Shear and Flexural Behavior of Flat Slabs Casted with Polyoleﬁn Fiber-Reinforced Concrete

: This paper presents the inﬂuence of polyoleﬁn ﬁber on the ﬂexural and shear attitude on the ﬂat slabs. Three slab sets (80 cm × 80 cm) were tested, each with a thickness of 10 cm. In the ﬁrst set (S1), the effect of ﬁber content on the ﬂexural behavior of the ﬂat slab was considered. Therefore, four slab specimens were cast, one of which was considered as a control specimen with no ﬁber content, while the other three included ﬁbers at 0.5, 1, and 1.5 percent of the total concrete volume. The second series of experiments studied the ﬂexural behavior of ﬂat slabs (S2) with an opening of 15 cm × 15 cm. The ﬁrst specimen contained nil polyoleﬁn, while the second included 1% polyoleﬁn. In the third set (S3), consideration was taken for 0 and 1% of Polyoleﬁn to realize the shear behavior of the ﬂat slab. The increase in polyoleﬁn ﬁber content from 0 to 1.5% (for slab set 1) will decrease the deﬂection from 4.5 mm to 2.3 mm, with an average of 3.58 mm, which is close to the deﬂection of a 1% polyoleﬁn ﬁber specimen. Three dimensional models for the tested slabs were simulated numerically via ABAQUS software program. The ratio of the maximum deﬂection between the experimental and the numerical outcomes were varied with a range of 1.01 to 1.28, with an average of 1.14.


Introduction
Concrete technology developed widely throughout the last century, which provided broader performance and superior materials fit for modern demands. Concrete is considered the primary material in construction; thus, an enormous amount of research and implementation is provided in this field. Concrete mechanical performance, such as flexural stresses, tensile stresses, fatigue, durability difficulties, and ductility, are among the majority of relevant concerns. The most pertinent innovations applied are likely highstrength concrete, reinforced fiber, and self-compacting. Although it possesses some of the familiar disadvantages of steel, such as its weight, durability, or cost, steel fiber has proven appropriate for such structural purposes.
Fibers such as polyolefin have become more significant in everyday applications as a result of recent progress in polymer studies, engineering, and chemical combinations. High strength, tensile properties, perfect corrosion resistance, toughness, strong chemical resistance, and inexpensiveness have all promoted its use. The evolution of synthetic microfibers of the polyolefin-based concrete, with enhanced mechanical characteristics, has broadened the application of such plastic fibers in concrete beyond their traditional usage in controlling shrinkage and cracking [1].
Rajai examines the feasibility of employing polypropylene fibers on 25 slabs to study the capacity of punching shear and crack patterns of two-way reinforced concrete slabs with the influence of drop-weight. The included parameters are slab thickness of 70 mm and 90 mm, various fiber proportions from 0% to 1.2% (increments of 0.3%), and impact load of 1.2 m and 2.4 m height. Three sets of slabs were considered: in the first set, there void, results in a shear capacity related to the hollow-core shape and related noncircularity. The proposed formula to predict the shear capacity of considered slabs provided accurate and conservative (20%) estimates for slabs with normal depth and void [7].
Adding fibers to the concrete mix is an effective way to improve the mechanical properties of concrete. Use of steel fiber is crucial to enhancing the behavior of structural elements against cracks. Sadowska et al. used two types of fiber, steel fiber and polypropylene fibers, at 1% of the weight of the concrete mixture, in the concrete mix to reinforce the compression zone (30 mm layer thickness) with fibers. The outcome showed a 12% enhancement in the load capacity of the slab, compared with normal specimens. Cracks in modified concrete slabs developed throughout the width of the composite slabs, while in reference samples, crack development and spread were more observable [8].
Knowledge in this area is not yet comprehensively available for fiber-reinforced concrete slabs. Zuzana Marcalikova et al. studied the effect of steel fiber in the concrete mixture for slabs. They focused on the stress evaluation of the undersoil, where the samples were loaded with centric and eccentric loads. In general, the fiber significantly reduced the cracks in concrete and increased load-bearing capacity. As compared with centric loads, eccentric loads have relatively little difference in their maximum load capacity [9].
Rawnaq et al. presented a study that aimed to examine the effect of utilizing infiltrated fiber mortar concrete, which is a repair material in critical zones that require a particular kind of rehabilitation, such as defense structures, pavements, and deck of bridges. The investigation consisted of three levels. In the beginning, the physical characteristics of mortar slurry sneaked fiber (flexural, bond strengths, splitting tensile, and compressive) were determined via utilizing various fiber types such as micro steel fiber, polypropylene fiber, synthetic fiber, and end hooked steel fiber. In the next stage, a control slab, ordinary concrete, was cast in the dimensions of 900 × 900 × 80 mm. Here, two damaged slab sets of 900 × 900 × 50 mm dimensions were rehabilitated with an infiltrated fiber mortar layer of 30 mm thickness. Each set consisted of five damaged slabs: the first set was repaired in the compression zone, while the reparation was done in the tension zone for the second set. In the last step, the authors investigated the infiltrated fiber influence on the flexural attitude of the repaired slabs (ductility, flexural strength, and deflection) by a hydraulic jack using four concentrated loads. A significant enhancement in the flexural attitude was indicated for the testing specimens of the repaired specimen, as compared with the control slab. An increase of 2-39% in ultimate load was recorded in slabs repaired in the compression zone, while the increase in ultimate load was 4-71% for slabs fixed in the tension region [10].
Concrete characteristics have not been sufficiently examined to determine how hybrid fiber combinations affect them. Ali A. et al. performed an experiment to predict that constitutive curve of concrete specimens mixed with two types of fibers (steel and polyvinyl alcohol fiber) for compressive strength varied between 40 to 120 MPa. In order to better understand hybrid fiber-reinforced concrete elements, case studies were investigated to determine the behavior of the structural element [11].
Kytinou et al. investigated numerically the flexural performance of structural reinforced concrete with presence of steel fiber using nonlinear finite element analysis method. In this study, different longitudinal reinforcement ratios and steel fiber ratios varying between 0.3% and 1.5% were used. Smeared cracks approach was used to simulate the tensile response of specimens, rather than stress-strain relationships under tension. The fracture behavior of the material, and stress versus crack width, can be modeled with tension softening. The outcome showed that the steel fibers contributes positively to the short-term post crack behavior [12].
Due to lack of FE numerical data, an attempt was made to develop hybrid fiberreinforced concrete to formulate the constitutive material model of concrete sample with fiber. Zainal et al. used five type hybrid synthetic fiber to conduct optimum fiber ratio enhancing mechanical properties. Cube sample and cylinder were used to study compressive strength and tensile strength. By determining the plastic hardening relationship between the damage parameters and the compression strength of relevant hybrid fiber concrete, constitutive curve models were developed. The study developed the constitutive models for all five types of fibers for use in future. FE analysis can be used the developed concrete damage plasticity (CDP) for modeling the structural elements [13].
The main goal of this study is to distinguish the influence of various proportions polyolefin fiber on the RC flat slab concrete structural behavior.

Characterization of Experimental Program
In the recent work, the whole eight RC flat slabs were prepared and tested in the construction materials laboratory of Civil Engineering Department, College of Engineering, University of Basra.

Concrete Mixture
In the current investigation, the used cement in the concrete mixture, OPC (type I), is made in Iraq, named Mabroka. Cement physical and chemical characteristics are shown in Tables 1 and 2, respectively. The other components are sand, gravel, and tap water.  [17], local natural sand lies within zone 2, and were used as shown in Figure 1, which represents the sand grading after the sieve analysis. On the other hand, the properties of the natural gravel meet with the (ASTM C33/86) requirements [18], as shown in Figure 2.  On the other hand, the properties of the natural gravel meet with the (ASTM C33/86) requirements [18], as shown in Figure 2. On the other hand, the properties of the natural gravel meet with the (ASTM C33/86) requirements [18], as shown in Figure 2. The characteristics of mixture are cement = 370 kg/m 3 , sand = 740 kg/m 3 , gravel = 1100 kg/m 3 , water = 181.3 kg/m 3 , and W/C (%) = 0.49. The used aggregate was dried in the oven, while the absorption tolerance was taken for sand as 0.85% and for gravel as 2.3%. Superplasticizer (F-180 G visco-Crete) was supplied to the mix, as stated by ASTM C494 [19], at a proportion of 0.6% of the whole cement weight.
The used drum mixer had a capacity of 0.1 m 3 . First, the gravel was placed, then sand, before the cement. Before adding water, the substances were mixed dry for 1 min. The process of mixing carried on for 4 min, then the fibers were added into the mixture. To ensure that the fibers were dispersal properly, the mixing continued for a further 2 min. Finally, the concrete was set in the molds.

Steel Reinforcement
Deformed rebar of 12 mm diameter was utilized as a flexural reinforcement for the whole slabs, with two ratios of rebar reinforcement applied. Throughout the testing of The characteristics of mixture are cement = 370 kg/m 3 , sand = 740 kg/m 3 , gravel = 1100 kg/m 3 , water = 181.3 kg/m 3 , and W/C (%) = 0.49. The used aggregate was dried in the oven, while the absorption tolerance was taken for sand as 0.85% and for gravel as 2.3%. Superplasticizer (F-180 G visco-Crete) was supplied to the mix, as stated by ASTM C494 [19], at a proportion of 0.6% of the whole cement weight.
The used drum mixer had a capacity of 0.1 m 3 . First, the gravel was placed, then sand, before the cement. Before adding water, the substances were mixed dry for 1 min. The process of mixing carried on for 4 min, then the fibers were added into the mixture. To ensure that the fibers were dispersal properly, the mixing continued for a further 2 min. Finally, the concrete was set in the molds.

Steel Reinforcement
Deformed rebar of 12 mm diameter was utilized as a flexural reinforcement for the whole slabs, with two ratios of rebar reinforcement applied. Throughout the testing of several rebar's samples, the determined average yield strength was 430 N/mm 2 . The testing was held accordance with the requirements of ASTM A615 G 60 [20], see Table 3.

Polyolefin Fibers
Rough surface straight polyolefin fiber was utilized in this study, with four ratios of 0, 0.5, 1, and 1.5% of the slab concrete volume. The main characteristics of the polyolefin fiber, gained from the data sheet of the SikaFiber ® Force-60 product, are listed in Table 4, see Figure 3.

Polyolefin Fibers
Rough surface straight polyolefin fiber was utilized in this study 0, 0.5, 1, and 1.5% of the slab concrete volume. The main characterist fiber, gained from the data sheet of the SikaFiber ® Force-60 product, see Figure 3.

Preparing of Specimens
The whole specimens of the studied flat slabs were taken with d length × 80 cm width × 10 cm thickness to suit the machine used in the was placed on a metal structure with a supporting span of 70 cm. The the slab center throughout the baring plate of dimensions (20 cm × 20 Three sets of specimens were prepared in the recent research. designed to fail in bending; therefore, slab reinforcement was taken cm in both directions, see Figure 4a. The second group of slabs had a at the midpoint of the slab, see Figure 4b, also designed to fail in ben reinforcement and spacing as in group 1. In the third group, p considered; thus, slab reinforcement was taken as ∅12 mm @ 8.3 cm directions, see Figure 5. Three 15 × 15 × 15 cm cubes, three 30 × 15 cm 50 × 15 × 15 cm prism beam were prepared for each concrete mixture.

Preparing of Specimens
The whole specimens of the studied flat slabs were taken with dimensions of 80 cm length × 80 cm width × 10 cm thickness to suit the machine used in the test. Each specimen was placed on a metal structure with a supporting span of 70 cm. The load was applied at the slab center throughout the baring plate of dimensions (20 cm × 20 cm).
Three sets of specimens were prepared in the recent research. The first group was designed to fail in bending; therefore, slab reinforcement was taken as 6 ∅ 12 mm @ 15 cm in both directions, see Figure 4a. The second group of slabs had a 15 cm × 15 cm hole at the midpoint of the slab, see Figure 4b, also designed to fail in bending with the same reinforcement and spacing as in group 1. In the third group, punching shear was considered; thus, slab reinforcement was taken as ∅12 mm @ 8.3 cm (ten bars) in both directions, see Figure 5. Three 15 × 15 × 15 cm cubes, three 30 × 15 cm cylinders, and one 50 × 15 × 15 cm prism beam were prepared for each concrete mixture.      Molds made from wood were used to cast the flat slab specimen constructed as a bed with four sides, fixed with screws. Molds were oi steel reinforced at the lower side of the molds before casting the concr slab samples, were casted and cured. The specimens were painted a before the test. Support locations, also the instrument of a digital sensitivity of 0.01 mm, and load position were marked at the testing During the test, the slab was loaded incrementally using a Universal department of civil engineering laboratory, Engineering college, Basra  Molds made from wood were used to cast the flat slab specimens. The molds were constructed as a bed with four sides, fixed with screws. Molds were oiled, then slabs were steel reinforced at the lower side of the molds before casting the concrete; meanwhile, the slab samples, were casted and cured. The specimens were painted a white color, a day before the test. Support locations, also the instrument of a digital dial gauge with a sensitivity of 0.01 mm, and load position were marked at the testing date, see Figure 6. During the test, the slab was loaded incrementally using a Universal test machine at the department of civil engineering laboratory, Engineering college, Basrah University. Molds made from wood were used to cast the flat slab spe constructed as a bed with four sides, fixed with screws. Molds we steel reinforced at the lower side of the molds before casting the c slab samples, were casted and cured. The specimens were pain before the test. Support locations, also the instrument of a di sensitivity of 0.01 mm, and load position were marked at the te During the test, the slab was loaded incrementally using a Univ department of civil engineering laboratory, Engineering college,

Non-Linear Analysis
In this section, an ABAQUS simulation program was used to simulate the flat slabs that were tested in the laboratory. The 3D-slab sample was divided into small elements to construct the model mesh. The element C3F8R was used for the concrete, while the element T3D2 truss was used for the slab reinforcements.
The term "concrete damage plasticity" (CDP) was adopted in FEM simulation samples to define the nonlinear behavior of concrete. The default values for the parameters of concrete material for compressive and tensile behavior were considered in this study. The modeling of reinforcing rebars was idealized in stress-strain curves, depending on experimental test results of reinforcement, as in Ref. [21]. This analysis was achieved by utilizing the method of Newton-Raphson with gradual increments. The external load was split up into slight load fractures continuously increased to the actual applied load.

Concrete
For this study, constitutive curves were used to represent linear (elastic) and nonlinear (plastic) behavior of concrete. This analysis was based on a plasticity-based constitutive model of concrete. In compression, a multilinear stress-strain behavior of concrete was adopted. Concrete stress increased gradually up to the maximum compressive strength, and at the ultimate strain (0.0035), the failure occurred by crushing.
In tension, the stress-strain curve for the concrete was linear and elastic up to the maximum tensile strength. As a result, the concrete started to crack and gradually decreased in strength. Figure 7a,b shows the constitutive curves for concrete in compression and tension.
parameters of concrete material for compressive and tensile behavior were considered in this study. The modeling of reinforcing rebars was idealized in stress-strain curves, depending on experimental test results of reinforcement, as in Ref. [21]. This analysis was achieved by utilizing the method of Newton-Raphson with gradual increments. The external load was split up into slight load fractures continuously increased to the actual applied load.

Concrete
For this study, constitutive curves were used to represent linear (elastic) and nonlinear (plastic) behavior of concrete. This analysis was based on a plasticity-based constitutive model of concrete. In compression, a multilinear stress-strain behavior of concrete was adopted. Concrete stress increased gradually up to the maximum compressive strength, and at the ultimate strain (0.0035), the failure occurred by crushing.
In tension, the stress-strain curve for the concrete was linear and elastic up to the maximum tensile strength. As a result, the concrete started to crack and gradually decreased in strength. Figure 7a,b shows the constitutive curves for concrete in compression and tension.

Steel
In ABAQUS, for the beam and truss elements, uniaxial stress-strain curve model was used. Several idealized stress-strain curves for steel can be used. There are a number of different simplified stress-strain curves depending on the purpose of the analysis. In this study, the elastic perfectly plastic model was used. Figure 7c shows the elastic-plastic stress strain curve of used steel. The mesh size of concrete element was chosen based on several tries with different sized elements to obtain constant results as a verification of models. Figure 8a,b shows the mesh and boundary condition of solid slab model was used in Abaqus analysis.
For any load increment, the process of iteration makes the value of the residual force extremely slight to fulfil the seeking convergence. The stiffness tangent matrix was computed concurrently. In the last stage, a modern matrix for stiffness was generated depending on the final step [22], as shown in Figure 9.

Steel
In ABAQUS, for the beam and truss elements, uniaxial stress-strain curve model was used. Several idealized stress-strain curves for steel can be used. There are a number of different simplified stress-strain curves depending on the purpose of the analysis. In this study, the elastic perfectly plastic model was used. Figure 7c shows the elastic-plastic stress strain curve of used steel.
The mesh size of concrete element was chosen based on several tries with different sized elements to obtain constant results as a verification of models. Figure 8a,b shows the mesh and boundary condition of solid slab model was used in Abaqus analysis.
(c) The mesh size of concrete element was chosen based on several tries with different sized elements to obtain constant results as a verification of models. Figure 8a,b shows the mesh and boundary condition of solid slab model was used in Abaqus analysis.
For any load increment, the process of iteration makes the value of the residual force extremely slight to fulfil the seeking convergence. The stiffness tangent matrix was computed concurrently. In the last stage, a modern matrix for stiffness was generated depending on the final step [22], as shown in Figure 9.  For any load increment, the process of iteration makes the value of the residual force extremely slight to fulfil the seeking convergence. The stiffness tangent matrix was computed concurrently. In the last stage, a modern matrix for stiffness was generated depending on the final step [22], as shown in Figure 9. On the other hand, the plasticity damage pattern covered the effect of mode reverse pressure and permanent damage, concentrating on the failure mechanism concrete [23]. The concrete slab (punching shear cone) was demonstrated due to sud  On the other hand, the plasticity damage pattern covered the effect of moderate reverse pressure and permanent damage, concentrating on the failure mechanism of concrete [23]. The concrete slab (punching shear cone) was demonstrated due to sudden cracks at the ultimate load.
The damage pattern assumed initiating cracks at the essential positive ultimate strain. Material specifications are listed in Table 5.

Concrete Specifications
The influence of polyolefin fiber quantity on the mechanical characteristics was considered through the compressive strength of concrete cubes with dimensions 150 × 150 × 150 mm at 28 days according to the BS EN 12390-3:2009 [24], see Figure 10. The splitting strength (direct tension) was found for a cylinder with dimensions of 150 mm diameter × 300 mm height, as shown in Figure 11, according to ASTM C496/C496M [25]. Finally, the flexural strength of concrete (using a simple beam with third-point loading) with dimensions of 100 × 100 × 300 mm was observed, according to ASTM C78/C78M [26], see Figure 12. Table 6 presented the gained outcomes. On the other hand, the plasticity damage pattern covered the effect of moderate reverse pressure and permanent damage, concentrating on the failure mechanism of concrete [23]. The concrete slab (punching shear cone) was demonstrated due to sudden cracks at the ultimate load.
The damage pattern assumed initiating cracks at the essential positive ultimate strain. Material specifications are listed in Table 5.

Concrete Specifications
The influence of polyolefin fiber quantity on the mechanical characteristics was considered through the compressive strength of concrete cubes with dimensions 150 × 150 × 150 mm at 28 days according to the BS EN 12390-3:2009 [24], see Figure 10. The splitting strength (direct tension) was found for a cylinder with dimensions of 150 mm diameter × 300 mm height, as shown in Figure 11, according to ASTM C496/C496M [25]. Finally, the flexural strength of concrete (using a simple beam with third-point loading) with dimensions of 100 × 100 × 300 mm was observed, according to ASTM C78/C78M [26], see Figure 12. Table 6 presented the gained outcomes.

Experimental Tested Slabs
Due to a gradual increase in loading, cracks started near the center of slab and became more apparent across the whole specimen. In the meantime, these cracks propagated to a particular pattern. For instance, when opening cracks (flexural) began, they may be propagated to sliding cracks (shear), and initiate a punching shear cone shape. The monitored crack pattern for slab specimens that failed in bending (flexural failure) took form as a triangular crack adjacent to the loading area, accompanied by a diagonal cracking spread outside the loading area.
Some specimens were observed to fail in flexural (P0-S1 to P1.0-S2), while other specimens (P0-S3 and P1.0-S3) failed in shear, due to increasing of the steel reinforcement. Figure 13a-d shows the cracks formulation for some tested slabs.  Due to a gradual increase in loading, cracks started near the center of slab and became more apparent across the whole specimen. In the meantime, these cracks propagated to a particular pattern. For instance, when opening cracks (flexural) began, they may be propagated to sliding cracks (shear), and initiate a punching shear cone shape. The monitored crack pattern for slab specimens that failed in bending (flexural failure) took form as a triangular crack adjacent to the loading area, accompanied by a diagonal cracking spread outside the loading area.
Some specimens were observed to fail in flexural (P0-S1 to P1.0-S2), while other specimens (P0-S3 and P1.0-S3) failed in shear, due to increasing of the steel reinforcement. Figure 13a-d shows the cracks formulation for some tested slabs.
Three phases were distinguished for all load-deflection curves. At first, the curve behaved linearly within the elastic region of the load-deflection relationship. Yet, when this stage ended, the first crack was initiated. Then, the steel reinforcement started to yield, and the linear region became curvier. In the last stage, deflection increased with load until failure. These three phases are clearly observed in specimens P0.5-S1, P1.0-S1, P1.5-S1, P0-S3, and P1.0-S3, while in specimens P0-S1, P0-S2, and P1.0-S2, the first and second phases seem to be in phase due to the absence of polyolefin fiber in the specimen P0-S1 and the presence of an opening in specimens P0-S2, and P1.0-S2. Figure 14 shows the deflection variation of loads for slab set S1 with four percentages of polyolefin fiber, 0, 0.5%, 1%, and 1.5%. With the increase in polyolefin fiber percentage, the value of deflection decreased. For instance, at a load of 12 kN, the deflection values varied as 4.52 mm, 4 mm, 3.5 mm, and 2.3 mm when the polyolefin changed to nil, 0.5%, 1%, and 1.5%, respectively, with an average value of 3.58 mm. That indicates that the presence of polyolefin fiber enhances the efficiency of the slab strength. The average value of the deflection was 3.58 mm, and close to the value of deflection for 1% polyolefin fiber with an error of 2.29%. The same concept was applicable for slab sets S2 and S3, as shown in Figures 15 and 16, respectively. Three phases were distinguished for all load-deflection curves. At first, the curve behaved linearly within the elastic region of the load-deflection relationship. Yet, when this stage ended, the first crack was initiated. Then, the steel reinforcement started to yield, and the linear region became curvier. In the last stage, deflection increased with load until failure. These three phases are clearly observed in specimens P0.5-S1, P1.0-S1, P1.5-S1, P0-S3, and P1.0-S3, while in specimens P0-S1, P0-S2, and P1.0-S2, the first and second phases seem to be in phase due to the absence of polyolefin fiber in the specimen P0-S1 and the presence of an opening in specimens P0-S2, and P1.0-S2.  Figure 14 shows the deflection variation of loads for slab set S1 with four percentages of polyolefin fiber, 0, 0.5%, 1%, and 1.5%. With the increase in polyolefin fiber percentage, the value of deflection decreased. For instance, at a load of 12 kN, the deflection values varied as 4.52 mm, 4 mm, 3.5 mm, and 2.3 mm when the polyolefin changed to nil, 0.5%, 1%, and 1.5%, respectively, with an average value of 3.58 mm. That indicates that the presence of polyolefin fiber enhances the efficiency of the slab strength. The average value of the deflection was 3.58 mm, and close to the value of deflection for 1% polyolefin fiber with an error of 2.29%. The same concept was applicable for slab sets S2 and S3, as shown in Figures 15 and 16, respectively. Figures 17 and 18 reflect the load-deflection relation for the three sets with nil and 1% polyolefin fiber percent. The deflection of slab S2 gives more values than the S1 and S2, due to the presence of an opening. The increasing reinforcement ratio in slab S3 led to deflection values lower than S1.           Figures 17 and 18 reflect the load-deflection relation for the three sets with nil and 1% polyolefin fiber percent. The deflection of slab S2 gives more values than the S1 and S2, due to the presence of an opening. The increasing reinforcement ratio in slab S3 led to deflection values lower than S1.     Outcomes   Figures 19-21 show a comparison between the tested and the simulated sam fiber content of 1%. The load deflection curves for the investigated specimens sh the numerical approach always gave more values of load and deflection, as com   Outcomes   Figures 19-21 show a comparison between the tested and the simulated samples for fiber content of 1%. The load deflection curves for the investigated specimens show that the numerical approach always gave more values of load and deflection, as compared with the experimental outcomes. Table 7 listed the ultimate load that the slab carried, and the maximum def both the experimental and numerical models. Form the table, it can be seen tha between the loads observed from the experimental model and the recorded one numerical model varied from 0.91 to 0.98 with an average of 0.95, while the deflection ratio varied from 1.01 to 1.28 with an average of 1.14.

Comparison with the Numerical
When the ratio of experimental to numerical values approached 1.0, good was gained between them. For instance, specimens P0-S3 (0.98) and P1.0-S3 (0. maximum loading, while for maximum deflection, specimens P0-S1 (1.01) an (1.06) seemed to have good agreement Figure 19. Load deflection relationship for experimental and numerical models (sample Figure 19. Load deflection relationship for experimental and numerical models (sample P1.0-S1). Table 7 listed the ultimate load that the slab carried, and the maximum de both the experimental and numerical models. Form the table, it can be seen tha between the loads observed from the experimental model and the recorded one numerical model varied from 0.91 to 0.98 with an average of 0.95, while the deflection ratio varied from 1.01 to 1.28 with an average of 1.14.
When the ratio of experimental to numerical values approached 1.0, good was gained between them. For instance, specimens P0-S3 (0.98) and P1.0-S3 (0 maximum loading, while for maximum deflection, specimens P0-S1 (1.01) a (1.06) seemed to have good agreement    Table 7. Maximum load and deflection for the tested specimens.

Slab Item
Maximum Load (kN) . Maximum Deflection (mm) .  Table 7 listed the ultimate load that the slab carried, and the maximum deflection for both the experimental and numerical models. Form the table, it can be seen that the ratio between the loads observed from the experimental model and the recorded ones from the numerical model varied from 0.91 to 0.98 with an average of 0.95, while the maximum deflection ratio varied from 1.01 to 1.28 with an average of 1.14. Table 7. Maximum load and deflection for the tested specimens.

Maximum Deflection (mm)
Exp. Num. When the ratio of experimental to numerical values approached 1.0, good agreement was gained between them. For instance, specimens P0-S3 (0.98) and P1.0-S3 (0.97) for the maximum loading, while for maximum deflection, specimens P0-S1 (1.01) and P1.5-S1 (1.06) seemed to have good agreement Figure 22 shows the non-linear model analysis using Abaqus software for the solid slab and slab with rectangular hole for deflection.  Table 7. Maximum load and deflection for the tested specimens.

Maximum Deflection (mm)
. .  Figure 22 shows the non-linear model analysis using Abaqus software for the solid slab and slab with rectangular hole for deflection.

Conclusions
In this research, eight specimens of flat slabs were tested experimentally and numerically until failure to investigate the polyolefin fiber effect on the flexural and shear behavior of the flat slab. Depending on the outcomes, the following can be concluded:

1.
The presence of polyolefin fiber improved the strength behavior of the slab. As the polyolefin fiber content increased, the observed deflection values decreased. For example, at a load of 12 kN, the deflection values varied from 4.52 mm to 4 mm, 3.5 mm, and 2.3 mm, when fiber content changed from zero to 1.5%; 2.
Deflection values increased for specimens with a hole in the slab set 2, as compared with slab sets 1 and 3; 3. Two types of failure were observed, flexural for samples (P0-S1 to P1.0-S2) and shear failure for specimens (P0-S3 and P1.0-S3). In the meantime, punching occurred for all slab sets; 4.
The average deflection value for slab set 1 was 3.58 mm, which was close to the deflection values for 1% polyolefin fiber with an error of 2.29%; 5.