Axial Compression Ratio Research Articles

A yield curvature model considering axial compression ratio

This study proposed a yield curvature prediction model considering axial compression ratio with exponential function which is improved on the basis of the specification effective yield curvature prediction model. Parametric moment–curvature curves approach was used to verify that the yield curvature is greatly affected by the section size, the yield strength of longitudinal steel bar and the axial compression ratio. On the basis, the yield curvature under different levels was obtained by Xtract and parametric moment–curvature curves approach, the result shows that with the increase of axial compression ratio, the yield curvature also increases, which is roughly a linear relationship. Subsequently, combined with the specification and considering the influence of axial compression ratio, a new yield curvature prediction model is proposed based on a massive sample space obtained by parametric moment–curvature curves approach. Moreover, by comparing with the experimental database of PEER, the accuracy of new prediction model is verified, and the result shows that the new prediction model is suitable for estimating yield curvature of square section columns.

Study on seismic performance of green fiber-reinforced concrete shear wall

Reinforced concrete shear walls are widely used in civil engineering and it is necessary to study new environmental protection methods to improve its seismic performance.The green fibers (namely recycled steel fibers, collectively referred to as green fibers in this article) formed by cutting high quality steel wires extracted from waste tires and have good tensile, flexural, and yield strength.So the improvement effect of green fibers on the seismic performance of concrete shear wall is studied in this paper. Cyclic loading experiments are used to explore the seismic performance of plain concrete shear wall specimen, green fiber-reinforced concrete shear wall specimen mixed with green fibers 1.0 L (L is the length of shear wall, the same as below) and 1.5 L height and fiber volume ratio of 1.5%. The results show that with the addition of green fibers and the increases in incorporation height of green fibers, the ultimate bearingcapacity, ductility, and energy dissipation capacity of concrete shear wall specimens gradually increase. As the specimen increases the fiber incorporation height, the ultimate bearing capacity of the shear wall increases, and the ductility and energy dissipation capacity increase, and stiffness degradation of specimens gradually slows down. That is, the seismic performance of shear wall specimens is gradually improved. The error between the experimental values and calculated values obtained by the deduced calculation formula is within the allowable range. The results of Abaqus finite element numerical simulation are in good agreement with the experimental results. And through the numerical simulation of the other two specimens, it can be concluded that the flexural performance of green fiber-reinforced concrete shear wall specimens increases with the increases in fiber volume ratio and the decreases in axial compression ratio. This study can provide a reference for the research on the seismic performance of fiber-reinforced concrete shear wall and the application of steel wires extracted from waste tires in practical engineering.

Shear performance investigation of recycled concrete load-bearing blocks for sustainable masonry

PurposeRecycled concrete is an economical and environmentally friendly green material. The shear performance of recycled concrete load-bearing masonry is studied, which is great of significance for its promotion and application and also has great significance for the sustainable development of energy materials.Design/methodology/approachIn total, 30 new load-bearing block masonry samples of self-insulating recycled concrete are subjected to pure shear tests, and 42 samples are tested subjected to shear-compression composite shear tests. According to the axial design compression ratio, the test is separated into seven working conditions (0.1–0.8).FindingsAccording to the test results, the recommended formula for the average shear strength along the joint section of recycled concrete block masonry is given, which can be used as a reference for engineering design. The measured shear-compression correlation curves of recycled concrete block masonry are drawn, and the proposed limits of three shear-compression failure characteristics are given. The recommended formula for the average shear strength of masonry under the theory of shear-friction with variable friction coefficient is given, providing a valuable reference for the formulation of relevant specifications and practical engineering design.Originality/valueSimulated elastoplastic analysis and finite element modeling on the specimens are performed to verify the test results.

Seismic performance of irregular-shaped concrete-filled steel tube column to H-shaped steel beam joints with inner semi-diaphragm: Experimental and numerical study

This paper proposes a new kind of irregular-shaped concrete-filled steel tube columns to H-shaped steel beam joints with inner semi-diaphragm (ICFSTC-Joint). The inner semi-diaphragms are welded with the inner surface of the column wall, directly opposite to the flange of the H-shaped steel beam, ensuring tensile force from the beam flange to go directly into the semi-diaphragm. Firstly, the experiments of two L-shaped and two T-shaped ICFSTC-Joint (L-Joint and T-Joint) specimens under different axial compressive ratios are carried out to investigate their hysteretic behavior and failure mode. The experimental results show that the proposed ICFSTC-Joint could effectively improve the hysteretic performance, bearing capacity and stiffness of CFST column joints and can realize that the beam yields before the joints fail. It is obsereved that the axial compressive ratio of the column, as a key parameter, influences the hysteretic behavior of ICFSTC-Joint significantly. Secondly, the FE models of L-Joint and T-Joint are established and verified by the experimental results. The hysteretic curves and skeleton curves of ICFSTC-Joint FE models are obtained and agree well with the experimental curves. Finally, a parameter analysis is carried out by using established FE model to investigate the influence of inner semi-diaphragm on the hysteretic behavior of ICFSTC-Joint, involving the height and thickness of inner semi-diaphragm. A recommended value of the size of diaphragm is given for engineering design. This paper provides reference for engineering design of irregular-shaped CFST column-beam joints and further study on their design method.

Research on seismic performance of ITRAC-filled double steel plate composite shear wall

The iron tailings and recycled aggregate concrete(ITRAC)-filled double steel plate composite shear wall (ITRAC-CSW) is a new lateral force-resistant member that applies an optimized cross-sectional form. The ITRAC is recycled concrete produced from 100% solid waste aggregates. Three full-scale ITRAC-CSW specimens were fabricated to investigate the effects of axial compression ratio and shear span ratio on seismic performance by conducting the tests subjected to quasi-static load. The failure mode and the hysteretic performance of the specimens are analyzed. The ITRAC-CSW exhibits good bearing capacity, stiffness, and energy dissipation capacity. This indicates that ITRAC has the potential to replace concrete applications. The numerical simulations and parametric analyses were carried out through the finite element model to reveal the failure mechanism and parameter effects of specimens. Finally, the calculation method for the bearing capacity of ITRAC-CSW was proposed based on the confined strength of the ITRAC. The ratio of the calculated bearing capacity to the test results is between 0.901 and 1.097 and the calculation accuracy is within 10%. This calculation method can be a reference for the performance design of ITRAC-CSW.

An assembled beam-to-double skin composite wall joint with insert diaphragm: Configuration, experiment, mechanical model and design method

This paper proposes an assembled beam-to-double skin composite wall (DSCW) joint embedded with insert diaphragms. The insert diaphragms are designed to be welded to the slotted boundary column and bolted on-site to the steel beam, functioning as a corbel beam. This joint presents a suite of advantages such as eliminating on-site welding, easy decoration, and non-protruding from the column profile. To evaluate the hysteretic performance and failure model of the proposed joint, a full-scale quasi-static low-cycle hysteresis test on an individual specimen was conducted. The experimental results demonstrate that the insert-diaphragm joint has good performance in high ductility, favorable plastic rotation capacity, and energy dissipating capacity. A refined finite element model (FEM) was established and verified through the test results. The parametric analysis was conducted to analyze the influences of axial compression ratio, geometrical dimensions of the insert diaphragm, and column thickness on the stiffness and yield strength of the joint. Based on the experimental results and FEM analyses, an alternative mechanical model with two potential failure mechanisms was proposed, in which the connection strength was contributed by the insert diaphragm, the faceplate and the side plate of the column. An optimized plastic hinge relocation configuration was also investigated by FEM to further improve the seismic performance of the joint. Finally, the design method and configurational suggestions were proposed based on the Chinese specifications to facilitate practical applications/design of the proposed insert-diaphragm connection.

Parametric study on lateral behavior of totally precast RC shear wall with horizontal bolted connection

Dry-type connections have gained considerable popularity worldwide due to their superior construction efficiency and quality. However, a significant drawback of most conventional dry-type connections is the direct embedding of connectors in the concrete wall panel, consequently causing stress concentration in the connections and leading to extensive spalling of concrete. This study introduces an innovative high-strength bolted connection as a solution to address the problem of stress concentration in concrete. To evaluate the seismic performance of the high-strength bolted connection, monotonic lateral loading tests were conducted. In this study, a finite element (FE) model was developed using ABAQUS software, and validated through experimental results. Furthermore, a parametric study was conducted using the FE model to assess the influence of several key design parameters on the lateral response and anti-slip capacity of the bolted connection in the precast shear wall. These parameters include bolt specifications, anti-slip coefficient, flange thickness of the H-connector, widths of the initial gap, axial compression ratio, and connection arrangement. The results indicate that the anti-slip capacity is not significantly influenced by the flange thickness of H-connectors and initial gap width, but it increases with an increase in bolt specification, slip coefficient, and axial compression ratio. Additionally, the ultimate bearing capacity of the precast shear wall remains unaffected by both the anti-slip coefficient and the initial gap width. Moreover, the high-stress area of the H-connector is concentrated at the ends. Finally, the design parameters are recommended according to the numerical analysis results.

Seismic Behaviors of Novel Steel-Reinforced Concrete Composite Frames Prestressed with Bonding Tendons

To investigate the seismic behaviors of novel steel-reinforced concrete composite frames prestressed with bonding tendons (PSRCFs), 15 groups of PSRCF specimens were designed with the following main parameters: the cubic compressive strength of high-strength concrete (fcu), the axial compression ratio of frame columns (n), the slenderness ratio of frame columns (β), the steel ratio of angle steel (α), the span–height ratio of frame beams (L/hb), and the prestressing degree (λ). Based on the modified concrete constitutive model proposed by Mander and the prestressing effect applied by the cooling method, the finite element models of PSRCFs were established by using ABAQUS software, the static analysis on the frame structures under the combined actions of axial forces and horizontal loads was carried out, and the monotonic load–displacement curves were explored. By comparing with the skeleton curves obtained by the experimental hysteretic curves, the rationality of the modeling method was verified. The PSRCFs had good mechanisms of strong columns and weak beams. Based on this, the influences of different parameters on the seismic behaviors such as hysteretic curves, skeleton curves, stiffness degradations, energy dissipation capacities, and ductility of the specimens were investigated. The results show that the hysteretic curves of the PSRCFs are full and have no pinch phenomenon. The ultimate load and the stiffness degradation of specimens can be improved significantly by increasing α, and on the contrary, the ultimate load and stiffness degradation decreased by increasing β. The ductility of the specimens decreased gradually with the increasing β and n. The energy dissipation capacity of the specimens decreased with the increasing β. The trilinear model of the skeleton curves and the restoring force model of PSRCFS were established by statistical regression, which agree well with the numerically simulated results. These can provide theoretical support for the elastoplastic analysis on this kind of PSRCF structure.

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%.

Compressive–Flexural Failure Mechanism and Bearing Capacity Calculation of Over-Ranging Tapered CFDST Members for Support Structures of Offshore Wind Turbines

Upon the higher requirement on high-performance structures of large-scale supporting structures of offshore wind turbines, the systematic analysis on the compressive-flexural behavior and ultimate bearing capacity of tapered concrete-filled double skin steel tubular (CFDST) members designed by over-ranging parameters was performed. Investigating the entire-process mechanism, e.g., the moment–deformation response, stress development, interaction stress, and subassembly contribution, was based on the finite element (FE) analysis, where the moment–deformation curve can be distinguished by four characteristic points, and the transverse local buckling of outer tube partly weakens distribution height of interface pressure in compression zone compared to that in tension zone. Influences of material strengths and geometric parameters were examined by the parametric study, e.g., increasing tapered angle (ψ) slightly reduces the bearing capacity; the higher axial compression ratio (n) contributes a noteworthy action on the post-peak behavior and carrying capacity, e.g., the bearing capacities at n = 0.9 and n = 0.5 reduce by 64.14% and 18.44% compared to capacity at n = 0.1, respectively; influence of Do/to ratio is more significant than Di/ti ratio. Subsequently, the modified cross-sectional stress integration (CSI) method was proposed to predict the moment–strain (M-ε) curves of tapered CFDST members; meanwhile, a confined concrete model with transverse confinement stress as an explicit parameter was modified, and influences of different confined concrete models on predicting M-ε curves were compared. Finally, design methods based on the modified CSI method and limit state method were proposed as a simplified calculation method to determine the correlative relationship of axial compressive strength and moment-resisting capacity (N-M curve).

Numerical simulation and theoretical analysis on RECC ring beam joints for RECC-encased CFST composite columns

The failure mechanisms of reinforced engineered cementitious composite (RECC) ring beam joints were numerically analysed using finite element (FE) software of ATENA. The failure mode, load-carrying capacity, ductility, and distribution of the strain in the steel reinforcement were comprehensively investigated. The simulation results showed that the RECC ring beam significantly contributed to the mechanical property of the joint. Part of the circumferential reinforcement in the ring beam contributed to the shear strength and improved the strength of the core ECC by the restraint effect. A total of 46 specimens were subsequently investigated to examine the influences of the circumferential reinforcement ratio, stirrup ratio, axial compressive ratio, tensile properties and compressive strength of ECC on the seismic behaviour of RECC ring beam joints. Finally, a simplified softened strut-and-tie model was proposed to predict the shear-carrying capacity of the RECC ring beam joint.

Parametric study of steel-beam to flat-rectangular CFST column connections with small-size diaphragms

This paper studies the influence of various design parameters on the hysteretic behavior of beam-to-column connections between steel beams and flat rectangular concrete filled steel tubular (CFST) columns with small-size external diaphragms. Finite element models for the corner and exterior connections in a frame structure are developed and validated using test results. The influence of the parameters including the axial compression ratio, the thickness and flatness of the rectangular steel tube, and the size of the diaphragm on the hysteresis, load capacities, ductility, and energy dissipation capacities of the connections are particularly evaluated. Based on the evaluation, recommendations on the optimum design of the parameters are provided to ensure reliable hysteretic behavior of the connections for the seismic design of steel structures. This study provides the knowledge for the use of small-size external diaphragms beyond the limitation of existing design specifications for beam-to-column connections, which is meaningful to best exploit the unique properties of flat rectangular CFST columns and widen their applications in residential buildings.

Study on Impact Resistance of All-Lightweight Concrete Columns Based on Steel Fiber Reinforced and Various Axial Compression Ratio

Concrete columns in service are exposed to threats such as accidental impacts and explosions, which pose potential risks to the safety of buildings. Although fully lightweight concrete elements prepared from non-sintered fly ash ceramic pellets and pottery sand are widely used in engineering practice, the dynamic response of such elements under impact loading is not supported by adequate research data. Therefore, in this study, the dynamic response of all-lightweight concrete columns under impact loading with different axial compression ratios (0.1, 0.2, and 0.3) was investigated by means of drop hammer impact tests, and the potential of shear wave steel fibers in mitigating structural damage and preventing structural failure was investigated. The results of the study reveal that the specimens primarily exhibit shear and bending damage under impact loading. With an axial compression ratio of 0.1, the specimen is dominated by bending damage. As the axial compression ratio increases from 0.1 to 0.3, the specimen’s damage mode transitions to shear damage dominance. This change results in a larger impact force and displacement response while experiencing lower displacement acceleration. Additionally, the introduction of steel fibers improves the strength and stiffness of the specimens, shifting their behavior from shear to bending damage. Consequently, this reduces impact damage, mid-span displacement, and displacement acceleration while enhancing the specimen’s response to the impact force and its capacity for deformation energy dissipation.

Experimental and numerical investigations on cyclic performance of L-shaped-CFT column frame-buckling restrained and unrestrained steel plate shear walls with partial double-side/four corner connections

L-shaped concrete-filled tubes (CFTs) column is adopted in frame-buckling restrained and unrestrained steel plate shear walls (BRSPSWs and SPSWs) to enhance the lateral performance of high-rise buildings. Four single-bay, two-story specimens are tested under cyclic quasi-static loads. Partial double-side and four-corner connection types connect the steel plate with beams and columns. To deeply analyze the buckling behavior of the steel plates, concrete panels are installed on both sides of the steel plates for two specimens. Moreover, the concrete infill and panels were made from recycled aggregate concrete (RAC). The hysteretic curves corresponding to failure modes and characteristic capacities are reported and examined. The outcomes infer that both SPSWs and BRSPSWs reflect excellent seismic behavior. Double-side connection improves ductility, energy consumption and displacement, while the four-corner greatly contributes to the bearing capacity and stiffness. Besides, sandwiching the steel plates with concrete panels grooves the buckling of the steel plates, so the characteristic capacities are influenced moderately. In addition, the four tested specimens' hysteretic responses and failure patterns are emulated using the finite element (FE) application ABAQUS and compared to test results. The FE modeling method can simulate the failure modes and load-displacement curves. Based on validated FE models, out-of-plane and equivalent plastic strains are deeply discussed to reflect the effect of connection forms and the use of concrete panels on bucking restrained and overall seismic behavior. Parametric analyses are performed to investigate the key factors on the overall cycle performance of BRSPSWs. The parametric analyses imply that varying the configuration of steel plates impacts the bearing capacity and stiffness significantly, whereas modifying the concrete panels influences the characteristic capacities slightly. Furthermore, the columns expose excessive damage with increasing the axial compression ratio; hence, the overall seismic performance is impacted negatively. Ultimately, a design method of yield-bearing capacity is suggested and compared to the test and FE model results, showing excellent agreement.

Finite element analysis of seismic behavior of PVA-ECC pier columns based on ABAQUS

In order to study the seismic performance of PVA-ECC pier column, using the finite element analysis software ABAQUS as the main research means, combined with the measured data of two existing specimens, and taking the axial compression ratio, shear span ratio and stirrup spacing as changing parameters, the extended analysis of 13 specimens was carried out, and the influence of various influencing parameters on the seismic performance of pva-ecc pier column was discussed. The results show that the established ABAQUS finite element model has a high degree of coincidence in failure morphology, hysteretic curve, skeleton curve and stiffness degradation curve; The shear span ratio and axial compression ratio have a great influence on the type performance of PVA-ECC pier column. The influence of stirrup diameter on shear capacity is less than 5%.

Experimental Investigation on the Seismic Behavior of Ultra-High Performance Concrete Filled Steel Tubular Columns

ABSTRACT In this work, a total of nine ultra-high performance concrete (UHPC) filled steel tubular columns (UHPCFSTs) were fabricated and tested under cyclic loading. The results indicated that UHPCFSTs mainly exhibited flexural failure mode, compression-flexure failure mode and welding line fracture, and it changed from flexural failure mode to compression-flexure failure mode when the axial compression ratios exceeded 0.3. The elastic and ultimate drift ratios of UHPCFSTs were within the ranges of 1.37–2.05% and 2.38–4.32%, respectively, and the equivalent viscous damping coefficients were within the range of 0.197–0.358 when they failed, UHPCFSTs could sever as good choices in high seismic intensity areas.

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.

Experimental and numerical study of PEN FRP-strengthened circular RC columns under lateral cyclic loading with high axial compression ratio

This paper presents experimental studies and numerical simulations of circular reinforced concrete (RC) columns wrapped with Polyethylene Naphthalate fiber reinforced polymer (PEN FRP, a kind of large-rupture-strain FRP) and conventional CFRP. A total of seven columns were designed and fabricated, including a control column, three columns strengthened with CFRP, and three columns strengthened with PEN FRP. All columns were subjected to cyclic lateral load and a constant high axial load. The effectiveness of PEN FRP strengthening was systematically analyzed and discussed regarding the failure mode, displacement ductility, lateral cyclic load–displacement curve, stiffness degradation and energy dissipation capacity. The test results indicated that the control column exhibited inferior ductility and peak lateral strength, while FRP-strengthened columns possess better energy dissipation capacity and ductility. Further study found that PEN FRP was preferred to CFRP with similar tensile stiffness in seismic strengthening. Finally, based on the cyclic compression model of LRS FRP-strengthened concrete, the improved tensile model of FRP-strengthened concrete, and the cyclic stress–strain model of reinforcing steel, numerical simulations for seismic performance were carried out in OpenSees. It was found that the numerical simulation results of all FRP-strengthened RC columns were in excellent agreement with the test results. To better understand the effect of FRP confinement stiffness on the seismic performance of circular columns, parametric analysis was performed. Results showed that the numerical simulations need to consider the buckling of longitudinal reinforcement for accurately predicting the seismic behavior of FRP-strengthened columns of lower confinement stiffness.

Investigation on hysteretic performance of assembled H-shaped steel frame-corrugated steel plate shear wall with different corrugated orientation and wavelength

The hysteretic performance of assembled H-shaped steel frame-corrugated steel plate shear wall (HCSW) was investigated with low cycle reciprocating loading test. The assembled HCSW structure was used as lateral load-resisting system for high-rise building, and its stiffness was excellent. Compared with the traditional steel shear wall, the HCSW had better seismic performance. Moreover, when the frame was not damaged, the embedded corrugated steel plate could be easily disassembled and replaced. Three HCSW specimens with different steel plate corrugation orientation and the corrugation wavelength were fabricated. The hysteretic performance of three HCSW specimens was fully compared. The key issues, failure process, hysteresis curves, skeleton curves, carrying capacity and energy consumption were discussed in depth. The corrugated steel plate was yielded prior to the frame column, indicating that the HCSW specimens behaved as a desirable sequence of material yielding. The energy consumption performance of HCSW specimen was well. The ductility and carrying capacity of HCSW specimen with small wavelength were greater than that of other two specimens. In addition, the hysteretic performance of HCSW specimen was simulated based on the established finite element model analysis. The simulated results of finite element model were in good agreement with the test results. The effects of corrugated steel plate width-to-thickness ratio, width-to-height ratio and axial compression ratio on the performance of assembled HCSW were analyzed and discussed based on the finite element model. And according to the results, the design suggestions of assembled HCSW were given. This research aimed to provide a reference for the design and evaluate the application of current design of provision for assembled HCSW. The application of the HCSW could avoid economic losses and reduce construction time.

Seismic behavior along the asymmetrical axis of T-shaped multi-partition steel–concrete shear walls

Five specimens have been tested under cyclic lateral loads to explore the seismic behavior of T-shaped multi-partition steel–concrete shear walls along the asymmetrical axis. The loading has been applied by considering the torsion effect from non-coincidence between the lateral loads and the shear center in this study. The main parameters of the test are the axial compression ratio and section height-to-breadth ratio aiming to study the vertical load and web constraint effect. The test results indicate that the failure mode of all specimens along the asymmetric axis is bending failure with minor shear deformation measured during loading. The yield drift (1/138) and the ultimate drift (1/41) of the T-shaped multi-partition steel–concrete shear walls could meet the requirement of the corresponding code, namely 1/350 and 1/70, respectively. The increase in axial compression ratio increases the out-of-plane displacement but decreases the ductility of the specimens, whilst the increase in section height-to-breadth ratio decreases the out-of-plane displacement of the specimens. The relatively small torsion angle of less than 0.6° indicates that the T-shaped multi-partition steel–concrete shear walls have good torsion resistance. Under the cyclic lateral loads along the asymmetrical axis, the out-of-plane displacement of the T-shaped specimen will occur on the side without the web. The web elastic stress distribution model can predict the lateral resistance more accurately, whilst the full-section plastic stress distribution model overestimates the lateral resistance of T-shaped multi-partition steel–concrete shear walls.