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Experimental study on seismic behavior of high strength steel flange-plate connections with box columns
https://orcid.org/0000-0002-4483-4117
Highlights Seismic behavior of high strength steel welded flange-plate connections between I-shaped beams and box columns was investigated experimentally. Q355 and Q460 built-up I-shaped beams, Q460 and Q690 built-up box columns were involved in the tests. Failure modes of beam failure, ESW joints failure, and CJP weld failure were reported. Under the similar design conditions, the use of higher strength steel members results in a decrease in the initial stiffness, as well as changes in yield mode, deformation proportion and energy dissipation capacity. The test results verified the proposal for determining the minimum size of flange plates of connections.
Abstract The flange-plate beam-to-column connections are a promising option for reinforced moment-resisting connections in ductile steel frames and have potential applicability in high strength steel frames. However, there have been few investigations on flange-plate connections with high strength steel box columns. In this study, experiments were conducted to evaluate the seismic behavior of high strength steel flange-plate connections with box columns. Seven specimens were designed and tested under anti-symmetrical cyclic loads, comprising three different combinations of Q355 or Q460 steel beams and Q460 or Q690 steel columns. While the expected beam failure mode was observed in five specimens, two specimens experienced ESW joints failure, and one specimen experienced CJP weld failure. These findings highlight the possible impact of welding quality defects in engineering applications. The test results about bearing capacity, rotation stiffness, deformation capacity, and energy dissipation were reported and analyzed. Under the similar design conditions, the use of higher strength steel members results in a decrease in the initial stiffness of the specimens, as well as changes in yielding modes, deformation proportion, and energy dissipation capacity. Six flange-plate connections met the deformation and bearing capacity requirements for special moment frames in AISC 341 with the ultimate story drift angle not less than 0.06 rad. The proposed criteria for determining the minimum size of flange plates was verified in this study, and design recommendations were made for flange-plate connections in high strength steel frames.
Experimental study on seismic behavior of high strength steel flange-plate connections with box columns
https://orcid.org/0000-0002-4483-4117
Highlights Seismic behavior of high strength steel welded flange-plate connections between I-shaped beams and box columns was investigated experimentally. Q355 and Q460 built-up I-shaped beams, Q460 and Q690 built-up box columns were involved in the tests. Failure modes of beam failure, ESW joints failure, and CJP weld failure were reported. Under the similar design conditions, the use of higher strength steel members results in a decrease in the initial stiffness, as well as changes in yield mode, deformation proportion and energy dissipation capacity. The test results verified the proposal for determining the minimum size of flange plates of connections.
Abstract The flange-plate beam-to-column connections are a promising option for reinforced moment-resisting connections in ductile steel frames and have potential applicability in high strength steel frames. However, there have been few investigations on flange-plate connections with high strength steel box columns. In this study, experiments were conducted to evaluate the seismic behavior of high strength steel flange-plate connections with box columns. Seven specimens were designed and tested under anti-symmetrical cyclic loads, comprising three different combinations of Q355 or Q460 steel beams and Q460 or Q690 steel columns. While the expected beam failure mode was observed in five specimens, two specimens experienced ESW joints failure, and one specimen experienced CJP weld failure. These findings highlight the possible impact of welding quality defects in engineering applications. The test results about bearing capacity, rotation stiffness, deformation capacity, and energy dissipation were reported and analyzed. Under the similar design conditions, the use of higher strength steel members results in a decrease in the initial stiffness of the specimens, as well as changes in yielding modes, deformation proportion, and energy dissipation capacity. Six flange-plate connections met the deformation and bearing capacity requirements for special moment frames in AISC 341 with the ultimate story drift angle not less than 0.06 rad. The proposed criteria for determining the minimum size of flange plates was verified in this study, and design recommendations were made for flange-plate connections in high strength steel frames.
Experimental study on seismic behavior of high strength steel flange-plate connections with box columns
https://orcid.org/0000-0002-4483-4117
Highlights Seismic behavior of high strength steel welded flange-plate connections between I-shaped beams and box columns was investigated experimentally. Q355 and Q460 built-up I-shaped beams, Q460 and Q690 built-up box columns were involved in the tests. Failure modes of beam failure, ESW joints failure, and CJP weld failure were reported. Under the similar design conditions, the use of higher strength steel members results in a decrease in the initial stiffness, as well as changes in yield mode, deformation proportion and energy dissipation capacity. The test results verified the proposal for determining the minimum size of flange plates of connections.
Abstract The flange-plate beam-to-column connections are a promising option for reinforced moment-resisting connections in ductile steel frames and have potential applicability in high strength steel frames. However, there have been few investigations on flange-plate connections with high strength steel box columns. In this study, experiments were conducted to evaluate the seismic behavior of high strength steel flange-plate connections with box columns. Seven specimens were designed and tested under anti-symmetrical cyclic loads, comprising three different combinations of Q355 or Q460 steel beams and Q460 or Q690 steel columns. While the expected beam failure mode was observed in five specimens, two specimens experienced ESW joints failure, and one specimen experienced CJP weld failure. These findings highlight the possible impact of welding quality defects in engineering applications. The test results about bearing capacity, rotation stiffness, deformation capacity, and energy dissipation were reported and analyzed. Under the similar design conditions, the use of higher strength steel members results in a decrease in the initial stiffness of the specimens, as well as changes in yielding modes, deformation proportion, and energy dissipation capacity. Six flange-plate connections met the deformation and bearing capacity requirements for special moment frames in AISC 341 with the ultimate story drift angle not less than 0.06 rad. The proposed criteria for determining the minimum size of flange plates was verified in this study, and design recommendations were made for flange-plate connections in high strength steel frames.
Experimental study on seismic behavior of high strength steel flange-plate connections with box columns
Jiang, Sheng (author) / Shi, Gang (author) / Zhang, Naizhou (author) / Hou, Lintao (author) / Zhao, Huatian (author)
Thin-Walled Structures ; 194
2023-10-16
Article (Journal)
Electronic Resource
English
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