型钢高强混凝土剪力墙抗震性能试验研究
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摘要
为了研究型钢高强混凝土剪力墙的抗震性能,对8个剪跨比为2.5的剪力墙试件进行了拟静力试验。通过改变试件的轴压比、配箍特征值和配钢率,研究其在往复水平荷载作用下的破坏机理、滞回性能、变形能力以及耗能能力。试验结果表明,这种剪力墙的破坏形态为墙底部截面约束区混凝土被压碎的弯曲型破坏;试件的滞回曲线饱满,没有明显的捏缩现象;位移延性系数在3.50～4.66之间,并且随着配箍特征值和配钢率的增加,试件的变形能力提高;等效粘滞阻尼比在0.196～0.255之间,试件表现出较好的耗能能力。根据墙体在不同阶段的破坏程度,将型钢混凝土剪力墙结构的性能划分为使用良好、保证人身安全和防止倒塌三个性能水平,提出用位移角作为型钢混凝土剪力墙结构的性能指标,并给出了不同性能水平位移角限值的建议值。
To study the seismic behavior of steel high strength concrete(SHSC) structural walls,quasi-static tests of eight specimens were carried out.The shear span ratio of all specimens was 2.5.The failure mechanism,hysteretic behavior,deformability and energy dissipation capacity were analyzed under various axial load ratios,steel ratios and stirrup characteristic values.The experimental results show that the crushing of the concrete at base leads to the failure of walls.The SHSC structural walls exhibit the plump hysteretic characteristics without obvious pinch phenomenon.The displacement ductility coefficient can vary from 3.50 to 4.66.The deformability can be improved by increasing the steel ratio and stirrup characteristic value.The equivalent viscous damping ratio varying from 0.196 to 0.255 satisfies the seismic design requirements.According to the damage level,the performance of steel reinforced concrete wall buildings can be divided into three levels,namely serviceability,life-safety and collapse-prevention.The displacement ratio is used as the index governing the performance level.The proposed values are provided.
To study the seismic behavior of steel high strength concrete(SHSC) structural walls,quasi-static tests of eight specimens were carried out.The shear span ratio of all specimens was 2.5.The failure mechanism,hysteretic behavior,deformability and energy dissipation capacity were analyzed under various axial load ratios,steel ratios and stirrup characteristic values.The experimental results show that the crushing of the concrete at base leads to the failure of walls.The SHSC structural walls exhibit the plump hysteretic characteristics without obvious pinch phenomenon.The displacement ductility coefficient can vary from 3.50 to 4.66.The deformability can be improved by increasing the steel ratio and stirrup characteristic value.The equivalent viscous damping ratio varying from 0.196 to 0.255 satisfies the seismic design requirements.According to the damage level,the performance of steel reinforced concrete wall buildings can be divided into three levels,namely serviceability,life-safety and collapse-prevention.The displacement ratio is used as the index governing the performance level.The proposed values are provided.
引文
[1]Wallace John,Rakcal Kutay,Chelan M,Lsayre Brian.Lateral-load behavior of shear walls with structural steelboundary columns[C]//Proceedings of Sixth ASCCSConference on Composite and Hybrid Structures.XiaoY,Mahin S A.Los Angeles,USA:ASCCS-6Secretariat,University of Southern California,2000:801-808.
[2]Fumiya Esaki,Masayuki Ono.Effect of loading velocityon mechanical behavior of SRC shear walls[C]//Proceedings of Sixth ASCCS Conference on Compositeand Hybrid Structures.Xiao Y,Mahin S A.LosAngeles,USA:ASCCS-6 Secretariat,University ofSouthern California,2000:809-816.
[3]Soon H C,Bryce T,William D C.Structural steelboundary elements for ductile concrete walls[J].Journal of Structural Engineering,ASCE,2004,130(5):763-768.
[4]王志浩,钱稼茹.钢骨混凝土剪力墙的抗弯性能[J].建筑结构,1998,28(2):13-21.(Wang Zhihao,Qian Jiaru.The flexural behavior of steel reinforcedconcrete walls with lateral-load[J].Building Structure,1998,28(2):13-21.(in Chinese))
[5]吕西林,董宇光,丁子文.截面中部配置型钢的混凝土剪力墙抗震性能研究[J].地震工程与工程振动,2006,26(6):101-107.(Lu Xilin,Dong Yuguang,Ding Ziwen.Study on seismic behavior of steelreinforced concrete wall[J].Earthquake Engineeringand Engineering Vibration,2006,26(6):101-107.(in Chinese))
[6]钱稼茹,魏勇.高轴压比钢骨混凝土剪力墙的抗震性能试验研究[J].建筑结构学报,2008,29(4):43-50.(QIAN Jiaru,WEI Yong.Experimental study onseismic behavior of SRC shear walls with high axialforce ratio[J].Journal of Building Structures.2008,29(4):43-50.(in Chinese))
[7]梁兴文,白亮,杨红楼,等.型钢高性能混凝土剪力墙抗震性能试验研究[J].工程力学,2010,27(10):131-138.(Liang Xingwen,Bai Liang,YangHonglou,et al.Experimental study on the seismicperformance of steel high performance concrete shearwalls[J].Engineering Mechanics,2010,27(10):131-138.(in Chinese))
[8]钱稼茹,徐福江.钢筋混凝土剪力墙基于位移的变形能力设计方法[J].清华大学学报,2007,47(3):305-308.(Qian Jiaru,Xu Fujiang.Displacement-baseddeformation capacity design method of RC cantileverwalls[J].Journal of Tsinghua University,2007,47(3):305-308.(in Chinese))
[9]Priestloy M J W.Direct displacement-based seismicdesign of concrete buildings[J].Bulletin of the NewZealand National Society for Earthquake Engineering,2000,33(4):421-444.
[10]乔彦明,钱稼茹.钢骨混凝土剪力墙抗剪性能的试验研究[J].建筑结构,1995,25(8):3-7.(QiaoYanming,Qian Jiaru.The shear behavior of steelreinforced concrete walls with lateral-load[J].BuildingStructure,1995,25(8):3-7.(in Chinese))
[11]魏勇,钱稼茹.高轴压比钢骨混凝土矮墙水平加载试验[J].工业建筑2,0073,7(6):76-79.(Wei Yong,Qian Jiaru.Lateral loading experiment of SRC low shearwalls with high axial force ratio[J].IndustrialConstruction 20073,7(6):76-79.(in Chinese))
[12]武敏刚,吕西林.钢骨联肢剪力墙抗震性能试验研究[J].结构工程师,2004,20(5):52-56.(WuMingang,Lu Xilin.Seismic behavior of steel encasedcoupled shear wall subjected to cycle loading[J].Structural Engineers,2004,20(5):52-56.(inChinese))
[13]FEMA274 NEHRP commentary on the NEHRPguidelines for the seismic rehabilitation of buildings[S].Washington DC:Federal Emergency ManagementAgency,ASCE,1997.
[14]SEAOC.Performance-based seismic engineering ofbuildings[R].California Sacramento:StructuralEngineers Association of California Vision 2000Committee,1995.
[2]Fumiya Esaki,Masayuki Ono.Effect of loading velocityon mechanical behavior of SRC shear walls[C]//Proceedings of Sixth ASCCS Conference on Compositeand Hybrid Structures.Xiao Y,Mahin S A.LosAngeles,USA:ASCCS-6 Secretariat,University ofSouthern California,2000:809-816.
[3]Soon H C,Bryce T,William D C.Structural steelboundary elements for ductile concrete walls[J].Journal of Structural Engineering,ASCE,2004,130(5):763-768.
[4]王志浩,钱稼茹.钢骨混凝土剪力墙的抗弯性能[J].建筑结构,1998,28(2):13-21.(Wang Zhihao,Qian Jiaru.The flexural behavior of steel reinforcedconcrete walls with lateral-load[J].Building Structure,1998,28(2):13-21.(in Chinese))
[5]吕西林,董宇光,丁子文.截面中部配置型钢的混凝土剪力墙抗震性能研究[J].地震工程与工程振动,2006,26(6):101-107.(Lu Xilin,Dong Yuguang,Ding Ziwen.Study on seismic behavior of steelreinforced concrete wall[J].Earthquake Engineeringand Engineering Vibration,2006,26(6):101-107.(in Chinese))
[6]钱稼茹,魏勇.高轴压比钢骨混凝土剪力墙的抗震性能试验研究[J].建筑结构学报,2008,29(4):43-50.(QIAN Jiaru,WEI Yong.Experimental study onseismic behavior of SRC shear walls with high axialforce ratio[J].Journal of Building Structures.2008,29(4):43-50.(in Chinese))
[7]梁兴文,白亮,杨红楼,等.型钢高性能混凝土剪力墙抗震性能试验研究[J].工程力学,2010,27(10):131-138.(Liang Xingwen,Bai Liang,YangHonglou,et al.Experimental study on the seismicperformance of steel high performance concrete shearwalls[J].Engineering Mechanics,2010,27(10):131-138.(in Chinese))
[8]钱稼茹,徐福江.钢筋混凝土剪力墙基于位移的变形能力设计方法[J].清华大学学报,2007,47(3):305-308.(Qian Jiaru,Xu Fujiang.Displacement-baseddeformation capacity design method of RC cantileverwalls[J].Journal of Tsinghua University,2007,47(3):305-308.(in Chinese))
[9]Priestloy M J W.Direct displacement-based seismicdesign of concrete buildings[J].Bulletin of the NewZealand National Society for Earthquake Engineering,2000,33(4):421-444.
[10]乔彦明,钱稼茹.钢骨混凝土剪力墙抗剪性能的试验研究[J].建筑结构,1995,25(8):3-7.(QiaoYanming,Qian Jiaru.The shear behavior of steelreinforced concrete walls with lateral-load[J].BuildingStructure,1995,25(8):3-7.(in Chinese))
[11]魏勇,钱稼茹.高轴压比钢骨混凝土矮墙水平加载试验[J].工业建筑2,0073,7(6):76-79.(Wei Yong,Qian Jiaru.Lateral loading experiment of SRC low shearwalls with high axial force ratio[J].IndustrialConstruction 20073,7(6):76-79.(in Chinese))
[12]武敏刚,吕西林.钢骨联肢剪力墙抗震性能试验研究[J].结构工程师,2004,20(5):52-56.(WuMingang,Lu Xilin.Seismic behavior of steel encasedcoupled shear wall subjected to cycle loading[J].Structural Engineers,2004,20(5):52-56.(inChinese))
[13]FEMA274 NEHRP commentary on the NEHRPguidelines for the seismic rehabilitation of buildings[S].Washington DC:Federal Emergency ManagementAgency,ASCE,1997.
[14]SEAOC.Performance-based seismic engineering ofbuildings[R].California Sacramento:StructuralEngineers Association of California Vision 2000Committee,1995.
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