Flexural buckling behaviour of 690 MPa high strength steel H-section columns

Jiang, Jin; Ye, Z.J.; Bao, Wei; Wang, X.; Wang, Y.B.; Dai, Xuewu

doi:10.1016/j.engstruct.2019.109718

Cited by 18 publications

(6 citation statements)

References 17 publications

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“…An enhanced modulus of elasticity of concrete and a higher strength of steel materials usually lead to better performance of a composite system according to NIE Jianguo et al [1]. High-strength steel with a yielding strength of over 690 MPa has been investigated for its application in beams [2], frames [3], and tabular joints [4]. Recently, ultra-high-performance fiberreinforced concrete (UHPFRC), especially that with a compressive strength of over 150 MPa, has been investigated and used in practical applications according to Fehling et al [5], Yoo and Banthia [6], and Saleem et al [7].…”

Section: Introductionmentioning

confidence: 99%

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Flexural Behavior of High-Strength Steel and Ultra-High-Performance Fiber-Reinforced Concrete Composite Beams

Xia

2024

Buildings

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The flexural performance of steel and concrete composite beams can be further enhanced by utilizing advanced construction materials such as ultra-high performance fiber-reinforced concrete (UHPFRC) and high-strength steel. In this paper, the concept of critical elastic moment resistance is proposed and the equation for its estimation is derived. It was found that the high yield strength of steel calls for a narrow UHPFRC top layer to reach the critical state, whereas this ideal condition is not realistic for composite beams with normal-strength steel and UHPFRC. Small-scale composite beams composed of both high-strength and low-strength steel materials were tested under four-point bending to verify the critical state and performance of different types of connectors. The headed studs and plate connectors were first tested through small-scale push-out tests and then implemented in the composite beam with different spacing. The connection utilizing headed studs with 150 mm spacing performed the best among the three tested specimens in helping reach the critical elastic moment resistance. Finite element analyses of the composite beam were performed based on the estimated material properties under axial and biaxial stress conditions and the results align with the experiment results.

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Section: Introductionmentioning

confidence: 99%

“…Finite element analyses were used to perform the parametric study [4]. Jiang et al [2] investigated the stability of Q690 high-strength steel through numerical analyses. The authors concluded that both Eurocode 3 and Chinese code GB50017-2017 [11] can be used to predict column strength.…”

Section: Introductionmentioning

confidence: 99%

Flexural Behavior of High-Strength Steel and Ultra-High-Performance Fiber-Reinforced Concrete Composite Beams

Xia

2024

Buildings

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“…Although the progressive collapse of a structure is a rare event, it may result in substantial casualties and considerable economic losses when it occurs. e partial collapse of the Ronan Point apartment building in 1968 in London triggered the investigation of structural progressive collapse [1,2], and substantive studies [3][4][5][6][7] have been carried out since the collapse of the World Trade Center towers in 2001.…”

Section: Introductionmentioning

confidence: 99%

Study on the Component‐Based Model of an All‐Welded Beam‐Column Connection for Progressive Collapse Analysis

Xie

Wen-yuan

Qian

2020

Advances in Civil Engineering

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The mechanical behavior of all-welded beam-column connections of steel frames during progressive collapse was numerically studied using finite element simulations. The validation of the numerical model was based on a previous test model. The analysis results indicated that the stiffness of the all-welded beam-column connection in the elastic-plastic stage was mainly provided by the shear stiffness of the panel zone, and the axial compression on the column had a substantial impact on the capacity and ductility of the all-welded beam-column connection. An improved component-based model of the all-welded beam-column connection was proposed. To verify the accuracy of the proposed model, a beam-column assembly with an all-welded connection was established and the influence of the catenary action, column axial compression, beam-column stiffness ratio, and dynamic performance was parametrically analyzed. The validation results showed that the proposed model was able to simulate the behavior of all-welded beam-column connections at large structural deformation.

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“…e past decades have seen the rapid advances in structural engineering, and many new structural materials and configurations, such as cold-formed steel [1], high-strength steel (HHS) [2][3][4], concrete-filled steel tubes (CFSTs) [5][6][7], and fiber-reinforced polymer (FRP) structures [8][9][10], have been developed and applied to engineer practice. Among them, the cold-formed steel attracts much attention in civil engineering due to its efficient section form.…”

Section: Introductionmentioning

confidence: 99%

Experimental Investigation on Web Crippling Property of High‐Strength Cold‐Formed (HSCF) Rectangular Steel Tube

Liu

Zhang

et al. 2020

Advances in Civil Engineering

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To research the web crippling performance (i.e., the ultimate web crippling bearing capacity and ductility) of high-strength cold-formed (HSCF) rectangular steel tubes under concentrated load, thirty-six specimens with different bearing plate width, width-to-height ratio, boundaries, and loading conditions are fabricated and tested in this paper. Particularly, four kinds of boundaries and loading conditions are utilized, including end-two-flange (ETF), end-one-flange (EOF), interior-two-flange (ITF), and interior-one-flange (IOF). Research revealed the failure modes of HSCF rectangular steel tubes under concentrated loads applied at the end or interior. Moreover, the load-displacement curves and load-strain curves are obtained. The results show that the ultimate crippling capacity of webs increases significantly with larger bearing plate width and width-to-height ratio. Specimens subjected to interior bearing load have higher ultimate strength and deformation capacity than counterparts that are subjected to bearing load at the end. Additionally, in the middle of the compression web, all strain measuring points enter the plasticity stage and finally appear in the plastic hinge area. Subsequently, the failure modes and ultimate bearing capacity are simulated by the finite element method (FEM), which is implemented via ABAQUS. By comparing the test results with the numerical values, demonstrate the effectiveness of the proposed numerical simulation on investigating the failure modes and the ultimate bearing capacity of HSCF rectangular steel tubes. Finally, regarding the conservative and dangerous calculation of web crippling ultimate bearing capacity in current codes, we can provide a good guidance for future work, particularly the proposed calculation equations for ultimate bearing capacity of HSCF rectangular steel tubes.

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Flexural buckling behaviour of 690 MPa high strength steel H-section columns

Cited by 18 publications

References 17 publications

Flexural Behavior of High-Strength Steel and Ultra-High-Performance Fiber-Reinforced Concrete Composite Beams

Flexural Behavior of High-Strength Steel and Ultra-High-Performance Fiber-Reinforced Concrete Composite Beams

Study on the Component‐Based Model of an All‐Welded Beam‐Column Connection for Progressive Collapse Analysis

Experimental Investigation on Web Crippling Property of High‐Strength Cold‐Formed (HSCF) Rectangular Steel Tube

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Flexural buckling behaviour of 690 MPa high strength steel H-section columns

Cited by 18 publications

References 17 publications

Flexural Behavior of High-Strength Steel and Ultra-High-Performance Fiber-Reinforced Concrete Composite Beams

Flexural Behavior of High-Strength Steel and Ultra-High-Performance Fiber-Reinforced Concrete Composite Beams

Study on the Component‐Based Model of an All‐Welded Beam‐Column Connection for Progressive Collapse Analysis

Experimental Investigation on Web Crippling Property of High‐Strength Cold‐Formed (HSCF) Rectangular Steel Tube

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Flexural buckling behaviour of 690 MPa high strength steel H-section columns