EXPERIMENTAL STUDY ON SEISMIC AND REPLACEABLE PERFORMANCE OF REPLACEABLE ENERGY DISSIPATION BEAMS WITH BOLTED END PLATES
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摘要: 为研究端板-螺栓连接可更换耗能梁的抗震及可更换性能，设计制作了4个可更换耗能梁试件并进行了拟静力试验，研究不同长度系数对可更换耗能梁抗震性能和可更换能力的影响。结果表明：当长度系数较小时，试件发生剪切破坏，破坏特征包括腹板-加劲肋焊缝撕裂、腹板屈曲和腹板撕裂；当长度系数较大时，试件发生弯剪破坏，破坏特征包括梁端翼缘-端板焊缝撕裂和梁端翼缘屈曲；所有试件的滞回曲线非常饱满，具有优异的变形能力和耗能能力；可更换耗能梁的抗剪承载力强化明显，超强系数均值为1.9；采用端板-螺栓连接的可更换耗能梁均可实现震后可更换，当梁端残余转角为0.0020 rad~0.0046 rad时耗能梁可以实现震后更换，且更换快捷、操作简单；同时，根据耗能梁构件与带可更换构件的RCS混合框架结构体系的几何变形特征，可以将耗能梁的主要受力阶段划分为正常使用、非必要更换和必要更换3个阶段。Abstract: To study the seismic performance and replaceable capacity of energy dissipation beams with bolted end plates, four replaceable energy dissipation beam specimens were designed and fabricated. The effects of length ratio on seismic performance and replaceable capacity of the replaceable energy dissipation beams were investigated through quasi-static test. The results show that specimens with small length ratio present a shear dominated behavior including web-to-stiffener weld fracture, web buckling and web tear. Whereas the failure features of shear and flexure dominate the behavior of specimens with large length ratio, manifested as flange buckling and end plate-to-flange weld fracture. All tested specimens exhibit stable hysteresis behavior, excellent deformation ability and energy dissipation capacity. In addition, the bearing capacity of replaceable energy dissipation beams is strengthened significantly, and the average value of the overstrength factor is about 1.9. The replaceable energy dissipation beams with bolted end plates can be replaced after the earthquake. Moreover, the energy dissipation beams can be replaced conveniently after the earthquake when the residual angle at the beam end is 0.0020 rad-0.0046 rad. Meanwhile, the main stress development of replaceable beams can be divided into three stages of serviceability, non-essential and mandatory replaceability according to the deformation relationship between the replaceable link beams and the proposed frame structure system.
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图 1 带可更换构件的RCS混合框架结构体系 /m
Figure 1. RCS hybrid frame structure with replaceable members
图 10 耗能梁段塑性转角与长度系数的关系
Figure 10. Plastic rotation versus length ratio relationship of energy dissipation beams
图 14 试件RB3腹板剪力-局部剪切应变曲线
Figure 14. Shear force-local shear strain curve of RB3 web of specimen
图 16 耗能构件震后可更换性示意图
Figure 16. Schematic diagram of post-earthquake replaceability of energy dissipation components
图 17 耗能构件与混合结构的几何变形关系
Figure 17. Deformation relationship between the links and RCS hybrid frame structure
图 18 耗能构件的可更换性与混合框架结构的关系
Figure 18. The relationship between replaceability of energy dissipation links and RCS hybrid frame structure
表 1 材料性能
Table 1. Material properties
钢材类型 部位 厚度t/mm 屈服强度fy/MPa 抗拉强度fu/MPa 强屈比fu/fy 屈服应变εy/με 弹性模量E/(×105MPa) 延伸率δ/(%) Q235 耗能梁腹板 10 291.7 441.7 1.51 1383 2.11 41.5 Q345 耗能梁翼缘和钢柱腹板 18 391.7 538.3 1.37 1967 1.99 42.5 Q345 钢柱翼缘 25 443.2 554.5 1.25 2161 2.07 42.7 
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表 2 试件参数
Table 2. Specimen parameters
试件
编号截面形式/
(mm×mm×mm×mm)耗能梁
长度e/mm长度系数
e/(Mp/Vp)加劲肋布置 试件
梁端构造间距d/mm 布置
形式RB1 I400×200×10×18 740 0.68 4@185 双侧 端板螺栓
连接RB2 940 0.86 5@188 RB3 1140 1.05 6@190 RB4 1740 1.60 8@218
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表 3 试件抗剪承载力和超强系数
Table 3. Shear capacity and overstrength of specimens
试件
编号实测屈曲
剪力Vpn/kN极限抗剪
承载力Vu/kN超强
系数ΩRB1 573.3 1190.1 2.07 RB2 573.3 1133.4 1.98 RB3 573.3 1131.0 1.97 RB4 573.3 894.5 1.56
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表 4 试件变形能力
Table 4. Deformation capacity of specimens
试件
编号屈服转角
γy/rad极限塑性
转角γp/rad累积塑性转角
Σγp/rad累积延性
系数Σγp/γyRB1 0.00225 0.0877 1.26 560 RB2 0.00292 0.0871 1.38 473 RB3 0.00234 0.0876 1.32 564 RB4 0.00467 0.0652 0.97 208
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表 5 耗能梁的可更换性
Table 5. Replaceability of energy dissipation beams
试件编号 可更换时梁端
残余转角γre, L /rad连肢钢柱节点区的变形/rad 最大弹性转角 残余转角γre, C RB1 0.0046 0.000 32 − RB2 0.0034 0.000 38 − RB3 0.0033 0.000 22 − RB4 0.0020 0.000 30 −
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表 6 耗能梁的变形能力
Table 6. Deformability of energy dissipation beams
RCS混合框架结构
层间位移角限值耗能梁的剪切变形/rad RB1 RB2 RB3 RB4 正常使用 1/400 0.0047 0.0043 0.0039 0.0034 耗能构件可更换 1/160 0.0118 0.0106 0.0099 0.0086 生命安全 1/60 0.0315 0.0284 0.0263 0.0230
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