盘扣式钢管支撑受压稳定承载力试验研究及有限元分析  

Experimental Study and Finite Element Analysis of Bearing Capacity of Disk-Buckle Steel Pipe Support

作　　者：伍军 石红亮 张辉 周万清[1,2] 李昆[1,2] 王梦怡 戴英权 WU Jun;SHI Hongliang;ZHANG Hui;ZHOU Wanqing;LI Kun;WANG Mengyi;DAI Yingquan(Hubei Key Laboratory of Disaster Prevention and Mitigation(China Three Gorges University),Yichang 443002,China;College of Civil Engineering and Architecture,China Three Gorges University,Yichang 443002,China;China 15th Metallurgical Construction Group Co.,Ltd.,Wuhan 435000,China)

机构地区：[1]防灾减灾湖北省重点实验室(三峡大学),湖北宜昌443002 [2]三峡大学土木与建筑学院,湖北宜昌443002 [3]中国十五冶金建设集团有限公司,武汉435000

出　　处：《三峡大学学报(自然科学版)》2025年第2期84-89,共6页Journal of China Three Gorges University:Natural Sciences

基　　金：国家级地方高校能源和环境材料化学学科创新引智基地项目(D20015);土木工程防灾减灾湖北省引智创新示范基地项目(2021EJD026);湖北省自然科学基金青年项目(2020CFB272)。

摘　　要：为研究盘扣式钢管支撑的破坏模式和失稳机理,进行了3组试件的静力轴压试验、理论计算以及ABAQUS有限元仿真验证;另建立了135组有限元仿真模型,研究横杆步距、立杆中心距、立杆肢数、支撑高度等参数对盘扣式钢管支撑稳定承载力的影响.结果表明:盘扣式钢管支撑破坏形态均呈现横杆步距间大波浪弯扭失稳破坏;仿真值与试验值、理论值吻合良好,基本不超过20%,表明能采用仿真方法对钢管支撑稳定承载力进行预测;当横杆步距由1.5降为0.5 m时,钢管支撑稳定承载力平均增加了241.73%,这是由于相对密集横杆对立杆产生套箍作用使其承载力大大提高;当立杆中心距由250降至150 mm时,钢管支撑稳定承载力提高了161.46%;当立杆高度位于3.0~4.2 m时的稳定承载力相差最大不超过33.53%;三肢、四肢和六肢钢管支撑屈曲荷载仿真平均值分别为311.28、446.60和671.47 kN,四肢相较三肢钢管支撑稳定承载力提高了143.47%,六肢相较三肢钢管支撑稳定承载力提升了215.71%,六肢相较四肢钢管支撑稳定承载力增加了150.35%.综上所述:横杆步距、立杆中心距和支撑高度的建议取值(范围)分别为500、150和3000~3600 mm,可为实际工程中盘扣式钢管支撑的设计和应用提供参考.In order to study the failure mode and instability mechanism of disk-buckle steel pipe support,the static axial compression test,theoretical calculation and ABAQUS finite element simulation of 3 groups of specimens were carried out.In addition,135 sets of finite element simulation models were established to study the influence of parameters such as cross bar step distance,vertical bar center distance,vertical bar number and support height on the stable bearing capacity of disk-buckle steel pipe support.The results show that the failure modes of disk-buckle steel pipe support all present large wave bending and torsion failure between the steps of the cross bar.The simulated value is in good agreement with both experimental and theoretical value,with relative error less than 20%,which indicates that the simulation method can be used to predict the stable bearing capacity of steel pipe support.When the step distance of the transverse bar decreases from 1.5 m to 0.5 m,the stable bearing capacity of the steel pipe support increases by 241.73%on average,due to the coupling effect of the relatively dense transverse bar and the opposite bar.When the center distance of the vertical rod is reduced from 250 mm to 150 mm,the stable bearing capacity of the steel pipe is increased by 161.46%.When the height of the vertical pole is 3.0-4.2 m,the difference of the stable bearing capacity is not more than 33.53%.The simulated average buckling load of three-limb,four-limb and six-limb steel pipe supports is 311.28,446.60 and 671.47 kN,respectively.The stable bearing capacity of four-limb and six-limb steel pipe supports increases by 143.47%and 215.71%respectively compared with that of three-limb steel pipe supports.The stability capacity of six-limb steel pipe support increased by 150.35%compared with four-limb steel pipe support.In conclusion,the recommended values(ranges)of cross bar step distance,vertical bar center distance and support height are 500,150 and 3000-3600 mm respectively,which can provide reference for the design

关 键 词：盘扣式钢管支撑 破坏模式 稳定承载力 失稳机理 

分 类 号：TU43[建筑科学—岩土工程]