Investigation on the Mechanical Properties and Post-Cracking Behavior of Polyolefin Fiber Reinforced Concrete

This paper deals with the behavior of concrete’s self-compatibility in a fresh state and its compressive and flexural strength in a hardened state with the addition of polyolefin macro fibers. Four different amounts (3 kg/m3, 4.5 kg/m3, 6 kg/m3, and 9 kg/m3) of polyolefin macro fibers were mixed into the concrete mixture to observe the differences in workability and strength properties between the concrete specimens. As a partial replacement of cement, class C type of fly ash was added to make up 25% of the total cement mass. The water-binder ratio (W/B) of the concrete mix was 0.36. Superplasticizer was added to the concrete mixture to achieve self-compacting properties. The slump test was carried out in the fresh state for determining the flowability. On the 7th and 28th days of the curing process, compression strength tests were performed, and on the 28th day, flexural strength tests and crack mouth opening displacement (CMOD) analyses were carried out to determine the strength properties and post-cracking behavior of the concrete samples. Bending strength and post-cracking behavior of the samples were improved by the addition of fibers. The fiber concentration in the concrete mixture greatly influenced the slump flow and self-compaction properties.


Introduction
In the construction industry, self-compacting concrete is widely used because of its various beneficial properties.In 1988, the concept of self-compacting concrete was developed to obtain more strength and durable properties [1].Self-compacting concrete is a special type of concrete which provides high flowability without any segregation [2].This type of concrete is very useful for difficult casting conditions and reduces the overall construction cost.To obtain higher flowability and workability in self-compacting concrete, superplasticizers or chemical admixtures are necessary; superplasticizers can change the concrete viscosity.To increase concrete viscosity, different types of fillers such as fly ash, silica fume, quartzite filler, and stone powder, etc., are used [3].Partial amounts of fly ash can be used as a replacement of cement.Fly ash has various benefits such as increasing the workability, decreasing the permeability, and increasing the cohesiveness of concrete [4].It has been found that a 20% replacement of fly ash by cement mass in concrete gives higher compressive strength [5].In the past few years, use of fibers in concrete mixture has been gaining considerable attention.Due to environmental exposure, poor construction and presence of chloride ions in concrete leads to corrosion, micro cracks, degradation, and steel corrosion.Fibers are becoming a very useful material to overcome these types of problems because of its various benefits.Normal conventional standard concrete and self-compacted concrete both have good compressive strength with low tensile strength.The addition of a small quantity of fibers can decrease shrinkage cracking [6] and also increase toughness and tensile strength [7].Nowadays in the market, different types of fibers are available in different geometrical shapes.Fibers can be manufactured using various kinds of materials like steel, carbon, palm, polypropylene, glass, synthetic, and natural materials [8,9].Steel fibers are the most widely used fibers because of its high modules of elasticity and tensile strength.Steel fibers are used to decrease the thickness, obtaining higher strength properties, and it is applied in road construction, pre-cast concrete, tunnels, airports, and the building industry.Over recent years, extensive studies have been done on steel fiber reinforced concrete to increase mechanical properties and durability [10][11][12][13][14][15].Steel fibers have various benefits, but it leads to steel corrosion and cracks in certain environmental conditions.Various studies were carried out and studies are still being carried out to reduce the problem of steel corrosion [16][17][18][19][20]. Polyolefin fibers are widely used nowadays because of significant benefits such as increasing concrete strength and decreasing the unit weight of concrete [21].Polyolefin fibers have a greater influence in terms of strength, ductility, and flexibility compared to steel fibers [22,23].Polyolefin fibers are lighter in weight than steel fibers and they have no reactions with water.Polyolefin fiber reinforced concrete show better results in terms of steel corrosion and cracks [24].Polyolefin fibers have better boding properties with concrete because of its shape and rough design.Polyolefin fiber reinforced concrete also gives higher bending strength.From the past few years, researchers have been conducting experimental studies on the beneficial aspects of polyolefin fibers in normal conventional concrete, lightweight concrete, foamed concrete, and high-performance concrete [25][26][27].

Used Materials
In this study, 2 mm and 4 mm sizes of local sand (fine aggregate), local coarse aggregate, and ordinary Portland cement satisfying EN 197-1:2011 [28] of grade CM I 42.5 (Rocket cement M-600, AB Cementa, Stockholm, Sweden) were used.The class C type of fly ash was used in the concrete mixture.Masterglenium SKY 8700 [29] superplasticizer was added to the concrete mix to achieve the self-compatibility properties.Four different amounts of rough-surface-designed polyolefin macro fibers were used in the concrete mixture.The properties of the polyolefin macro fiber is shown in Figure 1. with low tensile strength.The addition of a small quantity of fibers can decrease shrinkage cracking [6] and also increase toughness and tensile strength [7].Nowadays in the market, different types of fibers are available in different geometrical shapes.Fibers can be manufactured using various kinds of materials like steel, carbon, palm, polypropylene, glass, synthetic, and natural materials [8,9].Steel fibers are the most widely used fibers because of its high modules of elasticity and tensile strength.Steel fibers are used to decrease the thickness, obtaining higher strength properties, and it is applied in road construction, pre-cast concrete, tunnels, airports, and the building industry.Over recent years, extensive studies have been done on steel fiber reinforced concrete to increase mechanical properties and durability [10][11][12][13][14][15].Steel fibers have various benefits, but it leads to steel corrosion and cracks in certain environmental conditions.Various studies were carried out and studies are still being carried out to reduce the problem of steel corrosion [16][17][18][19][20]. Polyolefin fibers are widely used nowadays because of significant benefits such as increasing concrete strength and decreasing the unit weight of concrete [21].Polyolefin fibers have a greater influence in terms of strength, ductility, and flexibility compared to steel fibers [22,23].Polyolefin fibers are lighter in weight than steel fibers and they have no reactions with water.Polyolefin fiber reinforced concrete show better results in terms of steel corrosion and cracks [24].Polyolefin fibers have better boding properties with concrete because of its shape and rough design.Polyolefin fiber reinforced concrete also gives higher bending strength.From the past few years, researchers have been conducting experimental studies on the beneficial aspects of polyolefin fibers in normal conventional concrete, lightweight concrete, foamed concrete, and high-performance concrete [25][26][27].

Used Materials
In this study, 2 mm and 4 mm sizes of local sand (fine aggregate), local coarse aggregate, and ordinary Portland cement satisfying EN 197-1:2011 [28] of grade CM I 42.5 (Rocket cement M-600, AB Cementa, Stockholm, Sweden) were used.The class C type of fly ash was used in the concrete mixture.Masterglenium SKY 8700 [29] superplasticizer was added to the concrete mix to achieve the self-compatibility properties.Four different amounts of rough-surface-designed polyolefin macro fibers were used in the concrete mixture.The properties of the polyolefin macro fiber is shown in Figure 1.Four types of concrete were prepared with various amounts of fiber content.The samples were named S-1, S-2, S-3, and S-4, which contains 3 kg/m 3 , 4.5 kg/m 3 , 6 kg/m 3 , and 9 kg/m 3 of macro polyolefin fibers in concrete matrix, respectively.Class C type of fly ash was added by 25% of total cement mass in the concrete as a partial replacement of cement.A 0.36 water-binder (cement + fly ash) ratio was maintained for each of the concrete samples.In every type of concrete sample, the quantity aggregates, cement, fly ash, water-binder ratio, and quantity of superplasticizer was the same, and only the quantity of fibers were changed to observe the behavior of the concrete with varying levels of fiber concentration.The mixing proportions of all concrete samples are given in Table 1.After mixing the concrete sample, the slump test was performed for each type of concrete sample, and thereafter, all samples were molded.Cubes of 10 cm × 10 cm × 10 cm in size were Four types of concrete were prepared with various amounts of fiber content.The samples were named S-1, S-2, S-3, and S-4, which contains 3 kg/m 3 , 4.5 kg/m 3 , 6 kg/m 3 , and 9 kg/m 3 of macro polyolefin fibers in concrete matrix, respectively.Class C type of fly ash was added by 25% of total cement mass in the concrete as a partial replacement of cement.A 0.36 water-binder (cement + fly ash) ratio was maintained for each of the concrete samples.In every type of concrete sample, the quantity aggregates, cement, fly ash, water-binder ratio, and quantity of superplasticizer was the same, and only the quantity of fibers were changed to observe the behavior of the concrete with varying levels of fiber concentration.The mixing proportions of all concrete samples are given in Table 1.After mixing the concrete sample, the slump test was performed for each type of concrete sample, and thereafter, all samples were molded.Cubes of 10 cm × 10 cm × 10 cm in size were prepared for the compressive strength test while 40 cm × 10 cm × 10 cm sized prisms were prepared for the crack mouth opening displacement (CMOD) analysis.After the molding process, all types of samples were kept at room temperature for 24 h for the hardening process.After the process, all samples were demolded and kept immersed in water in a climatic chamber until the day of the concrete destructive tests.

Mechanical Properties Evolution
For the first step, the concrete was mixed carefully according to the designed proportions.After the mixing procedure, the slump flow test was performed according to the EN 12,350-2:2009 [30] standard.For each type of sample, the slump flow test was performed three times and the mean value was taken as the final result.The slump flow value of the concrete specimens decreased with increasing amounts of polyolefin fibers in the concrete mixture.Segregation and bleeding were not observed for any type of sample.Sample S-4 showed a very low slump value and lost its self-compacting properties.Figure 2 shows the variations of slump flow values according to the sample types.
prepared for the compressive strength test while 40 cm × 10 cm × 10 cm sized prisms were prepared for the crack mouth opening displacement (CMOD) analysis.After the molding process, all types of samples were kept at room temperature for 24 h for the hardening process.After the process, all samples were demolded and kept immersed in water in a climatic chamber until the day of the concrete destructive tests.

Mechanical Properties Evolution
For the first step, the concrete was mixed carefully according to the designed proportions.After the mixing procedure, the slump flow test was performed according to the EN 12,350-2:2009 [30] standard.For each type of sample, the slump flow test was performed three times and the mean value was taken as the final result.The slump flow value of the concrete specimens decreased with increasing amounts of polyolefin fibers in the concrete mixture.Segregation and bleeding were not observed for any type of sample.Sample S-4 showed a very low slump value and lost its selfcompacting properties.Figure 2 shows the variations of slump flow values according to the sample types.Concrete compressive tests was performed on the 7th and 28th days of the curing process, satisfying the EN 196-1:2016 [31] standard.For each type of concrete sample, three tests were conducted for compressive strength and flexural test, and the mean value was taken as the final result.The peak force on CMOD analysis was considered to be the flexural strength of the concrete samples.The compressive strength of concrete samples on the 7th day increased with increasing amounts of fiber content in the concrete mixture, and then it decreased.The same phenomenon was observed on the 28th day for the compressive strength test.Sample S-3 achieved higher compressive strength on the 7th day while sample S-2 achieved higher compressive strength on the 28th day.This  Concrete compressive tests was performed on the 7th and 28th days of the curing process, satisfying the EN 196-1:2016 [31] standard.For each type of concrete sample, three tests were conducted for compressive strength and flexural test, and the mean value was taken as the final result.The peak force on CMOD analysis was considered to be the flexural strength of the concrete samples.The compressive strength of concrete samples on the 7th day increased with increasing amounts of fiber content in the concrete mixture, and then it decreased.The same phenomenon was observed on the 28th day for the compressive strength test.Sample S-3 achieved higher compressive strength on the 7th day while sample S-2 achieved higher compressive strength on the 28th day.This phenomenon could be due to the addition of fly ash in the concrete.Previously, researchers showed that the presence of fly ash in concrete delays the hydration process and the concrete has low strength in the early stages, and the concrete improves in strength at a later stage (after 60 days) [32,33].The variations in compressive strength are shown in Figure 3. phenomenon could be due to the addition of fly ash in the concrete.Previously, researchers showed that the presence of fly ash in concrete delays the hydration process and the concrete has low strength in the early stages, and the concrete improves in strength at a later stage (after 60 days) [32,33].The variations in compressive strength are shown in Figure 3.

Figure 3.
Compressive strength of concrete samples on the 7th and 28th days.
Through the three-point bending test method, CMOD analysis was performed on the 28th day of the curing process, satisfying the EN-14651 + A1:2007 [34] standard.All the samples were tested until the concrete broke and large cracks were formed, although the concrete was not separated into two parts.The concrete broke and cracks were formed, but the fibers were holding the concrete and resisted the separation.Polyolefin fibers have good bonding properties, and its rough design helps to hold the concrete together after cracks have formed.Figure 4 shows the concrete cracks after the test.The peak force was taken as an indication of flexural strength.Sample S-4 has higher bending strength which increased with the addition of fibers in the concrete mixture.In a previous experimental study, it has been found that bending strength increases with the addition of polyolefin macro fibers till a certain proportion in the concrete mixture, and then the strength started decreasing [35].Figure 5 shows the variations of flexural strength of concrete samples on the 28th day.Through the three-point bending test method, CMOD analysis was performed on the 28th day of the curing process, satisfying the EN 14651 + A1:2007 [34] standard.All the samples were tested until the concrete broke and large cracks were formed, although the concrete was not separated into two parts.The concrete broke and cracks were formed, but the fibers were holding the concrete and resisted the separation.Polyolefin fibers have good bonding properties, and its rough design helps to hold the concrete together after cracks have formed.Figure 4 shows the concrete cracks after the test.The peak force was taken as an indication of flexural strength.Sample S-4 has higher bending strength which increased with the addition of fibers in the concrete mixture.In a previous experimental study, it has been found that bending strength increases with the addition of polyolefin macro fibers till a certain proportion in the concrete mixture, and then the strength started decreasing [35].Figure 5 shows the variations of flexural strength of concrete samples on the 28th day.phenomenon could be due to the addition of fly ash in the concrete.Previously, researchers showed that the presence of fly ash in concrete delays the hydration process and the concrete has low strength in the early stages, and the concrete improves in strength at a later stage (after 60 days) [32,33].The variations in compressive strength are shown in Figure 3.

Figure 3.
Compressive strength of concrete samples on the 7th and 28th days.
Through the three-point bending test method, CMOD analysis was performed on the 28th day of the curing process, satisfying the EN-14651 + A1:2007 [34] standard.All the samples were tested until the concrete broke and large cracks were formed, although the concrete was not separated into two parts.The concrete broke and cracks were formed, but the fibers were holding the concrete and resisted the separation.Polyolefin fibers have good bonding properties, and its rough design helps to hold the concrete together after cracks have formed.Figure 4 shows the concrete cracks after the test.The peak force was taken as an indication of flexural strength.Sample S-4 has higher bending strength which increased with the addition of fibers in the concrete mixture.In a previous experimental study, it has been found that bending strength increases with the addition of polyolefin macro fibers till a certain proportion in the concrete mixture, and then the strength started decreasing [35].Figure 5 shows the variations of flexural strength of concrete samples on the 28th day.

Post-Cracking Behavior Analysis
Before the CMOD analysis, all water-immersed prisms were taken from the climatic chamber and dried for a few hours.After the drying process, all the prisms were given a cut 1 cm deep (down the height of the prism) at the midpoint of their lengths.An extensometer apparatus was fixed to the concrete surface by using a suitable glue.CMOD analysis was performed until the concrete breaks reached a 4.5 mm displacement.The loading speed of the CMOD analysis was 0.6 mm/min.After the 4.5 mm displacement, each sample remained in a single piece because of the higher fiber concentration; the fibers held the concrete and resisted the separation of the concrete into two pieces.Figure 6 shows the prism setup for the CMOD analysis.According to the EN 14651 + A1:2007 [34] standard, concrete should have a higher strength than 1.5 MPa and 1 MPa at 0.5 and 3.5 mm displacement, respectively.Figures 7 and 8 shows that sample S-1 had about 4 MPa of strength at 0.5 mm displacement, and at 3.5 mm displacement, it had 4.3 MPa of strength.It had the highest strength of 8.96 MPa.Sample S-3 and S-4 showed better cracking behavior than S-1 and S-2.Previously, researchers found that a higher volume of fibers in the concrete mix significantly improves the postcracking behavior [36,37].Sample S-3 and S-4 showed higher strength at 3.5 mm displacement than at 0.5 mm displacement.Sample S-3 had the highest strength at 0.25 mm displacement, and S-4 showed the highest strength performance at 2.30 mm displacement.

Post-Cracking Behavior Analysis
Before the CMOD analysis, all water-immersed prisms were taken from the climatic chamber and dried for a few hours.After the drying process, all the prisms were given a cut 1 cm deep (down the height of the prism) at the midpoint of their lengths.An extensometer apparatus was fixed to the concrete surface by using a suitable glue.CMOD analysis was performed until the concrete breaks reached a 4.5 mm displacement.The loading speed of the CMOD analysis was 0.6 mm/min.After the 4.5 mm displacement, each sample remained in a single piece because of the higher fiber concentration; the fibers held the concrete and resisted the separation of the concrete into two pieces.Figure 6 shows the prism setup for the CMOD analysis.According to the EN 14651 + A1:2007 [34] standard, concrete should have a higher strength than 1.5 MPa and 1 MPa at 0.5 and 3.5 mm displacement, respectively.Figures 7 and 8 shows that sample S-1 had about 4 MPa of strength at 0.5 mm displacement, and at 3.5 mm displacement, it had 4.3 MPa of strength.It had the highest strength of 8.96 MPa.Sample S-3 and S-4 showed better cracking behavior than S-1 and S-2.Previously, researchers found that a higher volume of fibers in the concrete mix significantly improves the post-cracking behavior [36,37].Sample S-3 and S-4 showed higher strength at 3.5 mm displacement than at 0.5 mm displacement.Sample S-3 had the highest strength at 0.25 mm displacement, and S-4 showed the highest strength performance at 2.30 mm displacement.

Post-Cracking Behavior Analysis
Before the CMOD analysis, all water-immersed prisms were taken from the climatic chamber and dried for a few hours.After the drying process, all the prisms were given a cut 1 cm deep (down the height of the prism) at the midpoint of their lengths.An extensometer apparatus was fixed to the concrete surface by using a suitable glue.CMOD analysis was performed until the concrete breaks reached a 4.5 mm displacement.The loading speed of the CMOD analysis was 0.6 mm/min.After the 4.5 mm displacement, each sample remained in a single piece because of the higher fiber concentration; the fibers held the concrete and resisted the separation of the concrete into two pieces.Figure 6 shows the prism setup for the CMOD analysis.According to the EN 14651 + A1:2007 [34] standard, concrete should have a higher strength than 1.5 MPa and 1 MPa at 0.5 and 3.5 mm displacement, respectively.Figures 7 and 8 shows that sample S-1 had about 4 MPa of strength at 0.5 mm displacement, and at 3.5 mm displacement, it had 4.3 MPa of strength.It had the highest strength of 8.96 MPa.Sample S-3 and S-4 showed better cracking behavior than S-1 and S-2.Previously, researchers found that a higher volume of fibers in the concrete mix significantly improves the postcracking behavior [36,37].Sample S-3 and S-4 showed higher strength at 3.5 mm displacement than at 0.5 mm displacement.Sample S-3 had the highest strength at 0.25 mm displacement, and S-4 showed the highest strength performance at 2.30 mm displacement.

Conclusions
The study showed that samples S-1, S-2, and S-3 achieved better flowability than S-4 with no segregation and bleeding.Meanwhile, for sample S-4, segregation and bleeding was not observed but the slump value was much lower because of the higher fiber concentration.Sample S-4 also lost the self-compaction properties.In terms of strength properties, sample S-2 achieved higher compressive strength on the 28th day of the test, and thereafter strength started decreasing for S-3 and S-4.Flexural strength of the concrete samples increased with increasing fiber quantity in the concrete mixture.Sample S-4 achieved higher bending strength among all the samples.The postcracking behavior of the concrete samples were improved by the addition of fiber.Samples S-3 and S-4 had better results than S-1 and S-2 because of higher number of fibers in their cross-sections.The rough surface design of polyolefin fibers helps to increase the bending strength and post-cracking behavior of concrete.Samples S-3 and S-4 had higher fiber quantity than samples S-1 and S-2, and as a result, they showed better post-cracking behavior.
In conclusion, polyolefin fibers have great influence on concrete strength and self-compaction properties.Higher doses of polyolefin fibers provide better flexural strength, and post-cracking behavior was also improved by the addition of fibers.The compressive strength of concrete also decreases with the addition of fibers.On the other hand, the slump flow and self-compaction factor

Conclusions
The study showed that samples S-1, S-2, and S-3 achieved better flowability than S-4 with no segregation and bleeding.Meanwhile, for sample S-4, segregation and bleeding was not observed but the slump value was much lower because of the higher fiber concentration.Sample S-4 also lost the self-compaction properties.In terms of strength properties, sample S-2 achieved higher compressive strength on the 28th day of the test, and thereafter strength started decreasing for S-3 and S-4.Flexural strength of the concrete samples increased with increasing fiber quantity in the concrete mixture.Sample S-4 achieved higher bending strength among all the samples.The postcracking behavior of the concrete samples were improved by the addition of fiber.Samples S-3 and S-4 had better results than S-1 and S-2 because of higher number of fibers in their cross-sections.The rough surface design of polyolefin fibers helps to increase the bending strength and post-cracking behavior of concrete.Samples S-3 and S-4 had higher fiber quantity than samples S-1 and S-2, and as a result, they showed better post-cracking behavior.
In conclusion, polyolefin fibers have great influence on concrete strength and self-compaction properties.Higher doses of polyolefin fibers provide better flexural strength, and post-cracking behavior was also improved by the addition of fibers.The compressive strength of concrete also decreases with the addition of fibers.On the other hand, the slump flow and self-compaction factor

Conclusions
The study showed that samples S-1, S-2, and S-3 achieved better flowability than S-4 with no segregation and bleeding.Meanwhile, for sample S-4, segregation and bleeding was not observed but the slump value was much lower because of the higher fiber concentration.Sample S-4 also lost the self-compaction properties.In terms of strength properties, sample S-2 achieved higher compressive strength on the 28th day of the test, and thereafter strength started decreasing for S-3 and S-4.Flexural strength of the concrete samples increased with increasing fiber quantity in the concrete mixture.Sample S-4 achieved higher bending strength among all the samples.The post-cracking behavior of the concrete samples were improved by the addition of fiber.Samples S-3 and S-4 had better results than S-1 and S-2 because of higher number of fibers in their cross-sections.The rough surface design of polyolefin fibers helps to increase the bending strength and post-cracking behavior of concrete.Samples S-3 and S-4 had higher fiber quantity than samples S-1 and S-2, and as a result, they showed better post-cracking behavior.
In conclusion, polyolefin fibers have great influence on concrete strength and self-compaction properties.Higher doses of polyolefin fibers provide better flexural strength, and post-cracking behavior was also improved by the addition of fibers.The compressive strength of concrete also decreases with the addition of fibers.On the other hand, the slump flow and self-compaction factor of concrete decreases with the addition of fibers.Concrete can also completely lose the self-compaction properties.
In this study, sample S-3 can be used in the construction sector where self-compacting properties, higher bending, and compressing strength is needed.This sample showed the best results in terms of higher bending strength and post-cracking behavior without compromising self-compaction properties.
In a previous experimental study, it was found that a 10 kg/m 3 density of polyolefin fiber achieves higher bending strength [35], and in this study, sample S-4, with the fiber density of 9 kg/m 3 , achieved higher bending strength while compromising self-compaction properties and a small amount of compressive strength.

Figure 4 .
Figure 4. Concrete cracks after the test.

Figure 3 .
Figure 3. Compressive strength of concrete samples on the 7th and 28th days.

Figure 4 .
Figure 4. Concrete cracks after the test.

Figure 4 .
Figure 4. Concrete cracks after the test.

Figure 5 .
Figure 5. Flexural strength of concrete samples on the 28th day.

Figure 6 .
Figure 6.Setup for the crack mouth opening displacement (CMOD) test.

Figure 5 .
Figure 5. Flexural strength of concrete samples on the 28th day.

Figure 5 .
Figure 5. Flexural strength of concrete samples on the 28th day.

Figure 6 .
Figure 6.Setup for the crack mouth opening displacement (CMOD) test.

Figure 6 .
Figure 6.Setup for the crack mouth opening displacement (CMOD) test.

Table 1 .
Mixing proportions of concrete.

Table 1 .
Mixing proportions of concrete.