西安建筑科技大学学报(自然科学版)

嵌固支座对钢筋混凝土柱根区域具有一定约束作用,而传统纤维单元中并未考虑此约束,对以弯曲破坏为主的钢筋混凝土柱进行数值模拟,发现不考虑嵌固支座约束时柱的承载力较试验值低,且轴压比越大偏低越多.分析混凝土强度和峰值应变对柱正截面抗弯承载力的影响,揭示嵌固支座约束对承载力的提高机理,分别采用修正系数K₁、K₂、K₃反映约束作用对破坏控制截面位置、混凝土强度和峰值应变的影响,建立了修正后的钢筋混凝土柱纤维模型,计算与试验结果吻合良好,表明所提方法有较好的适用性.

The support has a certain constraint effect on the root region of the reinforced concrete column, which is not considered by the traditional fiber element. The numerical simulation of the reinforced concrete column with bending failure is carried out, and it is found that the simulated bearing capacity of the column is lower than the test value, and the larger the axial compression ratio is, the lower it is. It is revealed that the restraint of support improve the bearing capacity by analyzing the influence of concrete strength and peak strain on column flexural bearing capacity of normal section,the parameters K₁, K₂, K₃, are used respectively to reflect the effect of restraint of support on damage control section, the influence of concrete strength and peak strain, the modified fiber reinforced concrete column model is established, the calculation results coincide with the experiment, and shows that the proposed method has better applicability.

引言
1 模型建立
2 模拟及结果分析
3 模型修正
4 结论

图1 柱根破坏现象[5-7]<br/>Fig.1 Failure phenomenon of column root

图1 柱根破坏现象[5-7]
Fig.1 Failure phenomenon of column root

图2 Reinforcing Steel模型<br/>Fig.2 Reinforcing Steel Model

图2 Reinforcing Steel模型
Fig.2 Reinforcing Steel Model

图3 Concrete07模型<br/>Fig.3 Concrete07 Model

图3 Concrete07模型
Fig.3 Concrete07 Model

图4 Gauss-Lobatto积分(3点)<br/>Fig.4 The Gauss-Lobatto integral method(3 point)

图4 Gauss-Lobatto积分(3点)
Fig.4 The Gauss-Lobatto integral method(3 point)

图5 轴压比nt=0～0.6时荷载-位移骨架曲线<br/>Fig.5 Load-displacement skeleton curve with axial compression ratio nt=0～0.6

图5 轴压比nt=0～0.6时荷载-位移骨架曲线
Fig.5 Load-displacement skeleton curve with axial compression ratio nt=0～0.6

图6 水平峰值荷载模拟值与试验值对比<br/>Fig.6 Comparison of simulated value and test value for horizontal peak load

图6 水平峰值荷载模拟值与试验值对比
Fig.6 Comparison of simulated value and test value for horizontal peak load

图7 荷载-位移曲线<br/>Fig.7 Load-displacement curve

图7 荷载-位移曲线
Fig.7 Load-displacement curve

图8 峰值荷载时纤维截面受力分布<br/>Fig.8 Stress distribution of fiber section under peak load

图8 峰值荷载时纤维截面受力分布
Fig.8 Stress distribution of fiber section under peak load

图9 R-LL-C40荷载-位移骨架曲线<br/>Fig.9 Load-displacement curve of R-LL-C40

图9 R-LL-C40荷载-位移骨架曲线
Fig.9 Load-displacement curve of R-LL-C40

图10 C2荷载-位移骨架曲线<br/>Fig.10 Load-displacement curve of C2

图10 C2荷载-位移骨架曲线
Fig.10 Load-displacement curve of C2

图11 控制面位置拟合<br/>Fig.11 Control surface position fitting

图11 控制面位置拟合
Fig.11 Control surface position fitting

图12 混凝土峰值应力提高系数拟合<br/>Fig.12 Improvement coefficient fitting of concrete peak stress

图12 混凝土峰值应力提高系数拟合
Fig.12 Improvement coefficient fitting of concrete peak stress

图13 单位长度混凝土受压断裂能Gfc/Lp<br/>Fig.13 Fracture energy of concrete unit length under compression

图13 单位长度混凝土受压断裂能Gfc/Lp
Fig.13 Fracture energy of concrete unit length under compression

图14 混凝土峰值应变提高系数拟合<br/>Fig.14 Increasing coefficient fitting of concrete peak strain

图14 混凝土峰值应变提高系数拟合
Fig.14 Increasing coefficient fitting of concrete peak strain

表1 修正系数取值<br/>Tab.1 Correction parameter values

表1 修正系数取值
Tab.1 Correction parameter values

图15 骨架曲线的对比结果<br/>Fig.15 Comparison results of skeleton curves

图15 骨架曲线的对比结果
Fig.15 Comparison results of skeleton curves

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备注

引言

1 模型建立

2 模拟及结果分析

3 模型修正

4 结论

期刊信息