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屈曲约束构件可分为延迟屈曲构件和不屈曲构件,延迟屈曲构件在内核屈服前失稳破坏,当满足承载力设计要求时有更好的经济性。目前已有研究多针对不屈曲构件。针对缀板连接的内核分离式屈曲约束构件,利用平衡法研究了单个分肢的计算长度系数;推导了绕两个主轴的整体弹性屈曲荷载,利用有限元方法研究其弹性空间失稳特性;基于大量有限元弹塑性数值算例,拟合得到正则化长细比-稳定系数设计曲线。研究结果表明:分肢计算长度系数仅与缀板和分肢线刚度比有关,通过比较绕两个主轴方向的长细比可判断构件空间弹性失稳的形式;采用拟合设计曲线可较好预测延迟屈曲构件弹塑性承载力,且比有限元结果偏于安全,区分不屈曲构件和延迟屈曲构件的临界正则化长细比可取为0.75;最后给出了保证分肢弹塑性失稳不先于整体破坏的设计建议。建立的涵盖不屈曲构件和延迟屈曲构件的缀板连接的内核分离式屈曲约束构件承载力设计方法可为设计提供参考。
Buckling restraining members can be divided into delay buckling members and non-buckling members. The buckling buckling members fail before buckling of the core, which has better economy when the design requirements of bearing capacity are satisfied. At present, more studies have been done on non-buckling members. For the discrete buckling restraint elements of slab-connected core, the calculation of the length coefficient of single limb is studied by using the equilibrium method. The integral buckling load around the two principal axes is deduced, and the instability characteristics of the elastic space are studied by finite element method. A large number of numerical examples of elasto-plastic finite element method were fitted to obtain regularized slenderness-stability coefficient design curves. The results show that the calculated length coefficient of limbs is only related to stiffness ratio of batten and limb strands. By comparing the slenderness ratios of the two principal axes, the form of elastic instability of members can be judged. The fitting curve can be used well The elastic-plastic bearing capacity of delayed buckling members is predicted, and the results are safer than the finite element results. The critical regularization slenderness ratio of non-buckling members and delayed buckling members can be regarded as 0.75. Finally, Design recommendations for the overall destruction. The design method of bearing capacity of the core-separation buckling restraint element of the slab-jointed non-flexure members and delay buckling members established can provide a reference for the design.