高层错位转换结构的试验研究和理论分析
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摘要
本文对一座带错位转换结构的高层结构模型进行了振动台试验和理论分析研究。试验中发现,在7度小震和中震阶段错位转换结构对结构模型相对位移包络图影响不大。但随着第2转换层上一层的开裂,相对位移包络图在场地波输入时会在第2转换层上一层呈现一定程度的突变。结构加速度分布规律与输入地震波频谱特性有关,在场地波输入中震和大震阶段,加速度反应突变会出现在两个转换层处。由于转换层质量较其他楼层大,从而地震作用亦在两个转换层处形成突变。层间位移角则在两个转换层上一层形成突变,且转换刚度较大层其突变幅度较大,两个突变近似在同一时间内发生。对比双向和单向输入时的层间位移角结果,双向输入加剧层间位移角的突变。采用三维有限元程序对结构模型进行了计算分析,从整体上讲,频率、主振型、加速度和位移时程与试验结果吻合较好,但在层间位移角突变上,计算值反应效果较差。
A tall building with a stagger transfer structure is tested on a shaking table and analysed by the theory.According to the test results,the stagger transfer structure has little effect on the relative displacement of the model at the stage of minor and moderate earthquake of intensity 7,but for the in-situ wave input,a sudden change will occur at the first story above the 2~(n)d transfer story with some cracks appeared at the story;the acceleration response along the height of the model will be different when the different earthquake ground motion is inputted.For the in-situ wave,the sudden change of acceleration response along the height of the model will appear at the two transfer stories at the stage of moderate and major earthquake.Because the mass of transfer structure is greater than that of other stories,the sudden change of earthquake force will appear at the two transfer stories,but for the interstory drift angle,the sudden change occurs at the first story above both transfer stories.The greater the stiffness of the transfer part,the larger the extension of the sudden change will be.When the single direction wave is inputted,the interstory drift angle response is compared with that when the earthquake is inputted in two directions.Two-directional wave will make it harder.The model is analysed by FEM using 3D SAP2000 program.In the whole,the calculation results of periods,primary modes,acceleration and displacement coincide well with the test results,but for the sudden change of interstory drift angle response, the calculation results can′t reflect well.
A tall building with a stagger transfer structure is tested on a shaking table and analysed by the theory.According to the test results,the stagger transfer structure has little effect on the relative displacement of the model at the stage of minor and moderate earthquake of intensity 7,but for the in-situ wave input,a sudden change will occur at the first story above the 2~(n)d transfer story with some cracks appeared at the story;the acceleration response along the height of the model will be different when the different earthquake ground motion is inputted.For the in-situ wave,the sudden change of acceleration response along the height of the model will appear at the two transfer stories at the stage of moderate and major earthquake.Because the mass of transfer structure is greater than that of other stories,the sudden change of earthquake force will appear at the two transfer stories,but for the interstory drift angle,the sudden change occurs at the first story above both transfer stories.The greater the stiffness of the transfer part,the larger the extension of the sudden change will be.When the single direction wave is inputted,the interstory drift angle response is compared with that when the earthquake is inputted in two directions.Two-directional wave will make it harder.The model is analysed by FEM using 3D SAP2000 program.In the whole,the calculation results of periods,primary modes,acceleration and displacement coincide well with the test results,but for the sudden change of interstory drift angle response, the calculation results can′t reflect well.
引文
[1]苏幼坡,金树达,刘天适.日本坂神地震中的房屋结构的震害及教训[J].河北理工学院学报,1996,18(3):80~87.
[2]熊进刚,吴晓莉,程文穰,等.有梁式转换层的高层建筑结构设计与研究[J].工业建筑,1996,31(6):80~87.
[3]熊进刚,程文穰,李爱群,等.高层建筑转换层中混凝土连续短梁受力性能的试验研究[J].建筑技术,32(5):314~315.
[4]翁大根,晏金炜,卢著辉,等.框支梁(托梁)的斜截面强度及裂缝原因分析[J].结构工程师,2004(1):23~29.
[5]娄宇,丁大钧,魏琏.上部开洞剪力墙转换大梁结构的试验研究[J].东南大学学报,1996,26(6B):115~120.
[6]任卫教,沈斌.楼板位置对转换梁扭转效应的影晌[J].建筑科学,2002,18(3):3~5.
[7]彭伙水.转换梁中抗扭问题的分析[J].福建建筑,2002,80(增):42~44.
[8]张兰英,李艳娜,吴庆荪.带高位转换层的框支剪力墙结构弹塑性地震反应分析[J].工业建筑,2003,33(6):24~27.
[9]徐培福,王军却,郝锐坤,肖从真.转换层设置高度对框支剪力墙结构抗震性能的影响[J].建筑结构,2000,30(1):37~43.
[10]J H L i,R K L,Su A.M.Assessm ent of low-rise bu ild ing w ith transfer beam under seism ic forces[J].Engineering Structures,2003,25:1537~1549.
[11]魏琏,王森.转换梁上部墙体受力特点及设计计算方法的研究[J].建筑结构,2001,31(11):3~6.
[12]陈宁旭.关于高层建筑结构多次转换的探讨[J].建筑技术开发,2003,30(5):33~34.
[13]GB 50011-2001,建筑抗震设计规范[S].
[14]黄勤勇,吕西林.转换层上、下刚度比对框支剪力墙结构抗震性能的影响[J],结构工程师,2003(1):17~23.
[2]熊进刚,吴晓莉,程文穰,等.有梁式转换层的高层建筑结构设计与研究[J].工业建筑,1996,31(6):80~87.
[3]熊进刚,程文穰,李爱群,等.高层建筑转换层中混凝土连续短梁受力性能的试验研究[J].建筑技术,32(5):314~315.
[4]翁大根,晏金炜,卢著辉,等.框支梁(托梁)的斜截面强度及裂缝原因分析[J].结构工程师,2004(1):23~29.
[5]娄宇,丁大钧,魏琏.上部开洞剪力墙转换大梁结构的试验研究[J].东南大学学报,1996,26(6B):115~120.
[6]任卫教,沈斌.楼板位置对转换梁扭转效应的影晌[J].建筑科学,2002,18(3):3~5.
[7]彭伙水.转换梁中抗扭问题的分析[J].福建建筑,2002,80(增):42~44.
[8]张兰英,李艳娜,吴庆荪.带高位转换层的框支剪力墙结构弹塑性地震反应分析[J].工业建筑,2003,33(6):24~27.
[9]徐培福,王军却,郝锐坤,肖从真.转换层设置高度对框支剪力墙结构抗震性能的影响[J].建筑结构,2000,30(1):37~43.
[10]J H L i,R K L,Su A.M.Assessm ent of low-rise bu ild ing w ith transfer beam under seism ic forces[J].Engineering Structures,2003,25:1537~1549.
[11]魏琏,王森.转换梁上部墙体受力特点及设计计算方法的研究[J].建筑结构,2001,31(11):3~6.
[12]陈宁旭.关于高层建筑结构多次转换的探讨[J].建筑技术开发,2003,30(5):33~34.
[13]GB 50011-2001,建筑抗震设计规范[S].
[14]黄勤勇,吕西林.转换层上、下刚度比对框支剪力墙结构抗震性能的影响[J],结构工程师,2003(1):17~23.
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