摘要
随着盾构隧道不断向大直径、大埋深等方向发展,采用螺栓连接的常规接头可能无法满足盾构隧道整体衬砌结构的变形限度和承载能力要求,针对高强度接头开展力学行为和承载能力研究具有重要意义。介绍了一种钢包咬合式高强度管片接头,建立了该类接头的三维精细化数值模型,计算了不同轴力下管片接头抗弯性能和不同纵向力的管片接头抗剪性能,分析了管片接头的受力形态、力学参数变化和损伤演化,并开展了足尺试验对接头破坏形态进行分析,将数值模拟的损伤演化结果与足尺试验的破坏形态进行对比验证。结果表明:钢包咬合式接头抗弯时主要受力位置为受压区外包钢板,抗剪时主要受力和损伤区域为环缝面两侧的钢板以及咬合位置处的混凝土;大轴力正弯试验中接头受压侧的混凝土和钢板交界面破坏,小轴力负弯矩试验中接头受拉侧混凝土与外包钢板的贴合面破坏,顺剪和逆剪试验中分别出现水平向裂缝和平行接缝面的裂缝;对于该类接头,可适当增加隔板间距确保浇筑时隔板之间的混凝土振捣密实,并可设置剪力连接件进一步优化钢-混界面的连接性能。
With the continuous development of shield tunnels toward larger diameters and greater burial depths, conventional joints that rely solely on bolt connections may not meet the deformation limits and bearing capacity requirements of the overall tunnel lining structure. Studying the mechanical behavior and bearing capacity of high-strength joints is therefore crucial. This paper introduces a high-strength ladle interlocking segment joint and establishes a three-dimensional refined numerical model for this joint type. The bending resistance of the segment joint under various axial forces and its shear resistance under different longitudinal forces were calculated. The stress distribution, changes in mechanical parameters, and damage analysis of the segment joint were also conducted. Furthermore, a full-scale test was performed to assess the failure mode of the joint. The damage evolution results from the numerical simulation were compared with the failure mode observed in the full-scale test. The results show that the primary stress location of the steel-enclosed occlusive joint is the outer steel plate in the compression zone during bending. The main stress and damage areas during shearing are the steel plates on both sides of the circumferential joint surface and the concrete at the interlocking position. In the large axial force positive bending test, the interface between the concrete and steel plate on the compression side of the joint is damaged. In the small axial force negative bending test, the bonding surface between the concrete and the steel plate on the tension side of the joint is damaged. In the shear and reverse shear tests, horizontal and parallel cracks appear on the joint surface, respectively. The steel plate effectively reduces the contact stress between the concrete and improves the strength of the joint. For this joint type, the spacing of the reinforced rib plates can be increased to ensure closer contact between the connection sleeve and the concrete. As the bolt force in this joint type is minimal, the strength grade of the bolt can be reduced to optimize engineering costs. Additionally, the spacing between the partitions can be increased to ensure proper vibration and compaction of the concrete during pouring. Shear connectors can be installed to further optimize the connection performance of the steel-concrete interface.
作者
封坤
赵彦磊
刘伊腾
赵瀚
白中坤
FENG Kun;ZHAO Yan-lei;LIU Yi-teng;ZHAO Han;BAI Zhong-kun(Key Laboratory of Transportation Tunnel Engineering of the Ministry of Education,Southwest Jiaotong University,Chengdu 610031,Sichuan,China;The 96786 Troop of the Chinese People's Liberation Army,Beijing 102202,China;China Railway Engineering Equipment Group Co.Ltd.,Zhengzhou 450016,Henan,China;Urban Underground Space Development Technology and Equipment R&D Sub-center,China Railway Hi-Tech Industry Corporation Limited,Zhengzhou 450016,Henan,China)
出处
《中国公路学报》
北大核心
2025年第4期171-185,共15页
China Journal of Highway and Transport
基金
国家自然科学基金项目(U2468216,52378418)。
关键词
隧道工程
管片接缝
数值模拟
抗弯性能
抗剪性能
损伤演化
tunnel engineering
segment joint
numerical simulation
bending performance
shearing performance
damage evolution
