设置C形连接件的双钢板混凝土组合剪力墙抗震性能研究
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摘要
提出一种设置C形连接件的新型双钢板-混凝土组合剪力墙。为研究此类组合墙的抗震性能,设计并完成了6片高剪跨比双钢板-混凝土组合剪力墙的低周反复水平荷载试验。对试件的破坏现象、承载能力、轴压比、滞回曲线、骨架曲线、变形能力、位移延性系数及耗能能力进行了分析研究。试验结果表明:C形连接件可以有效地限制两侧钢面板的屈曲;在屈服阶段,试件的屈曲主要出现在端柱底部和墙身底部。试件的最终破坏形态为端柱脚部断裂;结构具有较高的承载力。组合墙正截面压弯承载力理论计算值与试验值吻合良好;试件的滞回曲线饱满,具有良好的延性及耗能能力,试件破坏时的平均极限位移角为1/52,位移延性系数为2. 49～3. 55。
The paper proposed a new-type of the double steel plates and concrete composite shear wall with C-shaped connectors. In order to study the seismic behavior of the structure,quasi-static loading tests were conducted on two double steel plates and concrete composite shear walls with large depth-span ratio. The failure phenomenon,bearing capacity,axial compression ratio,hysteresis curve,skeleton curve,deformation performance,displacement ductility factor and energy dissipation capacity were studied. The results showed that the C-shaped connectors could effectively limit the buckling of steel plate on two sides,in the yield stage,the buckling of the specimen mainly appeared at the foot of the end column and the bottom of the wall. The final damage of the specimen was mainly due to the crack of the foot of the end column. The structure showed a good bearing capacity,and the calculated results of bending bearing capacity of composite wall were compared with the test results. The hysteresis curves were full,with good ductility and dissipation capacity. The ultimate drift ratio of the specimen was 1/52,and the displacement ductility factor was between 2. 49 and 3. 55.
The paper proposed a new-type of the double steel plates and concrete composite shear wall with C-shaped connectors. In order to study the seismic behavior of the structure,quasi-static loading tests were conducted on two double steel plates and concrete composite shear walls with large depth-span ratio. The failure phenomenon,bearing capacity,axial compression ratio,hysteresis curve,skeleton curve,deformation performance,displacement ductility factor and energy dissipation capacity were studied. The results showed that the C-shaped connectors could effectively limit the buckling of steel plate on two sides,in the yield stage,the buckling of the specimen mainly appeared at the foot of the end column and the bottom of the wall. The final damage of the specimen was mainly due to the crack of the foot of the end column. The structure showed a good bearing capacity,and the calculated results of bending bearing capacity of composite wall were compared with the test results. The hysteresis curves were full,with good ductility and dissipation capacity. The ultimate drift ratio of the specimen was 1/52,and the displacement ductility factor was between 2. 49 and 3. 55.
引文
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[13]陈宗平,柯晓军,薛建阳,等.钢管约束再生混凝土的受力机理及强度计算[J].土木工程学报,2013,46(2):70-77.
[14]韩林海,杨有福.矩形钢管混凝土轴心受压构件强度承载力的试验研究[J].土木工程学报,2001,34(4):22-31.
[15]谭克锋,蒲心诚.钢管超高强混凝土的性能与极限承载能力的研究[J].建筑结构学报,1999,20(1):10-15.
[16]中华人民共和国住房和城乡建设部.建筑抗震设计规范:GB50011—2010[S].北京:中国建筑工业出版社,2010.
[2] OZAKI M,AKITA S,OSUGA H,et al. Study on Steel Plate Reinforced Concrete Panels Subjected to Cyclic in-Plane Shear[J]. Nuclear Engineering and Design,2004,228:225-244.
[3] EMORI K. Compressive and Shear Strength of Concrete Filled Steel Box Wall[J]. Steel Structures,2002,68(2):29-40.
[4] CLUBLEY S K,MOY S J,XIAO R Y. Shear Strength of SteelConcrete-Steel Composite Panels:PartⅠ:Testing and Numerical Modelling[J]. Journal of Constructional Steel Research,2003,59(6):781-794.
[5] CLUBLEY S K,MOY S S J,XIAO R Y.Shear Strength of SteelConcrete-Steel Composite Panels:Part II:Detailed Numerical Modelling of Performance[J]. Journal of Constructional Steel Research,2003,59(6):795-808.
[6]聂建国,陶慕轩,樊健生,等.双钢板-混凝土组合剪力墙研究新进展[J].建筑结构,2011,41(12):52-60.
[7]聂建国,卜凡民,樊健生.低剪跨比双钢板-混凝土组合剪力墙抗震性能试验研究[J].建筑结构学报,2011,32(11):74-81.
[8]刘鸿亮,蔡健,杨春,等.带约束拉杆双层钢板内填混凝土组合剪力墙抗震性能试验研究[J].建筑结构学报,2013,34(6):84-92.
[9]朱立猛,周德源,赫明月,等.带约束拉杆钢板-混凝土组合剪力墙抗震性能试验研究[J].建筑结构学报,2013,34(6):93-102.
[10]李健,罗永峰,郭小农,等.双层钢板组合剪力墙抗震性能试验研究[J].同济大学学报(自然科学版),2013,41(11):1636-1643.
[11]中华人民共和国住房和城乡建设部.钢板剪力墙技术规程:JGJ/T 380—2015[S].北京:中国建筑工业出版社,2015.
[12]陈丽华,夏登荣,刘文武,等.双钢板-混凝土组合剪力墙抗震性能试验研究[J].土木工程学报,2017,50(8):10-19.
[13]陈宗平,柯晓军,薛建阳,等.钢管约束再生混凝土的受力机理及强度计算[J].土木工程学报,2013,46(2):70-77.
[14]韩林海,杨有福.矩形钢管混凝土轴心受压构件强度承载力的试验研究[J].土木工程学报,2001,34(4):22-31.
[15]谭克锋,蒲心诚.钢管超高强混凝土的性能与极限承载能力的研究[J].建筑结构学报,1999,20(1):10-15.
[16]中华人民共和国住房和城乡建设部.建筑抗震设计规范:GB50011—2010[S].北京:中国建筑工业出版社,2010.