端板连接弯矩—转角关系及半刚性钢框架抗震性能的研究
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摘要
1994年的北岭地震和1995年的阪神地震均导致了钢框架梁-柱焊连接节点的严重破坏。在此之后，具有良好抗震性能的端板连接半刚性钢框架被广泛研究。但迄今为止，多数研究都是针对柱强轴连接节点进行的，针对柱弱轴连接节点以及空间半刚性钢框架的试验和研究并不多见。
随着社会经济的发展，多高层空间钢框架结构被广泛应用。因此对柱弱轴端板连接性能以及端板连接半刚性钢框架抗震性能的研究就显得十分必要。
基于以上分析，本文主要研究以下几方面内容：
(1)进行2个边柱弱轴端板连接试件和2个中柱弱轴端板连接试件的单调加载试验，并建立有限元分析模型，通过试验和有限元分析结果，明确弱轴端板连接的应力分布、塑性发展、变形特点、弯矩-转角特性和破坏模式。定量研究了端板连接边柱节点和中柱节点抗弯承载力和初始转动刚度的差别。
(2)基于相关性的灵敏度分析方法，研究弱轴端板连接的各参数对转角的影响，并建立弱轴端板连接节点弹性阶段的弯矩-转角模型。
(3)提出一种计算结果准确可靠、步骤简单、便于工程实际应用的弯矩-转角全曲线以及滞回曲线简化计算模型及计算方法，其中主要包括了初始转动刚度、弹性极限承载力以及屈服承载力的计算。
(4)进行端板连接半刚性钢框架的静力和拟静力试验，研究其破坏过程、破坏形态、滞回性能、位移延性系数、抗侧刚度以及刚度退化等关键性能指标，对空间半刚性钢框架的设计提出建议。
(5)运用ABAQUS引入几何初始缺陷对端板连接半刚性钢框架进行非线性有限元分析，并与试验结果对比，验证了此方法能够很好地模拟结构的受力特性、局部屈曲以及破坏模式。
(6)运用OpenSees的宏观单元对半刚性钢框架进行非线性有限元分析，将节点简化为本文提出的弯矩-转角简化计算模型。有限元计算结果与试验吻合较好，验证了本文所提出的端板连接弯矩-转角关系的正确性和有限元分析的可靠性。并对空间半刚性钢框架进行动力性能分析，研究了节点转动刚度对钢框架自振周期以及顶层位移的影响。
(7)基于基本自振周期，给出半刚性区间的判断标准，并结合算例和理论推导证明其合理性。
Widespread failures in welded steel beam-to-column connections were observed in boththe1994Northridge Earthquake and the1995Hyogoken-Nanbu Earthquake.. From then on,end-plate connections which possess better seismic performance have been broadly studied.While, so far the majority of researches were focused on the strong-axis connections and fewwere focused on the weak-axis connections and semi-rigid steel frames.
With the development of economy, multi-story and high-rise steel frame structures havebeen widely used. Hence, the study on the seismic behavior of weak-axis end-plateconnections and semi-rigid steel frames will be of great necessity.
Based on the analysis above, the main content of this thesis is depicted as follows:
(1) Monotonic loading tests and FEM analysis were conducted on four weak-axisend-plate connections, in which two were border-column and the other two wereinterior-column, to make clear the stress distribution, plastic development, deformationproperties, semi-rigid features and failure modes of this kind of connections. The differencebetween the bending capacity and initial rotation stiffness of border-column andinterior-column end-plate connections were quantified.
(2) The effect of different parameters on the rotation was analyzed through thesensitivity analysis method based on correlation, and the moment-rotation relation model ofweak-axis end-plate connections in the elastic stage was established.
(3) An accurate, simple, practical calculation method of moment-rotation curve andhysteretic loop were proposed which mainly concerned about bending stiffness in elastic stage,elastic ultimate bearing capacity and yield bearing capacity.
(4) Static loading tests and quasi-static loading tests were conducted on semi-rigidframes using end-plate connections to investigate the failure process, failure modes, hystereticbehavior, displacement ductility coefficient, horizontal resistent rigidity and rigiditydegeneration of this kind of frames. Several suggestions were proposed for the designing ofsemi-rigid space steel frames.
(5) Nonlinear FEM analysis was conducted on the semi-rigid steel frames usingend-plate connections through ABAQUS which took the initial geometric imperfections intoconsideration. Compared with the test results, good agreement were achieved whichconfirmed the accuracy of FEM analysis.
(6) Another FEM software OpenSees was also used to conduct nonlinear analysis on thesemi-rigid steel frames using end-plate connections. In these FEM models, the constitutive relationship between moment and rotation proposed above was adopted. The analysis resultscoincided well with the test results, which verify the accuracy of the proposed constitutiverelationship of end-plate connections and the reliable of FEM analysis. Dynamic analysis wasconducted on semi-rigid steel frames using OpenSees to study the influences of connationrotation stiffness on the natural vibration period and top-floor displacement.
(9) A judgement standard about the semi-rigid interval was proposed based on the basicnatural vibration period, which was certified by theoretical deduce and examples.
随着社会经济的发展，多高层空间钢框架结构被广泛应用。因此对柱弱轴端板连接性能以及端板连接半刚性钢框架抗震性能的研究就显得十分必要。
基于以上分析，本文主要研究以下几方面内容：
(1)进行2个边柱弱轴端板连接试件和2个中柱弱轴端板连接试件的单调加载试验，并建立有限元分析模型，通过试验和有限元分析结果，明确弱轴端板连接的应力分布、塑性发展、变形特点、弯矩-转角特性和破坏模式。定量研究了端板连接边柱节点和中柱节点抗弯承载力和初始转动刚度的差别。
(2)基于相关性的灵敏度分析方法，研究弱轴端板连接的各参数对转角的影响，并建立弱轴端板连接节点弹性阶段的弯矩-转角模型。
(3)提出一种计算结果准确可靠、步骤简单、便于工程实际应用的弯矩-转角全曲线以及滞回曲线简化计算模型及计算方法，其中主要包括了初始转动刚度、弹性极限承载力以及屈服承载力的计算。
(4)进行端板连接半刚性钢框架的静力和拟静力试验，研究其破坏过程、破坏形态、滞回性能、位移延性系数、抗侧刚度以及刚度退化等关键性能指标，对空间半刚性钢框架的设计提出建议。
(5)运用ABAQUS引入几何初始缺陷对端板连接半刚性钢框架进行非线性有限元分析，并与试验结果对比，验证了此方法能够很好地模拟结构的受力特性、局部屈曲以及破坏模式。
(6)运用OpenSees的宏观单元对半刚性钢框架进行非线性有限元分析，将节点简化为本文提出的弯矩-转角简化计算模型。有限元计算结果与试验吻合较好，验证了本文所提出的端板连接弯矩-转角关系的正确性和有限元分析的可靠性。并对空间半刚性钢框架进行动力性能分析，研究了节点转动刚度对钢框架自振周期以及顶层位移的影响。
(7)基于基本自振周期，给出半刚性区间的判断标准，并结合算例和理论推导证明其合理性。
Widespread failures in welded steel beam-to-column connections were observed in boththe1994Northridge Earthquake and the1995Hyogoken-Nanbu Earthquake.. From then on,end-plate connections which possess better seismic performance have been broadly studied.While, so far the majority of researches were focused on the strong-axis connections and fewwere focused on the weak-axis connections and semi-rigid steel frames.
With the development of economy, multi-story and high-rise steel frame structures havebeen widely used. Hence, the study on the seismic behavior of weak-axis end-plateconnections and semi-rigid steel frames will be of great necessity.
Based on the analysis above, the main content of this thesis is depicted as follows:
(1) Monotonic loading tests and FEM analysis were conducted on four weak-axisend-plate connections, in which two were border-column and the other two wereinterior-column, to make clear the stress distribution, plastic development, deformationproperties, semi-rigid features and failure modes of this kind of connections. The differencebetween the bending capacity and initial rotation stiffness of border-column andinterior-column end-plate connections were quantified.
(2) The effect of different parameters on the rotation was analyzed through thesensitivity analysis method based on correlation, and the moment-rotation relation model ofweak-axis end-plate connections in the elastic stage was established.
(3) An accurate, simple, practical calculation method of moment-rotation curve andhysteretic loop were proposed which mainly concerned about bending stiffness in elastic stage,elastic ultimate bearing capacity and yield bearing capacity.
(4) Static loading tests and quasi-static loading tests were conducted on semi-rigidframes using end-plate connections to investigate the failure process, failure modes, hystereticbehavior, displacement ductility coefficient, horizontal resistent rigidity and rigiditydegeneration of this kind of frames. Several suggestions were proposed for the designing ofsemi-rigid space steel frames.
(5) Nonlinear FEM analysis was conducted on the semi-rigid steel frames usingend-plate connections through ABAQUS which took the initial geometric imperfections intoconsideration. Compared with the test results, good agreement were achieved whichconfirmed the accuracy of FEM analysis.
(6) Another FEM software OpenSees was also used to conduct nonlinear analysis on thesemi-rigid steel frames using end-plate connections. In these FEM models, the constitutive relationship between moment and rotation proposed above was adopted. The analysis resultscoincided well with the test results, which verify the accuracy of the proposed constitutiverelationship of end-plate connections and the reliable of FEM analysis. Dynamic analysis wasconducted on semi-rigid steel frames using OpenSees to study the influences of connationrotation stiffness on the natural vibration period and top-floor displacement.
(9) A judgement standard about the semi-rigid interval was proposed based on the basicnatural vibration period, which was certified by theoretical deduce and examples.
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