Journal of Constructional Steel Research最新文献_第2页

Steel-concrete-steel sandwich composite beams with thin perfobond connectors and C-ties: Shear behaviour

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-30 DOI: 10.1016/j.jcsr.2024.109197

Weikang Gong, Guotao Yang

A novel connector comprising the thin perfobond connector and C-tie (PBL-CT) was proposed and integrated into steel-concrete-steel (SCS) sandwich composite beams. While retaining the excellent shear resistance of traditional perfobond connectors (PBLs), the PBL-CT enhances the structural shear performance by incorporating C-ties into the perforated rib. Static tests were conducted on eight SCS sandwich composite beams, focusing primarily on the effect of connection arrangement, steel plate thickness, and shear-span ratio on the shear performance of beams. Test results indicated that the configuration of PBL-CTs influenced the cracking process and failure mode of SCS sandwich beams. When densely arranged, PBL-CTs elevated the degree of shear connection at the steel-concrete interface, leading to shear-compression failure of beams; otherwise, diagonal-tension failure occurred. Moreover, the load-deflection behaviour of SCS sandwich composite beams can be classified into four distinct stages: initial, elastic, yielding, and recession stages. The bottom steel plate and perforated rib experienced tension-shear failure in the recession state, and the C-ties were straightened. In addition, the analysis showed that C-ties and bottom steel plate significantly augmented the shear performance of SCS sandwich beams, encompassing shear carrying capacity, ductility, and initial stiffness. On the contrary, the influence of the top steel plate on the shear performance could be negligible. Finally, a reasonable predictive analysis model for the shear carrying capacity of SCS sandwich composite beams was proposed, in which the shear carrying capacity was divided into three components: concrete core, C-ties, and bottom steel plate.

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引用次数: 0

Development and application of replaceable self-centering energy dissipative braces

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-30 DOI: 10.1016/j.jcsr.2024.109198

Tong Li , Jinjie Men , Ru Wang , Mengqiang Guo

Aiming to enhance seismic resilience of steel frames, this paper proposes a novel replaceable self-centering energy dissipative brace (RSCEDB), in which the combined disc springs act as self-centering (SC) system and the replaceable slit dampers act as energy dissipating (ED) system. Initially, the configuration details, assembly process of RSCEDB are introduced. Based on the numerical simulations, the working mechanism and hysteretic model of RSCEDB are discussed in depth. After that, a steel frame equipped with RSCEDB (SF-RSCEDB) is presented, and the effect of RSCEDB with various parameters on the performance of the SF-RSCEDB is investigated by numerical simulation. The results indicate that the damage is concentrated in the ED system, while the remaining parts of the RSCEDB remain elastic. The self-centering and energy dissipation capacity of RSCEDB can be flexibly modified by pre-pressure and stiffness of combined disc springs, as well as yield strength of dampers, which is consistent with the prediction of the hysteretic model. Benefiting from the contribution of RSCEDB, the SF-RSCEDB has satisfactory self-centering capacity. Before activation, the RSCEDB serves as a structural component, providing larger lateral stiffness. After activation, the RSCEDB serves as a structural fuse, dissipating most of the seismic energy. With favorable self-centering performance, the damaged dampers can be easily identified and replaced, demonstrating that the SF-RSCEDB possesses excellent seismic resilience. Finally, a resilient design method is proposed for SF-RSCEDB.

{"title":"Development and application of replaceable self-centering energy dissipative braces","authors":"Tong Li , Jinjie Men , Ru Wang , Mengqiang Guo","doi":"10.1016/j.jcsr.2024.109198","DOIUrl":"10.1016/j.jcsr.2024.109198","url":null,"abstract":"<div><div>Aiming to enhance seismic resilience of steel frames, this paper proposes a novel replaceable self-centering energy dissipative brace (RSCEDB), in which the combined disc springs act as self-centering (SC) system and the replaceable slit dampers act as energy dissipating (ED) system. Initially, the configuration details, assembly process of RSCEDB are introduced. Based on the numerical simulations, the working mechanism and hysteretic model of RSCEDB are discussed in depth. After that, a steel frame equipped with RSCEDB (SF-RSCEDB) is presented, and the effect of RSCEDB with various parameters on the performance of the SF-RSCEDB is investigated by numerical simulation. The results indicate that the damage is concentrated in the ED system, while the remaining parts of the RSCEDB remain elastic. The self-centering and energy dissipation capacity of RSCEDB can be flexibly modified by pre-pressure and stiffness of combined disc springs, as well as yield strength of dampers, which is consistent with the prediction of the hysteretic model. Benefiting from the contribution of RSCEDB, the SF-RSCEDB has satisfactory self-centering capacity. Before activation, the RSCEDB serves as a structural component, providing larger lateral stiffness. After activation, the RSCEDB serves as a structural fuse, dissipating most of the seismic energy. With favorable self-centering performance, the damaged dampers can be easily identified and replaced, demonstrating that the SF-RSCEDB possesses excellent seismic resilience. Finally, a resilient design method is proposed for SF-RSCEDB.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"226 ","pages":"Article 109198"},"PeriodicalIF":4.0,"publicationDate":"2024-11-30","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142757614","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}

引用次数: 0

AISC360-22 design equations for high-strength concrete-filled tubes: From rectangular to circular sections

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-30 DOI: 10.1016/j.jcsr.2024.109148

Abdullah Alghossoon , Duaa Omoush , Amit Varma

The current AISC Specification lacks clear guidance on the design of circular concrete-filled tube (CCFT) members, while updates to material strength restrictions and the P-M interaction design curve apply exclusively to rectangular shapes. This research is a response to the growing call within the engineering community to update the AISC 360–22 design guidelines for CCFTs. A deterministic and probabilistic approach is presented for assessing the applicability of unifying current AISC 360–22 P-M interaction design equations for use in circular-filled tubes. This assessment is informed by the most up-to-date experimental test results comprising 508 eccentric axially loaded CCFTs with different material strength combinations. Reliability analysis using Monti Carlo simulation demonstrates that the authors' proposed P-M interaction design equations in Appendix II of the AISC 360–22, along with the proposed equation for column, and beam maintain a consistent level of accuracy across different material strengths of circular shapes. An increased safety factor of ϕ_c = 0.85 for columns and ϕ_b = 0.9 for beams is recommended for a more economical design, aligning with AISC 360–22's requirement for achieving a minimum reliability index of 2.6 under commonly used load combinations. The research findings present a compelling proposal for inclusion in design codes, offering practical tools for engineers to enhance structural design and safety optimization.

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引用次数: 0

Research on the corrosion behavior of underground cables influenced by different ions

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-30 DOI: 10.1016/j.jcsr.2024.109194

Hongtao Liu , Guangdong Zhou , Yue Ji , Xiaopeng Rong

Anchor cable support is crucial for controlling surrounding rock in underground coal mines and space engineering. Corrosion from mine water in high-stress environments degrades the mechanical properties of anchor cables, leading to frequent failures and significant risks to surrounding rock stability. Therefore, studying the impact of corrosion on anchor cable performance is essential. This study designed an efficient, convenient accelerated corrosion test device for anchor cables. Corrosion experiments investigated the corrosion behavior and mechanical performance degradation of anchor cables influenced by major ions in weak alkaline mine water. The results showed that the main corrosion products of anchor cables were α-FeO(OH) and Fe₃O₄. Ca²⁺ and Mg²⁺ showed lower sensitivity to corrosion and were more likely to produce Fe₃O₄, with corrosion mainly consisting of spots and pits. The tensile fracture showed ductile characteristics with significant plastic deformation, a 45.72 % reduction in cross-sectional area, and relatively minor mechanical performance degradation after corrosion. In contrast, anions like Cl⁻ showed higher corrosion sensitivity, producing α-FeO(OH) with large corrosion pits. The tensile fracture was closer to brittle, with less plastic deformation and a cross-sectional area reduction of 16.52 % to 22.03 %, resulting in greater mechanical performance degradation.

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引用次数: 0

The capacity curve framework of EN 1993-1-6 (2025): Cylindrical shells under uniform meridional compression vs uniform bending

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-29 DOI: 10.1016/j.jcsr.2024.109167

Adam J. Sadowski, Achilleas Filippidis

The capacity curve framework of the Eurocode EN 1993-1-6 on the strength and stability of metal shells offers a standardised algebraic relationship between the dimensionless buckling strength and the dimensionless slenderness of a shell. It is the basis of the buckling resistance assessment when used in conjunction with algebraic stress design, reference resistance design or the semi-computational LBA-MNA design. The capacity curve for a cylinder under uniform meridional compression has long been treated as the most conservative by default, recommended when no other curve can be justified. However, the most recent EN 1993-1-6, likely to be published in 2025, cautions that the most conservative choice for systems of intermediate slenderness may in fact be the curve for uniform bending. As this has come as a surprise to some in the community, this paper intends to justify the rationale behind this codified recommendation through a quantitative comparison of both systems’ computed capacity curves.

This paper illustrates that the historical perception of uniform meridional compression as the ‘most conservative’ cylindrical shell system is based solely on its more severe imperfection-sensitive elastic buckling behaviour at high slendernesses. However, at intermediate slendernesses it is the uniform bending system that exhibits a more conservative dimensionless capacity curve, owing to the mechanics of local buckling under only partial plastification of the circumference. This, as well as other interesting properties of computationally generated capacity curves, is discussed in detail herein. This paper is intended to act as a background document to the recently evolved EN 1993-1-6 and will be of significant interest to practitioners and researchers aiming to apply this new state-of-the-art Eurocode to buckling assessments.

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引用次数: 0

Residual stress distributions of trapezoidal corrugated web I-members: Experimental and numerical study

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-29 DOI: 10.1016/j.jcsr.2024.109188

Peng Ning , Lewei Tong , Zhenbei Zhao , Hailin Wang , Chunyu Pan , Xiaoli Zhu

This study utilized the hole-drilling method to determine the residual stress distribution in the sections of trapezoidal corrugated web I-members (TCWM). Then, using ABAQUS software, welding simulations and a parameter study of the longitudinal residual stress distribution for TCWM sections are conducted. Finally, a distribution model of the longitudinal residual stress for TCWM sections are proposed. The research findings indicate that the existing residual stress distribution models for flat web I-sections are unsuitable for predicting the residual stress distribution in TCWM sections. Moreover, the longitudinal residual stress distribution in the flanges of TCWMs varies with the position of trapezoidal corrugated webs (TCW). Specifically, the maximum residual tensile stress in the flanges with the parallel web fold surpasses that of the inclined web fold by approximately 10 %. With an increase in corrugation angle, the range of residual tensile stress in the flanges increases. Unlike the flat web of I-sections, there is almost no longitudinal residual stress in the middle area of the TCWs. The proposed models of residual stress distribution for TCWM sections consider the influence of corrugation and cross-sectional dimensions and align well with both experimental and numerical results.

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引用次数: 0

The calculating method of SCF for CFST K-joints with array-arranged internal studs

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-29 DOI: 10.1016/j.jcsr.2024.109191

Qingxiong Wu, Jianping Luo, Kangming Chen, Qiaofeng Zheng

To study the stress concentration factor (SCF) in the concrete-filled steel tubular K-joints with array-arranged internal stud (CFST KSA-joint), the CFST KSA-joints full-size specimen tests were carried out, the accuracy of the solid finite element (FE) nonlinear analysis method was validated, the mechanism of the effect of internal stud on the SCF of CFST KSA-joints were revealed, the theory of equivalent wall thickness was established, a simplified curved beam with equivalent spring support was proposed, and the wall thickness correction coefficient was derived, a CFST KSA-joint SCF calculation method with high accuracy was developed. The key study findings indicate that the deployment of array-arranged internal studs can effectively mitigates stress concentration in concrete-filled steel tubular K-joints (CFST K-joints), resulting in an 88.7 % reduction in SCF. Comparison of FE and test results showed a maximum deviation of only 6.30 % in displacement and 5.14 % in hot-spot stress. Employing the CFST K-joints SCF calculation method to calculate the CFST KSA-joint SCF has an error of up to 42.3 %. Sensitivity analysis reveals that CFST KSA-joint chord wall thickness and inclined angle of the brace to the chord significantly influence SCF. Furthermore, a positive correlation was observed between stripping distance and hot-spot stress at the chord's tensile side. The SCF decreases with increasing stud diameter. Utilizing the equivalent wall thickness theory, the derived CFST KSA-joint SCF calculation method exhibits an error lower than 19.6 %, representing a 127 % improvement in accuracy compared to CFST K-joints SCF calculation methods that do not consider the stud.

{"title":"The calculating method of SCF for CFST K-joints with array-arranged internal studs","authors":"Qingxiong Wu, Jianping Luo, Kangming Chen, Qiaofeng Zheng","doi":"10.1016/j.jcsr.2024.109191","DOIUrl":"10.1016/j.jcsr.2024.109191","url":null,"abstract":"<div><div>To study the stress concentration factor (SCF) in the concrete-filled steel tubular K-joints with array-arranged internal stud (CFST KSA-joint), the CFST KSA-joints full-size specimen tests were carried out, the accuracy of the solid finite element (FE) nonlinear analysis method was validated, the mechanism of the effect of internal stud on the SCF of CFST KSA-joints were revealed, the theory of equivalent wall thickness was established, a simplified curved beam with equivalent spring support was proposed, and the wall thickness correction coefficient was derived, a CFST KSA-joint SCF calculation method with high accuracy was developed. The key study findings indicate that the deployment of array-arranged internal studs can effectively mitigates stress concentration in concrete-filled steel tubular K-joints (CFST K-joints), resulting in an 88.7 % reduction in SCF. Comparison of FE and test results showed a maximum deviation of only 6.30 % in displacement and 5.14 % in hot-spot stress. Employing the CFST K-joints SCF calculation method to calculate the CFST KSA-joint SCF has an error of up to 42.3 %. Sensitivity analysis reveals that CFST KSA-joint chord wall thickness and inclined angle of the brace to the chord significantly influence SCF. Furthermore, a positive correlation was observed between stripping distance and hot-spot stress at the chord's tensile side. The SCF decreases with increasing stud diameter. Utilizing the equivalent wall thickness theory, the derived CFST KSA-joint SCF calculation method exhibits an error lower than 19.6 %, representing a 127 % improvement in accuracy compared to CFST K-joints SCF calculation methods that do not consider the stud.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"226 ","pages":"Article 109191"},"PeriodicalIF":4.0,"publicationDate":"2024-11-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142757611","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}

引用次数: 0

Investigation on probability model of bending moment-rotation relationship for bolt-ball joints

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-29 DOI: 10.1016/j.jcsr.2024.109193

Bing-Bing San , Shi-Zhuo Xu , Zhi-Wei Shan , Wei Chen , Daniel Ting-Wee Looi

As a representative semi-rigid connection, accurately predicting the mechanical properties of bolt-ball joints is of significant importance for structural design. The impact of axial load should be considered in the derivation for the initial stiffness of bolt-ball joints and its bending moment capacity. Because of the variability of geometric dimension and stochastic mechanical property of material, there is a degree of randomness in the actual mechanical behavior of the joints. In order to quantify the randomness in the bending performance, theoretical study was first carried out for the initial stiffness and bending moment capacity of the joint considering effects of axial load, which can accurately predict the bending mechanical performance of bolt-ball joints. Furthermore, the Monte Carlo method was utilized to study the impact of uncertainties in material mechanical properties, joint geometric dimensions, and assembly tightness on the bending performance. Utilizing the Latin Hypercube Sampling (LHS) methodology, a dataset comprising 10,000 samples were systematically extracted for each of the five distinct sizes of bolt-ball joints, and their stochastic responses for initial stiffness and bending moment capacity were obtained using Matlab software. Moreover, the additional variability in initial stiffness and bending moment capacity due to model uncertainty was considered and quantified. By combining the randomness of initial stiffness and bending moment capacity with the additional variability, a three-parameter power function model with random parameters was developed to establish a probabilistic model for the bending moment-rotation relationship of bolt-ball joints.

{"title":"Investigation on probability model of bending moment-rotation relationship for bolt-ball joints","authors":"Bing-Bing San , Shi-Zhuo Xu , Zhi-Wei Shan , Wei Chen , Daniel Ting-Wee Looi","doi":"10.1016/j.jcsr.2024.109193","DOIUrl":"10.1016/j.jcsr.2024.109193","url":null,"abstract":"<div><div>As a representative semi-rigid connection, accurately predicting the mechanical properties of bolt-ball joints is of significant importance for structural design. The impact of axial load should be considered in the derivation for the initial stiffness of bolt-ball joints and its bending moment capacity. Because of the variability of geometric dimension and stochastic mechanical property of material, there is a degree of randomness in the actual mechanical behavior of the joints. In order to quantify the randomness in the bending performance, theoretical study was first carried out for the initial stiffness and bending moment capacity of the joint considering effects of axial load, which can accurately predict the bending mechanical performance of bolt-ball joints. Furthermore, the Monte Carlo method was utilized to study the impact of uncertainties in material mechanical properties, joint geometric dimensions, and assembly tightness on the bending performance. Utilizing the Latin Hypercube Sampling (LHS) methodology, a dataset comprising 10,000 samples were systematically extracted for each of the five distinct sizes of bolt-ball joints, and their stochastic responses for initial stiffness and bending moment capacity were obtained using Matlab software. Moreover, the additional variability in initial stiffness and bending moment capacity due to model uncertainty was considered and quantified. By combining the randomness of initial stiffness and bending moment capacity with the additional variability, a three-parameter power function model with random parameters was developed to establish a probabilistic model for the bending moment-rotation relationship of bolt-ball joints.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"226 ","pages":"Article 109193"},"PeriodicalIF":4.0,"publicationDate":"2024-11-29","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142757609","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}

引用次数: 0

Fatigue performance of stainless steel bolts in tension under variable amplitude loading

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-28 DOI: 10.1016/j.jcsr.2024.109187

Jia Wang , Peng Qiu , Yuchen Song , Brian Uy

This study experimentally investigates the variable amplitude fatigue performance of A4–70 stainless steel bolts under axial tensile loading. Static tests were first performed to establish the load-axial elongation relationship. Constant amplitude and variable amplitude fatigue tests were subsequently conducted to obtain the fatigue loading cycles and failure modes. The fracture surfaces were inspected via macroscopic and microscopic morphology analyses. The fatigue performance was eventually evaluated in terms of SN data, and the equivalent fatigue strength of the bolts under variable amplitude loading was calculated based on their cumulative damages. The predictions of several international design codes for bolt fatigue were compared with the test results to verify the feasibility of these provisions. The results of the study showed that the bolt fracture surfaces possess significant morphology features representing the respective fatigue damage progresses. The fatigue performance of the stainless steel bolts under variable amplitude loading is influenced by the loading sequence and load amplitude. Current design codes can provide conservative predictions of the fatigue life of A4–70 stainless steel bolts in tension.

{"title":"Fatigue performance of stainless steel bolts in tension under variable amplitude loading","authors":"Jia Wang , Peng Qiu , Yuchen Song , Brian Uy","doi":"10.1016/j.jcsr.2024.109187","DOIUrl":"10.1016/j.jcsr.2024.109187","url":null,"abstract":"<div><div>This study experimentally investigates the variable amplitude fatigue performance of A4–70 stainless steel bolts under axial tensile loading. Static tests were first performed to establish the load-axial elongation relationship. Constant amplitude and variable amplitude fatigue tests were subsequently conducted to obtain the fatigue loading cycles and failure modes. The fracture surfaces were inspected via macroscopic and microscopic morphology analyses. The fatigue performance was eventually evaluated in terms of S<img>N data, and the equivalent fatigue strength of the bolts under variable amplitude loading was calculated based on their cumulative damages. The predictions of several international design codes for bolt fatigue were compared with the test results to verify the feasibility of these provisions. The results of the study showed that the bolt fracture surfaces possess significant morphology features representing the respective fatigue damage progresses. The fatigue performance of the stainless steel bolts under variable amplitude loading is influenced by the loading sequence and load amplitude. Current design codes can provide conservative predictions of the fatigue life of A4–70 stainless steel bolts in tension.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"225 ","pages":"Article 109187"},"PeriodicalIF":4.0,"publicationDate":"2024-11-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142746242","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}

引用次数: 0

Merging behaviour and fatigue life evaluation of multi-cracks in welds of OSDs

IF 4 2区工程技术 Q1 CONSTRUCTION & BUILDING TECHNOLOGY

Journal of Constructional Steel Research

Pub Date : 2024-11-28 DOI: 10.1016/j.jcsr.2024.109189

Naiwei Lu , Honghao Wang , Yuan Luo , Xiaofan Liu , Yang Liu

Experimental studies were conducted to investigate the merging behaviour of multiple fatigue cracks (MFCs) in rib-to-deck welds of orthotropic steel decks (OSDs). Numerical simulations were conducted to investigate the mechanism of the merging behaviour of MFCs on fatigue life. In addition, the sensitive parameter in the MFCs affecting the fatigue life were revealed. Finally, a comprehensively failure criterion for MFCs was proposed. Results show that the merging behaviour of MFCs can be effectively observed by the beach marks on the fracture surface of the rib-to-deck weld. The merging behaviour is a key factor driving cracks penetrating through the deck, which significantly increases the crack length and decreases the crack shape ratio. The fatigue life of MFCs with different crack sizes is mostly determined by the larger crack, while the shape ratio effect can be ignored. The crack number has the most significant effect on fatigue life, where the five-cracks case reducing the fatigue life by up to 39 % compared to a single crack. Due to the nonlinear effect of crack spacing on fatigue life, MFCs with the same fatigue life may have significantly different final crack length. Therefore, the proposed failure criterion for MFCs considers the effects of both crack depth and length.

{"title":"Merging behaviour and fatigue life evaluation of multi-cracks in welds of OSDs","authors":"Naiwei Lu , Honghao Wang , Yuan Luo , Xiaofan Liu , Yang Liu","doi":"10.1016/j.jcsr.2024.109189","DOIUrl":"10.1016/j.jcsr.2024.109189","url":null,"abstract":"<div><div>Experimental studies were conducted to investigate the merging behaviour of multiple fatigue cracks (MFCs) in rib-to-deck welds of orthotropic steel decks (OSDs). Numerical simulations were conducted to investigate the mechanism of the merging behaviour of MFCs on fatigue life. In addition, the sensitive parameter in the MFCs affecting the fatigue life were revealed. Finally, a comprehensively failure criterion for MFCs was proposed. Results show that the merging behaviour of MFCs can be effectively observed by the beach marks on the fracture surface of the rib-to-deck weld. The merging behaviour is a key factor driving cracks penetrating through the deck, which significantly increases the crack length and decreases the crack shape ratio. The fatigue life of MFCs with different crack sizes is mostly determined by the larger crack, while the shape ratio effect can be ignored. The crack number has the most significant effect on fatigue life, where the five-cracks case reducing the fatigue life by up to 39 % compared to a single crack. Due to the nonlinear effect of crack spacing on fatigue life, MFCs with the same fatigue life may have significantly different final crack length. Therefore, the proposed failure criterion for MFCs considers the effects of both crack depth and length.</div></div>","PeriodicalId":15557,"journal":{"name":"Journal of Constructional Steel Research","volume":"225 ","pages":"Article 109189"},"PeriodicalIF":4.0,"publicationDate":"2024-11-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"142746243","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}

引用次数: 0