预应力技术在装配式剪力墙底部加强区的应用研究
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摘要
为减小装配式剪力墙底部加强区的拉、弯受力作用,实现该区域预制,文中开展了预应力技术在该区域的应用研究。针对高层建筑,建立了整栋建筑的有限元模型。应用该模型进一步分析了预应力对整体结构周期、模态以及不同工况下内力的影响规律。分析结果表明,施加预应力不会影响整体结构的周期和模态;能够有效减小剪力墙底部加强区在拉、弯工况下的轴拉力,明显提高装配式墙体接缝承载力;同时施加应力会增加该区域在压、弯工况下的轴压力,故在设计时,需要提高配箍率,加强其抗震延性。
To decrease axial force of bottom strengthened area of shear wall under tension and bending and make this area precast. The application of prestressing technique of this area is studied in this paper. The finite element(FE)model of whole building was established. Using this FE model, the effect of prestressing tension on vibration periods, vibration mode and distribution of internal force were analyzed. The results show that prestressing tension has no effect on vibration periods and vibration mode, effectively decreases the tensile force of bottom strengthened area of shear wall under tension and bending and obsivously increased the shear capacity of seam between precast shear wall. At the same time, prestressing tension has increased the pressure force under the compression and bending. Therefore, this paper suggests that it is necessary to improve the stirrup ratio and strengthen its seismic ductility during design.
To decrease axial force of bottom strengthened area of shear wall under tension and bending and make this area precast. The application of prestressing technique of this area is studied in this paper. The finite element(FE)model of whole building was established. Using this FE model, the effect of prestressing tension on vibration periods, vibration mode and distribution of internal force were analyzed. The results show that prestressing tension has no effect on vibration periods and vibration mode, effectively decreases the tensile force of bottom strengthened area of shear wall under tension and bending and obsivously increased the shear capacity of seam between precast shear wall. At the same time, prestressing tension has increased the pressure force under the compression and bending. Therefore, this paper suggests that it is necessary to improve the stirrup ratio and strengthen its seismic ductility during design.
引文
[1]中国建筑标准设计研究院,中国建筑科学研究院.装配式混凝土结构技术规程:JGJ 1-2014[S].北京:建筑工业出版社,2014.
[2]中国建筑标准设计研究院.装配式混凝土建筑技术标准:GBT51231-2016[S].北京:建筑工业出版社,2016.
[3] KURAMA Y C. Seismic design of unbonded post-tensioned precast concrete walls with supplemental vis cous damping[J]. ACI structural journal,2000,97(4):648-658.
[4] KURAMA Y C,SAUSE R,PESSIKI S,et al. Seismic response evaluation of unbonded post-tensioned precast walls[J]. ACI structural journal,2002,99(5):641-651.
[5] RESTREPO J I,RAHMAN A. Seismic performance of self-centering structural walls incorporating energy dissipaters[J]. Journal of structural engineering,2007,133(11):1560-1570.
[6] ERKMEN B,SCHULTZ E A. Self-centering behavior of unbonded post-tensioned precast concrete shear walls[J]. Journal of earthquake engineering,2009,13:1047.
[7]陈适才,闺伟明,李镇宝.底部开缝预应力剪力墙结构力学性能的有限元分析[J].防灾减灾工程学报,2010,30(6):631-636.
[8]吕西林,陈云,毛苑君.结构抗震设计的新概念:可恢复功能结构[J].同济大学学报(自然科学版),2011,39(7):941-947.
[9]周颖,吕西林.摇摆结构及自复位结构研究综述[J].建筑结构学报,2011,32(9):1-10.
[10]蒋欢军,刘其舟.可恢复功能剪力墙结构研究进展[J].振动与冲击,2016,37(5):208-217.
[11]党像梁,吕西林,周颖.底部开水平缝摇摆剪力墙抗震性能分析[J].地震工程与工程振动,2013,33(5):182-189.
[12]马昕,吕西林.软钢阻尼器对自复位剪力墙性能影响研究[J].结构工程师,2013,29(4):63-69.
[13]吴浩,吕西林.无粘结后张拉预制剪力墙抗震性能模拟分析[J].振动与冲击,2013,32(19):176-182.
[14]吴浩,吕西林,蒋欢军,等.预应力预制混凝土剪力墙抗震性能试验研究[J].建筑结构学报,2016,37(5):208-217.
[15]吴浩,吕西林,蒋欢军.基于纤维单元的预应力预制混凝土剪力墙抗侧性能数值分析[J].建筑结构学报,2017,38(1):116-124.
[16]乔问钊.预制预应力混凝土一字型剪力墙抗震性能研究[D].济南:山东建筑大学,2010.
[17]阴麒麟.多高层预制预应力剪力墙抗震性能弹塑性静力分析[D].济南:山东建筑大学,2011.
[18]郑海.预制预应力剪力墙抗震性能试验研究与ABAQUS分析[D].济南:山东建筑大学,2011.
[19]张学.预制预应力剪力墙抗震性能研究[D].济南:山东建筑大学,2012.
[20]郝省玲.装配整体式预制预应力L型短肢剪力墙的抗剪性能分析[D].扬州:扬州大学,2012.
[2]中国建筑标准设计研究院.装配式混凝土建筑技术标准:GBT51231-2016[S].北京:建筑工业出版社,2016.
[3] KURAMA Y C. Seismic design of unbonded post-tensioned precast concrete walls with supplemental vis cous damping[J]. ACI structural journal,2000,97(4):648-658.
[4] KURAMA Y C,SAUSE R,PESSIKI S,et al. Seismic response evaluation of unbonded post-tensioned precast walls[J]. ACI structural journal,2002,99(5):641-651.
[5] RESTREPO J I,RAHMAN A. Seismic performance of self-centering structural walls incorporating energy dissipaters[J]. Journal of structural engineering,2007,133(11):1560-1570.
[6] ERKMEN B,SCHULTZ E A. Self-centering behavior of unbonded post-tensioned precast concrete shear walls[J]. Journal of earthquake engineering,2009,13:1047.
[7]陈适才,闺伟明,李镇宝.底部开缝预应力剪力墙结构力学性能的有限元分析[J].防灾减灾工程学报,2010,30(6):631-636.
[8]吕西林,陈云,毛苑君.结构抗震设计的新概念:可恢复功能结构[J].同济大学学报(自然科学版),2011,39(7):941-947.
[9]周颖,吕西林.摇摆结构及自复位结构研究综述[J].建筑结构学报,2011,32(9):1-10.
[10]蒋欢军,刘其舟.可恢复功能剪力墙结构研究进展[J].振动与冲击,2016,37(5):208-217.
[11]党像梁,吕西林,周颖.底部开水平缝摇摆剪力墙抗震性能分析[J].地震工程与工程振动,2013,33(5):182-189.
[12]马昕,吕西林.软钢阻尼器对自复位剪力墙性能影响研究[J].结构工程师,2013,29(4):63-69.
[13]吴浩,吕西林.无粘结后张拉预制剪力墙抗震性能模拟分析[J].振动与冲击,2013,32(19):176-182.
[14]吴浩,吕西林,蒋欢军,等.预应力预制混凝土剪力墙抗震性能试验研究[J].建筑结构学报,2016,37(5):208-217.
[15]吴浩,吕西林,蒋欢军.基于纤维单元的预应力预制混凝土剪力墙抗侧性能数值分析[J].建筑结构学报,2017,38(1):116-124.
[16]乔问钊.预制预应力混凝土一字型剪力墙抗震性能研究[D].济南:山东建筑大学,2010.
[17]阴麒麟.多高层预制预应力剪力墙抗震性能弹塑性静力分析[D].济南:山东建筑大学,2011.
[18]郑海.预制预应力剪力墙抗震性能试验研究与ABAQUS分析[D].济南:山东建筑大学,2011.
[19]张学.预制预应力剪力墙抗震性能研究[D].济南:山东建筑大学,2012.
[20]郝省玲.装配整体式预制预应力L型短肢剪力墙的抗剪性能分析[D].扬州:扬州大学,2012.