N式砌块配筋砌体剪力墙抗震性能试验研究
|
摘要
对4片配筋率相同但灌孔率和砌筑方法(错缝砌筑和同缝砌筑)不同的N式砌块配筋砌体剪力墙进行了低周反复荷载试验,研究了墙体的破坏模式、承载力、滞回特性、延性等抗震性能指标。试验结果表明:相比于普通混凝土小砌块砌体配筋墙体,错缝砌筑和同缝砌筑的N式砌块配筋砌体剪力墙都表现出更高的斜截面承载力,且砌块剪力墙的破坏形态与现浇钢筋混凝土剪力墙相似,破坏时受拉纵筋屈服,角部砌块与灌孔混凝土压碎;墙体的承载力随着竖向荷载的降低而降低,但墙体的延性随着竖向荷载的降低而增大;墙体发生受弯破坏时,裂缝细而多,破坏时裂而不倒,具有良好的承载能力、刚度、延性性能以及耗能能力;墙体抗震性能明显优于普通砌块配筋砌体剪力墙。
Four pieces of N-type block reinforced masonry shear walls,which were built differently(built in normal ways or built with straight-lint joint)with the same reinforcement ratio but different grouting ratio,were tested in the low reversed cyclic loading test,and the failure modes,ultimate bearing capacity,hysteretic characteristics and ductility of the walls were studied and analyzed.The results of the test showed that N-type block reinforced masonry shear walls had a higher shear ultimate bearing capacity regardless of the different building methods.And the failure modes of the walls were similar with that of the reinforced concrete shear walls,whose longitudinal tensile reinforcement yielded and corner blocks and grouted concrete crushed when failure.Besides,with the reduction of the vertical load,the bearing capacity of the walls decreased,while the ductility of them increased.It can be concluded that the walls have good strength,stiffness,ductility and energy dissipation capacity as they were failed in bending with many thin cracks developed,and therefore,the seismic behavior of N-type block reinforced masonry shear walls is better than that of the ordinary reinforced masonry shear walls.
Four pieces of N-type block reinforced masonry shear walls,which were built differently(built in normal ways or built with straight-lint joint)with the same reinforcement ratio but different grouting ratio,were tested in the low reversed cyclic loading test,and the failure modes,ultimate bearing capacity,hysteretic characteristics and ductility of the walls were studied and analyzed.The results of the test showed that N-type block reinforced masonry shear walls had a higher shear ultimate bearing capacity regardless of the different building methods.And the failure modes of the walls were similar with that of the reinforced concrete shear walls,whose longitudinal tensile reinforcement yielded and corner blocks and grouted concrete crushed when failure.Besides,with the reduction of the vertical load,the bearing capacity of the walls decreased,while the ductility of them increased.It can be concluded that the walls have good strength,stiffness,ductility and energy dissipation capacity as they were failed in bending with many thin cracks developed,and therefore,the seismic behavior of N-type block reinforced masonry shear walls is better than that of the ordinary reinforced masonry shear walls.
引文
[1]Priestley M J N.Seismic design of concrete masonryshear walls[J].ACI Journal,1986,83(8):58-67.
[2]Shing P B,Noland J L,Klamerus E,et al.Inelasticbehavior of concrete masonry shear wall[J].Journal ofStructural Engineering,ASCE,1989,115(9):2204-2225.
[3]Shing P B,Schuller M,Hoskere V S.In-planeresistance of reinforced masonry shear wall[J].Journalof Structural Engineering,ASCE,1990,116(3):619-640.
[4]Shing P B,Schuller M,Hoskere V S,et al.Flexuraland shear response of reinforced masonry wall[J].ACIJournal,1990,87(6):646-656.
[5]Haluk S,Hugh D M.Seismic shear capacity ofreinforced masonry piers[J].Journal of StructuralEngineering,ASCE,1991,117(7):2166-2186.
[6]Tomazevic M,Lutman M,Petkovic L.Seismic behaviorof masonry walls experimental simulation[J].Journal ofStructural Engineering,ASCE,1996,122(9):1040-1047.
[7]Shedid M T,Hamid A A,Drysdale R G.Ductility ofreinforced masonry shear walls and impact of incompletegrouting[C]//Proceedings of 10th Canadian MasonrySymposium.Banff,Alberta:University of Calgary.Department of Civil Engineering,2005.
[8]Peter T L,Jason M I.Structural testing of large-scalepost tensioned concrete masonry walls[J].Journal ofStructural Engineering,ASCE,2004,130(10):1497-1505.
[9]Ganesan T P,Ramamurthy K.Behavior of concretehollow-block masonry prisms under axial compression[J].Journal of Structural Engineering,ASCE,1992,118(7):1751-1769.
[10]Ramamurthy K,Sathish V,Ambalavanan R.Compressive strength prediction of hollow concrete blockmasonry prisms[J].ACI Journal,2000,97(1):61-66.
[11]李瑞岸.多功能N式空心建筑砌块[J].建筑砌块与砌块建筑,2001(1):28-32.(LI Ruian.N-typehollow building block of multifunction[J].BuildingBlock and Block Building,2001(1):28-32.(inChinese))
[12]陈良.N式砌块配筋砌体剪力墙的抗震性能试验研究[D].长沙:湖南大学,2008:1-83.(CHENLiang.Experimental research on seismic behavior ofreinforced N-block masonry shear wall[D].Changsha:Hunan University,2008:1-83.(in Chinese))
[13]陶承志.同缝砌筑的N式砌块配筋砌体剪力墙的抗震性能试验研究[D].长沙:湖南大学,2009:1-69.(TAO Chengzhi.Experimental research on seismicbehavior of reinforced N-block masonry shear wall builtwith straight-line joint[D].Changsha:HunanUniversity,2009:1-69.(in Chinese))
[14]GB/T228—2002金属材料室温拉伸试验方法[S].北京:中国建筑工业出版社,2002.(GB/T228—2002 Metallic materials:tensile testing atambient temperature[S].Beijing:China Architecture&Building Press,2002.(in Chinese))
[15]GB50003—2001砌体结构设计规范[S].北京:中国建筑工业出版社,2002.(GB50003—2001Codefor design of masonry structures[S].Beijing:ChinaArchitecture&Building Press,2002.(in Chinese))
[16]Drysdale R G,Khattab M M.In-plane behavior of groutconcrete masonry under biaxial tension-compression[J].ACI Structural Journal,1995,92(6):653-664.
[17]黄靓.框支配筋砌块砌体剪力墙多自由度子结构拟动力试验研究及非线性地震分析[D].长沙:湖南大学,2005:1-145.(HUANG Liang.MDOFsubstructure pseudo-dynamic testing and nonlinearseismic response analysis of frame supported reinforcedmasonry shear wall[D].Changsha:Hunan University,2005:1-145.(in Chinese))
[2]Shing P B,Noland J L,Klamerus E,et al.Inelasticbehavior of concrete masonry shear wall[J].Journal ofStructural Engineering,ASCE,1989,115(9):2204-2225.
[3]Shing P B,Schuller M,Hoskere V S.In-planeresistance of reinforced masonry shear wall[J].Journalof Structural Engineering,ASCE,1990,116(3):619-640.
[4]Shing P B,Schuller M,Hoskere V S,et al.Flexuraland shear response of reinforced masonry wall[J].ACIJournal,1990,87(6):646-656.
[5]Haluk S,Hugh D M.Seismic shear capacity ofreinforced masonry piers[J].Journal of StructuralEngineering,ASCE,1991,117(7):2166-2186.
[6]Tomazevic M,Lutman M,Petkovic L.Seismic behaviorof masonry walls experimental simulation[J].Journal ofStructural Engineering,ASCE,1996,122(9):1040-1047.
[7]Shedid M T,Hamid A A,Drysdale R G.Ductility ofreinforced masonry shear walls and impact of incompletegrouting[C]//Proceedings of 10th Canadian MasonrySymposium.Banff,Alberta:University of Calgary.Department of Civil Engineering,2005.
[8]Peter T L,Jason M I.Structural testing of large-scalepost tensioned concrete masonry walls[J].Journal ofStructural Engineering,ASCE,2004,130(10):1497-1505.
[9]Ganesan T P,Ramamurthy K.Behavior of concretehollow-block masonry prisms under axial compression[J].Journal of Structural Engineering,ASCE,1992,118(7):1751-1769.
[10]Ramamurthy K,Sathish V,Ambalavanan R.Compressive strength prediction of hollow concrete blockmasonry prisms[J].ACI Journal,2000,97(1):61-66.
[11]李瑞岸.多功能N式空心建筑砌块[J].建筑砌块与砌块建筑,2001(1):28-32.(LI Ruian.N-typehollow building block of multifunction[J].BuildingBlock and Block Building,2001(1):28-32.(inChinese))
[12]陈良.N式砌块配筋砌体剪力墙的抗震性能试验研究[D].长沙:湖南大学,2008:1-83.(CHENLiang.Experimental research on seismic behavior ofreinforced N-block masonry shear wall[D].Changsha:Hunan University,2008:1-83.(in Chinese))
[13]陶承志.同缝砌筑的N式砌块配筋砌体剪力墙的抗震性能试验研究[D].长沙:湖南大学,2009:1-69.(TAO Chengzhi.Experimental research on seismicbehavior of reinforced N-block masonry shear wall builtwith straight-line joint[D].Changsha:HunanUniversity,2009:1-69.(in Chinese))
[14]GB/T228—2002金属材料室温拉伸试验方法[S].北京:中国建筑工业出版社,2002.(GB/T228—2002 Metallic materials:tensile testing atambient temperature[S].Beijing:China Architecture&Building Press,2002.(in Chinese))
[15]GB50003—2001砌体结构设计规范[S].北京:中国建筑工业出版社,2002.(GB50003—2001Codefor design of masonry structures[S].Beijing:ChinaArchitecture&Building Press,2002.(in Chinese))
[16]Drysdale R G,Khattab M M.In-plane behavior of groutconcrete masonry under biaxial tension-compression[J].ACI Structural Journal,1995,92(6):653-664.
[17]黄靓.框支配筋砌块砌体剪力墙多自由度子结构拟动力试验研究及非线性地震分析[D].长沙:湖南大学,2005:1-145.(HUANG Liang.MDOFsubstructure pseudo-dynamic testing and nonlinearseismic response analysis of frame supported reinforcedmasonry shear wall[D].Changsha:Hunan University,2005:1-145.(in Chinese))
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心