冷弯型钢梁柱斜节点初始刚度研究
引用文献：
陈明 ，任昊 ，高鹏 ，李补栓. 冷弯型钢梁柱斜节点初始刚度研究[J]. 建筑结构，2022，48（13）：94-98.
CHEN Ming ，REN Hao， GAO Peng ，LI Bushuan. Research on initial stiffness of cold-formed steel beam-column oblique joint[J]. Building Structure，2022,48（13）：94-98.
摘要：冷弯型钢梁柱节点刚度对结构承载力影响较大，因此对冷弯型钢梁柱斜节点进行研究。基于欧洲规范组件法计算冷弯型钢梁柱斜节点初始刚度，根据已有试验得到的梁柱斜节点变形特征和破坏模式分别进行理论和有限元分析，提出冷弯型钢梁柱斜节点的计算模型，推导节点初始刚度的理论计算公式。结果表明：试验结果与理论计算结果的平均误差为3.6%,说明公式比较可靠。此外，对冷弯型钢梁柱L形节点进行拓展分析，发现计算公式同样具有适用性。
关键词：冷弯型钢；梁柱斜节点；组件法；初始刚度
基金：国家自然科学基金项目(51768055)。
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参考文献[1] 周绪红，石宇，王瑞成，等.适合地震灾区快速重建的冷弯薄壁型钢结构住宅体系[C]//汶川地震建筑震害调查与灾后重建分析报告.西安，2008.
[2] Eurocode 3:design of steel structures-part 1.8:design of joints:EN 1993-1-8[S].Brussels:European Committee for Standardisation,2005.
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[4] CONCEPCIÓN DÍAZ,PASCUAL MARTÍ,VICTORIA M,et al.Review on the modelling of joint behaviour in steel frames[J].Journal of Constructional Steel Research,2011,67(5):741-758.
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[7] BUCMYS,ZILVINAS,DANIUNAS,et al.A component method for cold-formed steel beam-to-column bolted gusset plate joints[J].Thin-Walled Structures,2018,18(123):520-527.
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[2] Eurocode 3:design of steel structures-part 1.8:design of joints:EN 1993-1-8[S].Brussels:European Committee for Standardisation,2005.
[3] SAVIO A A D,NETHERCOT D A,VELLASCO P C G S,et al.Generalised component-based model for beam-to-column connections including axial versus moment interaction[J].Journal of Constructional Steel Research,2009,65(8):1876-1895.
[4] CONCEPCIÓN DÍAZ,PASCUAL MARTÍ,VICTORIA M,et al.Review on the modelling of joint behaviour in steel frames[J].Journal of Constructional Steel Research,2011,67(5):741-758.
[5] LIM J B P,NETHERCOT D A.Stiffness prediction for bolted moment-connections between cold-formed steel members[J].Journal of Constructional Steel Research,2004,60(1):85-107.
[6] LIM J B P,NETHERCOT D A.Ultimate strength of bolted moment-connections between cold-formed steel members[J].Thin Walled Structures,2003,41(11):1019-1039.
[7] BUCMYS,ZILVINAS,DANIUNAS,et al.A component method for cold-formed steel beam-to-column bolted gusset plate joints[J].Thin-Walled Structures,2018,18(123):520-527.
[8] 于洲欢.双肢冷弯薄壁C型钢节点受力性能及其对框架抗震性能的影响[D].包头：内蒙古科技大学，2018.
[9] 郭兵，吴永清.偏心支撑半刚性连接钢框架的动力特性研究[J].山东建筑大学学报，2011(4):317-321.
[10] 高鹏.冷弯薄壁型钢梁柱斜节点的抗震性能研究[D].包头：内蒙古科技大学，2009.
[11] 王新敏.ANSYS工程结构数值分析[M].北京：人民交通出版社，2007.
[12] 孙芳芳.双肢冷弯薄壁C型钢半刚性节点抗震性能研究[D].包头：内蒙古科技大学，2015.
Research on initial stiffness of cold-formed steel beam-column oblique joint
Abstract: The stiffness of cold-formed steel beam-column oblique joint has a greater influence on the structural bearing capacity, so the cold-formed steel beam-column oblique joint was studied. The initial stiffness of the cold-formed steel beam-column oblique joint was calculated based on the Eurocode component method, and the theoretical and finite element analysis were carried out according to the deformation characteristics and failure modes obtained from the existing tests. The calculation model of the cold-formed steel beam-column oblique joint and the theoretical calculation formula of the joint initial stiffness was deduced. The results show that the average error between the experimental results and the theoretical calculation results is 3.6%, indicating that the formula is relatively reliable. In addition, the cold-formed steel L-shaped joints were expanded and analyzed, and it is found that the calculation formula is also applicable.
Keywords: cold-formed steel; beam-column oblique joint; component method; initial stiffness
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