Precast Concrete Wall Research Articles

Seismic Performance of Cementitious Grout Filled Coupler and Sleeve Connections in Precast Wall Panels under Cyclic Lateral Loading

This study investigated the seismic performance of cementitious grout filled coupler and sleeve connections in precast wall panels under cyclic lateral loading. The effectiveness of these connections in enhancing the seismic performance of precast concrete walls was evaluated. In many countries, grouted coupler connections are the preferred option, whereas sleeve connections were more commonly utilized in India due to the belief that a greater portion of the dowel being grouted enhances structural stability. Tests were conducted on full scale precast wall panels to study the behaviour of connections by applying a displacement-controlled cyclic lateral loading and the results were discussed. The experimental study revealed that the cementitious grout filled coupler connection exhibited better seismic performance and was recommended for precast wall panel connections over the grouted sleeve connection. Compared to the grout filled sleeve connection, the specimen with an unbonded segment demonstrated an 8% rise in energy dissipation, while the specimen with a grouted coupler connection displayed a 55 % increase.

Structural Performance Evaluation of Horizontally Light Reinforced Dapped for Vertical Wall-To-Wall Connection of Precast Wall Panel

Precast concrete buildings in Industrialised Building Systems (IBS) are constructed of multiple pieces of structural members joined together using a variety of methods. The use of precast concrete wall panels has become increasingly popular in modern construction practices. One critical aspect of precast concrete wall panels is their connection to the adjacent walls. Various of wall-to-wall connections have been used in the IBS based construction. However, for non-load bearing application, the use of dapped connections for precast wall made with recycled concrete aggregate (RCA) is still limited and unexplored. This study aims to evaluate the structural performance of horizontally light reinforced dapped (HLRD) connections for precast wall panels made with RCA. The investigation includes experimental testing that includes three pair of specimens subjected to uniformly distributed monotonic loading to evaluate their strength capacity, strain, and deflection behaviour as well as the resulting crack propagation throughout the test. The connection displays brittle behaviour by developing a few line cracks and having a significant deflection before failure. The findings of this study will contribute to a better understanding of the behavior of HLRD connections and provide preliminary guidance for their design in precast concrete wall panels.

Study on Vertical Dowel Connections in Precast Walls

Precast concrete wall connections using dowels are becoming more popular and effective these days due to their ease of installation and cost. In this study, one-third scale models of slender and intermediate precast walls with dowel connections and monolithic concrete walls were tested experimentally and numerically under lateral cyclic loads. The experiments on precast walls and monolithic walls were conducted on a loading frame of capacity 20 T and the cyclic loads were applied until the failure of the wall specimens. The numerical studies on walls were carried out using Abaqus.cae software, and the same cyclic loads were applied. The responses such as ultimate load, displacement, cracking pattern, ductility, and energy dissipation capacity of precast walls were compared. The results obtained from the numerical investigation proved to be effective in simulating the actual behavior of the studied precast and monolithic walls, thereby reducing the burden of doing physical tests on a huge number of precast wall specimens.

Investigation on Seismic Behavior of a Novel Precast Shear Wall System with Different Infill Wall Constructions

Construction industrialization addresses various challenges in the traditional construction industry, enabling building structures to conserve resources and enhance energy efficiency while reducing emissions. Precast shear walls involve the factory-based production of components, followed by transportation to a construction site for assembly. The method of connecting these components is crucial for precast concrete shear wall systems. Common connection methods include lap-spliced connections, post-tensioned connections, welded connections, bolted connections, and sleeve connections. However, challenges such as construction precision and technology proficiency have limited their application. In response, a novel precast concrete shear wall system utilizing angle steel connectors has been proposed. These angle steel connectors enhance the shear resistance of horizontal joints between precast concrete shear walls and the foundation, providing provisional support for specimen positioning and installation. Presently, the seismic performance of this innovative precast shear wall system under the combined actions of cyclic horizontal loads and axial pressure or tension has been extensively investigated. In practical engineering applications, precast concrete shear wall systems are often accompanied by infill walls. However, there is limited research on the seismic performance of precast concrete shear wall systems with infill walls. To address this gap, this study designed and fabricated two novel precast concrete shear walls with different infill wall constructions. One specimen featured an infill wall composed of a single wall panel, while the other had an infill wall consisting of two panels. Pseudo-static tests were conducted on both specimens under constant axial compression. Subsequently, the seismic performance and force mechanism of the two specimens were compared with the novel precast concrete shear walls without infill walls. The test results demonstrated that the specimen with two infill wall panels exhibited superior overall performance compared to the one with a single continuous infill wall panel. Furthermore, it was observed that, during the loading process, the edge columns of specimens with infill walls provided the majority of the increased load-bearing capacity, while the infill walls made a limited contribution to the overall load-bearing capacity of the structures.

Out-of-Plane behaviour of dowel type precast Panel-to-Foundation connections

Precast concrete wall panels are a common structural system, particularly in low-rise industrial and commercial buildings. In past earthquakes the connections between precast concrete panels and other structural members have been found to perform poorly. Fourteen panel-to-foundation assemblages were tested to investigate the out-of-plane performance of common connection detailing. These connection details included both dowel starter bars formed from conventional reinforcement, such as hooked bars, as well as starter bars connected to the panel via the use of cast-in threaded inserts. Variations in panel strength and connection strength were incorporated across the range of tested assemblages, and both cyclic and monotonic loading conditions were considered within the test program. It was found that conventional starter bars performed well because the presence of the hook returns of the starter bars within the joint region elevated the joint strength. Conversely it was found that panels having threaded inserts performed unsatisfactorily due to flexural cracking that propagated vertically behind the insert heads, leading to separation of the panel from the starter bars. It was determined that because the panels were close to the minimum reinforcement ratio, that the drift demands were very sensitive to the assumed cracking moment of the panel. Due to the brittle behaviour of the panel-to-foundation connection, it is advised that existing panels utilizing this connection be limited to less than 2% drift in the out-of-plane direction in order to avoid joint failure.

Shaking table test and numerical simulation of a precast frame-shear wall structure with innovative untopped precast concrete floors

An innovative discretely connected precast concrete floor (DCPCF) was presented, in which the adjacent precast concrete hollow or sandwich flat slabs were connected by mechanical connectors embedded in the precast concrete slabs and beams. This paper summarized the seismic performance observed during the shaking table test of a precast frame-shear wall structure adopting DCPCF. A 1/4-scale model of a 4-storey 2-bay single-span frame-shear wall structure was designed and tested on the shaking table to evaluate the dynamic characteristics and seismic responses of building structures adopting DCPCF. In addition, a finite element model, including detailed modeling of beam-column joint and slab joint connections, was established using nonlinear dynamic modeling program. The predictions on the seismic performance using the finite element model agreed well with the test results for the designed frame-shear wall structure. The precast concrete frame-shear wall structure adopting DCPCF had satisfactory seismic performance during the test process. The in-plane deformation of DCPCF was observed under the horizontal earthquakes, and DCPCF could not satisfy the requirements of rigid diaphragm assumption in most cases under design basis seismic intensity. The seismic design method based on semi-rigid floor diaphragm had large error and safety risk in calculating the seismic shear force of building structure adopting DCPCF. Additionally, design suggestions for multi-storey and high-rise building structures using DCPCF were proposed based on the observed seismic responses.

Research on manufacturing of precast concrete hollow wall panels using thermoelectric ASH and slag as replacements for natural aggregates

Precast concrete hollow wall panels have emerged as a compelling choice in the construction industry because of their lightweight characteristics, which effectively mitigate structural burdens, coupled with their commendable acoustic and thermal insulation properties. Additionally, their expedited construction process provides a significant advantage over labor-intensive brick wall alternatives. It is noteworthy that the production of these precast concrete panels heavily relies on the utilization of natural aggregates, a practice that has raised concerns, particularly in light of the progressively dwindling reserves of sand resources within our country. Concurrently, there is an escalating volume of ash slag emissions from coal-burning thermal power plants in Vietnam. Therefore, research endeavors aimed at exploring alternative materials, specifically the incorporation of thermal power ash and slag wastes into concrete production for the manufacturing of precast hollow wall panels, assume a dual significance—both from a scientific and practical perspective. These initiatives not only alleviate the strain on our natural aggregate resources but also offer a sustainable solution for managing thermal power wastes, thereby carrying substantial environmental and societal implications. This article presents empirical findings derived from a comprehensive investigation into the integration of thermoelectric ash and slag as substitutes for natural aggregates, encompassing replacement ratios ranging from 70% to 100%, within the production processes of precast concrete hollow wall panels, employing extrusion technology. The results unequivocally demonstrate that with a replacement rate of up to 100% of aggregates with thermoelectric ash and slag, the quality of wall panels using thermoelectric ash slag completely meets the technical requirements according to TCVN 11524:2016 "Wall panels hollow precast concrete using extrusion technology" for use in construction projects.

Cyclic Lateral Loading Behavior of Thin-Shell Precast Concrete Wall Panels

Two precast concrete thin-shell wall panels were subjected to reverse-cyclic lateral loads to replicate wind fatigue over a 50-year design lifetime prior to loading to failure. The panels consisted of an outer wythe of concrete connected to light-gauge steel framing. Wire mesh was used to reinforce the concrete panel skin. Rivets provided a connection between the steel studs and the concrete panel. Two reinforced concrete (R/C) beams were integrated into the top and bottom parts of the panel, isolated from the concrete face by a thin sheet of extruded polystyrene (XPS) foam insulation. To connect these beams with the concrete face through the rigid foam insulation, a carbon-fiber-reinforced polymer (CFRP) grid was utilized. The aim of the experimental program was to characterize the behavior of the concrete and steel framing panel, with particular attention focused on the connections between the various structural elements of the panel. The first and second thin-shell panels survived the fatigue loading cycles and behaved elastically through failure-level lateral load cycles equivalent to 54 psf (2.6 kPa) and 66 psf (3.2 kPa) of applied uniform load, respectively. The failure mode was the separation of the top R/C beam from the concrete panel on the pull stroke of the loading cycle (when the connection between the beam and the concrete shell was in tension) for both specimens.

Shear Tests on Subassemblies Representing the Single-Anchored Connection between Precast Concrete Wall Panels and Reinforced Concrete Frames

Many deformations occur in old RC structures, and the method of reinforcing them using PC members standardized and manufactured in the same mold has difficulty in coping with all deformations (construction error); as a solution to this, overlapping anchor shear connections consisting of three concrete segments have been proposed. This study proposes a special connection for strengthening existing reinforced concrete (RC) framed structures that are more than 30 years old with precast concrete (PC) members. The proposed overlapped anchor connection consists of two anchor groups installed in three concrete segments, which can accommodate deformation by adjusting the height of the concrete connection segment. In this study, the unique shear behavior of the overlapped anchor connection was investigated by analyzing the shear resistance of the single-anchor connection with one post-installed anchor and one cast-in anchor. Eleven specimens of anchored connection models were constructed and push-out tested, and the experimental parameters were analyzed. The shear strength of the single-anchor connection was calculated using a proposed design formula based on the American anchor design code, and the shear strength ratios of the experimental shear strengths to the calculated values were 0.93 on average. The proposed design formula can predict the shear behavior and expected effects of the proposed connection even in differing designs.

Seismic performance of precast lightweight aggregate concrete shear walls with supplementary V-ties

This study examined the flexural behavior of a precast lightweight aggregate concrete shear wall (PLCSW). To minimize crosstie arrangement congestion in the boundary elements and improve ductility, the conventional reinforcing crosstie was replaced with the supplementary V-tie developed by Yang et al. Additionally, a bolting technique, which combines steel plates, bolts, and nuts, was applied to the PLCSW wall-to-base connection. The behavior of these specimens was compared with the flexural behavior of conventional precast concrete shear walls (PCSW) connected via the spliced sleeve technique. Eight PCSW specimens with different crossties (supplementary V-ties or conventional reinforcing crossties) were prepared and wall-to-base connection techniques (bolting or spliced sleeve connections) applied. All specimens were tested under constant axial load and cyclic lateral loads. The ductility performance of PCSW was verified through a comparative analysis of the displacement ductility ratio and work damage index between the PCSW with supplementary V-ties and those with conventional reinforcing crossties. The ductility performance of PCSW utilizing supplementary V-ties and the bolting technique exhibited superior ductile performance resulting in a high work damage index, which was 1.22 times higher than that of the PCSW with conventional reinforcing crossties. Meanwhile, even though the shear wall specimens connected via the spliced sleeve technique were produced with normal-weight aggregate concrete, their work damage indices were slightly lower than those of the specimens utilizing conventional reinforcing crossties and the bolting technique. Consequently, the PCSWs with the spliced sleeve did not satisfy the seismic connection performance requirements specified in NEHRP, whereas the precast sand-lightweight aggregate concrete shear walls with supplementary V-ties utilizing the bolting technique satisfied the requirements. Therefore, the ductility and seismic connection performances of PCSWs with a complex detail arrangement of the boundary element can be effectively improved by using a supplementary V-tie and applying bolting techniques.

Full-scale shaking table test on seismic performance of a steel frame with translational-type precast-concrete exterior wall panel

In order to investigate the deformation behavior, mechanical characteristics of connections, and failure mode of translational precast concrete wall-panels under earthquake loading, a full-scale two-story steel frame model was designed. This test model consisted of 12 precast concrete wall-panels connected with fixed connections at the bottom end and translational-type connections at the top end. This model passed the shaking table testing, and the results demonstrate that the translational-type precast concrete exterior wall panel can ensure the sufficient relative displacement between the wall panel and the main structure under large earthquake loads. It has sufficient capacity to adapt the deformation between the main structure and the wall panels. During the test, localized cracking was observed on the wall panel, while all connections remained in elastic state. The connections between precast concrete exterior wall panels exhibited good performance, that indicates it is an effective tool to protect frame building hangings with exterior wall panels under strong earthquake events.

Thermal performance and reduced carbon footprint of precast concrete sandwich wall panels (PCSWPs) with composite shear connector – an experimental assessment

ABSTRACT The objective of the present work is to compare the thermal performance of precast-reinforced sandwich wall panels to that of precast-reinforced concrete wall panels. The variables used in this investigation are two different insulation materials (expanded polystyrene (EPS) and extruded polystyrene (XPS) and three different connectors (steel, glass fiber (GFRP)-wrapped steel, and aramid fiber (AFRP)-wrapped steel). A thermal analyzer setup was developed to investigate the heat transfer between the exterior and interior of the panels. The results showed that sandwich wall panels had better thermal resistance compared to the precast concrete wall panel. The temperature on the interior surface of the control specimen was 44°C after the stipulated test period. According to the experimental findings, inclusion of the insulation layer (no connectors) reduced heat transfer by 7.4°C for XPS and 6.7°C for EPS. The temperature on the interior surface was reduced only by 1.6°C and 3.6°C for sandwich panels with steel shear connectors and EPS and XPS as insulation material, respectively, indicating thermal bridging. Diminution of temperature on the interior surface of the sandwich panels with FRP-wrapped connectors varied between 5°C and 7.1°C compared to control specimen as the corrugated C-type fiber-wrapped shear connectors significantly decreased the thermal bridge between layers. In sandwich wall specimens, CO2 emissions from concrete were decreased up to 33%. Embodied carbon during the manufacturing of these panels was also compared, and it was found that the carbon emission was reduced up to 21% in the precast sandwich panels when compared to the precast reinforced wall panels.

Seismic performance and repairability of the locally prestressed precast concrete wall with out-of-plane corbels and dissipaters

The post-earthquake restoration of prestressed precast walls requires the renewal of post-tensioning (PT) tendons and dissipaters. This study introduces a Locally Prestressed precast concrete Wall with Out-of-plane corbels and dissipaters (LPWO) to allow for the easy replacement of the dissipaters and PT tendons. In the LPWO, PT tendons are anchored to the corbels located outside the plane of the wall panel, and the dissipaters are also positioned outside the wall plane. Cyclic-loading tests were performed to verify the feasibility of the LPWO and evaluate its seismic performance and repairability. The findings showed that the LPWO exhibited effectively controlled concrete damage and an excellent self-centering and energy-dissipating capability, even under successive loadings. The repair method by renewing the PT tendons for the LPWO was confirmed. Compared with the performances of prestressed precast walls with in-plane corbels and dissipaters, the LPWO exhibited comparable bearing capability and prestress losses. The out-of-plane dissipaters contributed less hysteretic energy dissipation and less influenced the self-centering capability than the in-plane dissipaters.

Improvement of thermal insulation performance of precast concrete curtain walls for apartment buildings

Improvement of thermal insulation performance of precast concrete curtain walls for apartment buildings

Experimental investigation on seismic behavior of the precast shear wall systems with different connection methods under the coupling action of axial tension and cyclic horizontal load

The grouting sleeve connection and lapped steel bars connection are widely used for the connection, while they often require skilled workers, concealed work, and high installation accuracy, and can be expensive and cause significant damage to horizontal construction joints under earthquakes or extreme winds. To address these issues, based on the lap-spliced connection, the angle steel connectors were installed on the precast shear walls and foundation beams to improve the shear resistance and connection performance of horizontal construction joints and reduce construction issues. In practice, shear walls in high-rise structures may experience the coupling action of axial tension and cyclic horizontal load under strong earthquakes or extreme winds, resulting in an unfavorable state of tension bending or tension shear coupling stress for the shear wall systems. As the height-width ratio of these structures increases, there is a significantly increased possibility of shear wall structures experiencing tension bending or tension shear. In this study, five shear walls with different connection methods were manufactured and tested under the coupling action of axial tension and cyclic horizontal load. And the results suggested that the shear resistance of precast concrete shear walls at the horizontal construction joint significantly influenced their seismic performance and concrete damage when subjected to axial tension and cyclic horizontal loads. The precast shear wall system that utilized lapped steel bars and angle steel connectors for connections exhibited the best seismic performance. Additionally, the continuous horizontal construction joint formed by integral prefabrication (containing the edge components) slightly reduced the seismic behavior of the novel precast shear wall system utilizing lapped steel bars and angle steel connectors. The new precast shear wall system utilizing angle steel connectors has the potential to be an effective means of providing seismic resistance in high-rise structures that are subjected to the coupling action of axial tension and cyclic horizontal load.

Numerical analysis of inclined demountable precast concrete walls with rocking-based composite columns for seismic protection of building structures

With the aim of simultaneously reducing all seismic demands, this paper proposes a novel structural system comprising inclined demountable walls with rocking base composite columns (IDWC). The proposed IDWC system combines the concepts of using inclined demountable walls in each story and rocking-based concrete filled steel tube (CFST) columns as the wall boundary elements. In particular, through inclined walls, the number of walls in each story is reduced, while with the use of rocking CFST columns, damage to the boundary elements can be mitigated. In total, 18 two-dimensional numerical models are developed and static as well as dynamic analyses are conducted to evaluate the performance of conventional and demountable wall systems of 4-, 10- and 15-stories height. For each height, 4 IDWC models, with various wall arrangements, and a vertical demountable wall model are analyzed and compared with a conventional reinforcement concrete wall model. For the studied models, micro and macro numerical models are developed and verified through experimental data. After performing cyclic and time history nonlinear analyses, it is shown that IDWC models have lower initial stiffness and higher energy dissipation capacity than the conventional model. According to these results, inter-story drift, floor acceleration, and base shear in IDWC models are reduced by up to 30%, 41%, and 45%, respectively, compared to the conventional model. Also, it is demonstrated that with the use of rocking CFST columns, the wall boundaries remain undamaged, which ensures any residual drifts after severe earthquakes are insignificant. Meanwhile, as the incremental dynamic analysis results show, the collapse capacity of IDWC models is up to 53.5% higher than that of conventional models.

Automated clash resolution for reinforcement steel design in precast concrete wall panels via generative adversarial network and reinforcement learning

The increasing adoption of precast concrete elements (PCEs) is evident in civil infrastructure projects. The structural integrity of prefabricated structures relies on the quality of connections between adjacent components, necessitating the design of reinforcing steel bars (rebars) in PCEs. Dealing with PCEsand the complex design codes for rebars' arrangement can be labor-intensive, impractical, and error-prone when using traditional computer software due to their irregular shapes. This often results in frequent rebar clashes on construction sites. On the other hand, Building Information Modeling (BIM) technology, which is widely employed for structural design in the industry, offers potential solutions to these challenges. Several studies have proposed clash resolution strategies for moving components using optimization algorithms; these strategies are only suitable for regular reinforced concrete (RC) structures. The optimized path of rebars cannot be adjusted to avoid obstacles in PCEs. Due to strict design codes and large dimensions, existing studies do not possess the learning knowledge from design codes or drawings needed to generate clash-free rebar arrangements for real-world PCEs automatically. To overcome this limitation, we present a BIM-based framework that utilizes Generative Adversarial Network (GAN) and Deep Reinforcement Learning (DRL) to automatically generate clash-free rebar designs in prefabricated concrete wall panels (PCWPs). Our method employs GAN to learn from designers’ experiences from existing design drawings and generate 2D preliminary rebar designs, which are then transformed into mesh environments for DRL. The DRL engine incorporates state, action, and rewards designed according to buildability constraints and design codes. We conduct extensive experiments on real-world PCWPs to assess the efficacy of the proposed method. The results indicate that our framework can reduce engineering time for rebar designs by up to 80% compared to manual design, while achieving clash-free designs that adhere to design codes.

Experimental study on seismic performance of precast concrete shear walls with defective and repaired grouted sleeve

Grouted sleeve connections (GSCs) have been widely used in precast concrete (PC) shear wall structures. It is critical to reveal the effect of insufficient grouting on the seismic performance of PC shear walls (PSWs), and to recommend as well as validate the repair method for insufficient grouting defects. To achieve this, three full-scale PSWs were tested under cyclic loads: one PSW without grouting defects, one PSW with grouting defect, and one repaired PSW with initial grouting defect. The effects of defect ratio and repair action were analyzed and the test results indicated: 1) bar slip dominated the failure of the specimen with the defect ratio as expected, rather than the flexural failure mode for the specimen without defects. After the occurrence of bar slip, a significant rocking phenomenon was observed, and the damage to concrete was alleviated. The pinching phenomenon was observed for the hysteretic curves, and the strength, deformation, and energy dissipation capacities were significantly lower than those of the specimen without defects, particularly the ductility. 2) The bar-slip behavior was effectively prevented after the repair of the grouting defect, and the repaired specimen exhibited the expected flexural failure mode. The damage evolution mode, strength, deformation capacity, and energy-dissipation capacity were generally comparable with those of the specimen without defects. Rocking behavior and pinching phenomenon were not observed after repair. The negative influences of insufficient grouting were approximately eliminated, thus validating the feasibility and reliability of the repair method.

Seismic performance of precast concrete shear wall using grouted sleeve connections for section steels reinforced at wall ends

A novel precast concrete (PC) shear wall was proposed by disconnecting the vertical rebars in the middle zone of the wall and using grouted sleeve connections for section steels at wall ends. The advantage of this method is to alleviate constructional difficulties when assembling traditional PC shear walls. As an extended study, this paper investigates the seismic performance of the PC shear walls. Four wall specimens of 1:2 scale were tested under pseudo-static loading, including two cast-in-place (CIP) specimens and two PC specimens with different axial compression ratios. Afterwards, parametric studies were performed using the finite element method, considering the axial compression ratio and yield strength of section steel. Test results indicated that the PC and CIP specimens had comparable ultimate resistances, and exhibited similar ductilities and stiffness degradations. The energy dissipation capacities corresponding to ultimate resistances of the PC specimens were 41% and 19% smaller compared to those of the CIP specimens under axial compression ratios of 0.3 and 0.5, respectively. Numerical results found that the ultimate resistances of the PC shear walls increased by 59% when the axial compression ratios increasing from 0.1 to 0.6. Increasing the yield strengths of section steels from 235 MPa to 460 MPa, the ultimate resistances of the PC shear walls slightly increased by 11%, and the energy dissipation capacities improved by 26%.

Seismic behavior of steel reinforced precast concrete shear wall with replaceable energy dissipators

To improve the seismic performance of the precast shear walls, a steel-reinforced precast concrete shear wall with replaceable low-yield-point (LYP) steel energy dissipators (SPCE-Wall) was developed. The design approach and analytical model of SPCE-Wall which applied equivalent fiber elements to simulate the steel-reinforced precast concrete panel and fiber element to simulate the LYP steel were adopted in the study. After validating the analytical finite model, the seismic behavior of the SPCE-Wall and parametric study were performed in OpenSees. The results indicated that SPCE-Wall exhibits an enhanced bearing capacity, energy dissipation capability and initial lateral stiffness under monotonic and cyclic loading compared with the steel-reinforced concrete wall without energy dissipators. The relative energy dissipation ratio of the SPCE-Wall exceeds 0.125, which satisfies the ACI ITG T5.1 recommendation to avoid the long-term oscillation of the structure resulting from inadequate damping. Parametric study analysis shows that the bearing capacity of the SPCE-Wall is affected by the axial compression ratio, length of the wall panel and the steel area including channel steel, steel bars and LYP plates. And the displacement ductility of the wall is considerably influenced by several structural properties including axial compression ratio, length of the wall and diagonal angle steel.