摘要
中心支撑钢框架结构是目前多高层钢结构中常用的一种结构类型,国内外对其抗震性能已做了大量的研究工作。但由于其在罕遇地震下的响应非常复杂,仍有许多问题值得继续研究。本文通过试验和有限元分析相结合的方法,对焊接工字形钢支撑的低周疲劳性能、中心支撑钢框架结构的设计方法及抗震性能进行了分析研究,并得出了一些有意义的结论。
在两端铰接ST12材质焊接工字形钢支撑等幅轴向循环位移荷载低周疲劳性能试验基础上,进行了Q235材质焊接工字形钢支撑低周疲劳性能试验。分析了2种材质的共47根支撑试件在试验载荷下的最大横向变形和最大抗压承载力特性,验证了本文推导公式及规范方法的可靠性。在假设加载幅值、试件几何特征以及钢材屈服强度对支撑低周疲劳寿命影响相互独立的基础上,提出了估算支撑低周疲劳寿命的经验公式。分析表明,翼缘宽厚比越小,长细比越大,加载幅值越小,屈服强度越低,支撑低周疲劳寿命越高。由于地震作用前支撑构件位移时程不可预知,设计支撑时除应严格限制翼缘板件宽厚比外,还应适当采用低屈服点钢材及适当放宽某些现行规范对长细比的限制,以避免支撑过早断裂。最后,根据支撑不同损伤阶段的累积耗能比,指出可偏于安全地采用阶段?的寿命估算公式来预估支撑的低周疲劳寿命。
基于上述研究成果,对国内外有关中心支撑设计的屈曲后承载力、长细比及工字形钢支撑板件宽厚比的问题开展了分析讨论,并提出了一些具体建议。采用有限元程序ABAQUS对19根Q235材质焊接工字形钢支撑的滞回性能进行了模拟,有限元结果与试验结果基本吻合。结合FE-SAFE程序,通过主应变、最大剪应变、Brown-Miller组合应变三种多轴临界面损伤模型对支撑的低周疲劳性能进行了数值模拟研究。结果表明,残余应力对支撑低周疲劳寿命影响甚微;三种临界面损伤模型的预测寿命基本位于4倍分散带以内,偏于安全一侧。
以位于抗震设防烈度8度区的某大型火电厂钢结构主厂房横向最不利一榀的煤仓间部分为原型,按1:12缩尺比例设计制作了铰接中心支撑钢框架结构试验模型,对其进行了24种地震工况下的模拟地震作用振动台试验和部分工况下的数值模拟研究。得到了模型结构的动力特性及其在8度多遇、偶遇、罕遇及8.5度罕遇地震下的加速度和位移响应等。结果表明,8度多遇地震作用前后,结构动力特性并未发生变化;8度罕遇地震作用后,个别支撑和节点板出现了微小的平面外变形。依据试验结果及试验原型的有限元分析结果,推算出试验原型结构在三种地震(EL Centro、Cholam Shandon、人工)的多遇烈度以及人工地震的罕遇烈度下,层间位移角包络值满足我国抗震规范GB50011的限值要求。该体系在高烈度区也可具有良好的抗震性能。
采用有限元程序ABAQUS,对4、10层高烈度区(8度)的铰接中心支撑钢框架结构进行了地震响应分析,研究了设计地震作用、构件(支撑、被撑梁、支撑跨柱)设计方法对铰接中心支撑钢框架结构抗震性能的影响。结果表明,在对被撑梁及支撑跨柱进行一定补充设计的基础上,与按抗震规范GB50011设计的算例相比,按通则CECS160:2004设计的算例,在结构动力响应相当的情况下,减少了用钢量,获得了较优的综合抗震性能。说明抗震规范GB50011规定的地震作用偏大。建议继续开展深入的研究,扩大铰接中心支撑钢框架体系的应用范围。
采用有限元程序ABAQUS,对8度抗震设防烈度区的梁柱刚接中心支撑钢框架结构进行了地震响应分析,重点研究了不同抗弯框架加强方法对钢框架-中心支撑双重体系抗震性能的影响。结果表明,罕遇地震下,若支撑没有因低周疲劳失效退出工作,钢框架-中心支撑双重体系(删掉支撑的抗弯框架按任一层能独立承担结构层剪力的25%或结构基底剪力的25%加强)并未体现出优于单体系的抗震性能;若假设支撑出现断裂且断裂时刻较早,删掉支撑的抗弯框架按任一层能独立承担25%结构基底剪力加强的双重体系算例明显体现出了较优的抗震性能。建议双重体系设计中抗弯框架的调整加强,宜按照删掉支撑后任一层能独立承担结构基底剪力的25%来进行。
振动台试验及中心支撑钢框架结构的抗震性能分析结果均表明,抗震规范GB50011没有考虑不同结构体系、不同材料的抗震特性,过高估计了中心支撑钢框架结构(丙类建筑)的地震作用。
本论文受到国家科技支撑计划(2006BAJ01B02-01-04)和校企合作项目“电厂主厂房钢结构抗震设计方法的研究与应用”的资助,深表谢意。
At present, the concentrically braced steel frame (CBF) is a commonly used structure system in multi-story and high-rise steel structures, and a lot of research about its aseismic performance has been conducted in China and abroad. However, there are still some key problems worth further studying due to its complex seismic response under severe earthquakes. In this paper, the low-cycle fatigue behavior of the welded I-section steel bracing members, the seismic design method and aseismic performance of the CBF are analyzed, and some useful conclusions are also suggested.
Based on the low-cycle fatigue behavior tests of the welded I-section ST12 steel bracing members with pinned connections under constant amplitude reversed cyclic axial loading, the low-cycle fatigue behavior of the welded I-section Q235 steel bracing members with pinned connections was examined. The test results about the maximum lateral deformation and the maximum compressive strength of the forty-seven bracing members made of Q235 and ST12 were studied, and the reliability of the formula obtained in this paper and some codes for calculating these deformation and strength is verified. According to the assumption that the geometry properties, loading amplitude and steel yield strength are independent for estimating the low-cycle fatigue life, some empirical formulas were presented. It is found that the low-cycle fatigue life increases with the decrease in the width-thickness ratio of the flange, the increase in the brace slenderness ratio, and the decrease in the loading amplitude and yield strength of the bracing members. Because the displacement histories of the bracing members can not be predicted before a real earthquake, in order to avoid early fractures of the bracing members, besides limiting the width-thickness ratio of the flange, low yield strength steel should be adopted and the brace slenderness ratio limitation in some current codes should be enlarged. Finally, based on the energy index ratios for different damage stages, the suggestion that the low-cycle fatigue life of the bracing members can be safely predicted by the empirical formulas for stage I has been put forward.
Based on the results mentioned above, several problems about the seismic design of the concentrically braces in China and abroad were analyzed and discussed, including the post-buckling resistance, limit values of slenderness and width-thickness ratios for I-section bracing members, and therefore some concrete suggestions were also put forward.
A non-linear numerical analysis was carried out by the ABAQUS program to simulate the hysteretic behavior of the nineteen welded I-section Q235 steel bracing members, and in general the analysis results are in good agreement with the test ones. Numerical simulation of the low-cycle fatigue damage and crack initiation lives for the bracing members was also conducted by the FE-SAFE program based on the critical plane damage models, including the principal strain, maximum shear strain and Brown-Miller combined strain damage models. The results show that, the residual stress has no effect on the low-cycle fatigue lives of the bracing members, and the low-cycle fatigue lives predicted by the three damage models safely fall within a scatter band of four.
Regarded a critical one-bay braced frame of the coal storage room selected from the main plant structure of a large thermal power plant as prototype structure, which plans to be built in the zone with the seismic design intensity of 8 degree, a 1:12 scale CBF model with pinned beam-to-column connections was made and tested on the shaking table under the action of twenty-four different earthquake ground motions. And the numerical analysis of the test model was also performed by the ABAQUS program. Dynamic properties, as well as responses of acceleration and displacement under different earthquakes, for the test and numerical models were studied. The results show that, before and after intensity 8 frequent earthquakes, the dynamic properties of the test model didn’t change; after intensity 8 rare earthquakes, only a few braces and gusset plates appeared small out-of-plane deformations. Based on the test results and analysis results of the prototype structure, the computative maximum story drifts of the prototype structure under intensity 8 frequent and rare earthquakes are all less than their limit values pursuant to the GB50011 code. On the whole, the structural system of CBF with pinned beam-to-column connections has a good aseismic performance in the severe seismic region.
Seismic response analysis of the four- and ten-story CBFs, located in the zone with the seismic design intensity of 8 degree, with pinned beam-to-column connections was carried out by the ABAQUS program, and the effect of the seismic design methods for the members (brace, braced beam and braced column) and the design seismic force on the aseismic performance of the structures was investigated. The results reveal that, based on some supplemental designs about the braced beams and braced columns, the dynamic responses of the structures designed by the CECS160:2004 code are similar to those designed by the GB50011 code, but the amount of steel used for the former is smaller than that for the latter, indicating that the comprehensive aseismic performance of the structures designed by the CECS160:2004 code is better and the GB50011 code overestimates the seismic force of the CBF with pinned beam-to-column connections. Finally, the suggestion for the further research to enlarge the application range of the CBF with pinned beam-to-column connections has been put forward.
Seismic response analysis of the CBFs, located in the zone with the seismic design intensity of 8 degree, with rigid beam-to-column connections was also carried out by the ABAQUS program, and the effect of the seismic strengthened design methods for the moment frame on the aseismic performance of the dual system was mainly investigated. The results show that, if no brace occurs low-cycle fatigue fracture during the rare earthquakes, the aseismic performance of the dual system in which any story of the moment frame can independently resist 25 percent of the base or story shear force isn’t better than that of the single system. However, based on the assumption that the brace fractures early during an artificial earthquake, the aseismic performance of the dual system in which any story of the moment frame can independently resist 25 percent of the base shear force is evidently better than that of the others. Therefore, it is suggested that the seismic design for the dual system should be performed to ensure that any story of the moment frame can independently resist 25 percent of the base shear force.
The results of the shaking table tests and the seismic response analysis for CBFs also indicate that, because the aseismic characteristics for different structural system and materials can not be considered by the GB50011 code, the seismic force of the CBF with a seismic category C is overestimated by the GB50011 code.
The author wishes to acknowledge the financial support of this work from National Science & Technology Pillar Program with contract number 2006BAJ01B02-01-04 and Cooperation Project of School and Enterprise-“Research and Application on the seismic design method of main plant structure of a large thermal power plant”.
引文
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