Structures最新文献

{"title":"Mechanical performance of early-age corbels in composite plate utility tunnels: Experimental and numerical study","authors":"Kaiyuan Zuo ,&nbsp;Zhiming Huang ,&nbsp;Yong Yang ,&nbsp;Yang Chen ,&nbsp;Lei Ma ,&nbsp;Mengting Li ,&nbsp;Xianda Luo ,&nbsp;Taotao Wang","doi":"10.1016/j.istruc.2025.108651","DOIUrl":"10.1016/j.istruc.2025.108651","url":null,"abstract":"<div><div>This study investigates the mechanical performance of early-age corbels in composite plate utility tunnels, designed to meet assembly and modularization requirements for nuclear power projects. To reduce construction time, precast slab are installed when the sidewalls' concrete (including corbels) have cured for seven days, and the top slab concrete must be poured later. This study used numerical simulation and static loading tests to examine the mechanical behavior of four early-age full-scale corbel specimens. with different longitudinal reinforcement anchorage forms and the presence or absence of stirrup configurations as primary parameters. The behavior of the tested specimens was discussed regarding the history of loading, damage patterns, load-deflection curve, toughness, and reinforcement strains. The results indicate that all specimens finally experienced flexural failure after going through the three stages of uncracked, working with cracks, and ultimate failure. The crack load, crack width, and crack development are mostly determined by the anchorage length and form of longitudinal reinforcements, which increased by 25.6 % after increasing the length. In contrast, the ductility and ultimate load of the specimens are significantly influenced by the stirrups. Compared to specimens without stirrups, those with stirrups exhibited an increase of up to 34.8 % and 15.3 % in ultimate load and a 152.4 % and 2.3 % improvement in toughness.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"75 ","pages":"Article 108651"},"PeriodicalIF":3.9,"publicationDate":"2025-03-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143642378","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":"Axial compression performance of planar DK-shaped diaphragm welded joints","authors":"Hongbo Liu ,&nbsp;Peizhao Sun ,&nbsp;Jijian Lian ,&nbsp;Liulu Guo","doi":"10.1016/j.istruc.2025.108612","DOIUrl":"10.1016/j.istruc.2025.108612","url":null,"abstract":"<div><div>In order to study the axial compression bearing capacity of the planar DK-shaped diaphragm welded joints and the improvement of the bearing capacity caused by the internal stiffeners, axial compression tests were conducted on three joints with 1:4 scale-down model specimens, and the failure mode, deformation, bearing capacity and stress distribution of the test specimens were obtained. The test results show that the internal stiffeners can significantly improve the axial compression bearing capacity, initial axial stiffness and local buckling. The finite element model was established to study the effects of geometric parameters on the mechanical properties of the joints, such as the diameter of the chord, the ratio of the section radius to wall thickness of the chord, the ratio of the diaphragm thickness to the chord wall thickness, the ratio of the chord diameter to the stiffener width, the ratio of the stiffener thickness to the chord wall thickness. The mechanical model of planar DK-shaped diaphragm welded joint is established, and the calculation method of axial compression bearing capacity is given. The comparison between the experimental and numerical results shows that the established mechanical model meets the accuracy requirements.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"75 ","pages":"Article 108612"},"PeriodicalIF":3.9,"publicationDate":"2025-03-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143632168","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":"Equivalent model simplification method for failure state study of large-span space grid arch structure","authors":"Zhihua Chen ,&nbsp;Hao Lin ,&nbsp;Xuanzhi Li ,&nbsp;Hongbo Liu ,&nbsp;Zhibo Li","doi":"10.1016/j.istruc.2025.108671","DOIUrl":"10.1016/j.istruc.2025.108671","url":null,"abstract":"<div><div>For any new structural system, the static load-bearing performance, including the failure state, failure mode, and ultimate bearing capacity, is one of the important research contents to ensure the safe operation of the structure itself. However, existing model test methods may not be well-suited to new structures, especially spatial structural systems with complex morphology. Consequently, this paper proposes an equivalent model simplification method for the study of the static failure of a new type spatial grid arch structure. Based on the failure state of the numerical model of the prototype structure, parameters such as the scale ratio, loading mode, and joint stiffness are simplified step-by-step. The prototype structure is simplified and made equivalent to a theoretical scaled finite element model according to the scale ratio and loading. Then, a scaled test model and an actual scaled finite element model are established through the correction of actual parameters such as materials, dimensions, and node stiffness, and are compared with and verified against the failure state of the prototype structure. Through the equivalent simplification of multiple models, the failure state, failure mode, and ultimate bearing capacity of the spatial grid arch structure are successfully determined. The proposed equivalent model simplification method can provide a new paradigm and an effective approach for the design of test models of new and complex structures.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"75 ","pages":"Article 108671"},"PeriodicalIF":3.9,"publicationDate":"2025-03-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143642379","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":"Compressive behavior of high strength concrete stuffed inside aluminum tube considering bolted bonding: An experimental and numerical study","authors":"Ramy I. Shahin ,&nbsp;Sabry Fayed ,&nbsp;Saad A. Yehia","doi":"10.1016/j.istruc.2025.108675","DOIUrl":"10.1016/j.istruc.2025.108675","url":null,"abstract":"<div><div>Concrete-filled aluminum tubes (CFAT) have emerged as promising structural elements due to their high strength and lightweight properties. This study investigates the compressive behavior of high-strength concrete encased in aluminum tubes with bolted bonding configurations, combining experimental testing and finite element analysis. Eight CFAT specimens with varying bolt configurations were tested under axial compression to evaluate their load capacity, stiffness, and failure mechanisms. Results indicated that bolted bonding significantly enhanced the composite action, increasing load capacity by up to 22 % compared to unbolted specimens and reducing displacement, thereby improving structural stiffness. A finite element model in Abaqus was validated against experimental data, demonstrating good predictive capability for load-displacement responses and failure modes. Findings suggest that bolted CFATs provide improved strength and ductility, with optimal performance achieved using three to four rows of bolts in dual-column configurations. This research offers valuable insights for designing CFAT structures in applications requiring high-strength and durable materials.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"75 ","pages":"Article 108675"},"PeriodicalIF":3.9,"publicationDate":"2025-03-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143632165","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 of PZ shear connectors in composite beams","authors":"Jie Yu ,&nbsp;Yu-Hang Wang ,&nbsp;Cheng-Yi Li ,&nbsp;Ji-Ke Tan ,&nbsp;Zhou Yu ,&nbsp;Qi-Wen Shen","doi":"10.1016/j.istruc.2025.108616","DOIUrl":"10.1016/j.istruc.2025.108616","url":null,"abstract":"<div><div>To investigate the shear bearing capacity performance of new type puzzled shaped connector (PZ shear connectors) in composite beams and offer a reference for the design of steel-concrete composite structures, a push-out test method was employed. This approach took into account various influencing factors, including the diameter and shape of the penetration holes in PZ shear connectors, the thickness of PZ shear connectors, and the presence and diameter of penetrating steel bars. Six sets of specimens were designed and fabricated, yielding load-slip curves. Static performance indicators such as bearing capacity, slip amount, shear stiffness, and ductility coefficient of PZ shear connectors were analyzed. Taking into account the inherent function of PZ shear connectors, a formula for calculating the bearing capacity of PZ shear connectors applied in general composite beams is proposed. The results indicated that the PZ shear connectors exhibited concrete shear failure, manifesting as through cracks during the failure process. The PZ connector did not yield or fail, while the penetrating steel bar yielded. Through analysis of the experimental results, it was found that increasing the shape and thickness of the through holes in PZ connectors increased the shear bearing capacity by 4.6 % and 10.6 %, respectively. Among the more important control factors, increasing the diameter of the through holes and steel bars in PZ bending connectors can respectively increase the bearing capacity by 16 % and 33.8 %. The shear stiffness and ductility of PZ shear connectors are satisfactory. The novelty of this study lies in the fact that the use of PK plates can facilitate the insertion and construction of steel bars and the proposed formula for the bearing capacity of PZ shear connectors aligns well with the experimental results.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"75 ","pages":"Article 108616"},"PeriodicalIF":3.9,"publicationDate":"2025-03-17","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143632167","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":"Seismic resilience of RC frame-shear wall structure equipped with PDYBRB, BRB, and VFD","authors":"Qianxin Wen ,&nbsp;Linlin Xie ,&nbsp;Cantian Yang ,&nbsp;Xinyu Wang","doi":"10.1016/j.istruc.2025.108664","DOIUrl":"10.1016/j.istruc.2025.108664","url":null,"abstract":"<div><div>Enhancing the seismic resilience of critical urban buildings (e.g., medical facilities) is crucial. These buildings typically utilize reinforced concrete frame–shear wall structures (RCFSSs). Damping technology serves as an effective approach to realize this objective. However, various damper may have different impacts on improving the seismic resilience. Hence, the aim of this study is to compare the seismic resilience of RCFSS equipped with conventional dampers (buckling-restrained brace (BRB) and viscous fluid damper (VFD)) and novel dampers (parallel double-stage yielding buckling-restrained brace (PDYBRB)), to demonstrate the potential advantages of PDYBRB in improving the seismic resilience. Full-scale tests for the PDYBRB were conducted and a simplified simulation method was validated against the test data, laying the foundation for evaluating the seismic performance of structure. One RCFSS, one RCFSS equipped with BRB (RCFSSBRB), one RCFSS equipped with VFD (RCFSSVFD), and three RCFSSs equipped with PDYBRB (RCFSSPDYBRBs) were designed, and the corresponding seismic responses and resilience were analyzed and compared. The seismic performance of the structure was significantly improved after using PDYBRB. PDYBRB reduced the maximum inter-story drift ratio (MIDR) of RCFSS by up to 41.67 % under design basis earthquake (DBE) and 44.16 % under maximum considered earthquake (MCE), showing a considerable improvement compared to VFD (30.56 % under DBE and 32.47 % under MCE) and BRB (16.67 % under DBE and 38.96 % under MCE). For maximum absolute floor acceleration (MAFA), PDYBRB achieved better control compared to VFD and BRB under both DBE and MCE. The PDYBRB realized optimal control over the MIDR and MAFA during both DBE and MCE. BRB and VFD enhanced the seismic resilience of RCFSS from level 0 to level 1, while all PDYBRB cases reached level 2 due to the simultaneous control of both MIDR and MAFA. Compared with VFD and BRB, PDYBRB exhibited notable benefits in improving the seismic resilience of RCFSS. This research can provide an alternative solution for improving the seismic resilience of buildings through PDYBRB.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"75 ","pages":"Article 108664"},"PeriodicalIF":3.9,"publicationDate":"2025-03-15","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143629256","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":"Investigation on the dimensions design and anchorage mechanism of headed bars utilized as shear reinforcements","authors":"Linlin Yuan ,&nbsp;Yuanzhang Yang ,&nbsp;Qingmin Wang ,&nbsp;Qiliang Zhao ,&nbsp;Yang Cui ,&nbsp;Weijian Zhao","doi":"10.1016/j.istruc.2025.108647","DOIUrl":"10.1016/j.istruc.2025.108647","url":null,"abstract":"<div><div>The utilization of headed bars, instead of hooked bars, as shear reinforcements in concrete structures could provide an effective solution to address the issue of reinforcement congestion during installation. Nevertheless, the method for determining anchor head dimensions based on anchorage performance remains unclear. This study proposed a method to determine reasonable anchor plate dimensions through finite element (FE) simulations, with hook pull-out performance as the fundamental basis. Firstly, based on the principle that the anchorage performance of the headed bars should not be inferior to that of the traditional hooked bars, the dimensions of the anchor plate were preliminarily determined through FE simulation. Subsequently, the rationality of the determined plate dimensions was verified through pull-out tests conducted on a total of 36 specimens. To investigate the adverse effect of seismic-induced damage on the anchorage performance of headed bars, various test variables were considered, including anchor types, loading regimes, integrity of concrete cover (intact or spalling), and existing flexural cracks. The obtained test results demonstrated the reasonability of the determined plate dimensions. Even under the conditions of cover spalling and existed flexural cracking, headed bars with the designed dimensions still exhibited better anchorage performance than that of 180-degree hooks. The results of the pull-out tests could provide a guidance for the application of headed bars as shear reinforcements in reinforced concrete (RC) structures, such as in heavily loaded walls and foundations.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"75 ","pages":"Article 108647"},"PeriodicalIF":3.9,"publicationDate":"2025-03-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143619365","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":"Evaluation on collapse behaviour of thick-walled pipes with corrosion defect under combined external pressure, axial tension and bending moment","authors":"Libei Zhou ,&nbsp;Shunfeng Gong ,&nbsp;Lin Yuan ,&nbsp;Xipeng Wang ,&nbsp;Zhenhua Wang","doi":"10.1016/j.istruc.2025.108593","DOIUrl":"10.1016/j.istruc.2025.108593","url":null,"abstract":"<div><div>In the deep-water environment, the steel pipe is prone to collapse under the combined effect of corrosion defects and complex loadings. In this present study, the ultimate bearing capacity of corroded pipes under external pressure, axial tension, and bending was studied through theoretical and numerical efforts. An extended theoretical model was proposed to examine the bending capacity for pipes with rectangular defects under combined loadings. Meanwhile, finite element models were also developed to simulate the collapse event, which was then verified by theoretical predictions and existing experimental results. Subsequently, sensitivity studies on the bending capacity of corroded pipes under combined external pressure and axial tension were carried out, and the results indicated that in addition to the significant influence of defect sizes and initial loadings, the effect of the pipe’s geometric parameters and material properties cannot simply be ignored. Afterward, based on the comprehensive numerical predictions, a multi-layer perceptron (MLP) model was developed to evaluate the ultimate bending capacity of corroded pipes under combined loadings.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"75 ","pages":"Article 108593"},"PeriodicalIF":3.9,"publicationDate":"2025-03-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143628069","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":"Seismic behaviors of precast ribbed concrete shear wall with shell and overlap headed bar assembled connections","authors":"Zihao Liang ,&nbsp;Sumei Zhang ,&nbsp;Chao Gong ,&nbsp;Yongying Guan ,&nbsp;Xiangyu Chen","doi":"10.1016/j.istruc.2025.108637","DOIUrl":"10.1016/j.istruc.2025.108637","url":null,"abstract":"<div><div>This study introduces precast ribbed concrete shear wall (PRCSW), featuring prefabricated wall panels with openings, concrete shell, and confined headed bar connections (CHBCs) at horizontal joint. The concrete shell serves as permanent formwork, expediting on-site construction. CHBCs with short overlap length connect vertical steel bars, ensuring visible on-site joint construction without grouting defects. Seismic performance evaluations through experimental tests on three shear wall specimens including one cast-in-place (CIP) and two precast specimens have been conducted. The precast specimens utilized CHBCs with single-head and double-head configurations for vertical rebar connections, demonstrating comparable flexural failure and lateral bearing capacity to the CIP specimen, with lateral capacities ranging from 298.6 kN to 310.2 kN and less than 5 % variance. Displacement ductility ratios were closely aligned (9.45–10.22), and energy dissipation patterns were consistent across different specimens. Precast specimens exhibited similar stiffness and strength degradation patterns to the CIP specimen. The precast specimens showed the equivalent seismic performances to the CIP specimen, and the presented horizontal joint was proved effective. A proposed initial stiffness prediction for PRCSW showed less than 15 % error against test data. Additionally, DIC technology was used to analyze interface behaviors, including shear and tensile characteristics between precast and post-cast concrete. Strain analysis provided insights into vertical steel bar strain distribution and stress transmission within CHBC. Configuration recommendations for the horizontal joint have also been given.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"75 ","pages":"Article 108637"},"PeriodicalIF":3.9,"publicationDate":"2025-03-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143619252","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 of the behaviour of the concrete-filled double-skin columns with stainless-steel outer tubes subjected to post-earthquake fire","authors":"Haitham Albozagre,&nbsp;Morteza Naghipour","doi":"10.1016/j.istruc.2025.108541","DOIUrl":"10.1016/j.istruc.2025.108541","url":null,"abstract":"<div><div>This paper presents an experimental investigation of the behaviour of concrete-filled double-skin columns with stainless-steel outer tubes (CFDSST) subjected to post-earthquake fire. A total of eighteen (CFDSST) specimens were tested in three phases: (1) cyclic loading test, (2) fire test, and (3) cyclic loading test after fire. The specimens consist of two cross-section combinations: circular-circular and circular-square, with different diameters of circular hollow section (CHS) inner tubes and dimensions of square hollow section (SHS) inner tubes. First, all of the specimens were tested under constant axial load and lateral cyclic loading; then the specimens were divided into three groups, and each group was exposed to fire at 750 °C for a specific duration time: 60 min for group 1, 120 min for group 2, and 180 min for group 3. Following the fire test, all specimens were subjected to constant axial load and cyclic lateral load until failure in order to investigate the influence of the inner tube’s geometry and dimensions, as well as the duration of fire exposure, on the behaviour of the (CFDSST) columns after post-earthquake fire conditions. The results of the study show that the (CFDSST) columns behaved in a ductile manner and maintained high strength even though they were subjected to post-earthquake fire. In general, the specimens with circular-circular cross-sections showed higher performance than the specimens with circular-square cross-sections. Also, the increasing diameter of the inner tube improved the behaviour of the circular-circular specimens. Fire exposure had a considerable effect on lateral load capacity, with greater reductions observed for longer exposure durations. For instance, the ultimate load of the specimen (C-C-125) decreased by 22.3 %, 27.8 %, and 31 % after 60, 120, and 180 min of fire exposure, respectively. Moreover, increasing the inner tube diameter improved the ultimate lateral load; for example, specimen (C-C-125–60) had a 6.8 % and 11.8 % higher ultimate lateral load compared to specimens (C-C-100–60) and (C-C-75–60), respectively.</div></div>","PeriodicalId":48642,"journal":{"name":"Structures","volume":"75 ","pages":"Article 108541"},"PeriodicalIF":3.9,"publicationDate":"2025-03-14","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"143628068","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}