Axial Load Level Research Articles

Behavior of heated damaged reinforced concrete beam-column joints strengthened with FRP

This paper presents the efficiency of the external fiber reinforced polymer (FRP) composites in rescue the structural performance and controlling the mode of failure of the heated damaged reinforced concrete (RC) beam-column joint by nonlinear finite element analysis (NLFEA). Firstly, the RC beam-column model was validated against the published experimental results and then was expanded to consider the effect of column axial load level (0%, 25 %, 50 %, and 75 %) and elevated temperature (23 °C, 200 °C, 400 °C, and 600 °C) on the models with and without FRP composites. The structural performance was evaluated in terms of failure mode, stress distribution, pulling and pushing ultimate load capacity and corresponding displacement, horizontal load-displacement hysteretic loops, horizontal load-displacement envelopes, displacement ductility, energy dissipation, and stiffness degradation. The NLFEA results showed that the FRP strengthening technique of heated damaged RC beam-column joint with FRP composite enhanced the cyclic performance (higher load capacity, larger horizontal displacement, higher displacement ductility, higher energy dissipation, and slower secant stiffness degradation) and the efficiency of FRP composite increased with the heated damage level. Also, the FRP composite strengthening technique gave the ability to transform the joint-column regions mode of failure from brittle into a ductile mode of failure through the formation of plastic hinge in the beam only at a higher level column axial loads of more than 25 %. While the application level of column axial loads less than 25 % only enhanced just the ultimate axial load capacity and corresponding deflection.

Experimental investigation on the seismic performance of corroded reinforced concrete columns designed with low and high axial load ratios

This study experimentally examined the seismic performance of corroded reinforced concrete (RC) columns designed with low and high axial forces. To do this, ten RC columns were designed and fabricated as the test specimens. They were categorized into two groups corresponding to low and high axial load ratios (ALRs), i.e., 0.1 and 0.45, respectively. Each column group consisted of an uncorroded column and four corroded columns with growing corrosion rates of 2%, 5%, 10%, and 20%. The seismic performance of each of column specimens was tested under quasi-static cyclic loadings from failure modes, hysteresis and backbone curves, ductility, stiffness, and energy dissipation. The results show that the axial load level significantly affects the seismic performance of corroded RC columns. The severely corroded RC column designed with a high ALR fails in a brittle mode, showing the detrimental and coupling effect of reinforcement corrosion and axial loads. Finally, six shear strength models that were commonly used to predict the shear strength of uncorroded columns were applied for corroded columns with accounting for the deterioration of concrete and reinforcement materials. The prediction results show that the model proposed by FEMA 273 has the highest accuracy among the considered models in predicting the shear strength of corroded columns. This study reveals the effect of axil loads on the nonlinear behavior of corroded columns under cyclic loadings. The results can benefit the engineers’ understanding of seismic performance of corroded columns.

Numerical analysis of seismic behavior of square concrete filled steel tubular columns

This paper presents a numerical analysis of the seismic behavior of square concrete filled steel tubular (CFST) columns. Finite element analysis (FEA) models in ABAQUS software were used to simulate a series of columns subjected to axial compression and cyclic lateral loading. The CFST columns were simulated using nonlinear tri-dimensional (3-D) finite elements for the infilled concrete, and nonlinear two-dimensional (2-D) finite elements for the steel tube. The feasibility of the FEA model has been validated by published experimental results. The validated FEA model was further extended to conduct parametric studies with various parameters including axial load level (n), width-to-thickness ratio of steel tube (B/t), and concrete strength. The numerical analysis results reveal that with the same B/t and constitute materials, the higher the axial compression, the lower the shear strength and deformation capacity were. The thicker steel wall (B/t = 21) resulted in higher strength and larger deformation capacity of the column. Increasing concrete strength helped to significantly develop the column’s shear strength in all cases. Meanwhile, it just led to an increase in deformation capacity in some cases depending on n and B/t. This study also reveals that the square CFST columns with B/t of 21 satisfy the seismic performance demand in high seismic zones (ultimate interstory drift ratio (IDRu) not less than 3% radian) under the two axial load levels, 0.35 and 0.45, but the columns with B/t of 28 satisfy the above demand under just one axial load level of 0.35.
 Keywords:
 square concrete filled steel tubular (CFST) columns; finite element analysis (FEA) model; width-to-thickness ratio (B/t); high axial load level; seismic behavior.

Out-of-plane behaviour of masonry wall structures strengthened with steel-bar truss system

An experimental study was performed to investigate the effect of external prestressed truss steel-bar units installed on an unreinforced masonry (URM) wall under out-of-plane loadings. The key components of this new retrofitting method are prestressed vertical and diagonal bars. The prestressed vertical bars induce a prestressing force onto the horizontal section of the URM wall and the diagonal bars resist lateral loadings. Reverse cyclic tests were conducted on a full-scale URM wall as a control specimen and URM walls retrofitted in-plane and/or out-of-plane (parallel to short intersecting walls). The test results showed that the specimen strengthened using the new technique was superior to the control specimen in terms of seismic performance, including lateral load resistance, stiffness, energy dissipation and restrained slip of the entire specimen. Two units installed on short intersecting walls exhibited the same shear strength as four units installed on the in-plane and in-plane retrofitted masonry walls. The out-of-plane masonry specimen demonstrated the best performance. It was confirmed that aligning the retrofitting method based on the loading direction was effective, despite the lower axial load level.

Nonlinear numerical assessment of the seismic response of hillside RC buildings

Major damage has been reported in hilly areas after major earthquakes, primarily because of two special conditions: the variation in the seismic ground motion due to the inclined ground surface and the irregularities caused by a stepped base level in the structure. The aim of this study is to evaluate possible differences in the responses of Chilean hillside buildings through numerical linear-elastic and nonlinear analyses. In the first step, a set of response-spectrum analyses were performed on four simplified 2D structures with mean base inclination angles of 0°, 15°, 30°, and 45°. The structures were designed to comply with Chilean seismic codes and standards, and the primary response parameters were compared. To assess the seismic performance of the buildings, nonlinear static (pushover) and dynamic (time-history) analyses were performed with SeismoStruct software. Pushover analyses were used to compare the nonlinear response at the maximum roof displacement and the damage patterns. Time-history analyses were performed to assess the nonlinear dynamic response of the structures subjected to seismic ground motions modified by topographic effects. To consider the topographic modification, acceleration records were obtained from numerical models of soil, which were calculated using the rock acceleration record of the Mw 8.0 1985 Chilean earthquake. Minor differences in the structure responses (roof displacements and maximum element forces and moments) were caused by the topographic effects in the seismic input motion, with the highly predominant ones being the differences caused by the step-back configuration at the base of the structures. High concentrations of shear forces in short walls were observed, corresponding to the walls located in the upper zone of the foundation system. The response of the structures with higher angles was observed to be more prone to fragile failures due to the accumulation of shear forces. Even though hillside buildings gain stiffness in the lower stories, resulting in lower design roof displacement, maximum roof displacements for nonlinear time-history analyses remained very close for all the models that were primarily affected by the drifts of the lower stories. Additionally, vertical parasitic accelerations were considered for half the time-history analyses performed here. The vertical component seems to considerably modify the axial load levels in the shear walls on all stories.

Experimental investigation of unbonded ordinary steel reinforced elastomeric bearings as an isolation system in bridges

Reduction of large tensile stresses and cost-efficiency has made unbonded isolators an attractive option as an isolation system. Following this idea and the results obtained by various researchers, it is shown that unbonded steel-reinforced elastomeric bearings (SREBs), which are used and designed for non-seismic actions, have inherently acceptable characteristics in tolerating large shear deformations for a cost-effective isolation system and can provide improved structural performance. However, this capacity is neglected in the design process. The current article presents an experimental program to analyze the mechanical properties of steel-reinforced natural rubber bearings without the upper and lower endplates when subjected to large shear displacements and to assess how they can be used and what are the limitations. The overall behavior of the bearing is explained and the affecting variables including the level of axial load, rate of loading, and contact conditions are discussed. A full-scale test setup using a pair of bearings sandwiched between three concrete platens is utilized which considers the interaction of compressive and cyclic shear loading. Even though it is costly and difficult, this setup provides a realistic approach for testing bearings while they are in contact with concrete on both sides. The test results reveal that under different vertical loading levels, all bearings exhibited stable hysteretic response. In presence of adequate axial load, the specimens were capable of tolerating shear strains more than 125% without slippage of the bearings. It was shown that albeit demonstrating low damping characteristics, these bearings provide adequate flexibility and shear displacement capacity which indicates they can be a proper choice for substitution as costly isolators in low to moderate seismic zones or for low-risk short span bridges in developing countries.

Integration of FRP sheet as internal reinforcement in reinforced concrete beam-column joints exposed to sulfate damaged

This paper presents the efficiency of the fiber-reinforced polymer (FRP) composites as internal reinforcement in rescue the structural performance and controlling the mode of failure of the sulfate damaged reinforced concrete (RC) beam-column joint by nonlinear finite element analysis (NLFEA). Firstly, the RC beam-column model was validated against the published experimental results and then was expanded to consider the effect of column axial load level (0%, 25%, 50%, and 75%) and sulfate damage level (without (Level 0), 73 days (Level 1), and 123 days (Level 2)) on the models with and without FRP composites. The structural performance was evaluated in terms of mode of failure, stress distribution, pulling and pushing ultimate load capacity and corresponding displacement, horizontal load–displacement hysteretic loops, horizontal load–displacement envelopes, displacement ductility, energy dissipation, and stiffness degradation. The NLFEA results showed that the internal strengthening of sulfate damaged RC beam-column joint with FRP composite enhanced the cyclic performance (higher load capacity, larger horizontal displacement, higher displacement ductility, higher energy dissipation, and slower secant stiffness degradation) and the efficiency of FRP composite increased with the sulfate damage level. Also, the FRP composite strengthening technique gave the ability to transform the joint-column regions mode of failure from brittle into a ductile mode of failure through the formation of the plastic hinge in the beam only at a higher level of column axial loads of more than 25%. While the application level of column axial loads less than 25% only enhanced just the ultimate axial load capacity and corresponding deflection.

Effect of Taper on Shear Stiffness of Steel-Reinforced Neoprene Bearing Pads

Steel-reinforced elastomeric bearing pads are widely used in bridge construction to vertically support girders on piers while also accommodating translational and rotational girder deformations caused by live loads and temperature changes. To support sloped girders, flat bearing pads of uniform thicknesses are typically used with either tapered steel shim plates or an inclined concrete bearing seat. The use of tapered pads has the potential to reduce both construction time and cost by eliminating the need for tapered plates or seats to match the girder slope. However, limited research has been performed to investigate the effect of introducing taper on relevant design properties of bearing pads. In this paper, results are presented from experimental testing that was performed to quantify the effect of taper on shear stiffnesses of pads having varied geometric characteristics (plan view dimensions, elastomer thicknesses, and slope angles). An experimental bearing pad test device was designed and utilized to impose shear loads in accordance with ASTM standards, while simultaneously maintaining a constant axial load. Bearing pads chosen for testing were tapered variations of standard flat bridge bearing pads used in the state of Florida, U.S. Results obtained from the study revealed that shear stiffness was not significantly influenced by the introduction of taper angle, the direction of shear along the length of pads, or axial load level. The shear stiffness of tapered pads remained within approximately 10% of the shear stiffness of corresponding flat pads.

Interfragmentary lag screw and locking plate combination in simple distal femoral fractures: A finite element analysis.

The aim of this study was to evaluate the strength of the locking plate and lag screw construct that is applied in two different working lengths on the simple distal femur fracture model with a finite element analysis (FEA) method. From the computerized tomography scan data of a 60-year-old healthy male, the AO/OTA 33A1-type fracture model was simulated; the fracture gap was stabilized with the models of locking plate construct with (groups C and D) or without an interfragmentary lag screw (groups A and B). Furthermore, 102-mm plate (groups A and C) and 82-mm plate working lengths (groups B and D) were tested using FEA. Two loading conditions (axial compression and torsion) were applied at the center of the femoral head. Construct stiffness, interfragmentary micromotion, and the peak von Mises stress (VMS) on the plate were assessed. Group D provided the highest axial stiffness (1347 N/mm), and group A was the weakest (439 N/mm). With the lag screw, shear micromotion remained generally low compared with that without the screw for all axial and torsional load levels and for both plate working lengths, i.e., 0.23 mm with lag screw versus 0.43 mm without lag screw (102 mm working length, 700 N). The percentage decreases of shear micromotion under axial (350/700/1400 N) and torsional loads for the 102-mm working length were >22% and 73%, respectively; while those for the 82-mm working length were >28% and 33%, respectively. The reduction of axial micromotion was observed with the lag screw for all axial load levels as well as for both plate working lengths, i.e., 0.33 mm with lag screw versus 0.87 mm without lag screw (102-mm working length, 700 N). The percentage decreases of axial micromotion under axial loading (350/700/1400 N) for 102 mm and 82 mm working lengths were >42% and 50%, respectively. The peak VMS on the plate stayed generally low with lag screw compared with without lag screw throughout all tested load levels, as well as for both plate working lengths, i.e., 124.26 MPa versus 244.39 MPa (102 mm working length, 700 N). The percentage decreases of the peak VMS under axial (350/700/1400 N) and torsional loads for the 102-mm working length were >40% and 69%, respectively, while those for the 82-mm working length were >47% and 61%, respectively. The current FEA concludes that in a simple distal femur fracture, adding a lag screw to a locking plate construct provides better torsional stability with a 102-mm plate working length and better axial stability with a 82-mm plate working length. Additionally, the strength of the materials is increased and implant failure can be minimized by using this technique.

Behavior of steel-reinforced composite concrete columns under combined axial and lateral cyclic loading

This study presents the experimental and numerical investigations on structural steel-reinforced concrete (SRC) columns under combined axial and lateral cyclic loadings. The main parameters evaluated are the peak lateral strength, mode of failure, hysteretic response, stiffness degradation, and energy dissipation potential of SRC columns. A parametric study has been conducted using a finite element software ABAQUS to predict the flexural capacity of the SRC columns under varying axial load levels and to evaluate the reliability of the design guidelines of Eurocode 4 (2004) and AISC 360-16 (2016) in predicting the axial load (P) - bending moment (M) interaction behavior of SRC columns. In the tension damage regions, the experimental and numerical data points mostly lie within or on the unfactored P-M envelopes of both these standards. However, the data points are found to fall outside the P-M envelopes in the compression damage region. For the SRC columns designed to fail in the compression damage, the Eurocode 4 (2004) provisions showed a more reliable prediction of the failure loads under the uniaxial bending condition.

Analysis of restrained composite beams exposed to fire

The actions of a restrained steel-concrete composite beam exposed to fire are investigated using the finite element software ABAQUS. A parametric study is performed to examine the influence of axial restraint stiffness, beam slenderness, load level, and axial restraint location. The fire scenario is also examined, and two fires are considered including an ASTM E119 standard fire and a design natural fire. Validation of both the heat transfer and structural analyses are presented to establish confidence in the results. The validation sheds new light on the macro-modeling of composite beams comprised of beam and shell elements. Specifically, the reference of the beam elements should be positioned at the geometric centroid of the end-connection when an axial-restraint is present. The study shows that the length of the beam heavily influences the fire response of a restrained composite beam. Composite beams with short spans tend to fail in the compressive beam-column stage, while composite beams with longer spans tend to fail in the tensile catenary stage. Furthermore, conditions that are favorable for inducing catenary action include longer beam spans, increased axial restraint stiffness, increased load level, and positioning of the axial restraint near the top of the beam. Finally, the results show that, for a beam of length L, catenary action is generally developed after the deflection limit of L/20 is reached, demonstrating that care should be used when using this deflection limit to evaluate the fire resistance of restrained composite beams.

Experimental investigation on hysteretic behavior of circular hollow steel tubular columns after lateral impacts

The circular hollow steel tubular (CHST) columns have been extensively utilized as the load-carrying members in construction engineering owing to their superior mechanical behaviors. In practical engineering, the CHST columns are likely to be subjected to the combined actions of both the earthquake and impact loads. However, there is a dearth of experimental studies and theoretical analysis on this type of column subjected to the combined actions. This paper performed the quasi-static tests on 27 specimens after lateral impacts and 9 ones without lateral impacts for the comparison. The main variables discussed herein included the wall thickness of steel tubes, impact heights, and axial load levels. The failure modes, hysteretic performance, ultimate capacity, ductility, stiffness degradation, and energy dissipation of specimens were compared and analyzed. Experimental results demonstrate that the impact height exerts a negative effect on the ultimate capacity and deformability of the CHST columns. The overall displacement ductility and total accumulated energy dissipation capacity of the specimens are reduced evidently with the increase of the impact height. Based on the experimental research, a simplified hysteretic model that considers the combined effects of both impact heights and axial load levels were established for the CHST columns by using the regression analysis. The proposed hysteretic model is verified to accurately predict the non-linear cyclic response of CHST columns after lateral impacts during the entire loading process.

Study of minimum requirements of confinement in concrete columns confined with WRG in moment resisting frames

The national concrete standard SNI 2847:2013 which refers to the ACI 318M-11 has not accommodated the influences of the axial load and deformation parameters as performance requirement, where both parameters are very critical to affect the required confining steel of concrete columns. This study presents the test results of reinforced concrete columns confined with WRG which were designed according to ACI standards. The test results were analyzed using several codes such as SNI 2847:2013, ACI 318M-14, CSA A23.3-04, and NZS 3101-06 standards. Furthermore, the minimum confinement equation is proposed for the design of columns confined with WRG, then it is also compared with selected confinement provisions. The study results showed that the equation for confining reinforcement adopted in the SNI 2847:2013 or ACI 318-11 is very conservative compared to other codes when applied to low axial load levels (≤ 0.25 Agf’c), but relatively less conservative or unsafe if the axial load level is greater than 0.3. From result of evaluation show that CSA A23.3-04 provide most conservative result for confinement design. The additional confinement design equations at ACI 318M-14 has been improve confinement design of ACI Code. Compared with SNI requirements, which do not depend on the level of axial load on the column, the equations proposed here would allow reduced confining reinforcement for columns with higher axial load. Overall, the proposed equation presents the best correlation to actual drift capacity of columns, and in addition it can be used for columns reinforced with WRG-transverse reinforcement having a yield strength higher than 500 MPa. The study also provides the recommendation for further refinement of SNI 2847 in the future related to the requirement of WRG confinement in concrete columns of Special Moment Frames in highly seismic regions.

Strengthening of flexure-dominate RC columns with ECC jackets: Experiment and analysis

In order to investigate the practicability of manual trowelling engineered cementitious composites (ECC) jacket for seismic enhancing of flexure-dominate reinforced concrete (RC) columns with high axial load levels. Six identical non-engineered RC columns were prepared, including two control specimens, one ferrocement jacketed specimen and three ECC jacketed specimens. The effect of axial load levels and jacket schemes on the failure patterns, hysteresis curves, ductility indexes, and energy dissipation ability of the column specimens were studied by using pseudo-static tests, respectively. The results indicate that RC columns jacketed by ECC exhibited improved failure mode, hysteresis response, flexural strength, plastic deformation and energy dissipation. With larger axial compression ratio, the growth in plastic deformation was more significant as well as the energy dissipation, which demonstrates that the manual trowelling ECC jacket is an effective strengthening technique. Besides, an analytical model based on the plane section assumption is presented to calculate the flexural capacity of ECC strengthened columns, which was validated to be reasonable by the test results and relative research.

Built-up battened steel columns under impact loading: Experimental and numerical analysis

In this work, experimental and numerical investigations are employed to examine the performance of the built-up battened steel columns under lateral impact load. The columns consist of four equal angle sections connected using batten plates. Drop-hammer impact tests were performed on six specimens, in which 3 impact energies were employed. Modes of failure, impact force-time histories and permanent deformations were obtained in the test. Subsequently, finite element (FE) models were established using ABAQUS, in which the strain-rate effects of steel material and initial global imperfections were considered. In addition, the validated FE models were utilized to analyze the whole dynamic response and investigate the influences of key parameters, including the impact energy, impact location, boundary condition and axial-load level etc., on the impact behaviour. A further discussion on the non-dimensional parameter of the energy absorption capacity (EAC) was conducted to qualify the behaviour of the built-up battened steel columns under impact load.

Closed form second order energy release rate in a cracked elastic beam

This study presents a closed form, second order, Mode-I fracture mechanics solution for a cracked elastic beam subject to axial compressive load. The solution considers a crack with a symmetric parabolic geometric imperfection in the beam and provides the strain energy release rate (SERR) as a continuous function of the axial load level. The effect of the elastic interface is considered by means of an additional equivalent beam length determined from a Winkler beam model. The closed form solution is corroborated through numerical non-linear fracture analyses for different geometries with isotropic and transverse isotropic material properties. The results show that the analytical models provide accurate predictions with an accuracy ranging between 2% and 4%. It is analytically adduced that the second order SERR in a cracked beam subject to axial loading is stable inasmuch the SERR decreases with increasing crack length. Moreover, the results show a significant influence of the elastic interface on the SERR.

Experimental and numerical studies on square steel-reinforced concrete-filled steel tubular (SRCFST) members subjected to lateral impact

Steel-reinforced concrete-filled steel tubular (SRCFST) structures were proposed in recent years and have been employed in engineering practices. To date, the existing studies mainly focused on the behaviours of SRCFST structural members under static or seismic load. Only very limited studies of the SRCFST structural members subjected to impact load, which might cause severe damage and even structural collapse, can be found in literature. In this study, experimental and numerical studies on square SRCFST specimens under lateral impact load are conducted. A total of eighteen square SRCFST specimens are fabricated and tested via a drop hammer impact device. Various parameters (i.e. impact velocity, boundary condition, impact direction, cross-section of steel profile and axial load level) are considered to evaluate their effects on impact responses of square SRCFST members. The damage modes, impact forces, mid-span displacement responses and energy absorption capacities of the tested specimens are extracted from testing data and analysed. Furthermore, by using the software ABAQUS, numerical model is established and validated with the testing results. With the validated numerical models, the damage evolution, sectional stress and energy distribution of the structure with different parameters and impacting scenarios are evaluated. The impact behaviours of square SRCFST and concrete-filled steel tubular (CFST) members are also compared and discussed.

L-shaped concrete-filled steel hollow-section columns under diagonal cyclic loading

L-shaped concrete-filled steel hollow-section (CFSHS) columns have the potential to be widely used as corner columns, and have the advantage of creating larger usable areas in buildings. However, few experimental tests of this kind of column under diagonal cyclic loading have been reported. Tests on eight L-shaped CFSHS columns with equal legs were conducted to study their hysteretic behaviour; the test variables were: loading angle, concrete compressive strength, axial load level and presence or absence of stiffeners. The failure process and modes, stiffness degradation, ductility and energy dissipation were observed, and lateral load–displacement hysteretic curves and envelope curves were plotted. The results show that L-shaped CFSHS columns have generally good hysteretic behaviour and that the displacement ductility coefficients are in excess of 3 in most cases. Columns with a loading angle of 45° have >10% decrease in ultimate strength but a slightly higher ductility than columns with a loading angle of 0°. The ultimate strength, ductility and energy dissipation of columns all decrease with increasing axial load levels. Discontinuously welded stiffeners can improve the ultimate strength and ductility, but the amplitude is limited. Finally, a finite-element model was developed; the predicted results agree well with the test results.

Seismic behaviour of RC jacketed columns under different axial loads

This study examines the flexural performance of reinforced concrete (RC) columns strengthened through a seismic jacket technique developed using a prefabricated steel bar unit that forms peripheral closed hoops and supplementary V ties, satisfying the design requirements of the ACI 318-14 seismic provisions. Three RC jacketed columns were prepared with a parameter of axial load levels and tested under a constant concentric axial load and cyclic lateral loads. Analytical approaches were also applied to examine the axial load–moment interaction of the RC jacketed columns when considering the confinement effect provided by the jacket section and to investigate the applicability of the previous performance-based design models proposed for virgin seismic columns. The test results show that the developed jacket technique possesses a good potential in enhancing the flexural stiffness, strength and ductility of deficient columns, even under a high axial load. Reinforced concrete jacketed columns possess a higher ductility than that estimated using the ductility parameter model, regardless of the axial load level. Thus, the jacket section including the seismic details of a transverse reinforcement can be conservatively designed, based on the axial load–moment interaction and ductility parameter model for the moment and ductility enhancements required by deficient columns.

Triplet Tests and Numerical Validations of Stone Masonry with Dowels Under Shear

Dowels are connected to two masonry units in the vertical direction for the continuity and integrity of walls. According to the national and international literature, studies investigating the effectiveness of dowels on masonry walls are rare. This paper presents a preliminary experimental study performed on tuff stone masonry specimens with dowels to assess the effects of dowels on the shear capacity of masonry walls. For this aim, 54 masonry specimens, nine being controls without dowels and 45 with different dowel diameters and axial load levels, were tested under triplet test procedures, according to TS EN 1052-3 regulations. Numerical validations were performed using the LUSAS finite element software package. The experimental results were compared with numerical simulations. The present study reveals that dowels significantly improve the shear capacity of masonry walls. Furthermore, recommendations regarding suitable dowel ratios are made.