钢筋混凝土高剪力墙拟静力试验
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摘要
目的研究钢筋混凝土高剪力墙在低周期反复荷载作用下受力性能.方法将剪力墙的横截面和配筋保持不变,只改变剪力墙的轴向荷载(轴压比),对3片钢筋混凝土高剪力墙采用低周反复加载方式进行了试验,比较不同轴压比的剪力墙的破坏形态、破坏程度,以及对试验现象进行分析.结果3个试件剪跨比较大,在裂缝产生时滞回曲线有一个拐点,有明显的屈服荷载和明显的下降段,滞回曲线丰满,循环次数多,延性好,耗能能力强,刚度和承载力缓慢下降.结论在对钢筋混凝土高剪力墙恢复力曲线模型进行选取时,建议采用平顶刚度退化二线型模型或平顶刚度退化三线型模型.
Quasi-static test of three reinforced concrete shear walls is carried out under cyclic lateral loading.The relationship between force and displacement is obtained.By comparing the destructed behaviors and grades of the walls under different axial compression ratio and shear span ratio based on the analysis of test and hysteretic curve,it can be concluded that with the increasing of axial compression ratio to some range,the bearing capacity of shear wall will increase if the shear span ratio of shear walls are the same,but the ductility of walls will descend,and degradation of strength and stiffness are also more serious.Three-linear model of even stiffness degradation is suggested for RC high shear walls.
Quasi-static test of three reinforced concrete shear walls is carried out under cyclic lateral loading.The relationship between force and displacement is obtained.By comparing the destructed behaviors and grades of the walls under different axial compression ratio and shear span ratio based on the analysis of test and hysteretic curve,it can be concluded that with the increasing of axial compression ratio to some range,the bearing capacity of shear wall will increase if the shear span ratio of shear walls are the same,but the ductility of walls will descend,and degradation of strength and stiffness are also more serious.Three-linear model of even stiffness degradation is suggested for RC high shear walls.
引文
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[4]Miha T,Marjana L,Ljubo P.Seismic behavior ofmasonry walls:experimental simulation[J].Journalof Structural Engineering,1996,122(9):1040-1047.
[5]李兵,李宏男.钢筋混凝土剪力墙弹塑性分析方法[J].地震工程与工程振动,2004,24(1):79-81.
[6]Yiang Y,Saiidi M.Four-spring element for cycle re-sponse of R/C columns[J].Journal of Structural En-gineering,1990,116(4):1018-1029.
[7]Linda P,Bachmann H.Dynamic modeling and designof earthquake-resistant walls[J].EESD,1994,23:1331-1350.
[8]Colotti V.Shear behavior of R/C structural walls[J].Journal of Structure Engineering,ASCE,1993,119(3):728-746.
[9]Vulcano A,Bertero V V.Analytical models for pre-dicting the lateral response of RC shear wall:evalua-tion of their reliability[R].Report No.UCB/EERC-87/19.California:University of California,Berkeley,1987.
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[11]李宏男,王强,李兵.钢筋混凝土框架柱多维恢复力特性的试验研究[J].东南大学学报,2002,32(5):728-732.
[2]赵国藩.高等钢筋混凝土结构学[M].大连:中国电力出版社,1999.
[3]Frederic L,Patrick P.Behavior of high-strength con-crete columns under cyclic flexure and constant axialload[J].ACI Structural Journal,2000,97(4):591-601.
[4]Miha T,Marjana L,Ljubo P.Seismic behavior ofmasonry walls:experimental simulation[J].Journalof Structural Engineering,1996,122(9):1040-1047.
[5]李兵,李宏男.钢筋混凝土剪力墙弹塑性分析方法[J].地震工程与工程振动,2004,24(1):79-81.
[6]Yiang Y,Saiidi M.Four-spring element for cycle re-sponse of R/C columns[J].Journal of Structural En-gineering,1990,116(4):1018-1029.
[7]Linda P,Bachmann H.Dynamic modeling and designof earthquake-resistant walls[J].EESD,1994,23:1331-1350.
[8]Colotti V.Shear behavior of R/C structural walls[J].Journal of Structure Engineering,ASCE,1993,119(3):728-746.
[9]Vulcano A,Bertero V V.Analytical models for pre-dicting the lateral response of RC shear wall:evalua-tion of their reliability[R].Report No.UCB/EERC-87/19.California:University of California,Berkeley,1987.
[10]中华人民共和国国家标准.GB50010-2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.
[11]李宏男,王强,李兵.钢筋混凝土框架柱多维恢复力特性的试验研究[J].东南大学学报,2002,32(5):728-732.
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