型钢混凝土剪力墙的设计方法
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摘要
进行8个剪跨比为2.5的型钢混凝土剪力墙试件的拟静力试验。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。在试验研究的基础上,对型钢混凝土剪力墙的设计方法进行研究。基于平截面假定并考虑约束边缘构件影响,分析型钢混凝土剪力墙屈服状态和承载力极限状态时的截面应力、应变分布,提出剪力墙的屈服承载力和极限承载力的计算方法;通过建立剪力墙顶点位移角与底部截面曲率和塑性铰区长度的关系,提出基于剪力墙顶点位移角的截面变形能力设计方法。基于分析结果,提出配箍特征值和约束边缘构件长度的建议。研究结果表明: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;采用本文所提公式所得计算值与试验值基本符合,说明所提出方法的可靠性。
A quasi-static test was carried out about eight specimens with the shear span ratio being 2.5.The failure mechanism,hysteretic behavior,deformability and energy dissipation capacity were analyzed by changing the axial load ratio,steel ratio and stirrup characteristic value.Based on the test results,the design method of steel reinforced concrete shear walls was researched.Considering the plane-section assumption and confinement of concrete in confined zone,the stress distribution and strain distribution along the wall section at yield state and ultimate state were proposed.The yield load bearing capacity and ultimate load bearing capacity formula were developed.The relationships between top lateral displacement ratio and cross section's curvature,and plastic hinge length were theoretically deduced.The deformation capacity of structural walls was recommended.The stirrup characteristic value and the length of confined zone were put forward.The results show that the crash of concrete at base leads to failure of the walls.The SRC structural walls have the plump hysteretic curves and no significant pinch phenomenon.The reliability of the method is verified through the comparison of the analysis results and the experimental results.
A quasi-static test was carried out about eight specimens with the shear span ratio being 2.5.The failure mechanism,hysteretic behavior,deformability and energy dissipation capacity were analyzed by changing the axial load ratio,steel ratio and stirrup characteristic value.Based on the test results,the design method of steel reinforced concrete shear walls was researched.Considering the plane-section assumption and confinement of concrete in confined zone,the stress distribution and strain distribution along the wall section at yield state and ultimate state were proposed.The yield load bearing capacity and ultimate load bearing capacity formula were developed.The relationships between top lateral displacement ratio and cross section's curvature,and plastic hinge length were theoretically deduced.The deformation capacity of structural walls was recommended.The stirrup characteristic value and the length of confined zone were put forward.The results show that the crash of concrete at base leads to failure of the walls.The SRC structural walls have the plump hysteretic curves and no significant pinch phenomenon.The reliability of the method is verified through the comparison of the analysis results and the experimental results.
引文
[1]JGJ 3—2010,高层建筑混凝土结构技术规程[S].JGJ 3—2010,Code for design of high-rise concrete buildings[S].
[2]Kent A,Harries,David S.Mcneice.Performance-based design of high-rise couple wall systems[J].The Structural Design of Tall and Special Buildings,2006,15(3):289-306.
[3]辛力,梁兴文,邓明科.基于塑性铰转角需求的剪力墙边缘构件设计方法[J].工业建筑,2009,39(6):55-66.XIN Li,LIANG Xingwen,DENG Mingke.Plastic high rotation-based design method of shear wall’s boundary elements[J].Industrial Construction,2009,39(6):55-66.
[4]Humar M,Fazileh F.Displacement-based seismic design of regular reinforced concrete shear wall buildings[J].Canadian Journal of Civil Engineering,2011,38(6):616-626.
[5]Thomsen J H,Wallace J.Displacement-based design of slender reinforced concrete walls-experimental verification[J].Journal of Structural Engineering,2004,130(4):618-630.
[6]Priestley M J N.Displacement-based seismic design of structures[M].Pavia,Italy:IUSS Press,2007:313-330.
[7]钱稼茹,吕文,方鄂华.基于位移延性的剪力墙抗震设计[J].建筑结构学报,1999,20(3):42-49.QIAN Jiaru,LüWen,FANG Ehua.Displacement ductilitybased seismic design for shear walls[J].Journal of Building Structures,1999,20(3):42-49.
[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:自然科学版,2007,47(3):305-308.QIAN Jiaru,XU Fujiang.Displacement-based deformation capacity design method of RC cantilever walls[J].Journal Tsinghua University:Science&Technology,2007,47(3):305-308.
[9]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(4):43-50.QIAN Jiaru,WEI Yong.Experimental study on seismic behavior of SRC shear walls with high axial force ratio[J].Journal of Building Structures,2008(4):43-50.
[10]黄志华,吕西林,周颖.钢筋混凝土剪力墙的变形能力及基于性能的抗震设计地[J].地震工程与工程振动,2009,29(5):86-93.HUANG Zhihua,LU Xilin,ZHOU Ying.Deformation capacity and performance-based seismic design for reinforced concrete coupling beams[J].Earthquake Engineering and Engineering Vibration,2009,29(5):86-93.
[11]季静,肖启艳,黄超.基于性能的钢筋混凝土剪力墙受弯破坏变形限值的研究[J].建筑结构学报,2010,31(9):35-41.JI Jing,XIAO Qiyan,HUANG Chao.Research on deformation limits of performance-based RC shear walls controlled by flexure[J].Journal of Building Structures,2010,31(9):35-41.
[12]GB 50010—2010,混凝土结构设计规范[S].GB 50010—2010,Code for design of concrete structure[S].
[13]钱稼茹,程丽荣,周栋梁.普通箍筋约束混凝土柱的中心受压性能[J].清华大学学报:自然科学版,2002,42(10):1369-1373.QIAN Jiaru,CHENG Lirong,ZHOU Donglian.Behavior of axially loaded concrete columns confined with ordinary hoops[J].Journal Tsinghua University:Science&Technology,2002,42(10):1369-1373.
[14]European Prestandard Eurocode 8.Design provisions for earthquake resistance of structures[S].Brussels:European,1998.
[15]Tjhin T N,Aschheim M A,Wallace J W.Yield displacementbased seismic design of RC wall buildings[J].Engineering Structures,2007,29:2946-2959.
[2]Kent A,Harries,David S.Mcneice.Performance-based design of high-rise couple wall systems[J].The Structural Design of Tall and Special Buildings,2006,15(3):289-306.
[3]辛力,梁兴文,邓明科.基于塑性铰转角需求的剪力墙边缘构件设计方法[J].工业建筑,2009,39(6):55-66.XIN Li,LIANG Xingwen,DENG Mingke.Plastic high rotation-based design method of shear wall’s boundary elements[J].Industrial Construction,2009,39(6):55-66.
[4]Humar M,Fazileh F.Displacement-based seismic design of regular reinforced concrete shear wall buildings[J].Canadian Journal of Civil Engineering,2011,38(6):616-626.
[5]Thomsen J H,Wallace J.Displacement-based design of slender reinforced concrete walls-experimental verification[J].Journal of Structural Engineering,2004,130(4):618-630.
[6]Priestley M J N.Displacement-based seismic design of structures[M].Pavia,Italy:IUSS Press,2007:313-330.
[7]钱稼茹,吕文,方鄂华.基于位移延性的剪力墙抗震设计[J].建筑结构学报,1999,20(3):42-49.QIAN Jiaru,LüWen,FANG Ehua.Displacement ductilitybased seismic design for shear walls[J].Journal of Building Structures,1999,20(3):42-49.
[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:自然科学版,2007,47(3):305-308.QIAN Jiaru,XU Fujiang.Displacement-based deformation capacity design method of RC cantilever walls[J].Journal Tsinghua University:Science&Technology,2007,47(3):305-308.
[9]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(4):43-50.QIAN Jiaru,WEI Yong.Experimental study on seismic behavior of SRC shear walls with high axial force ratio[J].Journal of Building Structures,2008(4):43-50.
[10]黄志华,吕西林,周颖.钢筋混凝土剪力墙的变形能力及基于性能的抗震设计地[J].地震工程与工程振动,2009,29(5):86-93.HUANG Zhihua,LU Xilin,ZHOU Ying.Deformation capacity and performance-based seismic design for reinforced concrete coupling beams[J].Earthquake Engineering and Engineering Vibration,2009,29(5):86-93.
[11]季静,肖启艳,黄超.基于性能的钢筋混凝土剪力墙受弯破坏变形限值的研究[J].建筑结构学报,2010,31(9):35-41.JI Jing,XIAO Qiyan,HUANG Chao.Research on deformation limits of performance-based RC shear walls controlled by flexure[J].Journal of Building Structures,2010,31(9):35-41.
[12]GB 50010—2010,混凝土结构设计规范[S].GB 50010—2010,Code for design of concrete structure[S].
[13]钱稼茹,程丽荣,周栋梁.普通箍筋约束混凝土柱的中心受压性能[J].清华大学学报:自然科学版,2002,42(10):1369-1373.QIAN Jiaru,CHENG Lirong,ZHOU Donglian.Behavior of axially loaded concrete columns confined with ordinary hoops[J].Journal Tsinghua University:Science&Technology,2002,42(10):1369-1373.
[14]European Prestandard Eurocode 8.Design provisions for earthquake resistance of structures[S].Brussels:European,1998.
[15]Tjhin T N,Aschheim M A,Wallace J W.Yield displacementbased seismic design of RC wall buildings[J].Engineering Structures,2007,29:2946-2959.
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