View in EDS

Seismic performance of a novel non-diaphragm joint between concrete-filled cold-formed high-strength square steel tubular columns and composite beams.

Saved in:
Bibliographic Details
Title: Seismic performance of a novel non-diaphragm joint between concrete-filled cold-formed high-strength square steel tubular columns and composite beams.
Authors: Guo, Jiangran1 (AUTHOR), Sun, Longhui1 (AUTHOR), Zhao, He1 (AUTHOR) zhaohe@ustb.edu.cn, Hu, Xihan1 (AUTHOR), Hai, Letian1 (AUTHOR)
Source: Engineering Structures. Sep2025, Vol. 339, pN.PAG-N.PAG. 1p.
Subjects: Composite columns, Composite construction, Cold-formed steel, Finite element method, Steel tubes, Concrete-filled tubes
Abstract: To promote the process of architectural standardization and improve construction efficiency, a novel non-diaphragm joint between concrete-filled cold-formed high-strength square steel tubular (CCHSST) columns and composite beams was proposed. Low-cycle loading tests were conducted on four non-diaphragm joint specimens, and the effects of the column wall thickness in the joint zone t j and the height of the column wall thickened area in the joint zone h j on the failure modes, load-bearing capacities, strength and stiffness degradation, ductility, and energy dissipation capacities were investigated. The test results show that as t j increased from 10 mm to 20 mm, the plastic hinge of the non-diaphragm joint gradually moved from the joint zone to the beam, effectively preventing damage to the joint zone. The positive and negative bearing capacities of the specimen increased by 95.12 % and 38.51 %, respectively, and the positive initial stiffness increased by 48.17 %. Meanwhile, the energy dissipation capacity of the specimen significantly improved, while the ductility slightly decreased. As h j increased from 600 mm to 900 mm, the difference in load-bearing capacity and initial stiffness of non-diaphragm joints was between 2.4 % and 19.12 %, and the changes in energy dissipation capacity and ductility are also minimal. All the non-diaphragm joints tested in this study are semi-rigid and partial strength joints according to Eurocode 3. A simplified method for calculating the skeleton curves of non-diaphragm joints was proposed. The numerical simulation analysis conducted by MSC.MARC indicates that finite element method (FEM) can effectively simulate the hysteresis performance of non-diaphragm joints. It is recommended to adopt the form of the non-diaphragm joint with thickening only in the joint zone. For the thickness of the non-thickened column wall t is 10 mm, t j should be 2 t and h j should be 1.5 h s (where h s is the beam height). • The non-diaphragm joint between concrete-filled cold-formed high-strength square columns and composite beams was proposed. • A series of low-cyclic loading tests had been conducted on the seismic performance of non-diaphragm joints. • The test results showed that the non-diaphragm joints with thickened column walls achieved the expected damage pattern and performance objectives. • The finite element model established in MSC.MARC can accurately simulate the mechanical performance of the non-diaphragm joints. • The feasibility of the non-diaphragm joints with thickened column walls was demonstrated. [ABSTRACT FROM AUTHOR]
Copyright of Engineering Structures is the property of Elsevier B.V. and its content may not be copied or emailed to multiple sites without the copyright holder's express written permission. Additionally, content may not be used with any artificial intelligence tools or machine learning technologies. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)
Database: Engineering Source
Description
Abstract:To promote the process of architectural standardization and improve construction efficiency, a novel non-diaphragm joint between concrete-filled cold-formed high-strength square steel tubular (CCHSST) columns and composite beams was proposed. Low-cycle loading tests were conducted on four non-diaphragm joint specimens, and the effects of the column wall thickness in the joint zone t j and the height of the column wall thickened area in the joint zone h j on the failure modes, load-bearing capacities, strength and stiffness degradation, ductility, and energy dissipation capacities were investigated. The test results show that as t j increased from 10 mm to 20 mm, the plastic hinge of the non-diaphragm joint gradually moved from the joint zone to the beam, effectively preventing damage to the joint zone. The positive and negative bearing capacities of the specimen increased by 95.12 % and 38.51 %, respectively, and the positive initial stiffness increased by 48.17 %. Meanwhile, the energy dissipation capacity of the specimen significantly improved, while the ductility slightly decreased. As h j increased from 600 mm to 900 mm, the difference in load-bearing capacity and initial stiffness of non-diaphragm joints was between 2.4 % and 19.12 %, and the changes in energy dissipation capacity and ductility are also minimal. All the non-diaphragm joints tested in this study are semi-rigid and partial strength joints according to Eurocode 3. A simplified method for calculating the skeleton curves of non-diaphragm joints was proposed. The numerical simulation analysis conducted by MSC.MARC indicates that finite element method (FEM) can effectively simulate the hysteresis performance of non-diaphragm joints. It is recommended to adopt the form of the non-diaphragm joint with thickening only in the joint zone. For the thickness of the non-thickened column wall t is 10 mm, t j should be 2 t and h j should be 1.5 h s (where h s is the beam height). • The non-diaphragm joint between concrete-filled cold-formed high-strength square columns and composite beams was proposed. • A series of low-cyclic loading tests had been conducted on the seismic performance of non-diaphragm joints. • The test results showed that the non-diaphragm joints with thickened column walls achieved the expected damage pattern and performance objectives. • The finite element model established in MSC.MARC can accurately simulate the mechanical performance of the non-diaphragm joints. • The feasibility of the non-diaphragm joints with thickened column walls was demonstrated. [ABSTRACT FROM AUTHOR]
ISSN:01410296
DOI:10.1016/j.engstruct.2025.120700