To systematically investigate the effects of C-shaped and rectangular steel frames on the seismic performance of assembled composite shear walls, this paper, based on the validation of existing pseudo-static test results, employs ABAQUS software to establish refined finite element models, and carries out parametric analyses on C-shaped steel-frame composite shear walls (CSCSWs) and rectangular steel-frame composite shear walls (RSCSWs). With shear-span ratio, axial-load ratio, boundary frame steel plate thickness, and concrete strength grade as variables, a total of 28 numerical models are designed to systematically examine the influence laws of each parameter on bearing capacity, ductility, energy dissipation capacity, and failure modes, and to reveal the performance differences in the confinement mechanisms of the two cross-sectional types. The results indicate that: as the shear-span ratio decreases from 3.0 to 1.0, the bearing capacity increases by up to 171%, but the ductility drops by up to 43%, and the failure mode shifts from flexure-dominated to shear-dominated; increasing the steel plate thickness can simultaneously enhance bearing capacity and ductility, with the peak load increasing by up to 52% and cumulative energy dissipation by over 110%, the mechanism being the synergistic enhancement of the flexural contribution of the boundary frame and the passive confinement effect on the core concrete; increasing the axial-load ratio can improve bearing capacity by about 24%, but significantly impairs ductility and energy dissipation capacity, and it is recommended that the design axial-load ratio be controlled between 0.26 and 0.43; the concrete strength grade has a limited effect on bearing capacity, and as the strength increases, brittle characteristics emerge, leading to a ductility decrease of about 12%; therefore, provided that the strength requirements are met, enhancing the concrete strength grade should not be taken as the primary technical approach for improving the seismic performance of such structures. Comparing the two cross-sectional types, the rectangular cross-section, by providing more uniform and effective lateral confinement, exhibits superior bearing capacity, ductility, and energy dissipation to the C-shaped cross-section across the entire parameter domain, and its performance advantages are more pronounced under conditions of high axial-load ratio and large shear-span ratio.
To reduce the modeling effort and computational cost of assembled composite shear walls with C-shaped steel frames in global structural analysis, this study proposes an engineering-oriented simplified mechanical analysis method. Three representative specimens—a C-shaped steel-frame composite shear wall (CSCSW), a rectangular steel-frame composite shear wall (RSCSW), and a T-shaped, C-shaped steel-frame composite shear wall with a vertical connection (VTCSWC)—are decomposed into functional modules according to their load-transfer mechanisms. Simplified models comprising axial springs, diagonal braces, and a modified three-vertical-line-element model are established. Degrading bilinear Clough and trilinear Takeda models are adopted as the restoring-force relationships, and the governing parameters are determined through mechanical equilibrium analyses. The three simplified wall models are implemented in OpenSees to obtain hysteresis curves, skeleton curves, and stiffness-degradation responses. Comparisons with quasi-static test results show that the errors in peak load and secant stiffness are both within 10%, while the models reproduce the stiffness degradation and pinching characteristics of the specimens. Relative to refined three-dimensional solid finite element models, the proposed approach substantially reduces computational cost without compromising engineering accuracy, providing an efficient tool for structural design and seismic performance assessment of assembled C-shaped steel-framed composite shear-wall systems.
Xuan Mo, Dan Liang, Fali Guo et al.· Buildings· 0 citations
Concrete-filled double-steel-plate composite shear walls and cold-formed U-shaped steel–concrete composite beams have been recently developed for high-efficiency steel plate–concrete composite structures. In this study, a novel composite coupled shear wall (U-DSP-CW) specimen was designed and subjected to a quasi-static test, with two concrete-filled double-steel-plate composite shear walls connected by U-shaped steel–concrete composite coupling beams. The seismic performance of the novel composite coupled shear wall was evaluated based on its failure modes, hysteretic behavior, ductility, and stress distribution. The experimental results demonstrate that the U-DSP-CW system successfully achieved the intended “strong joint-weak member” and “strong walls-weak coupling beams” failure sequence, with joint regions remaining intact. The specimen exhibited stable hysteretic behavior and energy dissipation capacity, with a displacement ductility factor exceeding 3.0, although the ultimate drift ratio reached was approximately 1.0 %. A finite element (FE) model of the U-DSP-CW was developed in ABAQUS and validated against the experimental data, accurately capturing both the global load-displacement response and failure modes. Furthermore, multistory U-DSP-CW structural systems were established to investigate the influence of the coupling ratio. Based on the pushover analysis, the yield sequence of the components and the overall energy dissipation mechanism were examined. Finally, design recommendations, including the interstory drift ratio limit and a reasonable coupling ratio range, are proposed to facilitate practical engineering applications, including interstory drift ratio limits of
1
/
600
,
1
/
250
, and
1
/
85
for frequent, moderate, and rare earthquakes, respectively, and a reasonable coupling ratio range of 0.30 to 0.50.
W. Liang, Yuanlong Yang, Jian Zhang et al.· Journal of Structural Engine...· 0 citations
Corrugated steel plate shear walls are prone to buckling instability, which prevents them from fully utilizing their load-bearing capacity. To address this issue, a new structure called the continuous partially encased concrete column bundle shear wall (PEC-CBSW) has been developed. This is achieved by pouring concrete into the grooves of the corrugated steel plates, leveraging the excellent mechanical properties of confined concrete. To study the mechanical properties of this structural system under horizontal lateral loads, 21 numerical models are established using finite element analysis software. The research focused on key parameters such as steel plate thickness, spacing of welded batten plates, concrete strength grade, foam concrete density, and edge column section size. Their effects on important mechanical properties like bearing capacity and stiffness were analyzed. Theoretical calculations were conducted on the yield shear bearing capacity of the structural system under various parameters, and the yield shear bearing capacity of the PEC-CBSW under unidirectional loading was thereby derived. When the concrete strength grade is the same, with the increase of steel plate thickness, the improvement range of the shear capacity of the shear wall shows a trend of first increasing and then decreasing. In addition, both bearing capacity and stiffness are highly sensitive to variations in parameters such as steel plate thickness, edge column section size, and welded batten plate spacing. By comparing the theoretical calculation value of the yield shear capacity of the structure with the finite element simulation value, the error is within 15%.
Hui Zhang, Kun Zhou, Z. Yin et al.· Engineering Research Express· 0 citations
The arrangement of shear walls plays a fundamental role in controlling the seismic behavior of reinforced concrete buildings by affecting lateral stiffness and structural deformation during earthquake loading. This study investigates the seismic performance of the Ristia Resort reinforced concrete building subjected to three alternative shear wall layouts. Three numerical structural models with identical geometry, material properties, loading conditions, and seismic design parameters were developed, with the shear wall locations defined as the only variable. Seismic performance was evaluated through response spectrum analysis based on SNI 1726:2019. The evaluation considered inter-story drift, story stiffness, and the proportion of design base shear carried by the shear wall system. Among the investigated configurations, Model 1 achieved the best structural performance by reducing the third-floor inter-story drift by 10.69% and 11.19% relative to Models 2 and 3, respectively. It also increased the average X-direction story stiffness by 6.38% and 6.48%, while the shear wall system resisted 66.74% and 71.08% of the design base shear in the X- and Y-directions, respectively. These results demonstrate that a symmetrical shear wall arrangement provides a more efficient lateral load-resisting system and improves the overall seismic performance of reinforced concrete buildings.
Putu Didik Sulistiana, I. G. P. Putra, Cokorda Agung Yujana et al.· JURNAL TEKNIK SIPIL CENDEKIA...· 0 citations
Objectives: Irregular buildings are highly prone to torsional effects and excessive lateral deformations during earthquakes due to the non-uniform distribution of mass and stiffness. Although in Reinforced Cement Concrete (RCC) frame steel bracing systems and shear walls are widely used to enhance seismic performance, comprehensive comparative studies involving multiple bracing configurations and shear walls with identical location and orientation in irregular Steel–Concrete Composite (SCC) buildings remain limited. This study evaluates the effectiveness of different seismic resistance techniques in improving the seismic behaviour of an irregular SCC building. Method: A G+15 storey L-shaped SCC building was modelled and analysed in ETABS 22.0. For the same SCC structure five steel bracings Diagonal, Inverted V, V, K and X bracing and Reinforced Concrete (RC) shear walls were incorporated at identical locations. Response Spectrum Analysis (RSA) was performed in accordance with IS 1893(Part 1):2016. Seismic performance was assessed using storey displacement, storey drift, storey stiffness, fundamental time period and torsional irregularity ratio. Findings: The integration of seismic resistance techniques significantly improved the seismic performance of the irregular composite building. Among the bracing systems, X-bracing showed the best performance by reducing storey displacement, storey drift and fundamental time period by 56.06%, 60.42% and 37.88%, respectively. Inverted V-bracing provided the highest storey stiffness, whereas K-bracing achieved the lowest torsional irregularity ratio. The shear wall system showed best overall improvement, reducing displacement, drift, fundamental time period and torsional irregularity ratio by 70.29%, 76.52%, 51.63% and 40.87%, respectively, while achieving the highest storey stiffness. Novelty: Unlike previous studies focused on RCC and regular buildings or individual strengthening systems, the present study provides a comprehensive comparison of SCC structure with five steel bracing configurations and RC shear walls placed at identical locations under identical modelling, loading and seismic conditions to identify the most effective seismic resistance strategy.
Keywords: Steel-Concrete Composite structure, Plan Irregularity, Steel Bracing, Shear Wall, Response Spectrum Analysis
Manish Haveri· Indian Journal of Science an...· 0 citations
A total of 16 full-scale double-sided steel-sheathed cold-formed steel (CFS) shear wall specimens were tested to evaluate their in-plane shear performance under monotonic and cyclic loading, focusing on the effects of sheathing thickness and screw spacing. Under cyclic loading, increasing sheathing thickness and reducing screw spacing resulted in increases in shear capacity of up to approximately 120% and increases in initial stiffness of up to 20%, accompanied by a reduction in ductility due to restrained inelastic deformation. The walls exhibited a stable hysteretic response governed primarily by ductile, connection-related limit states. Observed failure modes included sheathing buckling, screw tilting with bearing deformation, pull-through, and screw shear failure. Full-field three-dimensional digital image correlation (3D DIC) measurements confirmed the development of diagonal tension-field action and distributed load transfer in double-sided walls, mitigating frame demands commonly reported for conventional single-sided systems in prior studies. Although double-sided steel sheathing requires additional material and fastening, the resulting gains in stiffness and strength can reduce the required wall length or number of shear walls in seismic design, improving overall system efficiency. Based on a combined database of 32 shear wall tests, including results from the present study and relevant literature, a modified effective strip method (ESM) is proposed to estimate the shear capacity of double-sided steel-sheathed CFS shear walls. The proposed formulation shows good agreement with experimental results and satisfies the target reliability requirements adopted for load and resistance factor design (LRFD), limit states design (LSD), and allowable strength design (ASD) design methods. These findings support the application of double-sided steel-sheathed CFS shear walls within a capacity-based seismic design framework.
K. Panchamoorthy, M. Madhavan· Journal of Structural Engine...· 0 citations
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