蜂窝圆孔型组合梁柱子结构抗倒塌性能研究  

Collapse-resistant Performance of Composite Beam-column Substructure with Cellularity Circular Hole

作　　者：钟炜辉[1,2] 段仕超 谭政 王丽敏 孟宝 郑玉辉[1] 王洪臣 ZHONG Weihui;DUAN Shichao;TAN Zheng;WANG Limin;MENG Bao;ZHENG Yuhui;WANG Hongchen(School of Civil Eng.,Xi’an Univ.of Architecture and Technol.,Xi’an 710055,China;Key Lab of Structural Eng.and Earthquake Resistance of China Ministry of Education,Xi’an 710055,China;Chengdu Fangzhong Architectural Design Co.,Ltd.,Nanjing Branch,Nanjing 210000,China;China Northwest Architectural Design and Research Inst.Co.,Ltd.,Xi’an 710018,China)

机构地区：[1]西安建筑科技大学土木工程学院,陕西西安710055 [2]西安建筑科技大学结构工程与抗震教育部重点实验室,陕西西安710055 [3]成都基准方中建筑设计有限公司南京分公司,江苏南京210000 [4]中国建筑西北设计研究院有限公司,陕西西安710018

出　　处：《工程科学与技术》2023年第6期109-119,共11页Advanced Engineering Sciences

基　　金：国家自然科学基金面上项目(51678476);陕西省教育厅重点科学研究计划重点项目(20JY033);陕西省教育厅专项科研计划项目(20JK0713);陕西省自然科学基金基础研究计划项目(2022JQ–381);陕西省重点研发计划项目(2022SF–21)。

摘　　要：为研究蜂窝梁对组合梁柱子结构抗倒塌性能的影响,分别制作了1/3缩尺的实腹式组合梁柱子结构(WUF)和蜂窝圆孔型组合梁柱子结构(WUFC)试件,并对两试件进行中柱失效工况下的静力加载倒塌试验。试验结果表明:试件WUFC破坏模式为中柱节点右侧钢梁下翼缘首先发生断裂,随后,左右边柱节点处梁翼缘也发生断裂;而试件WUF的破坏模式仅表现为中柱节点右侧钢梁下翼缘首先出现断裂,进而裂缝沿螺栓孔竖向发展并最终贯通被剪坏。两试件的变形形态与内力发展趋势相似,但试件WUFC具有更好的变形能力,二者抗力机制可划分为压拱效应阶段、梁机制阶段与悬链线机制阶段,在压拱效应阶段,由于开孔削弱了组合梁的抗弯刚度,试件WUFC的初始刚度较试件WUF下降了8.5%;在悬链线机制阶段,WUFC的悬链线机制得到了充分发展,WUFC的最大承载力和失效位移较WUF分别增大了42.7%和31.9%;梁腹板适当开孔有利于组合梁梁端节点转动与轴力的发展。通过ABAQUS对两个试件进行精细化建模,并与试验结果对比验证了有限元建模方法的正确性。通过对足尺模型的数值模拟研究了径高比、孔间距、孔边距等关键参数对试件WUFC抗倒塌性能的影响,数值分析结果表明:为保证试件WUFC具有良好的抗倒塌性能,径高比宜取50%~70%,孔间距宜取1.0~1.4倍的梁高,孔边距宜等于梁高。To investigate the influence of cellular beams on the collapse-resistant performance of composite beam-column structure,a 1/3 scale solid-webs(WUF)and composite beam-column substructure with cellularity Circular Hole(WUFC)specimens were fabricated,respectively.Two specimens were subjected to static loading collapse tests under the failure condition of the middle column.The test results showed that the damage mode of WUFC was that the first fracture occurred on the lower flange of the steel beam on the right side of the middle column node,followed by the fracture of the beam flange at the left and right side column nodes,while the damage mode of WUF only showed that the lower flange of the steel beam at the right side of the center column node fractures first,and then the crack developed vertically along the bolt hole and was finally sheared through.The deflection development of beams and internal force development trend of the two specimens were similar,but the better one of the deformation abilities was the WUFC specimen.The resistance mechanisms of the two specimens could be divided into compressive arching stage,flexural mechanism stage,and catenary mechanism stage.The initial stiffness of WUFC decreased by 8.5%compared to WUF during the compressive arching stage,as the openings weakened the flexural stiffness of the combined beam.In the catenary mechanism stage,the WUFC was fully developed,and the maximum load-carrying capacity and failure displacement of the WUFC increased by 42.7%and 31.9%,respectively,compared to the WUF.The appropriate openings on the beam web were conducive to the development of nodal rotation and axial forces at the beam end of the combined beam.Two specimens were modeled with ABAQUS.The finite element modeling method was verified by comparing the simulation results with the tests results.The influences of key parameters such as diameter to height ratio,hole spacing,and edge distance on the collapse-resistant performance of substructures were analyzed by the full-scale model.The numeric

关 键 词：组合梁柱子结构 连续倒塌 参数分析 破坏模式 抗力机制 

分 类 号：TU317.1[建筑科学—结构工程] TU398.1