Effect of sulfate on the properties of self compacting concrete 2

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976 – 6308
(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March - April (2013), © IAEME
270
EFFECT OF SULFATE ON THE PROPERTIES OF SELF
COMPACTING CONCRETE REINFORCED BY STEEL FIBER
Abbas S. Al-Ameeri1
, Rawaa H. Issa 2
1
(Civil, Engineering/ University of Babylon, Babylon City, Iraq)
2
(Civil, Engineering/University of Babylon, Al-Najaf Al-Ashraf, Iraq)
ABSTRACT
The Internal sulfate attack is considered as very important problem of concrete
manufacture in Iraq and Middle East countries. Sulfate drastically influence the properties
of concrete. This experimental study is aimed at investigating the effect of internal sulfates on
fresh and some of the hardened properties of self compacting concrete (SCC) made from
locally available materials and reinforced by steel fibers. Tests were conducted on fifteen
mixes, three varied steel fiber contents (0, 0.75 and1.5) (%by Vol.) with five SO3 levels (3.9
,5, 6, 7 and 8) (% by wt. of cement). The last four SO3 levels are outside the limits of the Iraqi
specifications (IQS NO.45/1984). The results indicated that sulfate passively influenced the
fresh and hardened properties of the plain and the reinforced SCC. However, regarding the
effect on the hardened properties, the SCC reinforced with steel fiber showed similar to better
sulfate resistance over plain SCC, the resistance enhanced with increasing steel fiber content.
The results of the present study refer to that there might be a possibility of using reinforced
SCC with unacceptable SO3 (with regard to Iraqi specifications) if high steel fiber content and
long curing period are employed and if the SO3 is limited to 6 (% by wt. of cement).
Keywords: Self compacting concrete, Steel fiber, Steel fiber reinforced concrete, Steel fiber
reinforced self compacting concrete, Sulfate attack, Internal sulfate attack.
1. INTRODUCTION
Self compacting concrete (SCC) is a concrete which has the ability to flow by its own
weight and achieve good compaction without external vibration. In addition, SCC has good
resistance to segregation and bleeding because of its cohesive properties [1]. SCC, like any
other concrete, is known to be brittle and can easily crack under low levels of tensile force.
This inherent shortcoming, which limits the application of this material, can be overcome by
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the inclusion of fibers. The steel fiber is the most common fiber type in the building industry.
The mechanical properties of SCC reinforced with steel fibers have been the pivot of
numerous research programs, whereas its durability has not been investigated to the same
extent. One of the durability problems which may encounter the concrete during its service
life is the internal sulfate attack; internal sulfate attack is the major culprit of causing the
deterioration to concretes in middle east countries, particularly in Iraq.
Internal sulfate attack results from the reaction between sulfates in concrete
ingredients ( water , cement , sand , gravel ) and cement paste, which had calcium aluminates,
and water to form high calcium sulfoaluminate (ettringite). One of the main sources of
internal sulfates that cause damage of concrete structures is the sand used. In the central and
southern regions of Iraq, most sands are contaminated with sulfates mainly in the form of
gypsum. About 95% of the sulfates in sand are in the form of calcium sulfates [2]. Gypsum is
also normally added to cement to retard early hydration, prevent quickset and increase the
efficiency of clinker grinding. The total sulfate in concrete may, therefore, be high enough to
cause internal sulfate attack. This may lead to deterioration and possibly cracking and failure
of concrete structure[3].
Therefore, an attempt has been made to study the behavior of self compacting
concrete reinforced by steel fiber in the fresh and in the hardened state, in case of exposure to
internal sulfate attack. To shed some light on the potential of the exposure to this kind of
problem in such a concrete is highly requisite, it may illustrate to what extent internal sulfates
can affect the properties of this type of concrete and to what extent can this concrete resist the
sulfate attack.
2. Materials Used
2.1 Cement
Ordinary Portland cement, which has specific gravity of 3.15 and the SO3 of 2.51, was
used in this investigation. It is conforming to IQS:5 -1984
2.2 Coarse aggregate
Rounded shape aggregate of size of 10 mm was used and it has the following properties:
Specific gravity of 2.61 and the SO3 of 0.04
2.3 Fine aggregate
Natural sand conforming to zone III of IQS: 45 – 1984 was used and its properties are
found as follows: Specific gravity 2.56 and the SO3 of 0.37
2.4 Water &Super-plasticizer
The drinking tap water has been used for both mixing and curing of concrete. A chemical
admixture based on modified polycarboxylic ether, which is known commercially (Glenium
51) was used in producing SCC as a superplasticizer admixture.
2.5 Lime stone powder (LSP)
This material was used to increase the amount of powder (cement + filler). It has SO3 of 1.9
and its specific gravity was 2.7.

272
2.6 Gypsum
Gypsum was added to the fine aggregate to obtain the required SO3 content in concrete.
The added gypsum was natural gypsum rock .It was crushed and ground by hammer to obtain
nearly the same gradation set of fine aggregate used in the mixes. This gypsum was used as a
partial replacement by weight of fine aggregate with limited percentages. The following
equation has been used to control the SO3 contents in the used sand:
( )
N
SR
w
%37.0−
= …………. (1)
Where:
‫ݓ‬ : the weight of natural gypsum needed to be added to fine aggregate.
ܴ : the percentage of SO3 desired in fine aggregate.
ܵ : the weight of fine aggregate in mix.
N: the percentage of SO3 in the used natural gypsum (34.9%).
2.7 Fibers
In this work, type of steel fiber having geometry of cylindrical with hooked ends was used.
The characteristics of the steel fiber ; length, diameter ,tensile strength, specific gravity were
30mm , 0.5 mm,1100 MPa and 7000 Kg/m3
respectively.
3. METHODOLOGY
In order to cover a broad range of SO3 levels ( 3.9 which is within the limits of
Iraqi specifications[4] and, 5,6,7and 8 which are outside the limits)% by weight of cement in
concrete, a total of fifteen mixes were made. The mixture was designed according to [5]. Adding
gypsum as a partial replacement of sand was the adopted procedure to obtain the required SO3
level in concrete. Fibers were added in quantities ranging from 0 to 1.5 % by volume of the total
mixture. Moist curing was adopted , the curing time was for four ages (7, 28, 90 and 180) days.
Table (1) shows the proportions of reference plain mixture.
Table (1) Proportions of reference plain mixture
Cement
(kg/m3
)
Sand
(kg/m3
)
Gravel
(kg/m3
)
LSP
(kg/m3
)
SP
(L/m3
)
w/c w/p
425 870 600 129.2 3.35 0.52 0.4
4.FRESH CONCRETE TESTS
The fresh properties of plain SCC and SCC reinforced by steel fiber were tested by the
procedures of (European Guidelines for self compacting concrete). In this work three tests
were used slump flow test, L-box test and V-funnel test.
5. HARDENED CONCRETE TESTS
The mechanical properties studied are compressive strength, splitting tensile strength,
flexural strength and static modulus of elasticity. Furthermore, the non-destructive test methods,
length change test, ultra-sonic pulse velocity test and Schmidt hammer test are used. The

International Journal of Civil Engineering and Technology (IJCIET), ISSN 0976
(Print), ISSN 0976 – 6316(Online) Volume 4, Issue 2, March
compressive strength test was performed in accordance with IQS:348
cube specimens. The splitting tensile strength test was carried out according to IQS:283
[7] using Ø100 × 200 mm cylinder specimens. The test procedure given in IQS:291
was used to determine the flexural strength using 100 × 100 × 400 mm prisms. The sta
modulus of elasticity was performed according to IQS:370
Ø150×300 mm. According to IQS:54
used to measure the changing in length due to sulfate action. The UPV an
tests were conducted according to IQS:300
6. Results of Tests
6.1 Fresh Concrete Properties
6.1.1 Slump Flow Test
Table (2) and Fig. (1) show the results of slump flow tests . The v
the maximum spread (slump flow final diameter), while the values of T50 represent the time
required for the concrete flow to reach a circle with 50 cm diameter. The results of the slump
flow range between (486-750) mm, the results of
shown in Fig. (2). The results indicate that increasing sulfate decrease the slump flow diameter
and increase the time required to reach the diameter of 50 cm (T50), This can be accounted for,
during very early stages of hydration, ettringite forms in relatively increased quantities with
increased sulfates content, as a result, relatively large amount of water would be consumed for
the reaction forming ettringite, beside, the roughness of gypsum particles could be
reason. Therefore, concrete mixtures tending to be cohesive
value might be increased causing the reduced flowability. Significant decrease in slump flow
diameter and increase in T50 have been observed with incor
adding steel fibers increases the resistance to flow and reduces the flowability due to increasing
the interlocking and friction between fibers and aggregate
Fig.(1): Slump flow diameter D (mm
6.1.2 L-Box Test
The L-Box with 2 bars was used in this study to assess
mixes. The Blocking Ratios results (BR=H
plotted in Fig. (3). The results of the BR ranged between
0
100
200
300
400
500
600
700
800
3.9 5 6 7 8
Slumpflowdiameter(mm)
Total SO3 (% by wt. of cement)
6316(Online) Volume 4, Issue 2, March - April (2013), © IAEM
273
compressive strength test was performed in accordance with IQS:348-1992 [6]
. The splitting tensile strength test was carried out according to IQS:283
using Ø100 × 200 mm cylinder specimens. The test procedure given in IQS:291
was used to determine the flexural strength using 100 × 100 × 400 mm prisms. The sta
modulus of elasticity was performed according to IQS:370-1993 [9] by using test cylinders of
Ø150×300 mm. According to IQS:54-1989 [10] prisms of (75×75×285) mm of concrete was
used to measure the changing in length due to sulfate action. The UPV and Schmidt hammer
tests were conducted according to IQS:300-1993 [11] and IQS:325-1993 [12] respectively.
Table (2) and Fig. (1) show the results of slump flow tests . The values of (D) represent
750) mm, the results of T50 cm range between (2.1
ages of hydration, ettringite forms in relatively increased quantities with
the reaction forming ettringite, beside, the roughness of gypsum particles could be
reason. Therefore, concrete mixtures tending to be cohesive [13]. Accordingly, the yield stress
diameter and increase in T50 have been observed with incorporating steel fibers in SCC mixes,
the interlocking and friction between fibers and aggregate [14].
Fig.(1): Slump flow diameter D (mm) Fig.(2):Time required to reach a circle
with50dia
Box with 2 bars was used in this study to assess the passing ability of the
mixes. The Blocking Ratios results (BR=H2/H1) of the tests are summarized in Table (2) &
The results of the BR ranged between (0.58-1). According to
Vf%=0
Vf%=0.75
Vf%=1.5
0
1
2
3
4
5
6
3.9 5 6 7 8
T50(sec)
April (2013), © IAEME
[6] using 150 mm
. The splitting tensile strength test was carried out according to IQS:283-1995
using Ø100 × 200 mm cylinder specimens. The test procedure given in IQS:291-1991 [8]
was used to determine the flexural strength using 100 × 100 × 400 mm prisms. The static
by using test cylinders of
prisms of (75×75×285) mm of concrete was
d Schmidt hammer
respectively.
alues of (D) represent
cm range between (2.1-5.7) seconds as
ages of hydration, ettringite forms in relatively increased quantities with
the reaction forming ettringite, beside, the roughness of gypsum particles could be another
. Accordingly, the yield stress
porating steel fibers in SCC mixes,
Fig.(2):Time required to reach a circle
the passing ability of the
) of the tests are summarized in Table (2) &
1). According to [5], a
8
Vf%=0
Vf%=0.75
Vf%=1.5

blocking ratio (H2/H1) of more than or equal to 0.
mixtures had a good passing ability with BR
had BR less than 0.8.The results show that the BR decreased with increasing sulfates in
concrete. This decrease is likely due to increased yield stress and viscosity with the
increasing in sulfates.
Fig.(3): Blocking Ratios for L
6.1.3 V-Funnel Test
The V-funnel test is used to assess the viscosity and filling ability of self
concrete [5] . Table (2) shows the results of V
(6.57-12.3). It is clear from the results that the V
increasing SO3 content in the mixes, confirming that raising sulfate content
viscosity of the mixtures. V-Funnel flow time also increased by incorporating steel fibers in
mixes. Similar behavior was observed in the T50 test
content, the more the flow-time increased. This can be ascri
content leads to increase the friction between the fibers and aggregates and the friction of the
fibers with each other which could extend the required time to empty the V
Fig.(4): V
0
2
4
6
8
10
12
14
Tv(sec)
0
0.2
0.4
0.6
0.8
1
1.2
BR
274
blocking ratio (H2/H1) of more than or equal to 0.8 represents good passing ability. All
mixtures had a good passing ability with BR ≥ 0.8 except the mixtures (S4F3 and S5F3)
se is likely due to increased yield stress and viscosity with the
Fig.(3): Blocking Ratios for L-box tests
funnel test is used to assess the viscosity and filling ability of self
Table (2) shows the results of V-funnel test. The Tv values ranged between
12.3). It is clear from the results that the V-funnel flow time increased with the
content in the mixes, confirming that raising sulfate content
Funnel flow time also increased by incorporating steel fibers in
Similar behavior was observed in the T50 test. Besides, the higher the steel fiber
time increased. This can be ascribed to, the increasing in fiber
fibers with each other which could extend the required time to empty the V-funnel
Fig.(4): V-funnel flow time Tv (sec)
3.9 5 6 7 8
Vf%=0
Vf%=0.75
Vf%=1.5
3.9 5 6 7 8
Vf%=0
Vf%=0.75
Vf%=1.5
8 represents good passing ability. All
0.8 except the mixtures (S4F3 and S5F3)
se is likely due to increased yield stress and viscosity with the
funnel test is used to assess the viscosity and filling ability of self-compacting
values ranged between
funnel flow time increased with the
content in the mixes, confirming that raising sulfate content increases
Funnel flow time also increased by incorporating steel fibers in
. Besides, the higher the steel fiber
bed to, the increasing in fiber
funnel

275
Table (2) Results of fresh concrete tests
Mix SO3 (%by
wt. of
cement)
Steel Fiber
(% by Vol.)
D (mm) T50 (Sec) Blocking Ratio
(BR)
Tv (sec)
S1F1 3.9 0 750 2.1 1 6.57
S1F2 0.75 681 2.95 0.95 7.68
S1F3 1.5 584 4.25 0.84 9.23
S2F1
5
0 745 2.18 1 6.69
S2F2 0.75 675 3.1 0.93 7.86
S2F3 1.5 573 4.53 0.82 9.46
S3F1
6
0 729 2.35 0.98 6.8
S3F2 0.75 658 3.37 0.91 8.27
S3F3 1.5 555 5 0.79 10.27
S4F1
7
0 699 2.55 0.96 7.22
S4F2 0.75 625 3.71 0.88 8.9
S4F3 1.5 518 5.7 0.71 11.53
S5F1
8
0 685 2.73 0.93 7.51
S5F2 0.75 595 4.12 0.83 9.36
S5F3 1.5 486 N.a* 0. 58 12.3
*N.a: not applicable
6.2 Hardened Concrete properties
6.2.1 Compressive Strength
Table (3) and Fig.(5) refer to that there is an optimum SO3 content at which the compressive
strength is maximum. The data in table (5) indicate that the optimum SO3 content for these mixes is
about (5) (% by wt. of cement), beyond this optimum value the compressive strength decreased with
the increase of sulfates content for all SCCs the plain and the reinforced ones, at all ages of
test. at age of 180 days, the percentages of change (increase or decrease) in compressive strength for
SCCs having 5 %, 6 % ,7% and 8 % SO3 content in concrete, were (4.36%, -10.89%,-25.66% and
-36.14%) relative to corresponding reference SCC. While, for SCC reinforced with 0.75 (%by Vol.)
the percentages of change were (5.10%, -5.92%,-23.02% and -33.39%) and for SCC reinforced with
1.5 (% by Vol.), the percentages of change were (4.66%, -3.39%,-19.49% and -29.26%) relative to
their corresponding reference SCC reinforced with 0.75 and 1.5 (%by Vol.) respectively.
Adding steel fibers decreased compressive strength at low sulfate contents at (3.9 and 5)%.
while, at high sulfate contents(6,7 and 8)% the compressive strength was increased by adding steel
fibers. at age180 days, the percentages of change in compressive strength for SCCs having
3.9%,5%,6%,7% and 8% percent SO3 content in SCC reinforced with 0.75 and 1.5 steel fiber
contents (% by Vol.), were (-2.97%, -2.28%, 2.44%, 0.48%, 1.21%) and (-6.53%, -6.26%, 1.33%,
1.23%, 3.53%) respectively relative to corresponding plain SCC. The improvement in strength refer
to the control of cracking and the mode of failure by means of post cracking ductility as indicated by
AL-Musawee [14].While, the decrease in strength refer to entraining air with incorporating steel
fibers [15]. Moreover, the steel fiber indirectly would contribute to the increment of strength through
delaying the deterioration due to the sulfate action while, the corresponding plain SCC continue to
deteriorate, therefore, there would be a definite difference between plain and reinforced SCC.

Fig.(5):Effect of increasing SO
days (b) 28 days (c) 90 days (d) 180 days
6.2.2 Splitting Tensile Strength
Table (3) shows the average of the results of splitting tensile strength test at 7, 28, 90 and
180 days gained from cylinders. Table (3) and Fig.(6), show the optim
the splitting tensile strength is maximum. Further increase in SO
strength. at age of 180 days, the percentages of change in splitting tensile strength for SCCs
having 5 %, 6 % ,7 and 8 % SO
-33.33%) relative to reference SCC. While, for SCC reinforced with 0.75 (%by Vol.) the
percentages of change were (3.05%,
1.5 (% by Vol.) the percentages of change were (8.97%,
their corresponding SCCs reinforced with 0.75 and 1.5 (%by Vol.)
that both the plain and the reinforced SCC suffered reduction in splitting tensile stren
increased SO3 beyond the optimum value. However, in general, the reinforced SCC showed
better performance than SCC. This reduction can be ascribed to, with high sulfates contents and
continued exposure to water, more ettringite would be formed, co
increased, inducing high tensile stresses and causing decrease in ultimate strength. The existence
of steel fibers restricts the expansion and hence, delays the failure process. The SCC reinforced
with steel fibers and contained 6
tolerable limits.
By contrast to the compressive strength, the results of the splitting tensile strength tests,
indicated in Table (3), clearly showed the benefit of steel fibers. Splitting
indicated significant increase in strength due to the inclusion of steel fibers. The percent of
15
20
25
30
35
40
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
Fcu(MPa)
25
30
35
40
45
50
55
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
Fcu(MPa)
c
276
Fig.(5):Effect of increasing SO3 content in concrete on compressive strengt
180 days gained from cylinders. Table (3) and Fig.(6), show the optimum SO3 content at which
the splitting tensile strength is maximum. Further increase in SO3 content caused decreasing in
having 5 %, 6 % ,7 and 8 % SO3 content in concrete ,were (4.95%, -12.90%,
33.33%) relative to reference SCC. While, for SCC reinforced with 0.75 (%by Vol.) the
percentages of change were (3.05%, -10.00%,-31.3%and -36.49%) and for SCC reinforced with
ercentages of change were (8.97%,-2.21%,-23.72% and -31.86%) relative to
their corresponding SCCs reinforced with 0.75 and 1.5 (%by Vol.) respectively. It can be seen,
that both the plain and the reinforced SCC suffered reduction in splitting tensile stren
beyond the optimum value. However, in general, the reinforced SCC showed
continued exposure to water, more ettringite would be formed, consequently the expansion
with steel fibers and contained 6 % (by wt. of cement) suffered losses at later ages within a
indicated in Table (3), clearly showed the benefit of steel fibers. Splitting tensile strength
Vf%=0
Vf%=0.75
Vf%=1.5
20
25
30
35
40
45
50
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
Fcu(MPa)
Vf%=0
Vf%=0.75
Vf%=1.5
30
35
40
45
50
55
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
Fcu(MPa)
d
content in concrete on compressive strength at (a) 7
content at which
content caused decreasing in
12.90%, -26.88% and
36.49%) and for SCC reinforced with
31.86%) relative to
respectively. It can be seen,
that both the plain and the reinforced SCC suffered reduction in splitting tensile strength with
beyond the optimum value. However, in general, the reinforced SCC showed
nsequently the expansion
% (by wt. of cement) suffered losses at later ages within a
tensile strength
Vf%=0
Vf%=0.75
Vf%=1.5
Vf%=0
Vf%=0.75
Vf%=1.5

increase in splitting tensile strength was found to be increase with the increase in steel fibers
content for all mixes. at age180 days, the pe
SCCs having 3.9%, 5%, 6%, 7% and 8% SO
fiber contents (% by Vol.) were (40.86%, 38.32%, 45.56%, 32.35% and 34.19%) and
(55.9%,61.89%,75.06%, 62.65% and 59.35%) respectively relative to corresponding plain SCC.
6.2.3 Flexural Strength
The flexural strength results for the plain and the reinforced SCC mixes are listed in
Table (3). The optimum SO3 content at which the flexural strength is maximum has been
recognized, Fig.(7). The flexural strength decreased with increasing SO
optimum value. at age of 180 days, the percentages of change in flexural strength for SCCs
having 5 % 6 % ,7 and 8 % SO
36.17%) relative to reference SCC. While, for SCC reinforced
with 1.5 (% by Vol.) the percentages of change were (3.91%,
relative to their corresponding SCC reinforced with 0.75 a
The fine voids developed over the aggregate surface represent structural breaks in the
continuity and are, at the same time, an opportunity for the accumulation of ettringite,
aaaa
1.5
2.5
3.5
4.5
5.5
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
ft(MPa)
2.5
3.5
4.5
5.5
6.5
7.5
8.5
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
ft(MPa)
c
277
at age180 days, the percentages of increase in splitting tensile strength for
SCCs having 3.9%, 5%, 6%, 7% and 8% SO3 content in SCC reinforced with 0.75 and 1.5 steel
% and 59.35%) respectively relative to corresponding plain SCC.
Fig.(6):Effect of increasing SO3 content in concrete on splitting tensile strength at (a) 7
content at which the flexural strength is maximum has been
recognized, Fig.(7). The flexural strength decreased with increasing SO3 content beyond the
at age of 180 days, the percentages of change in flexural strength for SCCs
having 5 % 6 % ,7 and 8 % SO3 content in concrete ,were (15.60%,-7.80%,-
percentages of change were (4.97%,-7.18%,-25.97% and -38.12%) and for SCC reinforced
with 1.5 (% by Vol.) the percentages of change were (3.91%,-7.24%,-23.11% and
relative to their corresponding SCC reinforced with 0.75 and 1.5 (%by Vol.) respectively.
bbbb
Vf%=0
Vf%=0.75
Vf%=1.5
1.5
2.5
3.5
4.5
5.5
6.5
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
ft(MPa)
Vf%=0
Vf%=0.75
Vf%=1.5
2.5
3.5
4.5
5.5
6.5
7.5
8.5
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
ft(MPa)
d
rcentages of increase in splitting tensile strength for
content in SCC reinforced with 0.75 and 1.5 steel
% and 59.35%) respectively relative to corresponding plain SCC.
content in concrete on splitting tensile strength at (a) 7
content at which the flexural strength is maximum has been
ent beyond the
at age of 180 days, the percentages of change in flexural strength for SCCs
-24.65% and -
with 0.75 (%by Vol.) the
38.12%) and for SCC reinforced
23.11% and -32.47%)
respectively.
Vf%=0
Vf%=0.75
Vf%=1.5
Vf%=0
Vf%=0.75
Vf%=1.5

ettringite forms in voids and microc
paste [16]. It has been observed by many researchers
that the ettringite crystals are usually present in cracks, voids, and transition zone at the
aggregate-binder interface, if concrete is submitted to expansion due to ettringite, fact which
leads to an additional stress on the aggregate
Beside, ettringite formed in microcracks, due to expansion pressure will widen these
microcracks. These processes will result in debonding of aggregates/matrix under low applied
stresses, giving rise to prompt failure. The presence of steel fibers will delay these whole
processes by restricting the widening and arresting any new microcrac
negative effect of sulfates on concrete.
Concrete mixes reinforced with steel fibers showed significant improvement in
flexural strength at all ages relative to their corresponding plain concretes.
percentages of increase for SCCs having 3.9%,5%,6%,7% and 8% SO
reinforced with 0.75 and 1.5 steel fiber contents (% by Vol.) , were (60.46%, 45.71%,
61.54%, 57.65% and 55.56%) and (117.91%, 95.86%, 119.23%, 122.35% and 130.56%)
respectively relative to corresponding plain SCC. This is mainly due to the increase in crack
resistance of the composite and to the ability of fibers to resist forces after the concrete matrix
has failed. The SCC reinforced with 1.5 % steel fiber and contain 6% (by wt. of
suffered losses within tolerable limits.
28 days (c) 90 days (d) 180 days
2
4
6
8
10
12
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
fr(MPa)
Total SO3(% by wt. of cement)
aaaa
cccc
1
3
5
7
9
11
13
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
fr(MPa)
278
ettringite forms in voids and microcracks requires less surface energy than forming in bulk
. It has been observed by many researchers [16], [17], [18] in damaged concretes,
er interface, if concrete is submitted to expansion due to ettringite, fact which
leads to an additional stress on the aggregate-matrix interface and hence to microcracks.
These processes will result in debonding of aggregates/matrix under low applied
processes by restricting the widening and arresting any new microcracks. Thus, reducing the
negative effect of sulfates on concrete.
flexural strength at all ages relative to their corresponding plain concretes. at age180 days, the
ges of increase for SCCs having 3.9%,5%,6%,7% and 8% SO3 content in SCC
61.54%, 57.65% and 55.56%) and (117.91%, 95.86%, 119.23%, 122.35% and 130.56%)
ive to corresponding plain SCC. This is mainly due to the increase in crack
has failed. The SCC reinforced with 1.5 % steel fiber and contain 6% (by wt. of
suffered losses within tolerable limits.
Fig.(7):Effect of increasing SO3 content in concrete on flexural strength at (a) 7 days (b)
8
Vf%=0
Vf%=0.75
Vf%=1.5
bbbb
dddd
2
4
6
8
10
12
14
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
fr(MPa)
1
3
5
7
9
11
13
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
fr(MPa)
8
Vf%=0
Vf%=0.75
Vf%=1.5
racks requires less surface energy than forming in bulk
in damaged concretes,
er interface, if concrete is submitted to expansion due to ettringite, fact which
matrix interface and hence to microcracks.
These processes will result in debonding of aggregates/matrix under low applied
ks. Thus, reducing the
at age180 days, the
content in SCC
61.54%, 57.65% and 55.56%) and (117.91%, 95.86%, 119.23%, 122.35% and 130.56%)
ive to corresponding plain SCC. This is mainly due to the increase in crack
has failed. The SCC reinforced with 1.5 % steel fiber and contain 6% (by wt. of cement)
content in concrete on flexural strength at (a) 7 days (b)
Vf%=0
Vf%=0.75
Vf%=1.5
Vf%=0
Vf%=0.75
Vf%=1.5

6.2.4 Modulus of Elasticity
The static modulus of elasticity for all mixes is experimentally determined at ages 28 and
90 days, the results of this test are listed in Table (3).
Fig.(8), show the optimum SO3
presence of sulfates up to the optimum value of compressive strength means that more
densification of material occurs. Therefore, the modulus of elasticity of concrete also increases.
Further increase in SO3 content above the optimum, resulted in
specimens due to the decrease in modulus of elasticity of the matrix caused by the degeneration
of the interfacial bond strength between bulk cement paste and aggregate.
percentages of change in elastic modulus for SCCs having 5 % 6 % ,7 and 8 % SO
concrete ,were (6.03%,-16.36%,-28.22% and
reinforced with 0.75 (%by Vol.) the percentages of change were (13.14%,
33.60%) and for SCC reinforced with 1.5 (% by Vol.) the percentages of change were (12.96%,
5.69%, -19.96% and -32.30%) relative to their corresponding reference SCC reinforced with 0.75
and 1.5 (%by Vol.) respectively. Steel fibers demonstrated similar impact o
on compressive strength. However, the increments ,if any, due to incorporating steel fibers were
insignificant. at age 90 days, the percentages of change in elastic modulus for SCCs having
3.9%,5%,6%,7% and 8% SO3 content in SCC rein
(% by Vol.) , were (-7.01%, -0.78%, 1.65%, 0.92% and 0.81%) and (
2.39% and 1.51%) respectively relative to corresponding plain SCC.
6.2.5 Length Change
Concrete prisms (75×75×285) mm were tested to determine the length change
(expansion) of concrete at ages of 3,7,14,28, 56, 90 and 180 days. From fig.(9) ,it is quit
that expansion increased with age and with increasing sulfates content in concrete for both plain
and reinforced SCC, more ettringite formation can be anticipated since more sulfates will be
available for the reaction forming ettringite. The expa
crack enlargement. Ettringite deposited in rims surrounding aggregate grains, and ettringite
deposited in cracks considered as contributing to the overall expansion, through crack
development and propagation by ett
compared to the energy needed for the formation of new cracks in concrete
transformation of monosulfate to ettringite is well known to cause 2.3 times increase in volume
and thus represents another source for expansion
content of 5% had little propensity to expand among the increased SO
aaaa
15
17
19
21
23
25
27
29
3.5 4 4.5 5 5.5 6 6.5 7 7.
Ec(GPa)
279
lasticity for all mixes is experimentally determined at ages 28 and
90 days, the results of this test are listed in Table (3). The results listed in Table (3) and plotted in
3 content at which the modulus of elasticity is maxi
Further increase in SO3 content above the optimum, resulted in decrease in elastic modulus of
of the interfacial bond strength between bulk cement paste and aggregate. at age of 90 days, the
modulus for SCCs having 5 % 6 % ,7 and 8 % SO
28.22% and -38.76%) relative to reference SCC. While, for SCC
reinforced with 0.75 (%by Vol.) the percentages of change were (13.14%,-8.57%,-
and for SCC reinforced with 1.5 (% by Vol.) the percentages of change were (12.96%,
32.30%) relative to their corresponding reference SCC reinforced with 0.75
respectively. Steel fibers demonstrated similar impact on elastic modulus as
at age 90 days, the percentages of change in elastic modulus for SCCs having
content in SCC reinforced with 0.75 and 1.5 steel fiber contents
0.78%, 1.65%, 0.92% and 0.81%) and (-8.18%, -2.17%, 3.54%,
2.39% and 1.51%) respectively relative to corresponding plain SCC.
Fig.(8):Effect of increasing SO3 content in concrete on modulus of elasticity at (a) 28
days (b) 90 days
(expansion) of concrete at ages of 3,7,14,28, 56, 90 and 180 days. From fig.(9) ,it is quit
available for the reaction forming ettringite. The expansion can be a direct consequence of the
development and propagation by ettringite swelling or crystal growth, much less energy is needed
compared to the energy needed for the formation of new cracks in concrete [18]
thus represents another source for expansion [19]. It can be noticed that the mixtures of SO
content of 5% had little propensity to expand among the increased SO3 contents of mixtures, this
bbbb
18
20
22
24
26
28
30
32
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
Ec(GPa)
.5 8
(% by wt. of cement)
Vf%=0
Vf%=0.75
Vf%=1.5
lasticity for all mixes is experimentally determined at ages 28 and
The results listed in Table (3) and plotted in
content at which the modulus of elasticity is maximum. The
decrease in elastic modulus of
at age of 90 days, the
modulus for SCCs having 5 % 6 % ,7 and 8 % SO3 content in
38.76%) relative to reference SCC. While, for SCC
-22.10% and -
and for SCC reinforced with 1.5 (% by Vol.) the percentages of change were (12.96%,-
32.30%) relative to their corresponding reference SCC reinforced with 0.75
n elastic modulus as
at age 90 days, the percentages of change in elastic modulus for SCCs having
forced with 0.75 and 1.5 steel fiber contents
2.17%, 3.54%,
oncrete on modulus of elasticity at (a) 28
(expansion) of concrete at ages of 3,7,14,28, 56, 90 and 180 days. From fig.(9) ,it is quite evident
nsion can be a direct consequence of the
ringite swelling or crystal growth, much less energy is needed
[18]. As well, the
. It can be noticed that the mixtures of SO3
contents of mixtures, this
Vf%=0
Vf%=0.75
Vf%=1.5

content was defined earlier as the optimum SO
really close to the expansion values of the reference mixes with SO
crucial role in this test by reducing expansion. Steel fibers provided internal restraint to concrete
expansion by bridging the micro-cracks and restraining further propagation of those cracks. As a
result, the expansion related stresses will be reduced and by this way, the steel fibers mitigate the
effect of sulfates on concrete.It was noticed at high expansion values there sti
strength with progressing age. The last mix despite its high expansion at later ages showed
relatively some gain in strength. The occurrence of relatively slow expansion in concrete at later
ages may not lead to concrete deterioration
Fig.(9): Effect of steel fibers content on expansion for SO
aaaa
cccc
100
150
200
250
300
350
400
0 50 100 150 200
Expansion*10-6
Age (Days)
0
50
100
150
200
250
0 50 100 150 200
Expansion*10-6
Age (Days)
Expansion*10-6
280
content was defined earlier as the optimum SO3 content. In fact, the values of this content were
really close to the expansion values of the reference mixes with SO3 =3.9%. steel fiber played a
cracks and restraining further propagation of those cracks. As a
It was noticed at high expansion values there still a development in
ages may not lead to concrete deterioration [20].
Fig.(9): Effect of steel fibers content on expansion for SO3(a)3.9 (b)5 (c)6 (d)7 (e) 8 (% by
wt. of cement))))
bbbb
dddd
eeee
50
100
150
200
250
0 50 100 150 200
Expansion*10-6
Age (Days)
200
Vf%=0
Vf%=0.75
Vf%=1.5
150
200
250
300
350
400
450
500
0 50 100 150 200
Expansion*10-6
Age (Days)
200
Vf%=0
Vf%=0.75
Vf%=1.5
250
350
450
550
650
750
0 100 200
Age (Days)
Vf%=0
Vf%=0.75
Vf%=1.5
the values of this content were
steel fiber played a
cracks and restraining further propagation of those cracks. As a
ll a development in
(a)3.9 (b)5 (c)6 (d)7 (e) 8 (% by
Vf%=0
Vf%=0.75
Vf%=1.5
200
Vf%=0
Vf%=0.75
Vf%=1.5

6.2.6 Ultrasonic pulse velocity
Ultrasonic pulse velocity UPV test was used to evaluate the effects
concrete. The values of ultrasonic pulse velocity for the various types of concrete at (7, 28, 90
and 180 days) are presented in Table (3).
content at which the velocity is maximum, beyond t
increase in sulfates content as shown in Fig(10).
change in pulse velocity for SCCs having 5 %, 6 %, 7% and 8 % SO
were (2.98%, -1.03%,-4.93% and
reinforced with 0.75 (%by Vol.), the percentages of change were (2.35%,
and -11.48%) and for SCC reinforced with 1.5 (% by Vol.), the percentages of change were
(2.55%, -0.58%, -4.86% and
reinforced with 0.75 and 1.5 (%by Vol.)
disrupting effect of sulfates on the microstructure of concrete. Introducing steel fibers
negatively affected the ultrasonic pulse velocity. This might be attributed to the increase of
the amount of entrapped air voids due to incorporation of fibers into the mixes. besides, the
fibers inside cube were randomly oriented, when the wave pass through the fibers the wave
maybe deflected to other directions rather than pass straight forward to the end of the cube.
aaaa
cccc
3.6
3.8
4
4.2
4.4
4.6
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
UPV(Km/sec)
3.4
3.6
3.8
4
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
UPV(Km/sec)
281
Ultrasonic pulse velocity
Ultrasonic pulse velocity UPV test was used to evaluate the effects of sulfates on
and 180 days) are presented in Table (3). The results indicated that there is an optimum SO
content at which the velocity is maximum, beyond that value, the velocity decreased with the
increase in sulfates content as shown in Fig(10). at age of 180 days, the percentages of
change in pulse velocity for SCCs having 5 %, 6 %, 7% and 8 % SO3 content in concrete,
4.93% and -10.88%) relative to reference SCC. While, for SCC
reinforced with 0.75 (%by Vol.), the percentages of change were (2.35%, -0.88%,
%) and for SCC reinforced with 1.5 (% by Vol.), the percentages of change were
4.86% and -9.72%) relative to their corresponding reference SCC
reinforced with 0.75 and 1.5 (%by Vol.) respectively. The decrease in UPV is due to the
ltrasonic pulse velocity. This might be attributed to the increase of
aybe deflected to other directions rather than pass straight forward to the end of the cube.
Fig.(10):Effect of increasing SO3 content in concrete on pulse velocity at (a) 7 days (b)
bbbb
dddd
Vf%=0
Vf%=0.75
Vf%=1.5
3.8
4
4.2
4.4
4.6
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
UPV(Km/sec)
3.4
3.6
3.8
4
4.2
4.4
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
UPV(Km/sec)
Vf%=0
Vf%=0.75
Vf%=1.5
of sulfates on
The results indicated that there is an optimum SO3
hat value, the velocity decreased with the
at age of 180 days, the percentages of
content in concrete,
relative to reference SCC. While, for SCC
0.88%, -4.91%
%) and for SCC reinforced with 1.5 (% by Vol.), the percentages of change were
relative to their corresponding reference SCC
The decrease in UPV is due to the
ltrasonic pulse velocity. This might be attributed to the increase of
aybe deflected to other directions rather than pass straight forward to the end of the cube.
content in concrete on pulse velocity at (a) 7 days (b)
Vf%=0
Vf%=0.7
5
Vf%=1.5
Vf%=0
Vf%=0.75
Vf%=1.5

6.2.7 Rebound Number
The surface hardness of the 150 mm concrete cubes was assessed by the, "Schmidt
rebound hammer test". The rebound number results of plain and the reinforced SCC with
different percentages of SO3 content in concrete at the ages of
are presented in Table (3).
maximum, referring to densification effect due to ettringite formation at the plastic stage.
Beyond the optimum value, the rebound number decreas
shown in Fig (11). at age of 180 days, the percentages of change in rebound number for SCCs
having 5 %, 6 % ,7% and 8 % SO
19.23%) relative to reference SCC. While,
1.5 (% by Vol.), the percentages of change were (6.48%,
their corresponding reference SCC reinforced with 0.75 and 1.5 (%by Vol.)
decrease is ascribed to the detrimental action of sulfates which causes the weakness of
surface. Incorporating steel fiber in SCC, decreased the rebound number for all specimens
due to the entrained air increase which gave rise to increasing in porosity of the surface.
(a) 7 days (b) 28 days (c) 90 days (d) 180 days
aaaa
cccc
21
23
25
27
29
31
33
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
R.N
22
24
26
28
30
32
34
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
R.N
282
content in concrete at the ages of 7,28,90 and 180 days
There is an optimum SO3 at which the rebound number is
Beyond the optimum value, the rebound number decreased with increased SO
at age of 180 days, the percentages of change in rebound number for SCCs
having 5 %, 6 % ,7% and 8 % SO3 content in concrete , were (1.44%, -9.86%,
centages of change were (1.07%, -9.66%, -14.72%, -17.15%) and for SCC reinforced with
1.5 (% by Vol.), the percentages of change were (6.48%,-5.93%, -9.17%,-11.77%) relative to
CC reinforced with 0.75 and 1.5 (%by Vol.) respectively.
Incorporating steel fiber in SCC, decreased the rebound number for all specimens
ined air increase which gave rise to increasing in porosity of the surface.
Fig.(11):Effect of increasing SO3 content in concrete on rebound number at
7 days (b) 28 days (c) 90 days (d) 180 days
bbbb
dddd
22
24
26
28
30
32
34
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
R.N
8
Vf%=0
Vf%=0.75
Vf%=1.5
25
27
29
31
33
35
3.5 4 4.5 5 5.5 6 6.5 7 7.5 8
R.N
8
Vf%=0
Vf%=0.75
Vf%=1.5
7,28,90 and 180 days
at which the rebound number is
ed with increased SO3 content as
at age of 180 days, the percentages of change in rebound number for SCCs
9.86%,-15.62%,-
for SCC reinforced with 0.75 (%by Vol.) the
17.15%) and for SCC reinforced with
11.77%) relative to
respectively. This
Incorporating steel fiber in SCC, decreased the rebound number for all specimens
ined air increase which gave rise to increasing in porosity of the surface.
content in concrete on rebound number at
Vf%=0
Vf%=0.75
Vf%=1.5
Vf%=0
Vf%=0.75
Vf%=1.5

283
Table (3) Results of hardened concrete tests
Mix
Compressive strength (MPa) Tensile strength test (MPa) Flexural strength test (MPa)
7
days
28
days
90
days
180
days
7
days
28
days
90
days
180
days
7
days
28
days
90
days
180
days
S1F1 34 43.25 49 50.5 3.385 3.95 4.35 4.65 4.5 5.1 5.4 5.64
S1F2 34.91 44.4 48 49 4.65 5.015 6.44 6.55 7.2 8.25 9 9.05
S1F3 33.1 42 46.57 47.2 5 5.54 7.19 7.25 11 11.7 12.15 12.29
S2F1 35.4 46.65 51.75 52.7 3.55 4.1 4.6 4.88 4.8 5.6 6 6.52
S2F2 33.5 45.11 50.9 51.5 5 5.54 6.72 6.75 7.46 8.7 9.3 9.5
S2F3 34.16 43.6 48.19 49.4 5.21 5.9 7.7 7.9 11.3 11.96 12.45 12.77
S3F1 29 37.1 42.5 45 2.45 3 3.87 4.05 3.9 4.48 4.9 5.2
S3F2 30 38.5 42 46.1 3.4 3.77 5.78 5.895 6.2 7.3 8.22 8.4
S3F3 31 41 44.7 45.6 3.76 4.1 6.83 7.09 9.6 10.37 11.3 11.4
S4F1 23 29.84 34.5 37.54 2 2.39 3 3.4 3 3.55 4 4.25
S4F2 25 31.7 34.67 37.72 2.85 3.124 4.1 4.5 5.09 5.59 6.4 6.7
S4F3 25.5 32.22 35.05 38 3.29 3.69 4.94 5.53 8 8.9 9.1 9.45
S5F1 20.3 24.5 29.74 32.25 1.75 1.96 2.85 3.1 2.7 2.95 3.4 3.6
S5F2 21.33 25 30.12 32.64 2.54 2.9 3.99 4.16 4.2 4.6 5.3 5.6
S5F3 22 26.1 31.65 33.39 3.06 3.232 4.7 4.94 6.9 7.2 8.17 8.3

284
Continuous
Mix
Modulus of
elasticity (GPa)
U.P.V (Km/sec) Rebound number test
28
days
90
days
7
days
28
days
90
days
180
days
7
days
28
days
90
days
180
days
S1F1 28.2 30.37 3.88 4.23 4.35 4.365 30.6 31.6 32.5 33.28
S1F2 27.2 28.24 3.84 4.21 4.33 4.338 29.78 30.84 31.2 31.66
S1F3 27 27.89 3.82 4.2 4.31 4.32 28.33 29.13 29.3 29.58
S2F1 29.6 32.2 3.92 4.33 4.47 4.495 31.7 32.5 33.2 33.76
S2F2 29.38 31.95 3.87 4.29 4.44 4.44 30.7 31.45 31.6 32
S2F3 29.25 31.5 3.835 4.26 4.4 4.43 29.47 30.8 31 31.5
S3F1 24.2 25.4 3.77 4.15 4.28 4.32 26.9 27.9 28.73 30
S3F2 24.44 25.82 3.74 4.115 4.23 4.3 26.1 27 28 28.6
S3F3 25.72 26.3 3.72 4.095 4.22 4.295 25.25 26 26.77 27.83
S4F1 20.25 21.8 3.64 3.99 4.108 4.15 24.57 25.7 26.54 28.08
S4F2 20.64 22 3.6 3.97 4.094 4.125 23.61 25 25.6 27
S4F3 21.2 22.32 3.6 3.94 4.075 4.11 23 24.5 25.9 26.87
S5F1 17 18.6 3.5 3.63 3.77 3.89 23.75 24.25 25.3 26.88
S5F2 17.55 18.75 3.49 3.615 3.74 3.84 22.88 23.6 24.8 26.23
S5F3 18 18.88 3.5 3.6 3.75 3.9 22.45 23 24.5 26.1

285
7. CONCLUSIONS
1. Overall, slump flow diameter (flowability) and L-Box blocking ratios (passing ability)
decrease with the increase in sulfates content in concrete with respect to mixtures
having the reference SO3, similarly, with the increase in steel fiber content of the
concrete mixtures with respect to plain mixtures. However, steel fibers affected the
flow ability and passing ability more than the sulfates did.
2. Slump flow time and V-funnel flow time increase with the increase in the sulfates
content in concrete with respect to mixtures having the reference SO3 and also with
increase in steel fiber content of the concrete mixtures with respect to plain mixtures.
3. The effect of sulfates and steel fibers together on the fresh properties of the mixtures
was greater than the effect of each one separately.
4. The optimum SO3 content, at which a higher mechanical properties and little tendency
to the expanding were obtained, was at SO3 equal to 5 (% by weight of cement).
Further increase in sulfates content in concrete after this optimum value showed a
considerable reduction in mechanical properties; compressive strength, splitting
tensile strength, flexural strength, static modulus of elasticity, U.P.V and rebound
number, splitting tensile strength was more sensitive to sulfate attack than the other
mechanical properties. Nonetheless, there was some recovering with advance in age at
which the affected mixtures retrieve some of their lost strength.
5. Steel fibers decreased compressive strength at low sulfates and increased it at high
sulfates contents and in the same manner the modulus of elasticity was. Overall, steel
fibers had a marginal increments on both compressive strength and modulus of
elasticity compared to the increments in the other mechanical properties.
6. For different SO3 contents in concrete, all steel fiber mixes demonstrated a higher
splitting tensile strength and flexural strength relative to plain mixes at all curing ages.
The tensile strength increased as the fiber content increased, however, the increments
in flexural strength were higher than splitting tensile strength with more than 100%
increments having been recorded.
7. Increased sulfates contents increased the expansion for all mixes with varied steel
fiber contents. On the other hand, expansion of steel fiber mixes was less than plain
mixes. The lowest expansion values were for the highest steel fiber content.
8. For different SO3 contents, pulse velocity and rebound number decreased with
including steel fiber.
9. The highest steel fiber content 1.5 (% by Vol.) had, in general, best effect on
hardened properties but the worst on fresh properties of SCC. As well, 0.75% steel
fiber content was sufficient for achieving satisfying performance in fresh and
hardened properties of SCC.
10. SFSCCs showed similar to better resistance to sulfate attack than plain SCCs, the
resistance to sulfates enhanced with increasing fiber content.
11. Self compacting concrete containing SO3 of 6 (%by wt of cement) and reinforced with
1.5 steel fiber (% by Vol.) suffered losses in strength within tolerable limits in the
later ages.

286
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Effect of sulfate on the properties of self compacting concrete 2

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