钢筋混凝土结构的二阶效应及非线性分析
发布时间：2019-03-27 12:47
【摘要】：钢筋混凝土偏心受压构件的二阶效应一直是钢筋混凝土结构研究的重要内容,虽然国内外学者已进行了大量的研究,并取得了很多成果,且一些成果已应用于结构设计规范中,但由于问题的复杂性,很多方面还不够完善,还需要进行深入的研究。本文对钢筋混凝土轴心受压构件的非线性稳定性、偏心受压构件的二阶效应进行了研究,同时研究了钢筋混凝土结构的非线性分析方法,主要内容包括： (1)对一般支撑和约束条件的构件进行分析,得出构件计算长度系数的计算公式及一些特定情况的简化计算公式。 (2)从非线性稳定理论出发对钢筋混凝土轴心受压构件的承载力进行了研究,给出了混凝土构件临界状态时纵向弯曲系数计算公式。研究表明,徐变对轴心受压构件的非线性稳定性有很大影响。 (3)通过几何非线性和材料非线性分析并考虑钢筋混凝土的拉伸硬化效应,对无侧移钢筋混凝土细长柱的荷载-变形特性进行了研究,提出附加变形、抗弯刚度及等效弯矩系数的计算公式。与62组等弯矩受压构件和33组不等弯矩受压构件试验结果的对比表明,本文等弯矩柱附加变形公式的计算结果好于GB500102010规范公式的计算结果,等效弯矩系数公式计算结果好于美国规范ACI318-08和欧洲规范EN1992-1-1：2004公式,与我国规范GB50010—2010相当。 (4)考虑二阶效应的计算方法,按我国规范、美国规范和欧洲规范计算了钢筋混凝土偏心受压构件和构件截面的轴力-弯矩曲线。分析表明,不考虑偏心受压构件的二阶效应时,按我国规范和欧洲规范计算的截面承载力比较接近,由于美国规范考虑了强度折减系数的影响,其计算的承载力比较小；计算考虑二阶效应的构件承载力时,我国规范的规定比较简单,美国和欧洲规范的规定较详细,均考虑了端部弯矩不同。 (5)考虑材料非线性和几何非线性对钢筋混凝土框架进行了分析。几何非线性包括了框架的P-△效应和构件的P-δ效应,分析中考虑了钢筋混凝土的拉伸硬化效应。与试验结果对比表明：本文方法计算结果与试验结果吻合较好。
[Abstract]:The second-order effect of eccentrically compressed reinforced concrete members has always been an important content of reinforced concrete structure research. Although scholars at home and abroad have done a lot of research and made many achievements, and some of the results have been applied in structural design codes. However, due to the complexity of the problem, many aspects are not perfect enough, and still need to be studied in depth. In this paper, the nonlinear stability of reinforced concrete members under axial compression and the second-order effect of eccentrically compressed members are studied, and the nonlinear analysis methods of reinforced concrete structures are also studied. The main contents are as follows: (1) the components with general support and constraint conditions are analyzed, and the formulas for calculating the length coefficient of the components and the simplified formulas for some specific cases are obtained. (2) based on the nonlinear stability theory, the bearing capacity of reinforced concrete members subjected to axial compression is studied, and the formula for calculating the longitudinal bending coefficient of reinforced concrete members in critical state is given. The results show that creep has a great influence on the nonlinear stability of axial compression members. (3) through the analysis of geometric nonlinearity and material nonlinearity and considering the tensile hardening effect of reinforced concrete, the load-deformation characteristics of slender reinforced concrete columns without lateral displacement are studied, and the additional deformation is put forward. The calculation formula of bending stiffness and equivalent bending moment coefficient. Compared with the experimental results of 62 groups of equal bending moment compression members and 33 groups of unequal bending moment compression members, it is shown that the calculation results of the additional deformation formula of the equal moment column in this paper are better than those of the GB500102010 code formula. The calculation results of equivalent bending moment coefficient formula are better than those of American code ACI318-08 and European code EN1992-1-1:2004 formula, and are equivalent to Chinese code GB50010-2010. (4) considering the second-order effect, the axial force-bending moment curves of eccentrically compressed reinforced concrete members and their cross sections are calculated according to the Chinese code, the American code and the European code. The analysis shows that when the second-order effect of eccentrically compressed members is not considered, the cross-section bearing capacity calculated according to the Chinese code and the European code is relatively close, and the calculated bearing capacity is relatively small because the American code takes into account the influence of the strength reduction factor. When calculating the bearing capacity of members considering the second-order effect, the regulations of our code are simpler, and the regulations of American and European codes are more detailed, taking into account the different bending moments at the end of the code. (5) considering material nonlinearity and geometric nonlinearity, the reinforced concrete frame is analyzed. Geometric nonlinearity includes the P-effect of frames and the P-未 effect of members. The tensile hardening effect of reinforced concrete is considered in the analysis. The comparison with the experimental results shows that the calculated results of this method are in good agreement with the experimental results.
【学位授予单位】：大连理工大学
【学位级别】：博士
【学位授予年份】：2013
【分类号】：TU375
本文编号：2448194
[Abstract]:The second-order effect of eccentrically compressed reinforced concrete members has always been an important content of reinforced concrete structure research. Although scholars at home and abroad have done a lot of research and made many achievements, and some of the results have been applied in structural design codes. However, due to the complexity of the problem, many aspects are not perfect enough, and still need to be studied in depth. In this paper, the nonlinear stability of reinforced concrete members under axial compression and the second-order effect of eccentrically compressed members are studied, and the nonlinear analysis methods of reinforced concrete structures are also studied. The main contents are as follows: (1) the components with general support and constraint conditions are analyzed, and the formulas for calculating the length coefficient of the components and the simplified formulas for some specific cases are obtained. (2) based on the nonlinear stability theory, the bearing capacity of reinforced concrete members subjected to axial compression is studied, and the formula for calculating the longitudinal bending coefficient of reinforced concrete members in critical state is given. The results show that creep has a great influence on the nonlinear stability of axial compression members. (3) through the analysis of geometric nonlinearity and material nonlinearity and considering the tensile hardening effect of reinforced concrete, the load-deformation characteristics of slender reinforced concrete columns without lateral displacement are studied, and the additional deformation is put forward. The calculation formula of bending stiffness and equivalent bending moment coefficient. Compared with the experimental results of 62 groups of equal bending moment compression members and 33 groups of unequal bending moment compression members, it is shown that the calculation results of the additional deformation formula of the equal moment column in this paper are better than those of the GB500102010 code formula. The calculation results of equivalent bending moment coefficient formula are better than those of American code ACI318-08 and European code EN1992-1-1:2004 formula, and are equivalent to Chinese code GB50010-2010. (4) considering the second-order effect, the axial force-bending moment curves of eccentrically compressed reinforced concrete members and their cross sections are calculated according to the Chinese code, the American code and the European code. The analysis shows that when the second-order effect of eccentrically compressed members is not considered, the cross-section bearing capacity calculated according to the Chinese code and the European code is relatively close, and the calculated bearing capacity is relatively small because the American code takes into account the influence of the strength reduction factor. When calculating the bearing capacity of members considering the second-order effect, the regulations of our code are simpler, and the regulations of American and European codes are more detailed, taking into account the different bending moments at the end of the code. (5) considering material nonlinearity and geometric nonlinearity, the reinforced concrete frame is analyzed. Geometric nonlinearity includes the P-effect of frames and the P-未 effect of members. The tensile hardening effect of reinforced concrete is considered in the analysis. The comparison with the experimental results shows that the calculated results of this method are in good agreement with the experimental results.
【学位授予单位】：大连理工大学
【学位级别】：博士
【学位授予年份】：2013
【分类号】：TU375
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