Structures最新文献

{"title":"Seismic performance of cross hoop-head mortise and tenon joints under different degrees of looseness","authors":"Yunpeng Chu ,&nbsp;Qin Li ,&nbsp;Mengqian Zeng ,&nbsp;Jiahao Wang ,&nbsp;Song Gu","doi":"10.1016/j.istruc.2025.110268","DOIUrl":"10.1016/j.istruc.2025.110268","url":null,"abstract":"<div><div>Cross hoop-head mortise and tenon joints are commonly used in corner joints of traditional timber structures such as halls and ancestral temples. Due to prevalent shrinkage-induced looseness during long-term service, quasi-static tests were conducted on 4 specimens, including 1 intact joint and 3 joints with varying looseness degrees, to investigate the effects of looseness on seismic performance, along with parametric analyses of friction coefficient, elastic modulus and axial load on bending resistance. Key findings include: (1) The intact joint primarily fails through tenon root shear failure and longitudinal cracks in beams, whereas loose joints exhibit longitudinal cracking at mortise-tenon interlocking area and shear fractures in mortise. Cracks developed in the Pu-pai Fang as looseness increased. (2) Beam 1 exhibited superior load-bearing performance in reverse loading compared to forward loading, whereas Beam 2 demonstrated comparable performance under both loading directions. Beam 1 showed higher sensitivity to looseness, but Beam 2 achieved greater ductility. (3) At 12 % looseness, peak bending moments declined by 28.37 % for Beam 1 and 12.55 % for Beam 2, while the cumulative energy dissipation of the joint decreased by 32.25 %. (4) When the friction coefficient increased from 0.2 to 0.6, the forward and reverse peak bending moments rose by 5.20 % and 5.54 %, respectively. As the longitudinal and transverse elastic moduli increased from 0.75E to 1.25E, the peak bending moments increased by 16.75 % and 37.70 %, respectively. Axial load exhibited negligible impact on the seismic performance of the joints.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"81 ","pages":"Article 110268"},"PeriodicalIF":4.3,"publicationDate":"2025-09-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145119168","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Experimental study and theoretical analysis of the shear resistance performance of high-strength bolt connectors in prefabricated steel-concrete composite beams","authors":"Mingqian Zhang,&nbsp;Kang Ma,&nbsp;Jiaqi Wei,&nbsp;Zhuo Wang,&nbsp;Kangjia Cao","doi":"10.1016/j.istruc.2025.110229","DOIUrl":"10.1016/j.istruc.2025.110229","url":null,"abstract":"<div><div>To achieve the full assembly and detachability of steel beams and concrete floor slabs, this study employed high-strength bolt connections in steel-concrete composite beams. Five push-out tests were designed to analyze the load-slip curves, shear stiffness, ductility coefficients, and detachable performance of the connections comprehensively. The results show that the failure of the steel–concrete composite beams starts from the shear yield of the bolt and the partial crushing of the concrete, and the final failure mode is bolt shear. The bolt diameter and concrete strength are the two major factors that determine the shear capacity of composite beams. The concrete strength is appropriately reduced, which is a novel result, and after the local pressure and cracking of the concrete, the contact area between the bolt and the concrete hole increases, and the bearing capacity and deformation increase. By defining the bolt strength and concrete strength, the bearing capacity ratio <em>η</em> is calculated, and the calculation formula of the shear bearing capacity and the <em>η</em> of the composite beam is established. The results of this paper provide an important theoretical reference for the design of the bolt shear capacity of composite beams and the possibility of a fully assembled and detachable structure.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"81 ","pages":"Article 110229"},"PeriodicalIF":4.3,"publicationDate":"2025-09-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145119130","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Damage assessment in fatigue-prone connection of orthotropic steel deck based on Lamb-wave characteristic","authors":"Linze Shi ,&nbsp;Yong Ding ,&nbsp;Bin Cheng","doi":"10.1016/j.istruc.2025.110240","DOIUrl":"10.1016/j.istruc.2025.110240","url":null,"abstract":"<div><div>Orthotropic steel deck is extensively utilized in infrastructure owing to its superior structural performance; however, it is susceptible to fatigue failure induced by stress concentration. Lamb-wave technique offers advantages for fatigue damage assessment, including broad coverage and high sensitivity to damage, while the propagation characteristics of Lamb-wave in fatigue-prone connection of orthotropic steel deck remain poorly revealed. This study investigates the damage assessment in fatigue-prone connection of orthotropic steel deck based on Lamb-wave characteristic. Theoretical deduction was primarily performed to derive the frequency dispersion curves of Lamb-wave in fatigue-prone connections, and numerical simulation was then conducted to examine the influence of fatigue damage on Lamb-wave propagation characteristics. Modal experiment was finally carried out to verified above wave characteristics. The results demonstrate that the dispersion characteristic of Lamb-wave in special-shaped sections from fatigue-prone connections lead to both frequency bandwidth amplification and multi-modal vibration responses. Meanwhile, the effect of damage on Lamb-wave propagation exhibits phase hysteresis behavior as damage length increases, while the wave characteristic reveals distinct dependence patterns with damage length. Furthermore, the proposed damage evaluation model incorporates both damage severity parameters and Lamb-wave propagation characteristics, demonstrating potential for quantitative damage severity assessment based on Lamb-wave signals. The research contributes both fundamental insights into wave-damage interaction and practical methodology for structural health monitoring application.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"81 ","pages":"Article 110240"},"PeriodicalIF":4.3,"publicationDate":"2025-09-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145119167","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Continuity of seismic performance of concrete-filled steel tubular columns across strength sequence variation from NSC through HSC to UHSC","authors":"Ming-Xiang Xiong ,&nbsp;Peng-Wei Pi ,&nbsp;Yue-Ling Long","doi":"10.1016/j.istruc.2025.110260","DOIUrl":"10.1016/j.istruc.2025.110260","url":null,"abstract":"<div><div>This study evaluates the continuity of seismic performance in square concrete-filled steel tubular (CFST) columns as concrete strength progresses from normal-strength concrete (NSC) through high-strength concrete (HSC) to ultra-high-strength concrete (UHSC). Through integrated experimental testing and numerical modeling, the research reveals how key performance metrics—hysteretic behavior, energy dissipation, ductility, and failure modes—evolve continuously across the strength spectrum. Experimental results demonstrate a progressive enhancement in load-bearing capacity (peak load increases by 46.5 % from C30 to C120) but a gradual decline in ductility (ductility index drops by 43.2 %) and energy absorption (ultimate damping coefficient decreases by 43.4 %), underscoring the inherent trade-offs governing performance continuity. A validated OpenSees model, extended to 182 parametric cases, further confirms that higher axial compression ratios amplify brittleness in UHSC columns, reducing post-peak displacement compared to NSC; higher slenderness ratios disproportionately diminish load capacity and elevate peak displacement in high-strength columns; wider width-to-thickness ratios enhance flexural capacity and displacement resilience in NSC, though benefits diminish with concrete strength. Overall, increasing concrete strength systematically elevates load capacity but reduces ductility, forming a nonlinear strength-ductility continuum where UHSC’s superior stiffness and load-bearing capacity are offset by brittle failure mechanisms. By bridging NSC, HSC, and UHSC behaviors, this study establishes a framework for optimizing CFST columns to maintain performance continuity under evolving material and loading demands in earthquake-resistant structures.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"81 ","pages":"Article 110260"},"PeriodicalIF":4.3,"publicationDate":"2025-09-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145119129","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Uniform structural deformation oriented viscoelastic damper design and seismic performance enhancements estimation","authors":"Linfei Hao ,&nbsp;Rong Deng ,&nbsp;Huating Chen ,&nbsp;Yuquan Zhang ,&nbsp;Kiwoong Jin ,&nbsp;Jian Huang","doi":"10.1016/j.istruc.2025.110247","DOIUrl":"10.1016/j.istruc.2025.110247","url":null,"abstract":"<div><div>This study proposes a straightforward design method for supplemental viscoelastic dampers (VEDs) to achieve a uniform interstory drift ratio (IDR) distribution. By accounting for the IDR uniformization, the method not only enhances seismic performance but also improves the accuracy of estimating the seismic intensity required for the target performance status. Existing design methods often rely on iterative procedures or neglect IDR distribution changes, leading to inaccurate seismic response assessment and damper design parameters. This study introduces two key innovations: (1) the design method includes the effects of higher-order structural vibration modes and seismic motion characteristics; (2) the damper design and performance estimation methods are simple, direct, and non-iterative, facilitating rational damper planning prior to detailed design optimization. The damper stiffness at each story is designed to match the distribution of story shear capacity with that of story seismic shear, while the damping coefficients are determined from the target supplemental equivalent damping ratio. The proposed design and estimation methods are verified through time-history analyses of multi-degree-of-freedom (MDOF) models under ground motions with varying spectral characteristics. As structural modal periods and ground motion characteristic period increase, especially for the bare structures with highly non-uniform IDR distributions, the method effectively improves IDR uniformity and yields more accurate estimates of the seismic intensity required for target performance. Analyses further demonstrate that enhancing IDR uniformity could evidently reduce maximum IDR with lower supplemental damping demand.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"81 ","pages":"Article 110247"},"PeriodicalIF":4.3,"publicationDate":"2025-09-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145119131","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"A new nodal shift-based evolutionary structural optimization method for truss design","authors":"Yaping Lai ,&nbsp;Gang Liu ,&nbsp;Yi Min Xie","doi":"10.1016/j.istruc.2025.110202","DOIUrl":"10.1016/j.istruc.2025.110202","url":null,"abstract":"<div><div>Truss optimization is a critical field in structural engineering, directly influencing material efficiency and load-bearing performance. This study introduces a new nodal shift-based evolutionary structural optimization method that enhances structural efficiency through adaptive nodal repositioning. The proposed approach integrates a gradient-based framework with an augmented Lagrangian formulation to enforce volume constraints, while the adaptive moment estimation algorithm is employed to achieve rapid convergence. In addition, spatial gradient smoothing is applied to mitigate numerical instabilities and ensure a stable optimization process. By dynamically adjusting nodal coordinates within allowable bounds, the method optimizes truss geometries while maintaining feasibility. A series of numerical examples in both 2D and 3D demonstrate significant reductions in peak tensile and compressive stresses, lower maximum displacements, and enhanced overall structural stiffness. Integration with parametric modeling and finite element analysis tools further highlights its practical applicability in complex and irregular design domains. This research offers a robust framework that overcomes the limitations of conventional fixed-node methods. It not only expands the traditional design space by enabling nodal repositioning but also provides a computationally efficient and robust optimization strategy for truss structures. These advancements offer a practical and effective solution for enhancing the structural performance and material efficiency of truss designs in complex, real-world engineering applications.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"81 ","pages":"Article 110202"},"PeriodicalIF":4.3,"publicationDate":"2025-09-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145119169","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Maximal deflection and deck-end rotation angle assessment for two-tower three-span suspension bridges under live load: An analytical algorithm","authors":"Li-ming Zhao ,&nbsp;Wen-ming Zhang ,&nbsp;Yu-peng Chen","doi":"10.1016/j.istruc.2025.110242","DOIUrl":"10.1016/j.istruc.2025.110242","url":null,"abstract":"<div><div>Two-tower three-span suspension bridges (2T3S-SBs) have found extensive applications worldwide due to their excellent spanning capacity and mechanical performance. With the continuous improvement of suspension bridge spans and the gradual emergence of high-speed railway suspension bridges, it is urgent to estimate the maximum deflection and maximum deck-end rotation angle of the stiffening girder under live load. For this purpose, this paper derives the deflection equations of the entire deck and deck-end rotation angle in a 2T3S-SB based on the deflection theory. The position and length of the live load are treated as design variables, and the deck deflection and deck-end rotation angle as objective functions. The maximum deck deflection under live load, maximum positive and negative deck-end rotation angles, and the corresponding live load conditions are estimated using the simulated annealing algorithm. The accuracy of the proposed analytical algorithm is validated by trial calculation using the finite element model (FEM). The analytical algorithm proposed in this article allows one to avoid the finite element modeling, influence line extraction, trial calculation for multiple load cases, or multi-point comparison. While ensuring calculation accuracy, it greatly improves the solving efficiency. In addition, the analytical algorithm is used to analyze the influence pattern of several structural parameters of the suspension bridge on the maximum deck deflection and maximum deck-end rotation angle: dead load, span length, ratio of side span to middle span, sag-to-span ratio in the main span, bending stiffness of the deck, axial stiffness of the main cable, and lateral stiffness of the tower.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"81 ","pages":"Article 110242"},"PeriodicalIF":4.3,"publicationDate":"2025-09-22","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145119170","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"A comprehensive multi-level approach for seismic failure analysis of masonry churches in Sorrento (Naples, Italy)","authors":"Luigi Amitrano ,&nbsp;Giovanna Longobardi ,&nbsp;Antonio Formisano","doi":"10.1016/j.istruc.2025.110264","DOIUrl":"10.1016/j.istruc.2025.110264","url":null,"abstract":"<div><div>Italy hosts a vast array of ecclesiastical buildings, many constructed well before the establishment of modern seismic design codes. As a result, these structures were built without consideration for seismic forces and frequently lack the box-like structural behavior essential for earthquake resistance. Recent seismic events have exposed their pronounced vulnerability to both local and global failure mechanisms, endangering human lives and threatening the conservation of invaluable architectural heritage. Against this backdrop, the present study evaluates the accuracy and applicability of the simplified mechanical model outlined in the Italian Guidelines for Cultural Heritage (IGCH), with a focus on Evaluation Level 1 (EL1). The investigation centers on a representative sample of masonry churches located in Sorrento, a municipality within the province of Naples. The study commenced with the application of the CarTiS first-level form to delineate sub-municipal sectors and classify the buildings according to their structural typologies. Subsequently, the CarTiS second-level form was employed to perform a detailed typological and structural characterization through comprehensive collection of geometric and construction-related data for each church. From this dataset, six churches were selected for an in-depth seismic vulnerability assessment conducted in multiple stages. Initially, the EL1 screening method was applied to facilitate large-scale preliminary evaluation. This was complemented by a more sophisticated analysis employing a macro-element modeling approach via the 3Muri software, enabling detailed assessment of both global and local structural responses. Two critical comparative analyses were then conducted: one between the EL1 acceleration factor and the αSLV coefficient derived from Evaluation Level 3 (EL3), and another comparing the EL1 damage index with damage indices obtained through local mechanism analyses. Although limited by a small sample size, the findings demonstrate a strong correlation across methodologies, validating the simplified EL1 approach as a reliable and efficient tool for preliminary seismic assessment of historic masonry churches exposed to earthquake risk.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"81 ","pages":"Article 110264"},"PeriodicalIF":4.3,"publicationDate":"2025-09-21","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145097262","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Pullout behavior of perforated steel plate connections with UHPC","authors":"Hong-Song Hu ,&nbsp;Jun-Xin He ,&nbsp;Yi-Chao Gao ,&nbsp;Syed Humayun Basha ,&nbsp;Yue-Yue Tan ,&nbsp;Ershad Ahamed Shaik","doi":"10.1016/j.istruc.2025.110203","DOIUrl":"10.1016/j.istruc.2025.110203","url":null,"abstract":"<div><div>This paper presents an innovative non-contact lap splice connection system for integrating double-steel-plate composite (DSPC) walls with reinforced concrete (RC) structures. This system employs ultra-high performance concrete (UHPC) and perforated steel plates to reduce the bar-to-plate lap splice length and simplify construction procedures. To evaluate the pull-out behavior of the perforated steel plate connections with UHPC, 21 specimens were designed and fabricated for monotonic tensile testing. Key test parameters included the perforated plate spacing, number of holes, and hole diameter. The primary failure modes were concrete overall pull-out failure and rebar fracture. For concrete pull-out failure, the load-slip curve displayed three distinct phases: elastic phase, plastic development phase, and descending phase. Specimens with perforated plates demonstrated higher elastic limit loads than non-perforated counterparts, and the peak-to-elastic-limit load ratios range from 1.24 to 1.40. During the descending phase, the load decreased linearly with increasing slip. The peak load increased proportionally with the number and diameter of holes, while perforated plate spacing showed negligible influence on the peak load. Both the peak load and shear stiffness exhibit a strong linear correlation with the area of the UHPC dowels. Based on the test results, design formulae for predicting the shear capacity of the novel perforated plate connections were proposed.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"81 ","pages":"Article 110203"},"PeriodicalIF":4.3,"publicationDate":"2025-09-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145097260","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}

{"title":"Influence of low-cycle fatigue loading patterns on the shear performance of headed stud shear connectors","authors":"Dongyang He ,&nbsp;Yuqing Liu ,&nbsp;Xiaoqing Xu ,&nbsp;Tao Yang ,&nbsp;Hongmei Tan","doi":"10.1016/j.istruc.2025.110250","DOIUrl":"10.1016/j.istruc.2025.110250","url":null,"abstract":"<div><div>Seismic actions exhibit randomness and complexity. In steel-concrete composite structures, headed stud shear connectors may be subjected to either unidirectional or bidirectional low-cycle fatigue loading due to varying spatial positions and stress states during seismic actions, resulting in different shear performances. The shear performance of headed stud shear connectors under bidirectional and unidirectional fatigue loading patterns, as well as different amplitude variation types, was compared through six push-out tests for the first time in this study. The specific shear performance indexes include the failure mode, shear capacity, skeleton curve and residual deformation. A systematic comparison of the performance degradation mechanisms under various low-cycle fatigue loading patterns was conducted though nonlinear finite element modelling. A parametric analysis was performed to evaluate the impact of stud diameter and concrete strength on shear performance under different loading patterns. The results show that although push-out specimens under low-cycle fatigue loading typically fail via stud root fracture. The maximum shear capacity of bidirectional fatigue loading specimens is 8.3 %-16.0 % lower than unidirectional specimens due to faster and larger accumulation of equivalent plastic strain (PEEQ) at the stud’s fracture section. The residual slip follows an exponential function of the cycling maximum slip in the early loading stage, transitioning to a linear relationship once the slip exceeds 1.0 mm. This function is slightly affected by the stud diameter, concrete strength, loading pattern, and direction.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"81 ","pages":"Article 110250"},"PeriodicalIF":4.3,"publicationDate":"2025-09-20","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"145097327","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":2,"RegionCategory":"工程技术","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}