极震区典型砌体结构的振动台倒塌对比试验分析
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摘要
通过实地科考与测量,掌握了北川电信职工住宅楼的破坏状态及模态信息。通过两栋单层砌体结构模型的振动台倒塌对比试验,再现砌体结构的倒塌过程,研究砌体结构的地震破坏模式及倒塌机理。试验表明,各道纵(或横)墙的层间刚度分布不均是造成砌体结构底层破坏或倒塌的主要因素;由于同一方向墙体的刚度差异造成了各道墙体承担的水平地震剪力相差悬殊,进而使得各道墙体在地震时先后被个个击破,最终造成结构破坏甚至倒塌;增设翼墙及洞口两侧设置加强构造柱是提高墙体层间刚度的重要措施。该试验结果可解释北川电信职工住宅楼在汶川地震11度区未发生倒塌的原因,同时可为砌体结构底层同一方向墙体按照刚度匹配的原则设计奠定试验依据。
Based on field test and ambient vibration surveys,the damage states and modal information of the staff apartment block of Beichuan telecommunication bureau were obtained.By comparing the shaking table tests of two one-story masonry structures,the collapse process of the masonry structure was reconstructed,and then the damage style and collapse mechanism were studied.The shaking table tests prove that the main factor leading to collapse of masonry structure is the great difference in the lateral stiffnesses of longitudinal(or transverse) walls.Seismic response of each wall is quite different from others in the stiffness,so that the walls may be damaged one by one during an earthquake,leading to the final collapse of the building.Setting wing wall and establishing structural column are important measures to increase lateral stiffness of masonry wall.Test results suggest that the walls in masonry structures should be designed with a relatively uniform distribution of lateral stiffness to prevent collapse during an earthquake,and also explain why the staff apartment block did not collapse in the Wenchuan earthquake.
Based on field test and ambient vibration surveys,the damage states and modal information of the staff apartment block of Beichuan telecommunication bureau were obtained.By comparing the shaking table tests of two one-story masonry structures,the collapse process of the masonry structure was reconstructed,and then the damage style and collapse mechanism were studied.The shaking table tests prove that the main factor leading to collapse of masonry structure is the great difference in the lateral stiffnesses of longitudinal(or transverse) walls.Seismic response of each wall is quite different from others in the stiffness,so that the walls may be damaged one by one during an earthquake,leading to the final collapse of the building.Setting wing wall and establishing structural column are important measures to increase lateral stiffness of masonry wall.Test results suggest that the walls in masonry structures should be designed with a relatively uniform distribution of lateral stiffness to prevent collapse during an earthquake,and also explain why the staff apartment block did not collapse in the Wenchuan earthquake.
引文
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32(5):69-72(Zhou Bingzhang.New development ofseismic design for masonry structures[J].BuildingStructure,2002,32(5):69-72(in Chinese))
[2]李小军,于爱勤,甘朋霞,等.汶川8.0级地震北川县城区灾害调查与分析[J].震灾防御技术,2008,3(4):352-362(Li Xiaojun,Yu Aiqin,Gan Pengxia,et al.Survey and analysis of the disaster and engineering damageof Beichuan county seat in Ms 8.0 Wenchuan earthquake[J].Technology for Earthquake Disaster Prevention,2008,3(4):352-362(in Chinese))
[3]刘红彪,郭迅,梁永朵,等.9度设防区房屋结构自振周期测试[J].建筑结构,2011,41(5):60-62(LiuHongbiao,Guo Xun,Liang Yongduo,et al.Structuralnatural period measurement in seismic fortification intensity9[J].Building Structure,2011,41(5):60-62(inChinese))
[4]刘红彪,郭迅.9度设防区场地脉动测试分析[J].地震工程与工程振动,2011,31(6):24-29(Liu Hongbiao,Guo Xun.Analysis of site microtremor in district withseismic fortification intensity 9[J].EarthquakeEngineering and Engineering Vibration,2011,31(6):24-29(in Chinese))
[5]Bothara J K,Dhakal R P,Mander J B.Seismic performance of an unreinforced masonry building:an experimentalinvestigation[J].Earthquake Engineering and StructuralDynamics,2010,39(1):45-68
[6]Griffith M C,Vaculik J,Lam N T K,et al.Cyclic testing of unreinforced masonry walls in two-way bending[J].Earthquake Engineering and Structural Dynamics,2007,36(6):801-821
[7]Benedetti D,Carydis P,Pezzoli P.Shaking table test on 24 simple masonry buildings[J].Earthquake Engineeringand Structural Dynamics,1998,27(1):67–90
[8]张敏政.地震模拟实验中相似律应用的若干问题[J].地震工程与工程振动,1997,17(2):52-58(Zhang Minzheng.Study on similitude laws for shaking table tests[J].Earthquake Engineering and Engineering Vibration,1997,17(2):52-58(in Chinese))
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