基于塑性铰转角需求的剪力墙边缘构件设计方法
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摘要
剪力墙边缘约束构件设计方法是剪力墙结构设计中未很好解决的问题之一。首先建立了悬臂剪力墙在弹塑性极限状态的侧移模式,以塑性铰转角需求定义不同抗震等级剪力墙的变形能力设计目标,建立了剪力墙塑性铰转角与底部截面曲率、轴压比与相对受压区高度的关系,通过平截面假定计算剪力墙边缘构件约束区长度及配箍特征值需求。通过20个剪力墙试件理论与试验极限位移角的对比分析说明了所介绍方法的可靠性,最后给出了不同抗震等级、不同轴压比剪力墙边缘构件约束区长度及配箍特征值的建议值。
The design method of shear wall's boundary elements is one of the problems that have not been solved perfectly.The lateral displacement mode of cantilever shear wall in limit state is set up,and the plastic hinge rotation is used to define the fortification objective of each seismic grade.The relationship between plastic hinge rotation and cross section's curvature,axial compression ratio and relative height of compression zone are deduced.The length of confined zone can be determined by plane-section assumption theory,and the transverse reinforcement characteristic value is determined by the stress-strain relationship of confined concrete.The comparison of 20 shear wall specimens' calculation results and test results illustrates that this design procedure is feasible.The length of confined zones and the transverse reinforcement characteristic values of boundary element in different seismic grades and axial compression ratios are proposed.
The design method of shear wall's boundary elements is one of the problems that have not been solved perfectly.The lateral displacement mode of cantilever shear wall in limit state is set up,and the plastic hinge rotation is used to define the fortification objective of each seismic grade.The relationship between plastic hinge rotation and cross section's curvature,axial compression ratio and relative height of compression zone are deduced.The length of confined zone can be determined by plane-section assumption theory,and the transverse reinforcement characteristic value is determined by the stress-strain relationship of confined concrete.The comparison of 20 shear wall specimens' calculation results and test results illustrates that this design procedure is feasible.The length of confined zones and the transverse reinforcement characteristic values of boundary element in different seismic grades and axial compression ratios are proposed.
引文
[1]GB 50011—2001建筑抗震设计规范[S].
[2]JGJ 3—2002高层建筑混凝土结构技术规程[S].
[3]Priestley M J N.Aspect of Drift and Ductility Capacity of RectangularCantilever Structural Walls[R].Bulletin of New Zealand Society f orEarthquake Engineering,1998,31(2):73-85.
[4]Thomsen J H,Wallace J.Displacement-Based Design of SlenderReinforced Concrete Walls-Experimental Verification[J].Journal ofStructural Engineering.2004,130(4):618-630.
[5]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):42-48.
[6]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,2007,47(3):1-4.
[7]Eurocode 8,Design of Structures for Earthquake Resistance.EuropeanCommittee for Standardization[S].2003.
[8]FEMA356.Prestandard and Commentary for the Seismic Rehabilitationof Buildings[S].Washington D C:Federal Emergency ManagementAgency,2000.
[9]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,2002,42(10):1369-1373.
[10]邢秋顺,翁义军,沈聚敏.约束混凝土应力-应变全曲线的试验研究[C]//约束与普通混凝土强度理论及应用学术讨论会论文集.1987:81-87.
[11]过镇海,张秀琴.混凝土应力-应变全曲线的试验研究[J].建筑结构学报,1982,3(1):1-12.
[12]梁兴文,邓明科,张兴虎,等.高性能混凝土剪力墙性能设计理论的试验研究[J].建筑结构学报,2007,28(5):80-88.
[13]李宏男,李兵.钢筋混凝土剪力墙抗震恢复力模型及试验研究[J].建筑结构学报,2004,25(5):35-42.
[14]陈勤,李耕勤,钱稼茹,等.HRB400级钢筋焊接网剪力墙试验研究[J].混凝土,2002(7):18-22.
[15]李耕勤,钱稼茹,顾万黎.采用冷轧带肋钢筋焊接网剪力墙的抗震性能研究[J].建筑结构,2002,32(10):29-33.
[16]章红梅,吕西林,鲁亮,等.边缘约束构件对钢筋混凝土剪力墙抗震性能的影响[J].地震工程,2007,27(1):92-98.
[17]吕文,钱稼茹,方鄂华.钢筋混凝土剪力墙延性的试验和计算[J].清华大学学报,1999,39(4):88-91.
[2]JGJ 3—2002高层建筑混凝土结构技术规程[S].
[3]Priestley M J N.Aspect of Drift and Ductility Capacity of RectangularCantilever Structural Walls[R].Bulletin of New Zealand Society f orEarthquake Engineering,1998,31(2):73-85.
[4]Thomsen J H,Wallace J.Displacement-Based Design of SlenderReinforced Concrete Walls-Experimental Verification[J].Journal ofStructural Engineering.2004,130(4):618-630.
[5]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):42-48.
[6]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,2007,47(3):1-4.
[7]Eurocode 8,Design of Structures for Earthquake Resistance.EuropeanCommittee for Standardization[S].2003.
[8]FEMA356.Prestandard and Commentary for the Seismic Rehabilitationof Buildings[S].Washington D C:Federal Emergency ManagementAgency,2000.
[9]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,2002,42(10):1369-1373.
[10]邢秋顺,翁义军,沈聚敏.约束混凝土应力-应变全曲线的试验研究[C]//约束与普通混凝土强度理论及应用学术讨论会论文集.1987:81-87.
[11]过镇海,张秀琴.混凝土应力-应变全曲线的试验研究[J].建筑结构学报,1982,3(1):1-12.
[12]梁兴文,邓明科,张兴虎,等.高性能混凝土剪力墙性能设计理论的试验研究[J].建筑结构学报,2007,28(5):80-88.
[13]李宏男,李兵.钢筋混凝土剪力墙抗震恢复力模型及试验研究[J].建筑结构学报,2004,25(5):35-42.
[14]陈勤,李耕勤,钱稼茹,等.HRB400级钢筋焊接网剪力墙试验研究[J].混凝土,2002(7):18-22.
[15]李耕勤,钱稼茹,顾万黎.采用冷轧带肋钢筋焊接网剪力墙的抗震性能研究[J].建筑结构,2002,32(10):29-33.
[16]章红梅,吕西林,鲁亮,等.边缘约束构件对钢筋混凝土剪力墙抗震性能的影响[J].地震工程,2007,27(1):92-98.
[17]吕文,钱稼茹,方鄂华.钢筋混凝土剪力墙延性的试验和计算[J].清华大学学报,1999,39(4):88-91.
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