半刚性连接钢框架—钢板剪力墙结构的结构影响系数和位移放大系数研究
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摘要
半刚性连接钢框架-钢板剪力墙结构是一种良好的双重抗侧力体系,具有较高的抗侧刚度、强度和延性,应用前景广泛。结构影响系数和位移放大系数是当前抗震设计方法中确定结构设计地震作用和变形的关键因素。作为国家自然科学基金项目《钢结构的地震作用折减和位移放大系数》(项目编号:50578099)研究的子课题之一,本文研究半刚性连接钢框架-钢板剪力墙结构在设防烈度(中震)下的结构影响系数R和大震下的位移放大系数Cd,进行了下列工作:
1、对已有的结构影响系数和位移放大系数以及半刚性连接钢框架-钢板剪力墙结构体系的研究成果进行了总结回顾,结合我国抗震规范的有关规定指出,我国现行建筑抗震设计规范对不同的材料和结构体系采用统一的结构影响系数,不能充分体现钢结构较好的延性和耗能能力,有必要对钢结构的结构影响系数进行系统的研究。
2、按照我国现行规范,以弹性屈曲为设计极限状态,设计了A、B、C、D共4组10个考虑不同连接刚度、层数、跨数的半刚性连接钢框架钢板剪力墙原型结构。按分析需要,分别建立了能反映剪力墙板屈曲及半刚性连接特性的梁壳有限元模型和等效斜拉杆模型。
3、选取D组2跨8层原型结构底部三层的剪力墙跨部分,按照1:3的几何相似关系设计了试验模型,对其进行静力推覆试验,分析了试件的极限承载力、变形、破坏模式、墙板及半刚性连接的应力分布特点及破坏形态等。
4、用本文有限元模型,对试验过程进行了模拟。对比结果验证了本文半刚性连接钢框架钢板剪力墙结构有限元模型及数值分析方法的适用性。
5、采用Pushover分析及改进的能力谱法,对所设计的原型结构进行了静力弹塑性分析。通过建立考虑高阶振型的能力谱和按照不同延性系数折减的弹塑性需求谱,确定了结构在中震(设防地震)和大震下的性能点,求解了半刚性连接钢框架钢板剪力墙结构的结构影响系数、位移放大系数、延性折减系数、超强系数等。研究了结构层数、跨数、连接刚度等因素对半刚性连接钢框架钢板剪力墙结构的结构影响系数和位移放大系数的影响规律。
6、选取多条地震波,对各组原型结构进行了增量动力时程(IDA)分析。通过对分析数据拟合,得到了结构基底剪力和顶点位移关系曲线。用改进的能力谱法确定结构的性能点,求解结构影响系数、位移延性折减系数、超强系数和位移放大系数,研究了结构层数、跨数、连接刚度等因素对结构影响系数和位移放大系数的影响规律。对Pushover分析与IDA分析的结果进行了对比,根据两种分析方法的结果,提出了按照我国规范设计的半刚性连接钢框架钢板剪力墙结构的结构影响系数和位移放大系数的取值。
7、按照《建筑抗震设计规范》(GB50011-2010)的要求,采用本文结构影响系数建议值设计了2组半刚性连接钢框架钢板剪力墙结构。用Pushover方法研究了结构的性能,验证了本文提出的结构影响系数和位移放大系数的合理性。
As a dual lateral load resisting system, the semi-rigid connected steel frame-steel plate shear wall with higher lateral stiffness, bearing strength and ductility ,are gaining acceptance and suitable for multi-story or high-rise building in highly seismic regions. The structural influencing coefficient is keystone to obtain the structural design earthquake action in the performance-based seismic design of buildings. As part of national natural science foundation project- Structural Influencing Coefficient and Deflection Amplification Factor of Steel Structure, this paper is study with the structural influencing coefficient under the earthquake with seismic fortification intensity(namely the moderate earthquake)and the deflection amplification factor under the seldom occurred earthquake of semi-rigid connected steel frame-steel plate shear wall system, the main contents of this dissertation are the followings:
1. The researches of structural influencing coefficient and deflection amplification factor and semi-rigid connected steel frame-steel plate shear wall are reviewed. For building seismic design code of China, different material and structure system have unified structural influencing coefficient, it is necessary to study the structural influencing coefficient of steel structure, so as to use its higher ductility and energy dissipation ability efficiently.
2. According to building seismic design code of china, 10 semi-rigid connected steel frame-steel plate shear wall structures, which consider different connection stiffness and stories and spans, are designed. The structures is separated into 4 groups named A B C and D. For needs of further research, finite element models with beam-shell element and equal inclined stripe model are established.
3. Experiment model from the first 3 floors of shear wall span of D group is designed with geometric similar ratio 1:3. Static pushover analysis is done with the experiment model. The strength, deformation, damage mode, stress and strain distribution in shear wall of the experiment model are observed and analyzed.
4. Simulation of the experiment model in finite element method with the beam-shell element model and equal inclined stripe mode that established in this paper is done. Comparison between the result from simulation and experiment proved that both of beam-shell element model and equal inclined stripe model are suitable for further analysis.
5. Static elastoplastic analysis of semi-rigid connected steel frame-steel plate shear wall structures that designed in this paper is executed. Improved capacity spectrum method, which consider higher vibration model and different ductility, is exert to get structural influencing coefficient R , deflection amplification factor C d, ductility deduction factor Ru and overstrength factor RΩ.The influence from different connection stiffness and stories and spans are considered at the same time.
6. Incremental dynamic analysis method (IDA) is applied to the structures that designed in this paper with series earthquake waves, which selected by certain principle. The relationship of base shear force and top displacement of the structure is get through curve fitting method. With improved capacity spectrum method,R , C d, Ru and RΩare obtained. The influence of connection stiffness and stories and spans are considered after the analysis of the result. After comparison of the result from pushover and IDA, The structural influencing coefficient and deflection amplification factor of the semi-rigid connected steel frame-steel plate shear wall structures that designed according to building seismic code of China are suggested.
7. According to the newly published Chinese Code for seismic design of building (GB50011-2010), 2 semi-rigid connected steel frame-steel plate shear wall structures are designed with the paper suggested structural influencing coefficient. Evaluation with Pushover method of the new designed structures proved that the paper suggested R and C d are exact and felicitous.
1、对已有的结构影响系数和位移放大系数以及半刚性连接钢框架-钢板剪力墙结构体系的研究成果进行了总结回顾,结合我国抗震规范的有关规定指出,我国现行建筑抗震设计规范对不同的材料和结构体系采用统一的结构影响系数,不能充分体现钢结构较好的延性和耗能能力,有必要对钢结构的结构影响系数进行系统的研究。
2、按照我国现行规范,以弹性屈曲为设计极限状态,设计了A、B、C、D共4组10个考虑不同连接刚度、层数、跨数的半刚性连接钢框架钢板剪力墙原型结构。按分析需要,分别建立了能反映剪力墙板屈曲及半刚性连接特性的梁壳有限元模型和等效斜拉杆模型。
3、选取D组2跨8层原型结构底部三层的剪力墙跨部分,按照1:3的几何相似关系设计了试验模型,对其进行静力推覆试验,分析了试件的极限承载力、变形、破坏模式、墙板及半刚性连接的应力分布特点及破坏形态等。
4、用本文有限元模型,对试验过程进行了模拟。对比结果验证了本文半刚性连接钢框架钢板剪力墙结构有限元模型及数值分析方法的适用性。
5、采用Pushover分析及改进的能力谱法,对所设计的原型结构进行了静力弹塑性分析。通过建立考虑高阶振型的能力谱和按照不同延性系数折减的弹塑性需求谱,确定了结构在中震(设防地震)和大震下的性能点,求解了半刚性连接钢框架钢板剪力墙结构的结构影响系数、位移放大系数、延性折减系数、超强系数等。研究了结构层数、跨数、连接刚度等因素对半刚性连接钢框架钢板剪力墙结构的结构影响系数和位移放大系数的影响规律。
6、选取多条地震波,对各组原型结构进行了增量动力时程(IDA)分析。通过对分析数据拟合,得到了结构基底剪力和顶点位移关系曲线。用改进的能力谱法确定结构的性能点,求解结构影响系数、位移延性折减系数、超强系数和位移放大系数,研究了结构层数、跨数、连接刚度等因素对结构影响系数和位移放大系数的影响规律。对Pushover分析与IDA分析的结果进行了对比,根据两种分析方法的结果,提出了按照我国规范设计的半刚性连接钢框架钢板剪力墙结构的结构影响系数和位移放大系数的取值。
7、按照《建筑抗震设计规范》(GB50011-2010)的要求,采用本文结构影响系数建议值设计了2组半刚性连接钢框架钢板剪力墙结构。用Pushover方法研究了结构的性能,验证了本文提出的结构影响系数和位移放大系数的合理性。
As a dual lateral load resisting system, the semi-rigid connected steel frame-steel plate shear wall with higher lateral stiffness, bearing strength and ductility ,are gaining acceptance and suitable for multi-story or high-rise building in highly seismic regions. The structural influencing coefficient is keystone to obtain the structural design earthquake action in the performance-based seismic design of buildings. As part of national natural science foundation project- Structural Influencing Coefficient and Deflection Amplification Factor of Steel Structure, this paper is study with the structural influencing coefficient under the earthquake with seismic fortification intensity(namely the moderate earthquake)and the deflection amplification factor under the seldom occurred earthquake of semi-rigid connected steel frame-steel plate shear wall system, the main contents of this dissertation are the followings:
1. The researches of structural influencing coefficient and deflection amplification factor and semi-rigid connected steel frame-steel plate shear wall are reviewed. For building seismic design code of China, different material and structure system have unified structural influencing coefficient, it is necessary to study the structural influencing coefficient of steel structure, so as to use its higher ductility and energy dissipation ability efficiently.
2. According to building seismic design code of china, 10 semi-rigid connected steel frame-steel plate shear wall structures, which consider different connection stiffness and stories and spans, are designed. The structures is separated into 4 groups named A B C and D. For needs of further research, finite element models with beam-shell element and equal inclined stripe model are established.
3. Experiment model from the first 3 floors of shear wall span of D group is designed with geometric similar ratio 1:3. Static pushover analysis is done with the experiment model. The strength, deformation, damage mode, stress and strain distribution in shear wall of the experiment model are observed and analyzed.
4. Simulation of the experiment model in finite element method with the beam-shell element model and equal inclined stripe mode that established in this paper is done. Comparison between the result from simulation and experiment proved that both of beam-shell element model and equal inclined stripe model are suitable for further analysis.
5. Static elastoplastic analysis of semi-rigid connected steel frame-steel plate shear wall structures that designed in this paper is executed. Improved capacity spectrum method, which consider higher vibration model and different ductility, is exert to get structural influencing coefficient R , deflection amplification factor C d, ductility deduction factor Ru and overstrength factor RΩ.The influence from different connection stiffness and stories and spans are considered at the same time.
6. Incremental dynamic analysis method (IDA) is applied to the structures that designed in this paper with series earthquake waves, which selected by certain principle. The relationship of base shear force and top displacement of the structure is get through curve fitting method. With improved capacity spectrum method,R , C d, Ru and RΩare obtained. The influence of connection stiffness and stories and spans are considered after the analysis of the result. After comparison of the result from pushover and IDA, The structural influencing coefficient and deflection amplification factor of the semi-rigid connected steel frame-steel plate shear wall structures that designed according to building seismic code of China are suggested.
7. According to the newly published Chinese Code for seismic design of building (GB50011-2010), 2 semi-rigid connected steel frame-steel plate shear wall structures are designed with the paper suggested structural influencing coefficient. Evaluation with Pushover method of the new designed structures proved that the paper suggested R and C d are exact and felicitous.
引文
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