隧道支护组合结构大偏心受压性能试验研究  

Experimental study on large eccentric compression performance of tunnel support composite structure

作　　者：王明胜 王奎 路军富[1] 张宏鑫 WANG Mingsheng;WANG Kui;LU Junfu;ZHANG Hongxin(State Key Laboratory of Geohazard Prevention and Geoenvironment Protection(Chengdu University of Technology),Chengdu 610059,China;China Railway City Development and Investment Group Co.,Ltd.,Chengdu 610000,China;Qingdao Municipal Engineering Design and Research Institute Co.,Ltd.,Qingdao 266071,China)

机构地区：[1]地质灾害防治与地质环境保护国家重点实验室(成都理工大学),四川成都610059 [2]中铁城市发展投资集团有限公司,四川成都610000 [3]青岛市市政工程设计研究院有限责任公司,山东青岛266071

出　　处：《铁道科学与工程学报》2025年第3期1188-1201,共14页Journal of Railway Science and Engineering

基　　金：国家自然科学基金面上项目(51978088);SKLGP国家重点实验室自主课题(SKLGP2021Z007)。

摘　　要：为保证隧道初期支护型钢拱架与喷射混凝土两者更好地协同工作,考虑隧道支护结构常处于偏心受压的受力特点,提出在型钢拱架上添加不同形式的栓钉剪力件形成组合支护结构并进行室内大偏心受压试验。试验对自然黏结状态以及添加栓钉剪力件的组合结构进行承载性能分析,探究栓钉剪力件最优的布设方式,并对组合结构极限承载力的理论计算公式进行推导。研究结果表明:自然黏结状态下的型钢混凝土构件进行大偏心受压试验之后,其破坏形态与实际隧道支护结构破坏一样,混凝土极易剥落,当型钢腹板布设栓钉剪力件时,裂缝扩展范围会有所减小,组合结构的协同承载能力有了较大的提升,而栓钉剪力件梅花形布设相比双排布设在抑制构件破坏方面更为有效。布设栓钉剪力件的构件其延性、承载性能和抗弯刚度均得到了增强,与自然黏结工况相比,双排和梅花形布设的构件极限承载力分别提升了14.83%与27.63%,侧向挠度值分别减少了24.27%与30.21%;在加载至极限荷载的0.4倍时,自然黏结构件已无法满足平截面假定,而双排和梅花形布设的构件在加载至0.8倍和0.9倍极限荷载时仍能满足平截面假定。通过试验分析可知,梅花形布设栓钉的方式对于提高组合结构的承载性能更为合理。基于平截面假定,提出并验证了型钢-混凝土组合结构大偏压极限承载力理论计算公式,研究结果可为隧道初期支护设计提供理论支撑。To ensure better cooperative performance between the initial tunnel support steel arch and sprayed concrete,and considering the eccentric compressive loading characteristics of tunnel support structures,this article proposed the addition of different forms of shear studs on the steel arch to form a composite support structure.Large eccentric compression tests were conducted in the laboratory to analyze the bearing performance of the natural bond state and the composite structure with shear studs.The optimal arrangement of shear studs was explored.The theoretical calculation formula for the ultimate bearing capacity of the composite structure was derived.The results indicate that under large eccentric compression tests,the failure mode of the steel-concrete composite member in the natural bond state is similar to the actual tunnel support structure,where the concrete is prone to spalling.When shear studs are arranged on the web of the steel,the crack propagation range is reduced,significantly enhancing the cooperative bearing capacity of the composite structure.The staggered arrangement of shear studs is more effective than the double-row arrangement in suppressing component failure.The ductility,bearing performance,and bending stiffness of the members with shear studs are improved.Compared to the natural bond condition,the ultimate bearing capacity of the double-row and staggered shear stud arrangements can increase by 14.83% and 27.63%,respectively,while the lateral deflection values decreased by 24.27% and 30.21%.When loaded to 0.4 times of the ultimate load,the natural bond members can no longer meet the plane section assumption,while the double-row and plum-shaped members can still meet the plane section assumption when loaded to 0.8 times and 0.9 times of the ultimate load.Through experimental analysis,it is found that the staggered shear stud arrangement is more reasonable for improving the bearing performance of the composite structure.Based on the plane section assumption,a theoretical calculation formula

关 键 词：栓钉剪力件 型钢-混凝土组合结构 共同承载 平截面假定 偏心受压试验 极限承载力 

分 类 号：U45[建筑科学—桥梁与隧道工程]