偏心支撑钢框架结构中耗能梁—柱节点的若干问题研究
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摘要
在抗震钢结构体系中,偏心支撑框架结构由于结合了抗弯框架的延性与中心支撑的刚度应优先选择。偏心支撑框架可分两大类,一类为耗能梁段位于两支撑之间,另一类为耗能梁段的一端与柱相连。
Northridge地震和Kobe地震中抗弯钢框架的焊接梁柱节点出现大量的破坏,关于在强震区的焊接梁柱节点的性能引起了广泛的关注,也促进了美国和日本等国家的研究,然而,很少注意耗能梁段与柱相连结点。北岭地震前,耗能梁段与柱相连节点的设计和施工与特殊抗弯钢框架的节点非常相似,因此,抗弯钢框架的焊接梁柱节点的问题同样存在于耗能梁段与柱连接节点中。耗能梁段与柱相连节点与特殊抗弯钢框架的节点受力和变形不同,甚至有时比特殊抗弯钢框架的受力和变形更严重,因此Northridge地震后改进的各种新的抗弯钢框架梁柱节点不一定适用于耗能梁段与柱相连处。本文根据国内外有关耗能梁段与柱相连节点的试验研究,对各种节点用于耗能梁段与柱相连处进行了初步探讨,端板螺栓连接由于其焊接质量较高,施工方便,本文认为耗能梁段与柱端板螺栓连接是一种相对较好的连接形式。具体内容如下:
1)总结了近年来对梁柱连接节点所提出的新型节点形式。
2)详细介绍了国内外有关耗能梁段与柱相连节点试验研究,并初步分析各种节点形式在耗能梁段与柱相连处的适用性,认为耗能梁段与柱端板螺栓连接是一种相对较好的节点形式。
3)本文首次采用考虑材料、几何和状态三维非线性的有限元法对耗能梁段与柱端板螺栓连接进行了分析,用ANSYS程序真实模拟了端板与柱翼缘表面、螺栓头(帽)与各板件间、螺栓孔和螺栓杆间的接触问题。主要研究端板厚度对耗能梁段和焊缝的影响,并对连接的各部分组件进行了受力性能分析。
4)最后提出了设计和施工建议。
As seismic-resistant steel building systems, eccentrically braced frames (EBFs) are a popular alternative to moment resisting frames (MRFs) and concentrically braced frames (CBFs), due to their ability to combine high lateral stiffness and excellent ductility. In some EBF configurations, the link located at the center of the beam, between two braces. In some EBF configurations, one end of the link is attached to a column.
The widespread damage observed at welded beam-to-column moment connections in steel MRFs following the 1994 Northridge and 1995 Kobe raised broad concerns about the performance of welded steel frames in strong earthquakes, and motivated extensive research in the US, Japan, and elsewhere. However, much less attention has been given to link to column connections in EBFs. Prior to the Northridge Earthquake, EBF link-to-column connections were designed and constructed in a manner very similar to MRF moment connections, Link to column connections in EBF are therefore likely to share many of the same problems observed in Moment Frame connections. EBF link-to-column connections are experience different, and in some cases, significantly more severe forces and deformations than moment connections in MRFs. Therefore, the improved design, detailing, and construction procedures developed for moment connections since the Northridge Earthquake may not necessarily be applicable to EBF link-to-column connections. The primary content of this research were as follows:
1. To summarize the new connections developed after Northridge earthquake in recent years.
2. To summarizes the test of the link-to-column connections in EBFs, and evaluate the applicability of new connections developed after Northridge earthquake in EBs. Consider the end plate connections appear promising to be used in EBFs.
3. Applied nonlinear (material, geometry and contact) finite element method to analyze the behaviors of the connections for fist time by ANSYS Program .Contact problem between endplate and column flange surface, bolt nut and neighborhood plate, bolt shank and bolt hole are simulated really. To investigate influence of the thickness of the endplate on link and weld, At the same time also analysis mechanical performance of the various types of link
4. Design and construction recommendations for seismic design are presented at last.
Northridge地震和Kobe地震中抗弯钢框架的焊接梁柱节点出现大量的破坏,关于在强震区的焊接梁柱节点的性能引起了广泛的关注,也促进了美国和日本等国家的研究,然而,很少注意耗能梁段与柱相连结点。北岭地震前,耗能梁段与柱相连节点的设计和施工与特殊抗弯钢框架的节点非常相似,因此,抗弯钢框架的焊接梁柱节点的问题同样存在于耗能梁段与柱连接节点中。耗能梁段与柱相连节点与特殊抗弯钢框架的节点受力和变形不同,甚至有时比特殊抗弯钢框架的受力和变形更严重,因此Northridge地震后改进的各种新的抗弯钢框架梁柱节点不一定适用于耗能梁段与柱相连处。本文根据国内外有关耗能梁段与柱相连节点的试验研究,对各种节点用于耗能梁段与柱相连处进行了初步探讨,端板螺栓连接由于其焊接质量较高,施工方便,本文认为耗能梁段与柱端板螺栓连接是一种相对较好的连接形式。具体内容如下:
1)总结了近年来对梁柱连接节点所提出的新型节点形式。
2)详细介绍了国内外有关耗能梁段与柱相连节点试验研究,并初步分析各种节点形式在耗能梁段与柱相连处的适用性,认为耗能梁段与柱端板螺栓连接是一种相对较好的节点形式。
3)本文首次采用考虑材料、几何和状态三维非线性的有限元法对耗能梁段与柱端板螺栓连接进行了分析,用ANSYS程序真实模拟了端板与柱翼缘表面、螺栓头(帽)与各板件间、螺栓孔和螺栓杆间的接触问题。主要研究端板厚度对耗能梁段和焊缝的影响,并对连接的各部分组件进行了受力性能分析。
4)最后提出了设计和施工建议。
As seismic-resistant steel building systems, eccentrically braced frames (EBFs) are a popular alternative to moment resisting frames (MRFs) and concentrically braced frames (CBFs), due to their ability to combine high lateral stiffness and excellent ductility. In some EBF configurations, the link located at the center of the beam, between two braces. In some EBF configurations, one end of the link is attached to a column.
The widespread damage observed at welded beam-to-column moment connections in steel MRFs following the 1994 Northridge and 1995 Kobe raised broad concerns about the performance of welded steel frames in strong earthquakes, and motivated extensive research in the US, Japan, and elsewhere. However, much less attention has been given to link to column connections in EBFs. Prior to the Northridge Earthquake, EBF link-to-column connections were designed and constructed in a manner very similar to MRF moment connections, Link to column connections in EBF are therefore likely to share many of the same problems observed in Moment Frame connections. EBF link-to-column connections are experience different, and in some cases, significantly more severe forces and deformations than moment connections in MRFs. Therefore, the improved design, detailing, and construction procedures developed for moment connections since the Northridge Earthquake may not necessarily be applicable to EBF link-to-column connections. The primary content of this research were as follows:
1. To summarize the new connections developed after Northridge earthquake in recent years.
2. To summarizes the test of the link-to-column connections in EBFs, and evaluate the applicability of new connections developed after Northridge earthquake in EBs. Consider the end plate connections appear promising to be used in EBFs.
3. Applied nonlinear (material, geometry and contact) finite element method to analyze the behaviors of the connections for fist time by ANSYS Program .Contact problem between endplate and column flange surface, bolt nut and neighborhood plate, bolt shank and bolt hole are simulated really. To investigate influence of the thickness of the endplate on link and weld, At the same time also analysis mechanical performance of the various types of link
4. Design and construction recommendations for seismic design are presented at last.
引文
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2.24 陈诚直,李智民,钢构造梁翼缘扩翼接头之耐震行为,建筑钢结构进展,2007,9(5):35-40。
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2.26 Civjan,S.A.,Engelhardt,M.D.,and Gross,J.,Slab effects in SMRF retrofitconnection tests,Journal of Structural Engineering,2001,127(3),230-237.
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2.31 Chen,S.-J.,Tsao,Yeh,C.H.,and Chu,J.M.,Ductile steel beam-to-columnconnections for seismic resistance,Journal of Structural Engineering,1996,122(11):1292-1299.
2.32 Chen,S.-J.and Chao,Y.C.,Dynamic behavior of steel flames with beam flanges shaved around connection,Journal of Constructionai Steel Research,1997,42(1):49-70.
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2.34 Chen,S.-J.and Chao,Y.C.,Effect of composite action on seismic performance of steel moment connections with reduced beam sections,Journal of Constructional Steel Research,2001,57,417-434.
2.35 ANSI/AISC 358-05,Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications,December 13,Ameirican Institute of Steel Construction,Inc.,Chicago,IL.
2.36 FEMA-350,Recommended Seismic Design Criteria for New Steel Moment-Frame Buildings,,Federal Emergency Management Agency,Washington,DC.
2.37 Jones,S.L.,Fry,G.T.,and Engelhardt,M.D.,Experimental evaluation of cyclically loaded reduced beam section moment connections.Journal of Structural Engineering,2002,128(4),441-451.
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2.47 Emmett A.Sumner,Ⅲ.Unified Design of Extended end-plate Moment Connections Subject to Cyclic Loading.Doctor's Thesis,Blacksburg,Virginia,2003.
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