梁端翼缘扩大型连接钢框架抗震性能研究
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摘要
钢框架结构在多高层建筑钢结构设计中得到了越来越广泛的应用。已有研究表明，钢框架中梁柱节点的连接性能直接影响框架结构在荷载（尤其是动力荷载）作用下的整体行为。而传统的钢框架梁柱刚性焊接节点延性较差、残余应力较大，是其容易发生脆性破坏的重要原因。对钢框架梁柱节点进行抗震优化设计，发展新的梁柱节点类型是提高多高层钢框架抗震性能的关键。本论文通过试验研究和理论分析，系统研究了梁端翼缘扩大型钢框架的耗能能力和抗震机理，为新型延性钢框架结构的设计提供理论和试验基础。主要开展了以下研究工作：
（1）进行了两类梁端翼缘扩大型梁柱连接试件（翼缘直接扩大加强型和翼缘外加焊侧板加强型）和普通栓焊连接试件的拟静力试验研究，获得试件在循环荷载作用下的变形规律及破坏模式，并对不同连接形式试件的滞回曲线、骨架曲线、变形能力、耗能能力、强度及刚度退化等力学性能进行了比较分析。研究结果表明，梁端翼缘扩大型连接试件均产生了明显的塑性变形，在远离梁柱连接根部区域形成塑性铰，避免了梁柱间焊缝的脆性破坏，耗能能力明显提高，延性系数均高于3.0，有利于实现“强连接弱构件”的设计思想。另外，比较分析发现圆弧形扩翼加强型连接试件应力传递更加顺畅，且塑性铰位置明确，其综合性能优于侧板加强型连接，因此工程应用中建议优先采用翼缘扩大型连接节点。
（2）利用有限元结构分析软件ANSYS建立数值计算模型，通过施加低周循环荷载，研究分析了连接形式和参数变化对试件抗震性能的影响，从应力传递和塑性发展等方面分析了地震荷载作用下加强型梁柱连接的力学行为和耗能表现。与试验结果对比分析，发现两者的构件破坏形态一致，荷载—位移曲线、构件承载能力、屈服荷载及延性系数均接近，验证了有限元分析方法的可靠性。分析结果表明，通过梁端加强翼缘板可以明显降低梁端焊缝处的应力水平；对翼缘扩大延缓了梁端应力的增长，降低了构件屈服阶段的梁端应力水平，并使设计塑性铰区段的应力得以充分发展，达到迫使塑性铰外移的目的，并可产生较大的塑性变形，增强耗能能力。有限元分析结果也表明翼缘直接扩大型连接的综合性能优于侧板加强型连接。根据对梁端翼缘扩大型连接的加强参数（加强段长度、过渡段长度及加强段梁翼缘宽度等）的敏感性分析，给出了连接参数的合理取值范围。
（3）在梁柱连接节点抗震性能研究的基础上，通过拟动力试验方法，研究了采用梁端翼缘扩大型连接的大比例钢框架整体在地震荷载作用下的动力反应和抗震性能，获得了钢框架在经历地震荷载时结构关键部位的应力反应水平和应变、变形发展情况。结果表明，在弹性阶段，相当于地震设防烈度9度的多遇地震作用下，结构最大层间位移小于抗震设计规范的限值，试验钢框架具有较好的抗震能力。试验模型二层和一层加速度时程曲线的反应趋势基本一致，但波峰、波谷出现时刻不尽相同；各层位移反应和峰值位置基本一致，随着地震加速度峰值的增加，位移反应峰值位置有所改变，二层加速度反应峰值相对降低。基底剪力随地震强度增加而增长，反应结构在弹性工作状态下地震响应对地震动强度的依赖性。同时，试验结果也表明基底剪力最大反应时刻并不是固定的。基底剪力—、二层位移滞回曲线稳定呈梭形，具有良好的地震反应。
（4）通过拟静力试验，研究了梁端翼缘扩大型钢框架试验模型在反复水平荷载作用下的传力机制、耗能模式及其破坏形态。结果表明，在弹性范围内梁端翼缘扩大型连接钢框架在内力和变形方面与普通框架基本一致，进入塑性阶段后钢框架首先在梁端翼缘扩大段末端形成塑性铰，实现了塑性铰远离梁柱节点域而有效地保护梁端复杂构造区域不受破坏的目的。其耗能能力和结构延性变形能力较强，降低了基底剪力，整体结构抗震性能良好。
（5）利用有限元分析程序ANSYS，分别通过弹塑性时程分析和循环荷载分析，研究了采用梁端翼缘扩大型连接钢框架在地震荷载作用下的力学行为。对试验钢框架的有限元计算结果表明钢框架的最大应力首先出现在一层框架梁下翼缘加强段末端的截面处，有效实现了塑性铰外移，与试验结果一致。分析表明梁端翼缘扩大型连接钢框架与普通钢框架相比承载能力和结构抗侧移刚度有所提高，但塑性变形能力明显增强。与普通框架相比，进入塑性阶段后梁梁端翼缘扩大型连接钢框架由于塑性铰的出现增加了结构自振周期从而可以降低基底剪力，对结构抗震非常有利。
另外，通过计算比较了不同塑性铰位置对钢框架整体性能的影响，结果表明在一定范围内塑性铰均能出现在设计位置，但当塑性铰位置离开梁端距离过大时会造成节点域和柱底应力增大影响塑性铰的发展机制；塑性铰位置离开梁端越远框架水平抗剪承载力就越高，同时结构变形和延性系数则随之降低；强烈地震作用下，塑性铰外移能够降低结构侧向位移，但基底剪力随塑性铰外移距离增加而增加，综合分析建议塑性铰设计位置距柱翼缘（0.5～1.0）hf为宜。
Nowadays，more and more steel frame constructions are used in the design of multi-layeror high-rise steel buildings. Some researches have suggested that the properties ofbeam-to-column joint in a steel frame can directly influence the whole behavior of the frameunder load (especially the dynamic load). However, the conventional welded joint of beamand column of steel frame system has bad ductility and high residual stress, which areimportant reasons for the brittle break of the whole system. As a result, the optimal seismicdesign of beam-to-column joint in a steel frame and the development of new forms ofbeam-to-column joint should be the key to improve the earthquake resistance of themulti-layer or high-rise structures. In this paper, the energy dissipation capability and theearthquake resistance mechanism of the steel frame whose beam flange is strengthened at thebeam end is systematically introduced by experimental research and theoretical analysis,which can serve as the theoretical and experimental foundation of the design for the newkinds of ductile steel structures. The major sections of this paper are as follows:
(1) Through pseudo-static experiments on two kinds of steel frame specimens withexpanded beam flange connections including direct arc strengthened beam flange connectionand welded side-plate connection and specimens with traditional bolted and weldedconnections, the deformation regulation and failure mode have been achieved under cycleload. And the hysteretic behavior, skeleton curves, deformation capacity and energydissipation of specimens with different kinds of beam-to-column connections have beenanalyzed comparatively. The results show that the specimens with reinforced beam ends haveobvious plastic deformation, and plastic hinge is far away from the end of beam-to-columnconnection, therefore, the brittle failure of beam-to-column connection near the welding seamcan be avoided. The capacity of energy dissipation has been obviously improved, and ductilityfactors are all above3.0. As a result, it is good to achieve “strong connection weakcomponent” design idea. In addition, the results obtained by analysis show that the specimenswith arc expanded flange can transfer load more smoothly, and the plastic hinge could beexactly located, which means that the performance of such kind of specimen is better than thatof specimen with welded side-plate connection. So the connections with arc expanded flangeshould be firstly recommended in practice.
(2) Based on the large finite element analysis program ANSYS, through analysis of theelastic-plastic cycle load, the influence of connection forms and various parameters on theseismic performance of the specimens have been studied. And from the view of stresstransmission and plastic development, the mechanical behavior and energy dissipation capability of reinforced beam-to-column connection under seismic load has been analyzed.Compared with the analysis of experimental results, it can be informed that both of the twokinds of specimens have the same failure form. The load-displacement curve, componentbearing capacity, yield load and ductility coefficient are similar, which can prove thereliability of finite element analysis method. The calculation results show that the stress levelnear the welding seam in the beam end can be obviously reduced by reinforcing the flangeplate in the beam end. The widened flange can delay the growth of beam end’s stress andreduce the beam end’s stress level in component yield stage, and the stress of the plastic hingesection designed can be fully developed, which can result in the out-shift of the plastic hinge,the large plastic deformation and improvement of energy dissipation. The results obtained byfinite element analysis also show that the comprehensive performance of arc expandedconnection is better than side-plate connection. Based on the sensitivity analysis of thestrengthened parameters (strengthened length, length of the transition section andstrengthened flange width, etc) of the beam ends of reinforced connection, and connectionparameters’ reasonable value ranges have been given out.
(3) Based on the research of the anti-seismic properties of the beam-to-columnconnection, the dynamic response and the anti-seismic properties of widened beam flangereinforced connection in big scale steel-frame has been studied by the pseudo dynamic tests,and the stress reaction level and development of the deformation of the key part in the framehave been obtained under earthquake load. The results show that, in the elastic stage,experimental steel frame has a good anti-seismic capability because its maximum horizontalrotation is less than the limit value of the seismic design code under the frequent earthquake,which is equivalent to9degrees of seismic fortification intensity. The time curve ofacceleration versus obtained from the top and bottom of the experimental model has a similartendency, yet the occasion when their wave crest and trough came out is hardly identical; eachlayer has the same displacement valve and peak position. With the increase of the peak valueof earthquake acceleration, there would be a change of displacement peak position and areduction in peak value of top layer’s acceleration. The shear in bottom would get rose withthe increase of seismic intensity, reflecting that structural seismic responses depend onseismic intensity in the elastic state. Meanwhile, the results show that the maximum responsetime of the shear in bottom is not stable. The hysteretic curve of bottom shear to topdisplacement is spindle, and the seismic response is good.
(4) Through quasi-static tests, the force transmission mechanism, energy consumptionmodel and its failure modes of steel frame test model with the reinforced beam flangeconnection have been studied under the repeated horizontal load. The results show that, in theelastic range, reinforced connection steel frame is consistent with the general frame in theinternal force and deformation. After entering the plastic stage, the steel frame will firstlyform plastic hinges at the end of the reinforced segment of beam, which can achieve thepurpose of the plastic hinge away from the joints domain and protect the complex structureregion of the beam end from destruction effectively. It has strong energy dissipation capacityand structure deformation capacity which reduce the base shear. And the overall structureseismic performance is good.
(5) Using the finite element analysis program ANSYS, respectively through theelastic-plastic time history analysis and cyclic load analysis, the mechanical behavior of the steel frame with reinforced beam flange connection at the beam end under seismic loads hasbeen studied. The calculation results show that the maximum stress of the steel frame firstlyappeared at the reinforced section of the bottom flange end in the first layer of frame beam,which can effectively move plastic hinge outside. It is consistent with the experimental results.Layer shear—layer displacement hysteretic curve in the second layer showed plump spindle,no "pinch" phenomenon and hysteretic performance is good. The hysteretic curve in the firstlayer is very plump, it explains that the structural plasticity to be fully developed. It is farmore than the actual test results, the main reason is that the finite element analysis ignores theinfluence of the bolt slip, weld residual stress and sliding and rotating of column foot. Theindicators of the structural bearing capacity and the equivalent viscous damping coefficient ofthe finite element model are greater than the actual test values. In addition, the impact ofdifferent design of the plastic hinge location on the overall seismic performance of steel framewas analyzed and compared. The results show that the horizontal shear capacity of the framehas been improved with the increase of distance between the plastic hinge location and beamend, however, the structural deformation and ductility factor decreases.
（1）进行了两类梁端翼缘扩大型梁柱连接试件（翼缘直接扩大加强型和翼缘外加焊侧板加强型）和普通栓焊连接试件的拟静力试验研究，获得试件在循环荷载作用下的变形规律及破坏模式，并对不同连接形式试件的滞回曲线、骨架曲线、变形能力、耗能能力、强度及刚度退化等力学性能进行了比较分析。研究结果表明，梁端翼缘扩大型连接试件均产生了明显的塑性变形，在远离梁柱连接根部区域形成塑性铰，避免了梁柱间焊缝的脆性破坏，耗能能力明显提高，延性系数均高于3.0，有利于实现“强连接弱构件”的设计思想。另外，比较分析发现圆弧形扩翼加强型连接试件应力传递更加顺畅，且塑性铰位置明确，其综合性能优于侧板加强型连接，因此工程应用中建议优先采用翼缘扩大型连接节点。
（2）利用有限元结构分析软件ANSYS建立数值计算模型，通过施加低周循环荷载，研究分析了连接形式和参数变化对试件抗震性能的影响，从应力传递和塑性发展等方面分析了地震荷载作用下加强型梁柱连接的力学行为和耗能表现。与试验结果对比分析，发现两者的构件破坏形态一致，荷载—位移曲线、构件承载能力、屈服荷载及延性系数均接近，验证了有限元分析方法的可靠性。分析结果表明，通过梁端加强翼缘板可以明显降低梁端焊缝处的应力水平；对翼缘扩大延缓了梁端应力的增长，降低了构件屈服阶段的梁端应力水平，并使设计塑性铰区段的应力得以充分发展，达到迫使塑性铰外移的目的，并可产生较大的塑性变形，增强耗能能力。有限元分析结果也表明翼缘直接扩大型连接的综合性能优于侧板加强型连接。根据对梁端翼缘扩大型连接的加强参数（加强段长度、过渡段长度及加强段梁翼缘宽度等）的敏感性分析，给出了连接参数的合理取值范围。
（3）在梁柱连接节点抗震性能研究的基础上，通过拟动力试验方法，研究了采用梁端翼缘扩大型连接的大比例钢框架整体在地震荷载作用下的动力反应和抗震性能，获得了钢框架在经历地震荷载时结构关键部位的应力反应水平和应变、变形发展情况。结果表明，在弹性阶段，相当于地震设防烈度9度的多遇地震作用下，结构最大层间位移小于抗震设计规范的限值，试验钢框架具有较好的抗震能力。试验模型二层和一层加速度时程曲线的反应趋势基本一致，但波峰、波谷出现时刻不尽相同；各层位移反应和峰值位置基本一致，随着地震加速度峰值的增加，位移反应峰值位置有所改变，二层加速度反应峰值相对降低。基底剪力随地震强度增加而增长，反应结构在弹性工作状态下地震响应对地震动强度的依赖性。同时，试验结果也表明基底剪力最大反应时刻并不是固定的。基底剪力—、二层位移滞回曲线稳定呈梭形，具有良好的地震反应。
（4）通过拟静力试验，研究了梁端翼缘扩大型钢框架试验模型在反复水平荷载作用下的传力机制、耗能模式及其破坏形态。结果表明，在弹性范围内梁端翼缘扩大型连接钢框架在内力和变形方面与普通框架基本一致，进入塑性阶段后钢框架首先在梁端翼缘扩大段末端形成塑性铰，实现了塑性铰远离梁柱节点域而有效地保护梁端复杂构造区域不受破坏的目的。其耗能能力和结构延性变形能力较强，降低了基底剪力，整体结构抗震性能良好。
（5）利用有限元分析程序ANSYS，分别通过弹塑性时程分析和循环荷载分析，研究了采用梁端翼缘扩大型连接钢框架在地震荷载作用下的力学行为。对试验钢框架的有限元计算结果表明钢框架的最大应力首先出现在一层框架梁下翼缘加强段末端的截面处，有效实现了塑性铰外移，与试验结果一致。分析表明梁端翼缘扩大型连接钢框架与普通钢框架相比承载能力和结构抗侧移刚度有所提高，但塑性变形能力明显增强。与普通框架相比，进入塑性阶段后梁梁端翼缘扩大型连接钢框架由于塑性铰的出现增加了结构自振周期从而可以降低基底剪力，对结构抗震非常有利。
另外，通过计算比较了不同塑性铰位置对钢框架整体性能的影响，结果表明在一定范围内塑性铰均能出现在设计位置，但当塑性铰位置离开梁端距离过大时会造成节点域和柱底应力增大影响塑性铰的发展机制；塑性铰位置离开梁端越远框架水平抗剪承载力就越高，同时结构变形和延性系数则随之降低；强烈地震作用下，塑性铰外移能够降低结构侧向位移，但基底剪力随塑性铰外移距离增加而增加，综合分析建议塑性铰设计位置距柱翼缘（0.5～1.0）hf为宜。
Nowadays，more and more steel frame constructions are used in the design of multi-layeror high-rise steel buildings. Some researches have suggested that the properties ofbeam-to-column joint in a steel frame can directly influence the whole behavior of the frameunder load (especially the dynamic load). However, the conventional welded joint of beamand column of steel frame system has bad ductility and high residual stress, which areimportant reasons for the brittle break of the whole system. As a result, the optimal seismicdesign of beam-to-column joint in a steel frame and the development of new forms ofbeam-to-column joint should be the key to improve the earthquake resistance of themulti-layer or high-rise structures. In this paper, the energy dissipation capability and theearthquake resistance mechanism of the steel frame whose beam flange is strengthened at thebeam end is systematically introduced by experimental research and theoretical analysis,which can serve as the theoretical and experimental foundation of the design for the newkinds of ductile steel structures. The major sections of this paper are as follows:
(1) Through pseudo-static experiments on two kinds of steel frame specimens withexpanded beam flange connections including direct arc strengthened beam flange connectionand welded side-plate connection and specimens with traditional bolted and weldedconnections, the deformation regulation and failure mode have been achieved under cycleload. And the hysteretic behavior, skeleton curves, deformation capacity and energydissipation of specimens with different kinds of beam-to-column connections have beenanalyzed comparatively. The results show that the specimens with reinforced beam ends haveobvious plastic deformation, and plastic hinge is far away from the end of beam-to-columnconnection, therefore, the brittle failure of beam-to-column connection near the welding seamcan be avoided. The capacity of energy dissipation has been obviously improved, and ductilityfactors are all above3.0. As a result, it is good to achieve “strong connection weakcomponent” design idea. In addition, the results obtained by analysis show that the specimenswith arc expanded flange can transfer load more smoothly, and the plastic hinge could beexactly located, which means that the performance of such kind of specimen is better than thatof specimen with welded side-plate connection. So the connections with arc expanded flangeshould be firstly recommended in practice.
(2) Based on the large finite element analysis program ANSYS, through analysis of theelastic-plastic cycle load, the influence of connection forms and various parameters on theseismic performance of the specimens have been studied. And from the view of stresstransmission and plastic development, the mechanical behavior and energy dissipation capability of reinforced beam-to-column connection under seismic load has been analyzed.Compared with the analysis of experimental results, it can be informed that both of the twokinds of specimens have the same failure form. The load-displacement curve, componentbearing capacity, yield load and ductility coefficient are similar, which can prove thereliability of finite element analysis method. The calculation results show that the stress levelnear the welding seam in the beam end can be obviously reduced by reinforcing the flangeplate in the beam end. The widened flange can delay the growth of beam end’s stress andreduce the beam end’s stress level in component yield stage, and the stress of the plastic hingesection designed can be fully developed, which can result in the out-shift of the plastic hinge,the large plastic deformation and improvement of energy dissipation. The results obtained byfinite element analysis also show that the comprehensive performance of arc expandedconnection is better than side-plate connection. Based on the sensitivity analysis of thestrengthened parameters (strengthened length, length of the transition section andstrengthened flange width, etc) of the beam ends of reinforced connection, and connectionparameters’ reasonable value ranges have been given out.
(3) Based on the research of the anti-seismic properties of the beam-to-columnconnection, the dynamic response and the anti-seismic properties of widened beam flangereinforced connection in big scale steel-frame has been studied by the pseudo dynamic tests,and the stress reaction level and development of the deformation of the key part in the framehave been obtained under earthquake load. The results show that, in the elastic stage,experimental steel frame has a good anti-seismic capability because its maximum horizontalrotation is less than the limit value of the seismic design code under the frequent earthquake,which is equivalent to9degrees of seismic fortification intensity. The time curve ofacceleration versus obtained from the top and bottom of the experimental model has a similartendency, yet the occasion when their wave crest and trough came out is hardly identical; eachlayer has the same displacement valve and peak position. With the increase of the peak valueof earthquake acceleration, there would be a change of displacement peak position and areduction in peak value of top layer’s acceleration. The shear in bottom would get rose withthe increase of seismic intensity, reflecting that structural seismic responses depend onseismic intensity in the elastic state. Meanwhile, the results show that the maximum responsetime of the shear in bottom is not stable. The hysteretic curve of bottom shear to topdisplacement is spindle, and the seismic response is good.
(4) Through quasi-static tests, the force transmission mechanism, energy consumptionmodel and its failure modes of steel frame test model with the reinforced beam flangeconnection have been studied under the repeated horizontal load. The results show that, in theelastic range, reinforced connection steel frame is consistent with the general frame in theinternal force and deformation. After entering the plastic stage, the steel frame will firstlyform plastic hinges at the end of the reinforced segment of beam, which can achieve thepurpose of the plastic hinge away from the joints domain and protect the complex structureregion of the beam end from destruction effectively. It has strong energy dissipation capacityand structure deformation capacity which reduce the base shear. And the overall structureseismic performance is good.
(5) Using the finite element analysis program ANSYS, respectively through theelastic-plastic time history analysis and cyclic load analysis, the mechanical behavior of the steel frame with reinforced beam flange connection at the beam end under seismic loads hasbeen studied. The calculation results show that the maximum stress of the steel frame firstlyappeared at the reinforced section of the bottom flange end in the first layer of frame beam,which can effectively move plastic hinge outside. It is consistent with the experimental results.Layer shear—layer displacement hysteretic curve in the second layer showed plump spindle,no "pinch" phenomenon and hysteretic performance is good. The hysteretic curve in the firstlayer is very plump, it explains that the structural plasticity to be fully developed. It is farmore than the actual test results, the main reason is that the finite element analysis ignores theinfluence of the bolt slip, weld residual stress and sliding and rotating of column foot. Theindicators of the structural bearing capacity and the equivalent viscous damping coefficient ofthe finite element model are greater than the actual test values. In addition, the impact ofdifferent design of the plastic hinge location on the overall seismic performance of steel framewas analyzed and compared. The results show that the horizontal shear capacity of the framehas been improved with the increase of distance between the plastic hinge location and beamend, however, the structural deformation and ductility factor decreases.
引文
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