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对于建筑钢结构,耗能支撑的布置形式多种多样,而合理的支撑布置方式会提高建筑钢结构的抗震性能。本文建立了平面钢框架模型,采用ANSYS有限元软件进行计算,在此分析的基础上,对支撑布置方式不同的6层、12层和24层的钢框架进行地震反应时程分析,得出了耗能支撑的不同布置位置和形式对结构抗震性能的影响规律。 相似文献
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《工程抗震与加固改造》2016,(2)
参照钢结构设计规范(GB50017-2003)和抗震设计规范(GB50011-2010)设计了一幢10层钢结构框架,并对结构进行简化。采用Perform-3d非线性分析软件进行建模,基于等能量和等效阻尼比原则,在原基本结构中加入合适尺寸的屈曲约束支撑(BRB)组合成屈曲约束支撑钢框架。对原结构和BRB结构进行了非线性推覆分析和动力时程分析,在此基础上分析结构的地震响应,对比原结构与BRB结构的屈服机制。研究结果表明,结构设计时加入屈曲约束支撑可以有效减少结构层间位移响应,大幅减少框架结构所承担的楼层剪力和框架结构构件的塑性耗能比例,充分发挥了屈曲约束支撑作为建筑结构消能构件的耗能作用,大幅提高了结构整体的抗震性能。 相似文献
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采用SAP2000(V11.0.8 Advanced C)有限元分析软件,对12层钢结构框架建筑进行基于性能的Pushover能力谱法分析,考虑了纯框架、中心支撑框架、偏心支撑框架、隅撑支撑框架4种结构体系,结果表明:相对于纯框架和中心支撑框架,偏心支撑框架和隅撑支撑框架具有更优越的力学性能和更好的经济效益,设计中宜优先考虑使用。 相似文献
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首钢钢结构住宅是一个高层钢结构建筑,高64. 4m,地上22层、地下2层。从抗震性能、建筑使用功能和经济性角度出发,对钢框架结构、钢框架-偏心支撑结构、钢框架-钢板组合剪力墙结构和钢框架-防屈曲钢板剪力墙结构方案进行对比分析,最终选择钢框架-防屈曲钢板剪力墙结构作为结构设计方案。针对建筑使用功能和建筑外立面要求并结合钢框架-防屈曲钢板剪力墙结构特点进行结构布置,对钢框架-防屈曲钢板剪力墙节点进行设计。最后通过钢框架施工阶段计算、钢框架-防屈曲钢板剪力墙结构小震弹性计算和钢框架-防屈曲钢板剪力墙结构大震弹塑性计算可知,该结构体系有足够安全度,可以满足抗震设计的要求。本工程钢框架-防屈曲钢板剪力墙结构住宅的设计理念可为类似结构设计提供参考。 相似文献
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利用ANSYS对一斜支撑框架结构建立有限元模型并分析该结构的动力特性和地震荷载作用下的弹性响应。对该结构进行模态分析,求出前5阶的频率和模态振型,分析得出支撑框架结构的动力特性。进行结构地震反应谱分析考察地震作用下各个构件受力特点。为斜撑框架结构设计提出一些建议和结论。 相似文献
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In order to diagnose the location and extent of damage in steel braced space frame structures, a two-stage damage diagnosis approach is proposed. This approach is comprised of the damage locating vectors method and eigensensitivity analysis. By deriving formulas used to calculate characterizing stresses in space frame members, and by defining characterizing stresses in connections, the damage locating vectors method is extended to locate damage in space frame members and connections. In addition, the simplified calculation of modal mass-normalization constants for damaged structures is improved. The first- and second-order sensitivities of the modal parameter discrepancies with respect to the structural model parameters and the stiffness matrix of beam elements with one damaged end are utilized. To verify the effectiveness of the proposed approach, numerical simulation analysis and experimental testing of a steel braced space frame model are performed. Ten and seven damage patterns are simulated in the numerical example and experimental testing, respectively. Modal parameters of the undamaged and damaged structures are extracted from the acceleration data using the natural excitation technique (NExT) and the eigensystem realization algorithm (ERA). The extended damage locating vectors method is utilized to determine potentially damaged elements. Based on the identified modal information, the extent of damage of the potentially damaged elements is estimated using the second-order eigensensitivity analysis. It is demonstrated that the two-stage damage diagnosis approach is effective when the damage of the members or connections in steel braced space frame structures reaches a certain level. 相似文献
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This paper focuses on both the monitoring of the dynamic response of steel buildings with and without brace elements and the importance of model calibration on the steel buildings. The study involves the application of modal testing techniques to collect data from a three-story steel frame building model tested at the Civil Engineering Department of Karadeniz Technical University. The experimental measurements are performed under randomly generated loads. Dynamic characteristics (natural frequencies, mode shapes and modal damping ratios) obtained from bare and braced steel frame models are compared with each other. The initial analytical models of the steel model for bare and braced cases are developed and calibrated according to the experimental measurement results. The calibration process aims to minimize the differences between experimental and analytical natural frequencies. The connection rigidities of the beam-to-column are selected as a calibrating parameter in the model calibration process. It is observed that the brace elements cause an increase in the natural frequencies due to the increasing stiffness as well as the changes in the modal behavior. Static analyses of the steel frame model for bare and braced cases are carried out to emphasize the importance of the model calibration by comparing maximum lateral displacements. The calibrated analytical models produce larger lateral displacements than the initial models. The results reveal that the dynamic behavior of steel structures should be evaluated considering the calibrated models for safety of these structures. 相似文献
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本文利用SAP2000对悬挂式附加阻尼装置的巨型钢框架支撑体系进行地震分析,并与巨型钢框架悬挂结构、巨型钢桁架悬挂结构和悬挂式巨型钢框架支撑体系进行对比研究。研究表明,在水平地震作用下悬挂式附加阻尼装置的巨型钢框架支撑体系比其余两种结构,显著减小结构的位移、加速度和内力变化幅值;在竖向地震作用下,悬挂式附加阻尼装置的巨型钢框架支撑体系没有出现竖向地震放大现象。 相似文献
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基于考虑人字形防屈曲支撑屈服后超强和几乎不再对被撑梁提供竖向支点作用这两个因素,本文提出了采用该种支撑的钢框架结构的设计方法,并分别对采用普通及特殊中心支撑和防屈曲支撑的框架结构的抗震性能进行了对比分析.结果表明,虽然防屈曲和特殊中心支撑框架结构的层间侧移总体上大于普通中心支撑框架结构,但前者的基底剪力却大大低于后者.罕遇地震下,三种结构中的柱子基本保持弹性,普通和特殊中心支撑出现了大幅的平面外失稳,而防屈曲支撑在拉压作用下均进入屈服耗能.三种结构中被撑梁的最大挠度在支撑屈服或失稳前后分别出现在撑点两侧和撑点位置.屈服后的防屈曲支撑几乎不产生对被撑梁竖直向下的不平衡剪力,而失稳后的普通和特殊中心支撑则对被撑梁产生较大的不平衡剪力. 相似文献