An improved model for shield tunnels with double-layer linings and its application in engineering
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摘要: 提出一种改进的盾构隧道双层衬砌计算模型,该模型可以反映接头抗弯刚度的非线性以及管片与二次衬砌接触面压剪弹簧失效机理。采用该模型对狮子洋隧道衬砌的力学行为进行了分析,结果表明：①管片结构最大正负弯矩随接头抗弯刚度增大而增大,而二次衬砌内力及管片结构最大轴力受接头抗弯刚度影响较小；②若不考虑管片与二次衬砌接触面的接触弹簧失效,将会使得计算结果量值偏大；③当盾构隧道所处岩层均匀时（t/D=0或1,t为结构范围内软弱层的厚度,D为隧道直径）,全环各个位置处接头刚度值差别不大,当岩层不均匀时,接头抗弯刚度的取值差异分布显著；④径向弹簧、切向弹簧受力的最大值与平均值随着t/D的增加呈增大的趋势。Abstract: An improved model for shield tunnels with double-layer linings is proposed. It can reflect the nonlinear characteristic of bending stiffness of segment joints and the failure mechanism of compression and shear springs between segments and secondary linings. The internal force of linings of Shiziyang tunnel is analyzed using this model. The results show that: (1) The increment of bending stiffness of the segment joints can increase the values of the maximum positive and negative bending moments of the segments, while it has slight effect on the internal force of the secondary linings and the maximum axial force of the segments. (2) The internal force is larger than that in reality if the failure mechanism of springs between segments and secondary linings is not considered in the model. (3) The bending stiffness of joints varies slightly if the structure is situated in uniform strata (t/D=0 or 1, t is the distance from the tunnel top to the stratum interface, D is the diameter of tunnel), while its value varies sharply if the structure is situated in nonuniform strata. (4) The maximum and average forces of compression and shear springs will increase with the increment of t/D.
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Keywords:
- shield tunnel /
- double-layer lining /
- bending stiffness /
- interface /
- spring
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图 7 接头抗弯刚度与内力关系[16]
Figure 7. Relationship between bending stiffness of joints and internal force
表 1 两种模型内力值
Table 1 Internal forces of two models
项目 管片衬砌内力 二次衬砌内力 Mmax/(kN·m) Mmin/(kN·m) Nmax /kN Mmax/(kN·m) Mmin/(kN·m) Nmax/kN 模型1 520.08 -475.56 2270.1 379.32 -341.66 1309.0 模型2 470.83 -666.35 2012.4 311.01 -267.02 1410.6 
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表 2 地层力学参数
Table 2 Mechanical parameters of strata
类别 变形模量E0/MPa 天然重度γ/(kN·m-3) 黏聚力c/kPa 内摩擦角φ/(°) 黏性土层 4.6 19.2 17 10.0 泥质粉砂岩层 8820.0 26.5 6270 35.0
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表 3 双层衬砌材料参数
Table 3 Material parameters of two-layer linings
类型 混凝土强度等级 弹性模量/GPa 密度/(kg·m-3) 泊松比 管片衬砌 C50 34.5 2450 0.2 二次衬砌 C30 30.0 2450 0.2
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