Seismic behavior of semi-rigid steel joints—Major axis T-stub and minor axis end-plate

Shi, Qiang; Yan, Shilin; Kong, Liulin; Xin, Bu; Wang, Xinwu; Sun, He

doi:10.1016/j.jcsr.2019.04.036

Cited by 21 publications

(5 citation statements)

References 16 publications

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“…According to the equations, the plastic resistance of Part A F in is the minimum value of above three resistances, that is, Equation (10).…”

Section: Resistance Of the Part Amentioning

confidence: 99%

“…[ 5 ] Properly designed TSA connections have adequate ductility. [ 6–8 ] Still, the stiffness and resistance of unstiffened TSA connections (in Figure 1a) are typically lower than some common semirigid connections, [ 9,10 ] such as the end‐plate connection. [ 11 ] Setting stiffeners (in Figure 1b) [ 12–14 ] and increasing angle thickness [ 15,16 ] are two effective strategies for enhancing the bending behavior of TSA connections, albeit at the expense of reducing ductility.…”

Section: Introductionmentioning

confidence: 99%

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Tensile behavior of cruciform stubs with four bolts per row

Wang

et al. 2022

Structural Design Tall Build

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The stiffened top-and-seat angle connection is widely used in earthquake-prone areas, and additional tensile bolts on angles' column leg effectively improve its bending behavior. However, such design and construction are not governed by any regulations. It is urgent to figure out the mechanical behavior and develop accurate theoretical methods. Based on the component method, this paper first conducted an experimental study on the extracted cruciform stubs with four bolts per row. It compared the tensile properties and damage modes for different thicknesses. After that, the further parametric analysis compared the impact of stub thickness, bolt arrangement, and whether or not the bolt was pretensioned after validation. Stub thickness and bolt gauge were observed with a greater impact than the bolt distance on the plastic resistance. Furthermore, a prediction model for the plastic resistance of the cruciform stub with four bolts per row is proposed by integrating approaches for classic stiffened and unstiffened angles.

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“…According to the equations, the plastic resistance of Part A F in is the minimum value of above three resistances, that is, Equation (10).…”

Section: Resistance Of the Part Amentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Tensile behavior of cruciform stubs with four bolts per row

Wang

et al. 2022

Structural Design Tall Build

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“…ese bolts were installed from the middle part of the region to the surrounding area. e test model and test configuration are detailed in Figures 4 and 5 [35]. In order to prevent large out-of-plane deformation of specimens during loading, an out-of-plane displacement limiting device is designed, as shown in Figure 6.…”

Section: Test Configurationmentioning

confidence: 99%

Seismic Behavior of the Removable Links in Eccentrically Braced Frames with Semirigid Connections

Shi

Yan

Wang

et al. 2020

Advances in Civil Engineering

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Eccentrically braced frames (EBFs) have good elastic stiffness, while semirigid joints can provide greater ductility and make all components easy to fabricate. With application of semirigid connections to EBFs, a seismic structure can be formed. After earthquake, damaged components can be easily replaced, and repair costs and maintenance time can be reduced. In order to study the seismic performance of this type of structure, four single-story plane specimens were tested under low-cycle cyclic loads. Also, a total of 7 EBF models were investigated through three-dimensional, nonlinear finite element analysis. Good agreement is achieved between the simulation and experimental results. The results show that the failure modes of the EBFs with semirigid connections are the fracture at link end plate connection, and no obvious buckling deformation and cracks occur in the other components. The EBFs with semirigid connections exhibit good inelastic rotation ability, and the inelastic rotation of all specimens and models exceeds the limit of 2016 AISC specification. Due to the slip between members, the hysteretic curves of those new structures show different degrees of pinching phenomenon and it becomes more obvious with the increase of the length of links. By analyzing the strain of the bolts, it is found that the bolt strains of the joints of link-to-beam are the highest, while the bolt strains of the joints of beam-to-column and column-to-brace are smaller. This structure system shows higher energy dissipation capacity and good economic benefits.

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“…Qiang et al [16] proposed a semi-rigid joint along the weak axis of the column, where the beam was attached to the web column by a combination of the transverse, vertical stiffeners, and flash end-plate connection, which formed a stub. Jiang et al [17] proposed a novel connection in which vertical pair through-plates pass within box-column, and these plates bolted to web beam.…”

Section: Introductionmentioning

confidence: 99%

Numerical Study of Two Novel Connections With Short End I or H Stub in Steel Structures

2022

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In this study, two novel steel connections are introduced by replacements in the conventional end-plate connection with an H-or I-shaped cross-section as a Short Stub Column (SSC). In the first connection, the SSC flange is bolted to the column flange, and the beam is welded to the stub flange. In the second connection, after welding the SSC flange to the column flange and welding the beam to an end-plate, the end-plate is bolted to the SSC flange. The flange and web of the stub are reinforced using horizontal stiffeners to transfer the beam moment. Stiffeners could be employed with various thicknesses and configurations such that the strength and ductility of the joint could be adjusted. In this study, the Finite Element Model (FEM) model of a conventional welded and bolted end-plate connection, subjected to cyclic loading, is primarily calibrated using experimental data from previous studies. After confirming the model's performance, the behavior of the two proposed connections, in comparison with it, has been studied. The hysteresis diagrams have been obtained for each case, followed by extracting the effective parameters and comparing them. The results show that the two Proposed Connections reduce the stress in the panel zone and increase the ductility compared to the previously confirmed end-plates. All the samples in this study satisfy the fundamental requirements for rigid beam-to-column connections, according to AISC.

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Seismic behavior of semi-rigid steel joints—Major axis T-stub and minor axis end-plate

Cited by 21 publications

References 16 publications

Tensile behavior of cruciform stubs with four bolts per row

Tensile behavior of cruciform stubs with four bolts per row

Seismic Behavior of the Removable Links in Eccentrically Braced Frames with Semirigid Connections

Numerical Study of Two Novel Connections With Short End I or H Stub in Steel Structures

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