【作者】 刘春艳；

【导师】 舒兴平； 周一平；

【作者基本信息】 湖南大学 ， 建筑与土木工程， 2013， 硕士

【摘要】 近些年，钢结构以强度高、塑性韧性好、施工工期短以及绿色环保等优点，在我国取得了迅猛的发展。梁柱节点是钢框架结构的重要组成部分，一直以来，对钢框架结构梁柱节点的研究均是国内外研究的热点课题；目前，国内对梁柱节点的研究主要集中在H形钢柱与工字形钢梁连接节点方面，并取得了一定成果，但对于钢框架结构中关于圆管柱与H形钢梁连接节点的研究却较少，且国内相关规范及设计手册中关于此类节点设计准则的介绍也有限，因此展开对此类节点的研究具有重要的意义。本文对圆管柱-H形钢梁刚性连接节点的极限抗弯承载力进行了研究，主要研究内容如下：（1）通过对圆管柱-H形钢梁内隔板连接节点的有限元非线性计算分析，研究了不同参数对节点极限抗弯承载能力的影响，研究的参数主要包括：圆管柱轴压比、梁翼缘宽度、梁腹板厚度、圆管柱径厚比、节点纵横比以及内隔板厚度。通过对内隔板连接节点的参数分析，初步确定了各参数对节点极限承载力的影响并提出了内隔板连接节点设计及计算的工程建议。（2）建立圆管柱-H形钢梁外环板连接节点的有限元模型，通过变化模型参数并进行非线性分析，研究不同参数对该类节点极限抗弯承载能力的影响，研究的参数主要包括：梁翼缘宽度、梁腹板厚度、圆管柱径厚比、节点纵横比、外环板厚度以及外环板宽度。研究发现，圆管柱-H形钢梁外环板连接节点因节点参数不同而具有多种破坏模式；最终，通过参数分析，为外环板连接节点工程设计提供可供参考及实用的工程建议。（3）正在修订的《高层民用建筑钢结构技术规程》（简称《高钢规程》）中圆管柱-H形钢梁刚性连接节点极限抗弯承载力考虑由翼缘及腹板共同承受，并新增了腹板弯矩计算公式；本文通过分析节点有限元模型达抗弯极限状态时梁端腹板弯矩，对《高钢规程》（送审稿）中的圆管柱-H形钢梁刚性连接节点极限抗弯承载力中腹板弯矩计算公式的准确性及适用性进行了研究。研究表明，对于内隔板连接节点，规范公式计算值与有限元结果吻合良好，该公式能较准确地计算节点极限状态时腹板承担的弯矩；但对于外环板连接节点，规范公式计算值与有限元计算结果相差较大，用该公式计算腹板弯矩较保守。更多还原

【Abstract】 In recent years, steel structure, with its high strength, good toughness, ductility,short construction period, as well as environmental protection, etc., has achievedrapid development in China. Beam-column joint is an important part of the steel framestructure and research on beam-column joint of steel frame has always been very hot.Currently, domestic research has focused on the connections between H-column andH-beam and has get some achievements, however, research on rigid connectionbetween circle hollow section column and H-beam(CHS-H rigid connections) of steelframe structure is relatively less, and there is few relative codes or design manualguidelines about the design of these connections. As a result, research on this type ofconnections is significant. This thesis will do research on the ultimate flexuralcapacity of CHS-H rigid connections, and the main contents are as follows:(1) By finite element nonlinear analysis of CHS-H rigid connection with innerdiaphragm, this thesis studied the influence of different parameters on the ultimateflexural capacity of the connections, and the parameters studied include: the axialcompression ratio of tube column, the width and thickness of beam flange, thethickness of beam web, diameter to thickness ratio of tube column, vertical-horizontalratio of joint as well as the thickness of inner diaphragm. By analysis, this thesisfinally determined the impact of the parameters on the ultimate flexural capacity ofthe connections and gave project proposals about the design and calculation of theconnections.(2) This thesis build up finite element models of CHS-H rigid connections withexterior diaphragms, then conduct nonlinear analysis to study the impact of differentparameters of the joint on ultimate flexural capacity by changing model parameters,and the parameters studied include: the width and thickness of beam flange, thethickness of beam web, diameter to thickness ratio of tube column, vertical-horizontalratio of joint, the thickness of exterior diaphragms as well as the width of exteriordiaphragms. The studies have shown that failure modes of the CHS-H rigidconnections with exterior diaphragms vary due to different parameters. By parametricanalysis, this thesis finally provides a reference and practical engineering proposalsfor the design of the CHS-H rigid connections with exterior diaphragms.(3) In the ongoing revision of the code "Technical specification for steel structure of tall buildings", the ultimate flexural capacity of the CHS-H rigidconnections is considered to be bear by both flange and web of the beam, and newformula about web bending moment is added. By analyzing web bending moment offinite element joint model when the joint is in the limit state, the accuracy andapplicability of web bending moment calculation formula in the ongoing revision ofthe code "Technical specification for steel structure of tall buildings" can be verified.Finite element analysis results show that, as to CHS-H rigid connection with innerdiaphragm, the value calculated by specification formula is in good agreement withthe finite element results, and the formula can calculate web bending momentaccurately, however, as to CHS-H rigid connection with exterior diaphragm, the valuecalculated by specification formula is much less than the finite element calculations,so web bending moment calculated by the specification formula is more conservative.更多还原