Finite Element Analysis of Seismic Behavior of Self-Centering Concrete-Filled Square Steel Tubular Column-Steel Beam Joint with Slotted Energy Dissipation Plate
结果表明：在梁端往复荷载作用下，节点的滞回曲线呈典型的“双旗帜”形，该节点具有良好的承载能力、自复位能力和耗能能力；当加载至4.00%层间位移角时，梁柱主体构件基本处于弹性状态，耗能板发生明显的塑性变形，说明该节点可有效地将损伤控制于局部，从而降低主体构件的塑性损伤；耗能板的开槽数量越多，节点的耗能能力越差，自复位性能越好，而对节点的承载力及特征弯矩没有显著影响；随着耗能段宽度和耗能板厚度的增大，节点的耗能能力增强，自复位能力降低，节点承载力提高。增大钢绞线的初始预应力，节点的初始刚度、承载力和脱开弯矩提高，自复位能力增强，而对节点的耗能能力影响较小。Abstract: Self-centering structure is a new type of resumable structure, which can effectively control the residual deformation after earthquake and can be restored after a little maintenance. In recent years, self-centering structure has become a hot spot in the field of seismic engineering. At present, self-centering structure dissipates seismic energy mainly in two ways:plastic deformation of metal or friction damper. However, the above two modes usually have a large reduction resistance, which puts forward higher requirements on the reset members and adversely affects the self-centering performance of the joints. How to reduce the reduction resistance is an important problem that needs to be solved for such structure.
Based on the above problem, a new type of self-centering concrete-filled square steel tubular column-steel beam joint with slotted energy dissipation plates is proposed. The reduction resistance of the joints can be effectively reduced by setting slots on the energy dissipation plates. The joints is mainly composed of square concrete-filled steel tube column, steel beam, cantilever beam, slotted energy dissipation plates, cover plates, shear plates and strands, etc. In order to explore the failure mode, seismic performance, selfcentering performance and energy dissipation capacity of the joints, finite element software ABAQUS was used to simulate and analyze the self-centering square concrete-filled steel tubular column-steel beam joints. The moment-angular hysteretic curves, bearing capacity and characteristic moment, single-cycle hysteretic energy dissipation and residual deformation were obtained. Five joints were designed to compare the influences of the number of slots, the width and thickness of energy dissipation plates and the prestress of strands on seismic performance of the joints.
The results show that under seismic behavior, the hysteretic curves show "double flags" shape, and the joints have good bearing capacity, self-centering capacity and energy dissipation capacity. The main components are basically in elastic and the energy dissipation plates have obvious plastic deformation under 4. 00% displacement angle, indicating that the joints can control the damage locally and reduce the plastic damage on main components. The more slots of energy dissipation plates, the worse energy dissipation capacity and the better self-centering performance. However, it has no significant influence on the bearing capacity and characteristic moment of the joints. With the increase of width and thickness of energy dissipation plates, the energy dissipation capacity increases, the self-centering capacity decreases, and the bearing capacity increases. With the increase of prestress in strands, the initial stiffness, bearing capacity and decompression moment are increased, and the self-centering capacity is enhanced, but the energy dissipation capacity is less affected.
吕西林, 陈云, 毛苑君. 结构抗震设计的新概念:可恢复功能结构[J]. 同济大学学报(自然科学版), 2011, 39(7):941-948. 吕西林, 武大洋, 周颖. 可恢复功能防震结构研究进展[J]. 建筑结构学报, 2019,40(2):1-15. Herning G, Garlock M M, Ricles J, et al. An overview of selfcentering steel moment frames[C]//Structures Congress. 2009. 周颖, 吕西林. 摇摆结构及自复位结构研究综述[J]. 建筑结构学报, 2011,32(9):1-10. Ricles J, Sause R, Garlock M, et al. Post-tensioned seismic-resistant connections for steel frames[J]. Journal of Structural Engineering, 2001, 127(2):113-121. Ricles J, Sause R, Peng S W, et al. Experimental evaluation of earthquake resistant post-tensioned steel connections[J]. Journal of Structural Engineering, 2002, 128(7):850-859. Christopoulos C, Filiatrault A, Uang C, et al. Post-tensioned energy dissipating connections for moment resisting steel frames[J]. Journal of Structural Engineering, 2002, 128(9):1111-1120. Garlock M, Ricles J, Sause R. Experimental study of full-scale post-tensioned steel connections[J]. Journal of Structural Engineering, 2005, 131(3):438-449. Kim H J, Christopoulos C. Friction damped post-tensioned selfcentering steel moment-resisting frames[J]. Journal of Structural Engineering, 2008, 134(11):1768-1779. Hoseok C, Judy L. Seismic behavior of post-tensioned column base for steel self-centering moment resisting frame[J]. Journal of Constructional Steel Research, 2012, 78(11):117-130. 潘振华, 潘鹏, 叶列平, 等. 自复位钢框架节点有限元模拟及参数分析[J]. 建筑结构学报, 2011,32(3):35-42. Zhang A L, Zhang Y X, Li R, et al. Cyclic behavior of a prefabricated self-centering beam-column connection with a bolted web friction device[J]. Engineering Structures, 2016, 111(2):185-198. 张艳霞, 刘安然, 张贺昕, 等. 装配式自复位钢框架梁柱节点低周往复试验的数值模拟[J]. 钢结构, 2017, 32(8):2-10. 王先铁, 谢川东, 林麟珲, 等. 外张拉式自复位方钢管混凝土柱脚抗震性能试验研究[J]. 建筑结构学报, 2020, 41(10):67-77. AISC. Seismic provisions for structure steel buildings:ANSI/AISC 341-16[S]. Chicago:AISC, 2010.
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