共查询到19条相似文献，搜索用时 203 毫秒
1.
为克服梁柱外伸式端板连接节点抗震性能的不足,论文提出了梁翼缘削弱型外伸式端板连接节点这种新的节点形式。应用ANSYS有限元对此种节点进行了非线性单调和滞回有限元分析。研究了端板厚度、端板上螺栓数量、翼缘削弱尺寸(削弱区起始位置、削弱区长度、最大深度)对节点承载力、塑性铰形成规律以及滞回性能的影响。结果表明:所提出的梁柱外伸式端板连接节点的抗震性能优于普通外伸式端板连接节点;选择合理削弱参数可以有效地提高外伸式端板连接节点的抗震性能,克服其不足。 相似文献
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为了进一步研究外伸式端板连接型钢-混凝土组合节点的受力特点、破坏形态以及节点的抗震受剪性能,进行了7个外伸式端板连接节点的低周反复荷载作用的试验,对其破坏形态进行了分析,提出了可供实际工程参考使用的节点核心区抗震受剪承载力计算公式;对比分析了不同的螺栓数量、排列方式和螺栓直径的节点抗震受剪承载力值及耗能能力,给出了相同的螺栓排列方式,指出螺栓直径大的其抗震承载力高,并指出三行三列螺栓排列方式的节点是外伸式端板连接钢-混凝土组合节点最为合理的节点形式。 相似文献
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《世界地震工程》2015,(3)
钢结构外伸端板连接撬力对节点性能产生不利影响。外伸端板构造形式变化对撬力的影响比较复杂,故撬力准确计算比较困难。进行了外伸端板连接节点端板厚度、螺栓直径以及螺栓布置等构造参数变化对撬力的多因素影响有限元分析,并通过试验结果进行了验证。分析结果表明:端距、螺栓列横向间距以及端板厚度等构造参数变化对端板连接节点撬力产生不同程度的影响,我国现行规范(JGJ82-2011)撬力计算值与有限元结果基本一致,个别构造特殊的端板连接撬力计算值存在一定的误差。在有限元分析基础上,给出了有效减小撬力的连接构造设计建议,并对我国规范撬力计算公式进行了修正完善,修正公式计算结果与有限元计算结果取得了更好的一致性。 相似文献
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《世界地震工程》2016,(4)
提出了一种新型预应力混凝土梁、连续复合螺旋箍筋混凝土柱及端板螺栓连接的装配式节点,该节点的基本构造为:采用高强螺栓通过外伸端板将梁与柱装配在一起,并在梁柱中均采用连续复合螺旋箍筋,另在梁中配置预应力筋与普通钢筋,普通钢筋通过墩头与端板焊接在一起,且在节点核心区处采用钢板箍替代箍筋。该节点传力明确,且避免了核心区钢筋纵横交错的现象。为研究该节点的抗震性能,通过拟静力试验对该节点的滞回曲线、延性、高强螺旋箍筋对混凝土的约束作用等进行了分析。试验结果表明:节点破坏前,梁端出现了明显的塑性铰,节点具有较好的延性及耗能能力,且柱子和核心区的损坏程度较小,密配高强螺旋箍筋的约束作用能有效地提高构件的抗剪承载力和结构的变形能力。 相似文献
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通过对7个外伸式端板连接蜂窝钢梁-复合焊接环式箍筋混凝土柱节点组合试件进行低周反复荷载作用下的拟静力试验,分析了不同的螺栓数量、直径以及不同排列方式下节点的抗震性能,建立了该种组合节点的恢复力模型。试验结果表明:螺栓数目多、直径大的试件,抗震性能好;8个螺栓排成四行两列的节点为最合理的节点形式;建议的恢复力模型骨架曲线与试验骨架曲线符合较好,可供外伸式端板连接型钢梁-混凝土柱组合节点组成框架结构的弹塑性地震反应分析参考。 相似文献
6.
外伸端板螺栓连接节点的强度和刚度研究 总被引：1，自引：0，他引：1
介绍了多层钢框架外伸端板连接半刚性节点在荷载作用下的试验过程和破坏结果,并根据试验结果,分析三种不同连接类型的强度和刚度特性及影响因素,对外伸端板厚度的计算方法和增强外伸端板连接半刚性节点刚度的构造措施进行了探讨并提出建议。 相似文献
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方钢管混凝土柱与钢梁半刚性连接节点的恢复力本构模型 总被引：1，自引：0，他引：1
本文在试验研究和有限元模型修正的基础上,对两类方钢管混凝土柱与钢梁半刚性连接节点——缀板连接节点和穿芯螺栓-端板连接节点进行反复荷载作用下的非线性有限元参数分析,结果表明：影响缀板连接节点转动性能的主要因素是缀板的厚度,影响穿芯螺栓-端板连接节点转动性能的主要困索是端板厚度和螺栓直径等。进而通过回归分析建立了上述两类节点弯矩-转角恢复力模型的简化计算公式,可供工程设计与数值简化计算参考。 相似文献
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借鉴模块化装配式多高层钢结构的优势,提出一种全螺栓连接的模块化装配式钢连梁-混合联肢墙结构体系。为研究该体系梁墙连接节点的受力性能,设计了6个该类型节点、1个暗柱焊接节点和1个端板螺栓连接节点,并利用有限元软件ABAQUS建立了节点的有限元模型,基于已有试验进行了验证。在此基础上研究了连接方式、变形形态、端板厚度对节点抗震性能的影响。研究表明,模块化装配式钢连梁具有较高的承载力及延性,当钢连梁设计为弯曲屈服时,螺栓连接节点中翼缘相对位移由翼缘螺栓抗拉承担,螺栓变形较小,传力效率较高,更容易形成受力明确的屈服耗能段。当钢连梁为剪切屈服时,由于钢连梁腹板接触面的相对滑移,传力效率降低,刚度退化较快。端板设置能够有效抑制节点区混凝土开裂速度,显著提高节点后期刚度,对节点抗震性能有明显改善。 相似文献
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方钢管混凝土柱与钢梁的外肋环板节点抗震性能试验研究 总被引：3，自引：0，他引：3
为研究外肋环板节点的抗震性能,本文对3个十字型足尺试件进行了低周反复循环加载试验,分析了各试件的破坏过程及特征,然后根据实测的滞回曲线对节点的承载力、延性、耗能能力、强度退化、刚度退化等抗震性能指标进行了详细的比较分析。研究结果表明,外肋环板节点构造措施简单合理,具有较好的抗震性能。通过空钢管试件和填充混凝土试件的对比分析,表明在钢管中填充混凝土有利于改善节点的抗震性能。 相似文献
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Seismic performance of steel reinforced ultra high-strength concrete composite frame joints 总被引：1，自引：1，他引：0
To investigate the seismic performance of a composite frame comprised of steel reinforced ultra high-strength concrete (SRUHSC)
columns and steel reinforced concrete (SRC) beams, six interior frame joint specimens were designed and tested under low cyclically
lateral load. The effects of the axial load ratio and volumetric stirrup ratio were studied on the characteristics of the
frame joint performance including crack pattern, failure mode, ductility, energy dissipation capacity, strength degradation
and rigidity degradation. It was found that all joint specimens behaved in a ductile manner with flexural-shear failure in
the joint core region while plastic hinges appeared at the beam ends. The ductility and energy absorption capacity of joints
increased as the axial load ratio decreased and the volumetric stirrup ratio increased. The displacement ductility coefficient
and equivalent damping coefficient of the joints fell between the corresponding coefficients of the steel reinforced concrete
(SRC) frame joint and RC frame joint. The axial load ratio and volumetric stirrup ratio have less influence on the strength
degradation and more influence on the stiffness degradation. The stiffness of the joint degrades more significantly for a
low volumetric stirrup ratio and high axial load ratio. The characteristics obtained from the SRUHSC composite frame joint
specimens with better seismic performance may be a useful reference in future engineering applications. 相似文献
14.
填充墙与钢框架协同工作性能非线性分析 总被引：5，自引：2，他引：5
在试验研究的基础上，运用ANSYS有限元中的接触单元建模，对加气混凝土填充墙钢框架的结构性能进行了研究，同时与纯钢框架结构在强度、刚度、以及延性等方面进行了对比分析，结果表明：填充墙与钢框架协同工作能够改善钢框架结构的受力性能和抗震能力，这为钢结构及其围护体系的研究与推广应用提供了一定的理论依据。 相似文献
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This study details a new moment connection that overcomes difficulties in achieving field‐weld quality and eliminates steel beam buckling encountered in steel moment connections. This study presents cyclic test and finite element analysis results of full‐scale subassemblies using steel reduced flange plates (RFPs) to connect steel beam flanges and the column without any other direct connection. Since the RFP connection is designed as strong column‐strong beam‐weak RFPs, the RFP functions as a structural fuse that eliminates weld fractures and beam buckling. Test and analytical results show that (1) the connections transferred the entire beam flexural strength to the column and reached an interstorey drift of 4% with minor strength degradation, (2) failure of the connections was owing to buckling or fracturing of the RFP and not of the beam, and (3) the RFP connection subassembly, modelled using the nonlinear finite element computer program ABAQUS, exhibited hysteretic behaviour similar to that of the flange plate (FP) moment connection subassembly. The inelastic buckling force of the RFP was also evaluated by nonlinear regression analyses performed on a nonlinear model that relates buckling force to RFP geometries. Copyright © 2007 John Wiley & Sons, Ltd. 相似文献
16.
通过低周反复加载试验对6个锚定式方钢管混凝土柱-H形钢梁节点进行了试验研究,研究了不同轴压比情况下节点的破坏模式、延性、耗能性能、强度及刚度退化等。试验结果表明,破坏之前节点具有良好的滞回性能、延性及耗能能力,满足现行抗震规范的要求。锚定式方钢管混凝土梁柱节点可以用于拉力较小的节点。文中提出了有关的设计建议。 相似文献
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传统抗弯钢框架的梁柱节点通常设计为刚性连接,这种刚性节点具有很大的抗弯刚度,然而节点延性不足,罕遇地震作用导致节点脆性断裂。研究学者提出了多种解决该问题的思路,例如半刚性连接节点、节点加强或削弱方法使塑性铰外移等。本文提出了一种简化的梁柱节点连接方式-铰接连接,改变梁柱节点的传力方式,在节点处设置隅撑提供框架的抗侧刚度,控制结构的失效模式。本文设计了三组抗弯钢框架和铰接隅撑钢框架,分别为3层、5层和8层结构,通过Pushover分析和非线性动力时程分析,对比二者之间的承载力、刚度、延性和层间侧移等抗震性能。研究结果表明:铰接隅撑钢框架具有和传统抗弯钢框架相似的抗侧刚度,且承载能力略高。罕遇地震作用下,铰接隅撑钢框架的层间侧移较小。传统抗弯钢框架失效模式为梁端出现塑性铰,而铰接隅撑钢框架的塑性区域转移至隅撑与梁连接部位。 相似文献
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《地震工程与结构动力学》2018,47(6):1460-1477
This paper presents the development, experimental testing, and numerical modelling of a new hybrid timber‐steel moment‐resisting connection that is designed to improve the seismic performance of mid‐rise heavy timber moment‐resisting frames (MRF). The connection detail incorporates specially designed replaceable steel links fastened to timber beams and columns using self‐tapping screws. Performance of the connection is verified through experimental testing of four 2/3 scale beam‐column connections. All 4 connection specimens met the acceptance criteria specified in the AISC 341‐10 provisions for steel moment frames and exhibit high strength, ductility, and energy dissipation capacity up to storey drifts exceeding 4%. All of the timber members and self‐tapping screw connections achieved their design objective, remaining entirely elastic throughout all tests and avoiding brittle modes of failure. To assess the global seismic performance of the newly developed connection in a mid‐rise building, a hybrid timber‐steel building using the proposed moment‐resisting connection is designed and modelled in OpenSees. To compare the seismic performance of the hybrid MRF with a conventional steel MRF, a prototype steel‐only building is also designed and modelled in OpenSees. The building models are subject to a suite of ground motions at design basis earthquake and maximum credible earthquake hazard levels using non‐linear time history analysis. Analytical results show that drifts and accelerations of the hybrid building are similar to a conventional steel building while the foundation forces are significantly reduced for the hybrid structure because of its lower seismic weight. The results of the experimental program and numerical analysis demonstrate the seismic performance of the proposed connection and the ability of the hybrid building to achieve comparable seismic performance to a conventional steel MRF. 相似文献
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The seismic performance of post‐tensioned steel connections for moment‐resisting frames was examined experimentally and analytically. Cyclic tests were conducted on three full‐scale subassemblies, which had two steel beams post‐tensioned to a concrete‐filled tube (CFT) column with high‐strength strands to provide recentring response. Reduced flange plates (RFPs) welded to the column and bolted to the beam flange were used to increase the dissipation of energy. Test results indicated that (1) the proposed buckling‐restrained RFP could dissipate energy in axial tension and compression, (2) the subassemblies could reach an interstorey drift of 4% without strength degradation, and (3) buckling of the beam occurred towards an interstorey drift of 5%, causing a loss of the strand force, the recentring response, and the moment capacity. A general‐purpose non‐linear finite element analysis program (ABAQUS) was used to perform a correlation study. The behaviour of the steel beam under both post‐tensioning and flexural loadings was compared to the test results and predictions. Copyright © 2006 John Wiley & Sons, Ltd. 相似文献