Compression Strut Research Articles

Anti-collapse mechanism and reinforcement methods of composite frame with CFST columns and infill walls

Masonry infill walls serve as building partitions and are generally considered non-structural components. Their weights are considered in progressive collapse analysis, but the resistance of the infill walls is normally ignored in design standards. Based on the reasonable selection of constitutive models, a refined finite element (FE) model for the collapse resistance of concrete-filled steel tubular (CFST) composite frame with infill walls was established by ABAQUS/Explicit. Cohesive elements were inserted between different masonry blocks to simulate the mortar joints. The collapse resistance contribution and reinforcement methods analysis of the CFST frame with infill walls were carried out based on the validated FE models. Results show that the infill walls significantly contribute to resisting vertical load in the initial loading stage, with a maximum contribution of 55.3%. The infill walls, which are treated as the equivalent compressive struts, change the load-resisting path and effectively improve the load redistribution ability of the frame. The V-type oblique arrangement of tie rebars has better tie effect and collapse resistance of the frame than other arrangements. After pasting the CFRP sheet and spraying the ECC material to reinforce infill walls, the peak load can be increased by 25.1% and 22.9% respectively, and the ultimate load can be increased by 96.2% and 74.5% respectively. X-type pasting the CFRP sheet reinforcement has a better collapse resistance than others. Furthermore, based on the simplification of the infill walls as the diagonal struts, the simplified calculation formulas of anti-collapse capacity of CFST frame with infill walls were studied.

Artificial neural network-aided force finding of cable dome structures with diverse integral self-stress states-framework and case study

Force finding of cable dome structures is a sophisticated and indispensable procedure in terms of their unique structural stiffness derived from self-equilibrium stress to the tension cables and compression struts. Owing to the limitation of traditional force finding methods, the process is often time-consuming and challenging. To address this issue, a general machine learning-aided computational framework for conducting a reliable force finding process is established. Several commonly used force finding methods for cable dome structures are summarized at first. Then the paper introduces the fundamental principle of the artificial neural network (ANN) methods including Back Propagation neural network (BPNN), Radial Basis Function neural network (RBFNN) and General Regression neural network (GRNN), and proposes to combine ANN methods with finite element analysis (FEA) to the force finding of cable dome structures. Additionally, the Geiger, Kiewitt, Levy and hybrid cable dome structures (Tianquan Gymnasium in Sichuan Province, China) are taken as examples of case validation, solved by ANN-aided force finding methods respectively. The results indicate that the proposed computational framework is capable of searching for the feasible prestress whether or not considering the external load such as self-weight. Among ANNs in this case study, GRNN can be applied in the calculation of not only basic cable dome structures with both single and multiple integral self-stress states, but also intricate cable dome structure in practical engineering projects with optimal accuracy and efficiency.

Study the Influence of Grid-Jumping Layout on Spatial Cable-Truss Structure Without Inner Ring Cables with Rupture of Local Cables (STRUTS)

Spatial cable-truss structure without inner ring cables (SCSWIRC) is a new type of cable-truss tension structures (CTTS), and its anti-collapse ability is strong, but its construction forming is difficult. The main reason is that there are a lot of struts (or compression struts) when the span of SCSWIRC is larger and struts are easy to cause winding and collision during its construction. In order to solve the difficulty of construction forming, the grid-jumping layout was proposed to simplify SCSWIRC to delete the redundant struts. It is necessary to further study whether the anti-collapse ability of the remaining structure after the grid-jumping layout is affected by grid- jumping layout. Based on transient dynamic theory, the rupture of local cables (struts) of SCSWIRC with grid- jumping layout is studied. The research results show that self-weight has a little influence on the SCSWIRC; the initial prestress only increases the internal forces of components and the same proportion of feasible prestress levels do not amplify the response of SCSWIRC with rupture of local cables (struts); the anti-collapse ability of the remaining structure after the grid-jumping layout of SCSWIRC is still strong and the ability to resist the external loads is good at the same time. The rupture of local cables (struts) for the original scheme and grid- jumping layout schemes do not cause the progressive collapse. The research contents offer useful reference for the safety design of SCSWIRC.

STRUCTURAL BEHAVIOR OF RC BEAM–COLUMN JOINT ASSEMBLED THROUGH CAST IRON JOINT PANEL FOR BEAM REBAR

In this study, a method of connecting the beam rebar by using a cast iron joint panel in the beam–column joint of the RC structure is proposed. Structural behavior of the beam–column joint is confirmed by tests and finite element analysis. From the tests and analysis, it can be seen that in the specimen with the cast iron joint panel, it is possible to effectively secure the compression strut in beam–column joint. In addition, methods to suppress the shear deformation of the beam–column joint with the cast iron joint panel were proposed.

Evaluation of collapse resistance of masonry-infilled RC frame building under blast loadings

As non-structural members, the masonry-infilled (MI) walls are always ignored in the numerical and experimental study on the blast and collapse resistance of RC frame buildings, while the contribution of MI walls on preventing the large-scale collapse has been observed according to the past explosion incidents. This paper aims to propose and verify a numerical simulation approach considering the blast- and collapse-resistant effects of MI walls, and further evaluate the collapse resistance of MI RC frame buildings under blast loadings. Firstly, based on our previously validated hybrid finite element (FE) modelling approach for RC frame structures and Multi-material Arbitrary Lagrangian-Eulerian method for applying blast loadings, the simplified micro-model and compressive strut model of the MI wall were adopted to characterize its blast and collapse resistance in the near- and far-regions of building, respectively. Secondly, the out-of-plane explosion test and in-plane quasi-static collapse test were numerically reproduced to verify the applicability of adopted FE modelling approaches for MI walls. Furthermore, by establishing the hybrid FE models of prototype bare and MI RC frame buildings, the propagation of blast waves, damage modes as well as dynamic responses of RC frame buildings under two design-based threat of explosion at corner and side columns were derived and examined. Finally, the applicability of the anti-collapse design method specified by U.S. Department of Defense, i.e., alternate path method (APM), for RC frame buildings under external explosions was examined. It derives that, (i) the presence of MI walls can efficiently block the blast waves into the building structures, and relieve the upward arch of slabs and damage degree of interior columns; (ii) compared with the bare RC frame buildings, the MI walls provide sufficient alternate load paths to enhance the structural robustness and restore the gravity stability of MI RC frame buildings after the explosions; (iii) the APM is only applicable to evaluate the collapse resistance of MI RC frames under the external explosion of cargo van bomb (1814 kg of equivalent TNT) or even less charge weight.

Displacement incompatibility shape functions between masonry infill wall panels and reinforced concrete frames

During an earthquake, the detachment and local interaction between infill wall panels and surrounding frame can occur, potentially leading to significant local damage to both structural and non-structural elements, if not global collapse. Yet, a procedure to assess the relative deformation mechanism in terms of detachment shape and values, rather than, and in addition to, the diagonal compression strut mechanism and associated internal panel strain and stress path, is still missing in the literature. Therefore, in this paper the concept of shape functions is proposed and adopted to assess the seismic displacement incompatibility between infill walls and the surrounding frame structure. A parametric study on different typologies of infilled frames is developed to investigate the key parameters affecting the infill-frame detachment. The proposed concept of shape functions can support the design/retrofit of improved construction details, such as shear keys and/or steel dowels, in view of either decoupling or strengthening retrofit/repair strategies. Moreover, as infill-frame detachment can lead to damage to energy enhancement rehabilitation solutions, such as external thermal insulation systems, which are becoming more common nowadays in view of the international target towards a significant reduction of energy consumption and CO2 emission, it is suggested to implement the proposed displacement-compatible design check to assess and detail for adequate displacement capacity.

Numerical study of the seismic retrofitting of masonry‐Infilled RC frames with openings using TRM

AbstractThe seismic retrofitting of existing masonry‐infilled reinforced‐concrete (RC) frame buildings is one major challenge of earthquake risk mitigation. In this paper, the use of promising novel alternative composite material, namely textile reinforced mortar (TRM) for seismic retrofitting masonry‐infilled RC frames with central openings is examined numerically, to the best knowledge of the authors, for the first time ever. This is achieved by performing a parametric study on a validated 2D numerical model of a three‐story masonry‐infilled RC frame with and without TRM considering different size of central openings. This parametric study aims to examine (i) the influence of central openings on the lateral response of masonry‐infilled RC frames subjected to cyclic loading and (ii) the lateral response of the three‐story masonry‐infilled RC frame with central openings retrofitted with TRM under cyclic loading. From the results obtained in this study, it was concluded that TRM contributes to increase the lateral capacity, stiffness, and the dissipated energy of infilled frames with openings and at the same time provides a more ductile behavior by delaying the strength and the stiffness degradation of infilled frames due to openings and further by delaying or even preventing brittle failures that occur on infilled frames due to the presence of the opening. New stiffness reduction factors for infilled frames with openings, and for TRM‐retrofitted infilled frames with openings are also proposed, which can be used with an equivalent compression strut model and with a tension tie‐model as an everyday practice tool for simulating infilled frames with central openings along the diagonal of the infill wall with and without TRM. A numerical sensitivity analysis is also performed aiming to investigate the influence of (i) the TRM reinforcement ratio and (ii) the type of mortar used for binding the textile reinforcement on the lateral response of the three‐story masonry‐infilled RC frame retrofitted with TRM subjected to cyclic loading. This study showed that by increasing the reinforcement ratio, or by using high‐strength mortars for binding the textile reinforcement, the lateral capacity of infilled frames is increased leading to a more ductile behavior, but this increase is not proportional to the increase of the reinforcement ratio or to the increase of the mechanical properties of the mortar.

Experimental study of the bearing capacity of compressed steel struts of an I-beam profile in conditions of constrained torsion

Wide application in the construction of thin-walled steel rods of an open profile requires taking into account the peculiarities of the work of load-bearing structural elements under the action of the entire complex of loads. For a number of rod systems consisting of I-beam profiles, it is impossible to exclude torsion under the action of compressive forces, which leads to the appearance of additional normal stresses in the profile. In this regard, it is necessary to study the actual operation of compressed I-beams under the action of torsional loads. The bearing capacity of a compressed I-beam profile strut with constrained torsion is considered. The method of conducting an experimental study of a centrally and off-center compressed I-beam profile strut under the action of longitudinal force and bimoment is presented. The analysis of the effect of the bimoment on the bearing capacity of a centrally and off-center compressed thin-walled rod of an open profile with constrained torsion is performed. The bearing capacity of the centrally and off-center compressed I-beam profile strut from the action of longitudinal force and bimoment was experimentally determined, which was compared with the results of numerical calculations in finite element formulation, taking into account geometric and physical nonlinearity in conditions of constrained torsion. According to the results of the experiment, the possibility of using numerical modeling to assess the stability of centrally and off-center compressed thin-walled rods was established. open profile with constrained torsion under various schemes of external force.

Numerical Investigation on Effect of Opening Ratio on Structural Performance of Reinforced Concrete Deep Beam Reinforced with CFRP Enhancements

Reinforced concrete deep beams are a vital member of infrastructures such as bridges, shear walls, and foundation pile caps. Thousands of dollars and human lives are seriously threatened due to shear failure, which have developed in deep beams containing web openings. This paper investigates numerically the overall behavior of simply supported concrete deep beams reinforced with carbon fiber-reinforced polymer (CFRP) sheets through forty specimens grouped in four groups. The numerical analysis results agreed well with the experimental results in the literature, particularly the visual failure initiation with a failure load difference of nearly 7%. Finite element analyses indicated that the presence of an opening with considerable width reduced the failure load by about 71% compared to the corresponding solid specimens. In addition, the reinforced concrete deep beam samples started to behave differently when the (b/h) ratio increased more than (2.0). The findings showed that the compression stress strut pathway had been disrupted by the web opening leading to stress redistribution, and the structure will behave as two separate members. Thus, the upper web-opening part sustained the most stress, while the part under the web-opening did not show any stress concentration. The numerical stress distribution results showed that the attributed reason is that rebars and openings helped redirect the stresses to the compression strut. Using CFRP sheets with a width of more than 160 mm significantly improved the reinforced concrete deep beam with web-opening due to the increasing confinement to the upper part of the reinforced concrete deep beams with the opening.

Flexural failure of the unrestrained segment for sleeved compression struts with pinned ends

Confining with an outer sleeve is an effective means of enhancing the load-bearing and deformation capacity of compression struts. The outer sleeve and compression strut, i.e., inner core, constitute a sleeved core-loaded member, where the latter ideally bears all the axial compression under the lateral restraint of the former. Additionally, an extension segment of the inner core is typically required as the allowance for contraction. However, the unrestrained extension segment is prone to excess flexural deformation, dramatically decreasing the overall load carrying capacity of the sleeved member. In this paper, first, an analytical investigation of the behaviour of the sleeved member with pinned ends is presented. Second, a numerical study was conducted to determine the limit state of the localized flexural failure and to propose the corresponding design criterion combining the analytical model. Last, the design criterion was further validated by compressive tests, indicating that the proposed method accurately predicted the localized​ flexural failure of both seamless-sleeved members and members with assembled outer sleeves.

Elastoplastic analysis of shear resistance of special-shaped concrete-filled steel tubular connection

The experimental and analytical methods were used in this research to comprehend the elastoplastic shear behavior of special-shaped Concrete-Filled Steel Tubular (CFST) joint and develop damage models for its joint under low-reversed cyclic and axial loading. It is identified that the shear failure occurs in the panel zone and the joint's shear force-lateral displacement hysteretic curves and stress distribution are obtained. The joint is divided into individual components, including webs, steel frame, and core concrete, so as to investigate the elastoplastic shear behavior of the joint at the material level. In order to accurately calculate the elastoplastic shear resistances of joint components while considering the loading and boundary conditions and interactions between web and flange limbs, the shear resistances models of the webs, steel frame, and core concrete are presented based on the analytic function of shear stress, plastic hinge damage mechanism, and concrete compression strut mechanism. Furthermore, the above models are used to develop a design calculation formula for the shear resistances, in which the plastic development of the webs, the stress state of the plastic hinges, and the shear resistance increasing factor of the concrete compression strut can be considered. Finally, a design formulation to calculate the shear capacity of the special-shaped CFST joint is put forward，and the calculated results are compared with experimental data.

Uniaxial tensile tests and refined finite element analyses of the grouted welded rib sleeve connections

AbstractAs the major connection of precast concrete structure, a novel Grouted Welded Rib Sleeve (GWRS) was proposed in this research. Six splice specimens were designed and tested under uniaxial tensile load to investigate the influence of anchorage length and inner cavity structures on their connection performance. To further investigate the failure mechanism of the specimens, a refined finite element (FE) modeling method was proposed, and the corresponding refined models were established, validated, and analyzed. This research shows that the rebar anchorage length is the key factor that controls the failure modes of the specimens. The failure loads of the specimens are mainly influenced by the failure modes. Distributing sleeve ribs close to the sleeve end with lower 25 mm spacing could enhance the confining effect of the sleeve and improve the interlocking effect between the bar and grout. The conical cracks in the grout are distributed at an angle between 35° and 45°, which is also the distributed angle of the compressive struts of the grout. The bond deterioration observed in the tests is caused by the cracking of the grout and the shearing‐off of the grout keys, resulting in the transfer of sleeve effective confining zone.

Estimating the Seismic Strength of Infill Walls by Means of Hollow Brick Prism Tests

Architectural infill walls interact with the surrounding reinforced concrete load bearing members of the building under lateral earthquake loads and can change the system behavior significantly. Therefore, lateral strength calculation of these walls may become mandatory for the designers. These infill walls often formed with horizontally-hollow clay based bricks in many regions of the world. However, strength of these bricks depends on the loading direction and bricks remain in the diagonal compression strut of an infill wall are subjected to biaxial compression. Thus, testing procedures investigate the strength only in the direction perpendicular to the bed-joint seems insufficient to reflect actual behavior. Accordingly, it is confusing for designers to determine or consider compressive strength of hollow clay bricks in order to model and calculate the strength of an infill wall. To clear up this confusion, the seismic strength of plastered infill walls made up of horizontally-hollow bricks were tried to be estimated by various prism tests. The effects of loading direction, plaster, and presence of a single or double brick on prism strength were experimentally investigated. Six reference walls and more than 170 prism specimens were tested in accordance with this scope. The correlation between prism and infill wall strength was established with a valid and practical method. Results showed that diagonally loaded plastered prism group successfully and adequately estimated the experimental infill wall strength. In addition, if diagonal testing is not possible to conduct, the average strength of the vertically and horizontally loaded prism tests may be used instead.

Experimental Study and Calculation Methods of Shear Capacity for High-Strength Reinforced Concrete Full-Scale Deep Beams.

The shear behavior of 8 high-strength concrete full-scale deep beams with high-strength steel bars was studied. The depth beam size was 100 mm × 900 mm × 2200 mm, the test parameters included the shear span-to-depth ratio ( = 0.9, 0.6, 0.3), longitudinal reinforcement ratio (.66%, 1.06%, 1.26%) and stirrup reinforcement ratio ( = 0, 0.26%, 0.34%, 0.5%). The ratio of the cracking load of the inclined section to the ultimate load is between 30% and 50%, and the bending deformation of the deep beam is small, showing the characteristics of brittle failure for deep beams. Under the action of a concentrated load, the failure mode of deep beams with a small shear span ratio is the failure of the diagonal compression struts, which is very different from that of shallow beams with a large shear span ratio. With the increase of shear span ratio from 0.3 to 0.9, the ultimate shear capacity of deep beams decreases by 19.33%. With the increase of longitudinal reinforcement ratio from 0.67% to 1.27%, the ultimate shear capacity of deep beams increased by 45.02%. With the increase of vertical stirrup reinforcement ratio from 0% to 0.5%, the ultimate shear capacity of deep beams increased by 8.93%. Increasing the area of longitudinal bars or stirrups limited the transverse tensile strain of the compression struts, which is conducive to improving the compressive strength of the compression struts of deep beams and then improving the bearing capacity of deep beams. The strut-and-tie model (STM) is more suitable for analyzing the shear capacity of deep beams. The calculation methods for calculating the shear capacity of deep beams were compared with ACI 318-19, CSA A23 3-19, EN 1992-1-1:2004, Tan–Tan model, Tan–Cheng model, softened STM (SSTM) and simplified SSTM (SSSTM). The results showed that the shear capacity of deep beams could be well predicted by reasonably determining the STM parameters.

Does Trans-radial Longitudinal Compression Influence Myoelectric Control?

Existing trans-radial prosthetic socket designs are not optimised to facilitate reliable myoelectric control. Many socket designs pre-date the introduction of myoelectric devices. However, socket designs featuring improved biomechanical stability, notably longitudinal compression sockets, have emerged in more recent years. Neither the subsequent effects, if any, of stabilising the limb on myoelectric control nor in which arrangement to apply the compression have been reported. Twelve able-bodied participants completed two tasks whilst wearing a longitudinal compression socket simulator in three different configurations: 1) compressed, where the compression strut was placed on top of the muscle of interest, 2) relief, where the compression struts were placed either side of the muscle being recorded and 3) uncompressed, with no external compression. The tasks were 1) a single-channel myoelectric target tracking exercise, followed by 2), a high-intensity grasping task. The wearers' accuracy during the tracking task, the pressure at opposing sides of the simulator during contractions and the rate at which the limb fatigued were observed. No significant difference between the tracking-task accuracy scores or rate of fatigue was observed for the different compression configurations. Pressure recordings from the compressed configuration showed that pressure was maintained at opposing sides of the simulator during muscle contractions. Longitudinal compression does not inhibit single-channel EMG control, nor improve fatigue performance. Longitudinal compression sockets have the potential to improve the reliability of multi-channel EMG control due to the maintenance of pressure during muscle contractions.

Shear strength of stiffened square thin-walled concrete-filled steel tubular columns

In comparison to extensive researches on compressive or flexural behavior of stiffened square concrete-filled steel tubular (CFST) columns, few were conducted on shear behavior. The cyclic-shear behavior between stiffened and unstiffened square thin-walled CFST columns was different, and the cyclic-shear behavior of CFST columns stiffened by the diagonal ribs, which were welded on the adjacent sides of a square tube, was significantly improved, as demonstrated by recent experimental results. This work uses detailed finite element (FE) analysis and parametric analysis to explore the shear mechanism and shear contribution of each component in the stiffened CFST column. The refined FE model was developed using ABAQUS and verified by the test results of both stiffened and unstiffened CFST columns subjected to cyclic and monotonic shear loading. Based on the analysis of test results, a method based on the degree of the cross-sectional plasticity was proposed to distinguish shear failure from bending failure, as typical bending failure phenomena (concrete crushing and tube buckling) were also observed at the ends of column specimens with shear failure. Analytical results showed that the steel tube and diagonal ribs resisted the shear through shear stress, and the concrete resisted the shear through the developed compression strut confined by the horizontal stress of steel. A shear model considering the interaction between concrete and steel was then established. The mechanics-equations and regression-equations were proposed and compared with the shear test results reported in the existing literature and FE analysis. Both types of equations were found to well predict the shear strength of both stiffened and unstiffened square CFST columns.

Vehicular impacts on precast concrete bridge piers with grouted sleeve connections

The grouted sleeve connection has been demonstrated to be robust enough to maintain its integrity under earthquake loads. However, no research to date has examined the connection behaviour under direct shear, resulting in a high risk of failure of the pier subject to a vehicle collision. In this regard, this research first carried out static and impact loading tests on grouted sleeve specimens to characterize their direct shear damage mechanisms. Next, a simplified finite element (FE) modelling method was proposed to simulate connection behaviour, and its accuracy was verified using the test results. Based on the proposed connection modelling approach, truck-bridge collision analysis was performed on a prototype highway bridge that uses grouted sleeves in the pier. From the analysis results, increasing the number of column segments can lead to higher stiffness of the pier when resisting the vehicular impact. The friction property at the connection interface plays an essential role in avoiding unacceptably large rebar shear stress due to excessive sliding and developing the diagonal compression strut to resist the impact load. Finally, feasible retrofit techniques were explored for the precast concrete piers that showed inadequate impact resistance.

Seismic Performance Assessment of Masonary Infilled RC Frames by Using Staad PRO

Abstract: Now a days construction of the RC frame is common because of the simplicity in construction. The masonry walls are mainly used for partition and insulation purposes rather than for structural purposes. However, during the earthquake, this filling contributes to the response of the structure and the behavior of the filling frame is different from that expected for the structure of the bare frame. The fill acts as a compression strut between column and beam. For this purpose, linear dynamic analysis were carried out on the structure of the RC masonry frame to study the influence of the resistance variation of the structure with n without a infill wall, filling effect on dynamic parameters such as the natural period, displacement and state of the hinge. In this rear-end collision effect high building is studied. All analysis are performed by the STAAD PRO v8i software. building modeling and analysis are performed on STAAD PRO v8i. For the analysis the building with G + 10 RCC frame is modeled. In this analysis the width of the strut is calculated manually according to the expression given in the FEMA-356. The infill panels are modeled as equivalent single diagonal struts. Several equations for calculation are considered for these diagonals. In this study the comparison of time verses acceleration , time verses velocity , time verses displacement with respect to the floor is made . The study shows that the influence of filling on the structure is significant. It increases the rigidity of the structure and makes the structure able to withstand a seismic region with respect to the bare frame. Keywords: Infill walls, Seismic force, base shear , STAAD Pro. , Time History, response spectrum.

Experimental study of hemispheric rolling cable-strut joints for cable dome applications

Cable domes achieve structural stiffness and loading capacity through tension cables and compression struts. Friction from cable-strut joints contributes a major prestress loss during tensioning. This paper presents a novel hemispheric rolling cable-strut joint which provides smooth load transmission and high prestress efficiency. It comprises a hemispheric cover plate, a bottom plate, a roller, and top and bottom bearings. The bearings embedded in the roller reduce friction transmission from the tensioned cable; thus, prestress loss is minimized. A theoretical analysis of load transmission and prestress loss is conducted for the cable-strut joint, followed by an experimental study. The experiments test cable-strut joints with different types of bearings, using a fixed-roller joint as a reference, and are shown to validate the theoretical approach. A potential method to improve the prestress efficiency during tensioning is discussed. Prestress loss rates are compared for the test joints and an optimum bearing type is recommended in consideration of both friction coefficients and service time. The hemispheric rolling cable-strut joint accommodates complex cable and strut configurations with clear load path and minimal prestress loss. Our results show that it provides a high-performance solution that can be used to improve the structural stability and stiffness of next generation long-span spatial structures.

Behavior of Reinforced Concrete Deep Beams with Openings under Vertical Loads Using Strut and Tie Model

This research aims to study the effects of the size and location of openings on deep beams. The analysis of deep beams with openings presents a rather complex problem for engineers, as there are currently no guidelines within the design codes for this problem. Using the strut and tie model is a feasible solution, but also gives some uncertainties due to the various models that can be used. This paper proposes using a strut and tie model for the deep beams with openings where reinforcement is laid out in the form of embedded struts and ties. The study is divided into an experimental and a numerical part. The experimental study was conducted on eight reinforced concrete deep beams under vertical loads. Seven of the beams had web openings of different sizes and locations, while the eighth specimen was a reference beam without any openings. The beams had the same concrete dimensions with the size of the openings in the web taken as 150 150 mm and 300 300 mm, and the location of the opening in the horizontal direction was varied between 0.11 to 0.4 the span. The experimental results were analyzed in terms of cracking pattern, mode of failure, and load-deflection behavior and then compared to numerical analysis conducted using a finite element program. A parametric study followed to investigate the influence of reinforcement arrangement and reinforcement around the openings on the behavior of deep beams. The results showed that large web openings that directly interrupted the compression strut had the most reduction in beam capacity and that the location of the opening did not significantly affect the strength of the beam in the case of small openings. Doi: 10.28991/CEJ-SP2021-07-011 Full Text: PDF