, Bayram V, Mer-
merdas K (2012) Fresh and hardened characteristics of self-
compacting concretes made with combined use of marble
powder, limestone filler, and fly ash. Constr Build Mater
37:160–170
16. Hossain KMA (2004) Properties of volcanic pumice based
cement and lightweight concrete. Cem Concr Res 34:
283–291
17. Khayat KH, Guizani Z (1997) Use of viscosity-modifying
admixture to enhance stability of fluid concrete. ACI Mater
J 94:332–340
18. Mehta PK, Monteiro PJM (2006) Concrete: microstructure,
properties, and materials. McGraw Hill, New York
Materials and Structures
![Page 9: Effect of volcanic pumice powder on the fresh properties of self-compacting concretes with and without silica fume](https://reader036.vdocuments.mx/reader036/viewer/2022080406/575094ad1a28abbf6bbb2417/html5/thumbnails/9.jpg)
19. Hossain KMA (1999) Properties of volcanic ash and pumice
concrete. IABSE Rep 81:145–150
20. Hossain KMA (2003) Blended cement using volcanic ash
and pumice. Cem Concr Res 33:1601–1605
21. Hossain KMA, Lachemi M (2004) Corrosion resistance and
chloride diffusivity of volcanic ash blended cement mortar.
Cem Concr Res 34:695–702
22. Guneyisi E, Gesoglu M, Karaoglu S, Mermerdas K (2012)
Strength, permeability and shrinkage cracking of silica
fume and metakaolin concretes. Constr Build Mater
34:120–130
23. Wongkeo W, Chaipanich A (2010) Compressive strength,
microstructure and thermal analysis of autoclaved and air
cured structural lightweight concrete made with coal bottom
ash and silica fume. Mater Sci Eng A 527:3676–3684
24. Barati M, Sarder S, McLean A, Roy R (2011) Recovery of
silicon from silica fume. J Non Cryst Solids 357:18–23
25. Amin MS, Hashem FS (2011) Hydration characteristics of
hydrothermal treated cement kiln dust–sludge–silica fume
pastes. Constr Build Mater 25:1870–1876
26. Scali MJ, Chin D, Berke NS (1987) Effect of micro silica
and fly ash upon the microstructure and permeability of
concrete. In: Proceedings of ninth international conference
on cement microscopy. International Cement Microscopy
Association, Duncanville
27. Carette GG, Malhotra VM (1983) Mechanical properties,
durability, and drying shrinkage of Portland cement con-
crete incorporating silica fume. Cem Concr Aggreg 5:3–13
28. TS EN 197-1 (2002) Cement—part 1: composition, speci-
fications and conformity criteria for common cements.
Turkish Standards Institution, Ankara
29. Hossain KMA, Lachemi M (2006) Development of volcanic
ash concrete: strength, durability, and microstructural
investigations. ACI Mater J 103(1):11–17
Materials and Structures