含可更换剪切型耗能梁段钢框筒子结构抗震性能的数值分析

含可更换剪切型耗能梁段钢框筒利用位于裙梁跨中的耗能梁段集中塑性变形,有利于震后耗能梁段的替换和结构使用功能的快速恢复。为研究耗能梁段的构造对子结构和耗能梁段滞回性能的影响,基于某一30层原型结构的子结构,考察了耗能梁段长度、腹板高厚比、翼缘宽厚比、加劲肋间距、加劲肋单双面布置的影响。研究表明:随着耗能梁段长度的增加,子结构的承载力逐渐减小,耗能梁段的超强系数、塑性转角逐渐减小,建议耗能梁段的长度取柱距的(0.15~0.24)倍;随着腹板高厚比的增大,各子结构的承载力、累积耗能明显减小,耗能梁段的超强系数、塑性转角逐渐增大,极短型耗能梁段相比普通型耗能梁段对腹板高厚比的变化更为敏感;翼缘宽厚比的变化对子结构和耗能梁段性能的影响较小;当加劲肋间距超过限值,对极短型耗能梁段性能的影响较大,建议普通型耗能梁段的加劲肋间距可适当超过限值;极短型耗能梁段宜布置双面加劲肋,加劲肋单面布置时增加其厚度对子结构和耗能梁段性能的改善作用较小。

Numerical Analysis of the Seismic Behavior of Steel Framed-Tube Substructure with Replaceable Shear Links

Steel framed-tube structure with replaceable shear links(SFTS-links)utilizes links dissipating seismic energy located in the middle of spandrel beams to replace damaged links conveniently after earthquakes,the structure can be recovered to normal performance soon.In order to study the influence of the link details on the hysteretic performance of substructures and links,based on the substructure of a 30-story SFTS-links,the influence of link length,widththickness ratio of link web and link flange,stiffener spacing,and single-sided arrangement of stiffeners is investigated.The research results show that with the increase of link length,the bearing capacity of the substructures,overstrength factors,and plastic rotation angles of the links gradually decrease.The link length is recommended to take(0.15-0.24)times the center distance of columns.With increasing width-thickness ratio of link web,the bearing capacity and cumulative energy dissipation of each substructure decrease significantly,and the overstrength factors and plastic rotation angles of the links gradually increase,and shorter link is more sensitive to the change of width-thickness ratio of link web than ordinary shear link.The change of width-thickness ratio of link flange has little influence on the performance of substructures and links.When the stiffener spacing exceeds the limit,it has great influence on the performance of the very short link,and it is recommended that the stiffener spacing of the ordinary shear link can exceed the limit appropriately.Double-sided stiffener should be arranged in short link.Increasing the thickness of the stiffener has little influence on improving the performance of substructures and links,when the stiffener is arranged on one side of link web.