Semi-rigidity Connection Model for Unstiffened CHS X-type Joints Subjected Out-of-plane Bending

Zhao, Bida; Liu, Chengqing; Yan, Zhengxi; Chen, Xin; Cai, Yangzheng

doi:10.1007/s13296-018-0168-x

Cited by 4 publications

(3 citation statements)

References 20 publications

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“…It did not attract much attention until quite recently to study the cyclic behavior of deep wide-flange sections and hollow structural sections (HSS), used as columns in steel special moment frames (SMFs) [6][7][8][9][10][11][12]. The results of FEM simulations and experimental evaluation demonstrated that wide-flange beam-columns with slenderness ratios near the AISC limits may experience rapid deterioration in flexural strength under high-ratio axial loads [6].…”

Section: Introductionmentioning

confidence: 99%

“…For HSS columns, the AISC limits may be Buildings 2021, 11, 415 2 of 19 conservative in the width-to-thickness ratios but may not be conservative in the depth-tothickness ratios [8]. Most recently, efforts were made to study out-of-plane flexural capacity, initial stiffness and hysteretic models for circular and rectangular HSS X-connections [9][10][11]. The former investigation showed that the early global instability of deep columns can lead the adopted SMRFs to collapse at relatively small drifts [12].…”

Section: Introductionmentioning

confidence: 99%

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Effects of Shear Tabs and High-Strength Bolts in Seismic Performance of Steel Moment Connections

Lai

Yeh²,

Kang

et al. 2021

Buildings

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A shear tab and high-strength bolts are often used to connect a steel H-beam to a column. The design demand and capacity of these elements vary from one standard to the other. To investigate the effect, this study applied a finite element method (FEM) to develop models for two steel moment connections and validated the effectiveness by test data. The connections were characteristic of bolted-web-and-welded-flange details. The FEM models were then used to study the design of shear tabs and high-strength bolts in accordance with the U.S. and Japan standards and compared to the Taiwan practice. The result showed a small difference in the peak loads of the connections. However, the U.S. direct welded flange connection had flange buckling and strength degradation at a relatively smaller drift. The connection had a thinner shear tab and fewer high-strength bolts. The other two connections had very similar design results and loading responses. The increase in shear-tab thickness reduced the stress concentration and fracture potential of the connections. It is, therefore, recommended to design a shear tab with moment capacity greater than the beam web. This will reduce the stress concentration of the base metal surrounding the beam-flange groove welds, increasing the connection ductility.

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Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Effects of Shear Tabs and High-Strength Bolts in Seismic Performance of Steel Moment Connections

Lai

Yeh²,

Kang

et al. 2021

Buildings

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show abstract

“…Zhu et al [10,11] performed experiment studied on the external rings strengthened CHS T-and X-joints under braces compression. Fu et al [12] performed experiments and finite element (FE) studied on the CHS gap K-joints strengthened with Carbon Fiber Reinforced Polymer (CFRP) sheets, the results revealed that the proposed technique of CFRP installation was efficient to promote performance of the K-joints [13]. Chen et al [14] performed experimental and FE studied on the static behavior of double-skin CHS X-joints under axial compression, and proposed the corresponding design equations for the double-skin X-joints.…”

Section: Introductionmentioning

confidence: 99%

Effects of Out-of-plane Brace-to-chord Angle on Multiplane CHS X-joints Behavior Under Brace Compression

Zhao¹,

Li²,

Liu³

et al. 2019

Period. Polytech. Civil Eng.

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Multiplanar CHS X-joints, different from the common uniplanar CHS X-joints, usually with a relative small out-of-plane brace-to-chord angle (OPBCA) for appealing architectural appearance in the single layered lattice structures. In order to study the effects of OPBCA on the static behavior of circular hollow section (CHS) X-joints under brace axial compression, experimental tests and numerical parametric study on the ultimate capacity and load transfer pattern of the CHS X-joints were carried out. The numerical analysis results had good consistent with experimental tests in terms of the capacity and fail mode of the X-joints. OPBCA changes the load transfer pattern to more load at the up saddle point from the same load at the up and bottom saddles in uniplanar X-joints, and more obvious for the X-joints with lager OPBCA. OPBCA is also unfavorable to the capacity, especially the X-joints with relative large braceto-chord diameter ratio and in-plane brace-to-chord angle. Then an equation considering the OPBCA influence factor, extended the capacity prediction formulae of uniplanar X-joints in the current specifications to the multiplanar X-joints, is also established; and the equation has been validated favorably. KeywordsCHS X-joints, out-of-plane brace-to-chord angle (OPBCA), load transfer pattern, ultimate capacity, OPBCA influence factor

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Capacity Difference of Circular Hollow Section X-joints Under Brace Axial Compression and Tension

et al. 2020

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Semi-rigidity Connection Model for Unstiffened CHS X-type Joints Subjected Out-of-plane Bending

Cited by 4 publications

References 20 publications

Effects of Shear Tabs and High-Strength Bolts in Seismic Performance of Steel Moment Connections

Effects of Shear Tabs and High-Strength Bolts in Seismic Performance of Steel Moment Connections

Effects of Out-of-plane Brace-to-chord Angle on Multiplane CHS X-joints Behavior Under Brace Compression

Capacity Difference of Circular Hollow Section X-joints Under Brace Axial Compression and Tension

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