Punching Load Research Articles

Evaluation of punching strength of RC flat slabs with openings with different positions, size, and number: Experimental, analytical, and superposition approaches

In this study, three-stage research was carried out to investigate the adverse effects of openings in flat slabs. In the first stage of the study, full-scaled reinforced concrete two-way slabs were produced and exposed to a punching load. One of the test specimens was the reference test element produced without openings. For the other test specimens, the number of openings, the location of the opening, and the size of the opening were chosen as variables. The punching strength, initial stiffness, and energy dissipation capacity of the slabs were calculated with the load-displacement data recorded during the experiment. In the second stage of the study, the punching capacities of the test specimens were calculated by means of the punching capacity estimation equations presented in international regulations and compared with the experimental data. In the last stage of the study, the superposition principle, which is among the general principles of mechanics and has not been used before in the literature, was utilized. Considering the opening conditions presented in this study and the literature, it was investigated whether the new opening condition that will arise can be predicted with experimental data via the superposition principle.

Experimental investigation of punching shear behaviour of ultra-high performance self-compacting concrete slabs

The use of heavy reinforced and thick transfer-slab in multipurpose tall buildings is crucial to dealing with many issues such as high bending and punching shear stresses created from relocation of columns in floors above transfer-slab. Ultra-High Performance Self-Compacting Concrete (UHPSCC) is a proper option for coping with the problem of dense reinforcement. In predicting the punching shear capacity of concrete slabs, most existing code provisions limited the concrete compressive strength up to 70 MPa. Furthermore, no code provisions deal with estimating the punching shear capability of UHPSCC slabs. For these reasons, the present paper aims to investigate experimentally the punching shear behaviour of the interior slab-column joint made of a developed UHPSCC blend had a compressive strength of more than 120 MPa. The study takes into account the effect of design parameters such as type of concrete, slab thickness, and reinforcement ratio on the punching shear capacity. The study explores if the existing code shear provisions could be utilized to estimate the punching shear strength of UHPSCC and UHPC slab-column connections. In terms of estimating the punching shear capacity of such slab-column joints using available code provisions, regardless of their concrete compressive strength limits (using the available code formulae to estimate punching shear strength twice, once with the code restrictions of concrete compressive strength and once without), the available code shear models were significantly conservative, indicating the need to develop a new punching shear model for such slab-column connections. The European Code (EC2, 2004) has the best appropriate formula for predicting the nominal punching load capacity of UHSC slabs among the present well-known code punching provisions. The critical punching section of the UHPSCC slab was detected at 1.5 times the slab's effective depth measured from the column face. For a slab thickness of 200 mm, increasing the tensile steel ratio from 1.3% to 2.0% increased the punching strength of UHPSCC by 77.6%. At a reinforcement ratio of 1.7%, raising the slab thickness from 160 to 240 mm boosted the punching strength by 118.6%. In view of the study's outcomes, in addition to its ability to address the issue of dense reinforcement, the use of UHPSCC provides great potential for improving the punching shear capacity of heavy-loaded slab-column connections.

Behavior of flat slabs with partial use of high-performance fiber reinforced concrete under monotonic vertical loading

Reinforced concrete flat slabs are used worldwide in multi-story buildings. In these slabs, the design is often governed by punching shear and serviceability. The mitigation of these issues during design usually leads to increased raw material consumption and costs. Previous studies have shown that using Fiber Reinforced Concrete (FRC) or High-Strength Concrete (HSC) only at the vicinity of the column, while casting the rest of the slab with Normal Strength Concrete (NSC), can lead to an improved behavior under gravity loads in terms of both serviceability and ultimate capacity. Motivated by these results and the scarcity of previous tests, the present paper experimentally investigates the applicability of High-Performance Fiber Reinforced Concrete (HPFRC) as an alternative material that can be seen as an improvement over FRC and HSC, allowing a combination of ductility and strength. In addition, the HPFRC used in this paper is self-compacting, thus reducing the labor costs associated with concrete vibration. Five 150 mm thick flat slabs were tested under monotonically increasing punching load. The experimental variables were the flexural reinforcement ratio and the extent of the HPFRC zone. One of the specimens was cast only with NSC and served as a reference slab. Results show that the solution was effective for both flexural reinforcement ratios considered. Cracking load, maximum load, as well as the displacement capacity were increased significantly, even for a small extent of HPFRC (1.5 times the effective depth from the face of the column). Regarding the ultimate load capacity, it was observed an increase of 44% to 58% for the specimens with lower reinforcement ratio (0.64%) and between 15%–21% for the specimens with higher reinforcement ratio (0.96%). The results indicate that the use of HPFRC is a promising solution regarding both serviceability and ultimate limit state design of reinforced concrete flat slabs under gravity loading, with obvious advantages in material savings and labor costs.

Punching shear strength of recycled aggregate-steel fibrous concrete slabs with and without strengthening

This paper presents an experimental study on the punching shear behavior of reinforced concrete flat slabs fabricated using recycled coarse aggregate (RCA) in addition to the presence of steel fibers strengthened by carbon fiber reinforced polymer (CFRP). The ratios of replacement natural coarse aggregate by RCA were (0, 35, 55, and 75%) and the volume fraction of the steel fiber used in this study was 1.2%. Two strengthening methods were used, namely, externally bonded reinforcement (EBR) and externally bonded reinforcement on groove (EBROG). 16 square slabs were cast with overall dimensions of 800 mm by 800 mm by 80 mm thickness. The slabs were designed to fail in punching shear only. All the slabs were simply supported on four edges and tested for punching via a vertical load applied through the square central column. The test results showed that the mechanical properties, ultimate loads, and first crack loads decreased with increasing proportion of RCA replacement, while the incorporation of steel fibers improved the compressive strength and ultimate loads by the ranges of 12%–17% and 16%–25%, respectively. Strengthened slabs lead to considerable improvements in the punching behavior of slabs, with an increase in punching load ranging from 22–30% compared to unstrengthened slabs when using the EBR technique, while the increase in the punching loads ranged between 40 and 55% when using EBROG strengthening technique. However, using half amount of CFRP with the EBROG method led to an increase in punching shear of 20–28%. This research indicates the particular improvement offered by the EBROG with regard to the punching shear capacity of fibrous recycled coarse aggregate concrete (RCAC) slabs compared to the EBR method. In addition, the mode of failure of reinforced concrete (RC) slabs changed from one of debonding failure to concrete cover separation when using the EBROG method.

Impact behavior of hybrid-fiber reinforced concrete beams

The impact studies on concrete beams are primarily pertaining to the drop hammer impact, and studies involving projectile impacts on reinforced concrete beams are limited. In this research, the response of hybrid fiber reinforced concrete (HFRC) beams under quasi-static loading and the projectile impact was studied. The HFRC was produced using eight concrete mixes having different proportions and combinations of three fiber types (viz. polypropylene, steel, and Kevlar). The HFRC mixes had a total fiber volume fraction of 1.2% and 1.4%. In addition, plain concrete was used as a control. The beams were tested under the impact of hemispherical nose projectile at varying strike velocities. The projectile strike velocity was increased till the perforation of beams. The main flexural reinforcement in beams was provided on the back face. In order to assess the punching resistance of beams, the beams were tested under quasi-static punching load applied using the same projectile employed in impact tests. The use of hybrid fibers improved beams’ quasi-static punching resistance in terms of energy absorption and load–displacement behavior. The hybrid fibers also improved the impact response of beams by reducing damage levels, increasing perforation velocity, and reducing ejected mass. By modifying the earlier proposed model for slabs, the ballistic limit of HFRC beams is also predicted.

Numerical-based analytical model of double-layer steel-LHDCC sandwich composites under punching loads

This study conducts numerical analyses on a newly developed double-layer steel-lightweight high ductility cement composite (LHDCC)-steel sandwich panel under concentrated punching load. Energy absorption ability serves as an important criterion in evaluating the performance of the protective sandwich structures. One critical factor related to energy absorption ability is the stiffness or the deformation capacity of the structure. The present study first develops a procedure to establish a FE model of the double-layer SCS panel. The Concrete Damage Plasticity (CDP) model is adopted to simulate the behavior of LHDCC, with a compressive stress–strain relation represented by a statistically stochastic damage constitutive model. The FE model is validated through comparisons with the test results of 2 single-layer SCS panels and 8 double-layer SCS panels. A series of parametric studies are then performed to check the influences of concrete height, shear span, steel plate thickness, shear connector spacing, loading patch size, concrete strength and steel plate strength on the stiffness and load resistance of the panel. Finally, the paper develops a simplified analytical model to predict the stiffnesses at both elastic and plastic stages, and proposes an idealized load–displacement model to reproduce the load-deformation relation for the double-layer SCS panels. The comparisons with the test and FE results validate the accuracy of the analytical model.

Cyclic behavior of high strength lightweight concrete slab-edge column connections with and without openings

In this study, the seismic behavior of nine full-scale slab-edge column connections with and without openings constructed from Normal-Strength Concrete (NSC with fc` = 28 MPa) and High-Strength Lightweight Concrete (HSLWC with fc` = 49 MPa) is investigated experimentally and analytically. The nine specimens included five specimens from NSC and four specimens from HSLWC. The punching strength provisions used by international codes, such as the International Building Code (International Code Council 2021), the American Concrete Institute (ACI Committee 318 2019), the New Zealand Code (New Zealand Standard NZS 3101: Part 1 2006), the Japan Society of Civil Engineering (JSCE 2007), and the Eurocode 2 (Eurocode 2 2008), are investigated when applied to HSLWC slab-edge column connections with openings. The most significant factors to consider are the effect of using HSLWC, the location and size of the openings. The investigation was widened by performing a nonlinear finite element analysis with the computer application ABAQUS. According to the test results, the punching shear strength estimated using the equations of the (International Code Council 2021), (ACI Committee 318 2019), (New Zealand Standard NZS 3101: Part 1 2006), and (Eurocode 2 2008) is safe for HSLWC. For both NSC and HSLWC, the punching shear strength estimated using the JSCE-2007 is either on the borderline or unsafe. The ultimate punching load of HSLWC with fc` = 49 MPa is increased by about 72% than that of NSC with fc` = 28 MPa for slab-edge column connections without openings and by approximately 81% for connections with opening size equals to one-eighth of the column strip width and positioned next to the face of the column. The finite element program ABAQUS can be used successfully to forecast the behavior of normal strength concrete and high strength lightweight concrete slab-edge column connections under seismic loadings, both with and without opening.

Steel Fiber Enhancement upon Punching Shear Strength of Concrete Flat Plates Exposed to Fire Flame

In this study, the effect of fire flame on the punching shear strength of steel fiber reinforced concrete flat plates was experimentally investigated using nine half-scale specimens with dimensions of 1500×1500 mm and a total thickness of 100 mm. The main investigated variables comprised the steel fiber volume fraction 0, 1, and 1.5% and the burning steady state temperature 500 and 600 °C. The specimens were divided into three groups, each group consists of three specimens. The specimens in the first group were tested with no fire effect to be the reference specimens, while the others of the second and third groups were tested after being exposed to fire-flame effect. The adopted characteristics of the fire test were; (one hour) burning time duration and 500 and 600 °C steady state temperature with sudden cooling process (water sprinkling directly after burning). The test results proved that exposing to direct fire effect for one hour caused a reduction in the punching shear strength with an increase in the ultimate mid-span deflection. Also, it was noticed that using steel fiber in the concrete mix leads to a significant increase in the punching shear strength for both the unburned and burned specimens. The ultimate punching load increased by about 11 and 16.6% for the unburned specimens with 1.0 and 1.5% steel fiber volume fraction, respectively, and by about 22.4 and 19% for the burned specimens at 500 °C with 1.0 and 1.5% steel fiber volume fraction, respectively. While, it was increased by about 29.2 and 21.5% for the burned specimens at 600 °C with 1.0 and 1.5% steel fiber volume fraction, respectively, as compared with the reference specimen of each group. Doi: 10.28991/cej-2021-03091751 Full Text: PDF

Neural Network-Based Prediction: The Case of Reinforced Concrete Members under Simple and Complex Loading

The objective of this study is to compare conventional models used for estimating the load carrying capacity of reinforced concrete (RC) members, i.e., Current Design Codes (CDCs), with the method based on different assumptions, i.e., the Compressive Force Path (CFP) method and a non-conventional problem solver, i.e., an Artificial Neural Network (ANN). For this purpose, four different databases with the details of the critical parameters of (i) RC beams in simply supported conditions without transverse steel or stirrups (BWOS) and RC beams in simply supported conditions with transverse steel or stirrups (BWS), (ii) RC columns with cantilever-supported conditions (CWA), (iii) RC T-beams in simply supported conditions without transverse steel or stirrups (TBWOS) and RC T-beams in simply supported conditions with transverse steel or stirrups (TBWS) and (iv) RC flat slabs in simply supported conditions under a punching load (SCS) are developed based on the data from available experimental studies. These databases obtained from the published experimental studies helped us to estimate the member response at the ultimate limit-state (ULS). The results show that the predictions of the CFP and the ANNs often correlate closer to the experimental data as compared to the CDCs.

Punching test for estimating tensile strength and total elongation of steel sheets

A punching test for simply estimating the tensile strength and total elongation of steel sheets and formed parts was proposed. The tensile strength and total elongation were estimated from the shear stress at the maximum punching load and percentage of the burnished depth at the sheared edge of the slug measured without cutting, respectively. For a variety of steel sheets with a range of the tensile strength from 360 to 1500 MPa, linear functions for the estimation were experimentally obtained. The correlation of the estimated tensile strength of the steel sheets with the measured one from the uniaxial tensile test was considerably high, and the correlation of the estimated total elongation was high. The distributions of tensile strength and total elongation for hot- and cold-stamped parts were estimated. The proposed punching test is available under not only a laboratory environment but also a factory environment.

Reventing brittle hybrid high-strength reinforced concrete slab collapse due to punching shear using coal flyash substitution, tie wire fiber and polypropylene fiber

Heavy vehicles crossing a bridge could lead in punching shear failure at reinforced concrete deck slab due to highly concentrated axial compressive load from their wheels. This may occur in a very brittle manner and difficult to fix. Effort in improving punching shear capacity of deck slab is with using high-strength concrete and adding fibers into concrete. However, high-strength concretes are not environmentally friendly because using a lot of cement contributing to large CO2 emissions to the atmosphere during its production, therefore coal flyash is used as a part of cement substitution. Based on these facts, this research aims to analyze punching shear capacity of hybrid high-strength reinforced concrete slabs using coal flyash as cement substitution which added with tie wire fiber and polypropylene fiber. The amount of coal flyash was taken 15% from cement weight as cement substitution, tie wire fiber 2% from concrete volume having aspect ratio l/d of 40 and straight shaped fiber geometry, as well as polypropylene fiber 0.2% from concrete volume. Three hybrid high-strength reinforced concrete slabs of 60 × 60 cm2 (two-way-slab) with a thickness 12 cm, w/c-ratio of 0.30 and concrete cylinder compressive strength of f′c = 60 MPa were made with 15% coal flyash and 2% tie wire fiber (CFA-TWF), 15% coal flyash and 0.2% polypropylene fiber (CFA-PPF), as well as 15% coal flyash and combination of 2% tie wire fiber and 0.2% polypropylene fiber (CFA-TWF-PPF). One plain slab without flyash and fibers (PSHSC) was tested as a comparison. To guarantee the punching shear failure mechanism, the slabs were reinforced with tensile reinforcement of 10 Ø 10.5 mm which was distributed to each direction and tested then by giving a concentrated punching load. The results showed that using of coal flyash substitution and addition of fibers could significantly increase the punching shear capacity and structural ductility of hybrid high-strength concrete slabs with the highest enhance both achieved in CFA-TWF-PPF, i.e., 67.91% for punching shear capacity and 92.82% for structural ductility compared with plain slab PSHSC.

Discrete element analysis of the punching behaviour of a secured drapery system: from laboratory characterization to idealized in situ conditions

In this work, the mechanical response of a steel wire mesh panel against a punching load is studied starting from laboratory test conditions and extending the results to field applications. Wire meshes anchored with bolts and steel plates are extensively used in rockfall protection and slope stabilization. Their performances are evaluated through laboratory tests, but the mechanical constraints, the geometry and the loading conditions may strongly differ from the in situ conditions leading to incorrect estimations of the strength of the mesh. In this work, the discrete element method is used to simulate a wire mesh. After validation of the numerical mesh model against experimental data, the punching behaviour of an anchored mesh panel is investigated in order to obtain a more realistic characterization of the mesh mechanical response in field conditions. The dimension of the punching element, its position, the anchor plate size and the anchor spacing are varied, providing analytical relationships able to predict the panel response in different loading conditions. Furthermore, the mesh panel aspect ratio is analysed showing the existence of an optimal value. The results of this study can provide useful information to practitioners for designing secured drapery systems, as well as for the assessment of their safety conditions.

Load transfer mechanism of novel double-layer steel-LHDCC-steel sandwich panels under punching loads

This study develops a novel double-layer steel-lightweight high ductility cement composite (LHDCC)-steel sandwich composite panels with hybrid shear connectors. Two interventions are included compared to the traditional single-layer steel–concrete-steel panels: (1) material intervention: using ultra lightweight high ductility cement composite; and (2) structural intervention: using double layers to replace the single layer. The experimental program tests two full-scale single-layer sandwich panels and eight full-scale double-layer sandwich panels subjected to concentrated punching load. The specimens vary with different layer numbers, shear span-to-depth ratios, steel contribution ratios, types and spacing of shear connectors, and loading areas. The effects of these parameters on the load–displacement curve and failure mode of the composite sandwich panels are discussed in detail. Compared to the single-layer sandwich panels with comparable steel contribution ratio, the double-layer sandwich panels exhibit larger ultimate resistance and residual resistance. The punching cone model is established to illustrate the failure mechanisms of the double-layer sandwich panels, the failure sequence of which follows: (1) punching shear failure of concrete; (2) punching shear fracture of top plate; and (3) punching shear fracture of middle plate. Based on corresponding failure mechanisms, this study develops analytical models, taking into account of the above parameters, to evaluate the ultimate resistance of the composite panels. The developed models provide close predictions of each peak resistance of the single- and double- layer sandwich panels, which provides reference for the design of multilayer SCS composite panels.

Process Development of Dissimilar Clinch Joints in Cross-Tension Specimens of AA5052 and TP-CFRP Sheets

<div class="section abstract"><div class="htmlview paragraph">This paper studied the process development of dissimilar clinch joints in cross-tension specimens of aluminum alloy 5052-H32 (AA5052-H32)/thermoplastic carbon fiber reinforced plastic (TP-CFRP) sheets. The AA5052-H32 and TP-CFRP sheets with a thickness of 1.6 mm were used. The important processing parameters for AA5052/TP-CFRP clinch joints, such as the punching load, heating mode, heating temperature, and die depth, were considered. The failure loads, failure modes, and metallographic micrographs of AA5052/TP-CFRP clinch joints were analyzed to determine an available processing parameter set for fatigue tests. Finally, the fatigue performance and failure mode of AA5052/TP-CFRP clinch joints were obtained.</div></div>

Punching shear behavior of rubberized concrete slab

Punching shear of flat slabs made from normal concrete is a local, brittle failure that may occur before the ductile flexural failure. Since the concrete technology introduced alternative materials into concrete to promote the sustainability by using recycle material such as agriculture waste and industrial by product, the quality of this concrete need to be investigate further in all aspect. Therefore, this study is initiated to investigate the performance of concrete containing rubber to be used as structural element. This study is investigated the behavior of rubberized concrete flat slab subjected to the punching load. The effect of rubberized concrete and different slab thickness to the punching shear strength is main consideration in this investigation. The study is started by evaluating the mechanical properties of rubberized concrete such as compressive strength, flexural strength and splitting tensile strength. In comparison to normal concrete, the mechanical properties of rubberized concrete shown a reduction in compressive strength and increase in flexural strengths and split tensile strength. The performance of rubberized flat slab is observed in term of punching shear strength, critical perimeter and displacement by using experimental approach. Punching shear strength and development of crack within critical perimeter are observed during experimental test. Punching shear strength produced by experiment test is compared to values obtained by established equations from EC2 and ACI 813. From this comparison, it is indicated that the equations are over predicted the punching shear strength in the range of 12 – 72 %. Rubberized concrete slab exhibited ductile failure and underwent significant displacement before reaching punching fracture. Critical perimeter produced by rubberized concrete slab also extended more than produced in the normal concrete in the range of 34 - 75%. The punching shear strength of rubberized concrete slab also exhibited a significant reduction in punching shear resistance compared to normal concrete for the similar slab thickness. As conclusion, the rubberized concrete produced better critical perimeter at the lower punching shear resistance.

Modeling and simulation of textile composite plates under a punching load

The work suggests a mathematical model of deforming textile composite materials (TCMs) based on aramid fibres under the punching load. This model takes account of peculiarities of deformation characteristics of the considered class of composites: the possibility of deforming without failure at finite deformations, a considerable difference between diagrams of deforming under tension and under compression, a dependence of the diagrams on a loading rate, the presence of pseudoplastic properties of materials caused by pulling threads from the fabric etc. Viscoelastic features of aramid fibres are taken into account as well. In addition, the model considers the damage and breakage of fibres in textile composites in their punching. A problem statement is formulated for dynamic deforming of textile composites. To solve the problem in its two-dimensional statement we applied the band adaptive grid method. The problem on punching a textile composite shield by a hard striker was solved numerically, and the computed results were compared with experimental data on punching the aramid textile composite plates.

Enhancing the Punching Load Capacity of Reinforced Concrete Slabs Using an External Epoxy-Steel Wire Mesh Composite

The present experimental work investigates the applicability and performance of a new strengthening method for concrete slabs, intended to increase their punching resistance using combination layers of steel wire mesh with epoxy attached to the concrete slabs’ tension face. Six simply supported square reinforced concrete slab specimens were tested up to failure under a central concentrated load. The main parameters in the study are the concrete compressive strength (30 MPa and 65 MPa) and the configuration of a bundle externally fixed to the tension side of the tested slabs. The experimental results appeared to greatly enhance the performance of the specimens, as they were externally strengthenined under this new method. When compared to the control slabs, the punching load and stiffness of the strengthened slabs increased up to 28% and 21%, respectively.

Estimation of Punching Shear Capacity of Concrete Slabs Using Data Mining Techniques

Punching shear capacity is a key factor for governing the collapsed form of slabs. This fragile failure that occurs at the slab-column connection is called punching shear failure and has been of concern for the engineers. The most common practice in evaluating the punching strength of the concrete slabs is to use the empirical expressions available in different building design codes. The estimation of punching loads involves experimental setup which is time-consuming, uneconomical and also, more manpower and materials are required. The present study demonstrates the use of data mining techniques as a substitute of former to predict the punching loads on the variation of various parameters. In this study, various type of data mining techniques including Adaptive Neuro-fuzzy Inference System (ANFIS), Artificial Neural Network (ANN) and Generalized Neural Network (GRNN) were applied to model and estimate the punching load of reinforced concrete slab–column connections. For the study, a data set consisting of 89 observations from available literature was analysed and randomly selected 62 observations were used for model development whereas the rest 27 were used to test the developed models. While the outcomes of ANN and GRNN model provides suitable estimation performance, the Gaussian membership based ANFIS model performed best in the determination of coefficient of correlation (Cc). Sensitivity study indicates that the parameter effective depth of slab (d) is the most influencing one for the estimation of punching load of reinforced concrete slab–column connections for this data set.

Punching Shear Behavior of Interior Slab-Column Connections Reinforced with Vertical Bolts

Punching shear failure in flat plate slabs is considered as a vital topic to investigate. The fact that this failure is brittle makes it an essential field to study. Many researches have been carried out to investigate the punching shear of flat plate slabs. Nevertheless, using prestressing in enhancing punching behavior wasn't of such a big contribution. An experimental study for enhancing punching shear volume of interior slab-column links in flat plate slabs by prestressing is presented through a parametric study in this research. The parameters taken into consideration in this study are prestressed vertical studs of different number of rows. Through the experimental program, deformation features, the load carrying capacity, and the cracking patterns have been examined. A comparative study between the behavior of the improved slabs and their controls has been made. This study showed that the suggested system might be of a good benefit in practice to be used. A comparison between the experimental punching load and the calculated using various design codes has also been made. It offered acceptable agreement.

Numerical Analysis of Shear Strength Behavior of self-compact reinforced concrete Two-way Bubble Deck Slab with Shear Reinforcement

Bubble Deck is a new construction technology uses hollow plastic balls to eliminate the concrete in the middle part of the solid slab which has a little effect on the performance of the structure. So, this part significantly decreases the self-weight of the structure. Usually, the most critical point in the design of the bubbled slab is the design of a slab-column connection due to the concentration of loads and moments. This paper presents a numerical analysis by ABAQUS/2018 program through using the damage plasticity model to simulate the influence of the cavities due to using the plastic balls on the punching behavior and the effect of strengthening the punching zone by using different shear reinforcement systems on the maximum punching load and deformation capacity. Three slab specimens from the numerical analysis model have been simulated against the experimental results. The calculation of error in the model lies between 4% and 6%. Parametric of study have also been accomplished to realize the effect of the changes in shear reinforcement ratio with bubble slab. It has found that the ultimate strength and deformation capacity have increased when shear reinforcement ratio.