钢板剪力墙结构抗震加固后性能试验研究
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摘要
为研究钢框架-钢板剪力墙抗震加固的必要性及可行性,对2个缩尺比例为1∶3的非加劲钢板剪力墙进行了两阶段低周往复加载试验,研究了地震中受损钢板墙结构的抗震性能,探索了密肋网格修复薄钢板墙的方法.该方法安装方便,可在震后快速施工.由于震后内填板会产生平面内、外错动,故建议在钢板内预留大螺栓孔,并采用长螺栓,以方便安装.试验结果表明,受损钢板墙在二次地震作用下承载力稳定性较差,初始刚度下降约46%,框架承担了较大荷载,破坏模式与纯框架类似.采用密肋网格可以有效抑制墙板变形,修复后内填板可以承担较大荷载.修复后试件延性提高约17.6%,承载力提高约14.4%,可以达到原结构的设计强度.
To study the necessity and feasibility of seismic upgrading on steel frame-steel plate shear walls, two 1∶3 scaled unstiffened steel plate shear wall specimens were tested under low cycle reversed loading in two steps. The seismic performance of the steel plate shear walls damaged in earthquake was studied and the method for repairing thin steel plate shear wall with multi-ribbed grid was explored. It was easy to build quickly after earthquake by this method. The embedded plate occured dislocation in and out plane directions after earthquake. It is suggested that large bolt holes should be reserved on the steel plate and long bolts should be used to facilitate installation. The test results show that the stability of the bearing capacity of the damaged structure is poor and the initial stiffness decreases by about 46%. The frame bears a large load, and the failure mode is similar to that of the steel frames. Anchoring multi-ribbed gird can effectively restrain the deformation of the steel plate. The restored embedded plate can bear a large load. The ductility of the repaired specimen is increased by about 17.6% and the bearing capacity is increased by about 14.4%, which can reach the design strength of the original structure.
To study the necessity and feasibility of seismic upgrading on steel frame-steel plate shear walls, two 1∶3 scaled unstiffened steel plate shear wall specimens were tested under low cycle reversed loading in two steps. The seismic performance of the steel plate shear walls damaged in earthquake was studied and the method for repairing thin steel plate shear wall with multi-ribbed grid was explored. It was easy to build quickly after earthquake by this method. The embedded plate occured dislocation in and out plane directions after earthquake. It is suggested that large bolt holes should be reserved on the steel plate and long bolts should be used to facilitate installation. The test results show that the stability of the bearing capacity of the damaged structure is poor and the initial stiffness decreases by about 46%. The frame bears a large load, and the failure mode is similar to that of the steel frames. Anchoring multi-ribbed gird can effectively restrain the deformation of the steel plate. The restored embedded plate can bear a large load. The ductility of the repaired specimen is increased by about 17.6% and the bearing capacity is increased by about 14.4%, which can reach the design strength of the original structure.
引文
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[14] 李国强,金华建,孙飞飞,等.屈曲约束钢板剪力墙约束板研究(Ⅱ):承载力需求及试验验证[J].土木工程学报,2016,49(7):49-56,67.DOI:10.15951/j.tmgcxb.2016.07.004.Li G Q,Jin H J,Sun F F,et al.Research on buckling restrainers in buckling-restrained steel plate shear walls(Ⅱ):Strength requirement and experimental validation[J].China Civil Engineering Journal,2016,49(7):49-56,67.DOI:10.15951/j.tmgcxb.2016.07.004.(in Chinese)
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[18] 周明.非加劲与防屈曲钢板剪力墙结构设计方法研究[D].北京:清华大学,2009.Zhou M.Studies on design method of unstiffened or buckling-restrained steel plate shear wall structures[D].Beijing:Tsinghua Univesity,2009.(in Chinese)
[2] 房晨,郝际平,樊春雷,等.两种密肋框格屈曲约束低屈服点钢板剪力墙抗震性能试验研究[J].建筑结构学报,2017,38(10):38-50.DOI:10.14006/j.jzjgxb.2017.10.005.Fang C,Hao J P,Fan C L,et al.Experimental investigation on seismic behavior of two types of buckling-restrained low yield point steel plate shear walls with multi-stiffeners[J].Journal of Building Structures,2017,38(10):38-50.DOI:10.14006/j.jzjgxb.2017.10.005.(in Chinese)
[3] Berman J W,Bruneau M.Experimental investigation of light-gauge steel plate shear walls[J].Journal of Structural Engineering,2005,131(2):259-267.DOI:10.1061/(asce)0733-9445(2005)131:2(259).
[4] Qu B,Bruneau M,Lin C H,et al.Testing of full-scale two-story steel plate shear wall with reduced beam section connections and composite floors[J].Journal of Structural Engineering,2008,134(3):364-373.DOI:10.1061/(asce)0733-9445(2008)134:3(364).
[5] Cortés G,Liu J.Experimental evaluation of steel slit panel-frames for seismic resistance[J].Journal of Constructional Steel Research,2011,67(2):181-191.DOI:10.1016/j.jcsr.2010.08.002.
[6] Khoeilar A R,Zirakian T.Case study on retrofit of steel plate shear walls using low yield point steel infill plates[J].Journal of Steel Structures & Construction,2016,2(1):1000106.DOI:10.4172/2472-0437.1000106.
[7] 曹万林,于传鹏,董宏英,等.钢管混凝土边框内藏钢板剪力墙抗震试验与损伤加固[J].自然灾害学报,2013,22(2):36-43.DOI:10.13577/j.jnd.2013.0206.Cao W L,Yu C P,Dong H Y,et al.Seismic experiments and retrofitting of shear wall with CFST columns and embedded steel plates[J].Journal of Natural Disasters,2013,22(2):36-43.DOI:10.13577/j.jnd.2013.0206.(in Chinese)
[8] Choi J H,Park K C,Park J Y,et al.Experimental study of the lateral capacity enhancement of coupled shear wall system through the wall retrofitted by carbon plate[C]// Internet Conference of Steel Space & Composite.Yantai,China,2007:517-524.
[9] AISC.ANSI/AISC 341-05 Seismic provisions for structural steel buildings[S].Chicago,IL,USA:American Institution of Steel Construction Inc,2005.
[10] 徐刚,李爱群.空腔剪力墙受力机理的理论与数值分析[J].东南大学学报(自然科学版),2017,47(5):987-992.DOI:10.3969/j.issn.1001-0505.2017.05.023.Xu G,Li A Q.Theoretical and numerical analysis on stress mechanism of cavity shear wall[J].Journal of Southeast University(Natural Science Edition),2017,47(5):987-992.DOI:10.3969/j.issn.1001-0505.2017.05.023.(in Chinese)
[11] 白亮,周天华,谢鹏飞,等.小剪跨比内置钢管组合剪力墙抗震性能试验研究[J].东南大学学报(自然科学版),2017,47(3):545-552.DOI:10.3969/j.issn.1001-0505.2017.03.022.Bai L,Zhou T H,Xie P F,et al.Experimental study on seismic behaviors of steel stub filled composite shear walls with low aspect ratio[J].Journal of Southeast University(Natural Science Edition),2017,47(3):545-552.DOI:10.3969/j.issn.1001-0505.2017.03.022.(in Chinese)
[12] 孙国华,顾强,何若全,等.钢板剪力墙结构的性态指标及损伤评估[J].土木工程学报,2013,46(4):46-56.DOI:10.15951/j.tmgcxb.2013.04.014.Sun G H,Gu Q,He R Q,et al.Performance index and damage evaluation of steel plate shear walls[J].China Civil Engineering Journal,2013,46(4):46-56.DOI:10.15951/j.tmgcxb.2013.04.014.(in Chinese)
[13] 葛明兰,郝际平,于金光,等.半刚性框架-屈曲约束钢板剪力墙结构振动台试验研究[J].建筑结构学报,2018,39(5):10-17.DOI:10.14006/j.jzjgxb.2018.05.002.Ge M L,Hao J P,Yu J G,et al.Shaking table test of semi-rigid frame with buckling-restrained steel plate shear walls[J].Journal of Building Structures,2018,39(5):10-17.DOI:10.14006/j.jzjgxb.2018.05.002.(in Chinese)
[14] 李国强,金华建,孙飞飞,等.屈曲约束钢板剪力墙约束板研究(Ⅱ):承载力需求及试验验证[J].土木工程学报,2016,49(7):49-56,67.DOI:10.15951/j.tmgcxb.2016.07.004.Li G Q,Jin H J,Sun F F,et al.Research on buckling restrainers in buckling-restrained steel plate shear walls(Ⅱ):Strength requirement and experimental validation[J].China Civil Engineering Journal,2016,49(7):49-56,67.DOI:10.15951/j.tmgcxb.2016.07.004.(in Chinese)
[15] Ozcelik Y,Clayton P M.Behavior of columns of steel plate shear walls with beam-connected web plates[J].Engineering Structures,2018,172:820-832.DOI:10.1016/j.engstruct.2018.06.087.
[16] 樊春雷.钢框架—钢板剪力墙结构基于性能的抗震设计研究[D].西安:西安建筑科技大学,2014.Fan C L.Study on performance based seismic design for steel frame-steel plate shear wall structure[D].Xi'an:Xi'an University of Architecture and Technology,2014.(in Chinese)
[17] 中华人民共和国住房和城乡建设部.JGJ/T 101—2015建筑抗震试验规程[S].北京:中国建筑工业出版社,2015.
[18] 周明.非加劲与防屈曲钢板剪力墙结构设计方法研究[D].北京:清华大学,2009.Zhou M.Studies on design method of unstiffened or buckling-restrained steel plate shear wall structures[D].Beijing:Tsinghua Univesity,2009.(in Chinese)