Shaking Table Tests on Seismic Response of Tunnel with Longitudinal Cracking Lining
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摘要: 为了研究高速铁路双线隧道衬砌纵向裂缝对结构抗震安全性的影响，针对《铁路隧道设计规范》（TB 10003—2016）IV级围岩开展大型振动台模型试验，试验采用改进的静动耦合剪切模型箱，考虑隧道埋深、衬砌开裂位置和开裂形式3个影响因素，分析隧道衬砌的地震动应变和结构内力响应规律. 试验结果表明：在地震剪切波作用下，浅埋隧道和深埋隧道衬砌结构的破坏形式分别为受拉破坏和受压破坏，破坏位置均首先出现在拱腰，对应的无裂缝衬砌破坏时振动台台面输入波峰值加速度分别为0.8g和0.9g；拱顶和边墙处裂缝对隧道衬砌结构抗震安全性影响较小，而拱腰处裂缝影响显著；浅埋和深埋条件下，拱腰处有裂缝的衬砌破坏时振动台台面输入波峰值加速度分别为0.5g和0.6g；纵向裂缝的开裂形式不同，衬砌破坏时对应的峰值加速度基本相同；在深埋条件下，相比于正截面裂缝，拱腰处斜截面裂缝导致衬砌结构破坏后变形速度加剧.Abstract: In order to study the influence of longitudinal cracks in the lining of double track tunnel of high speed railway on the seismic safety of the structure, a large-scale shaking table model test was carried out on class IV surrounding rock in accordance with the Code for design of railway tunnel (TB 10003—2016). The test adopted an improved static-dynamic coupling shear model box to analyze the response rules of seismic strain and structural internal force of tunnel lining, taking into consideration three influencing factors including the tunnel buried depth, the cracking position and the cracking form of lining. The test results showed that under the action of seismic shear wave, the failure mode of the shallow tunnel is tension failure, while that of the deep tunnel is compression failure, both of which occur at the arch waist. The peak acceleration of input wave of the shaking table was 0.8g and 0.9g, respectively, when the crack-free lining was damaged at the two buried depths. Cracks in vault and sidewall have little influence on seismic response of tunnel, while the cracks at the arch waist have significant effect. Under the shallow and deep buried conditions, the peak acceleration of the input wave of the shaking table was 0.5g and 0.6g, respectively, when the lining with cracks at the arch waist was damaged. For deep-buried tunnels, compared with the normal section cracks, inclined section cracks at the arch waist will speed up the deformation of lining structure after failure but have little influence on the critical value of failure acceleration.
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Key words:
- tunnel /
- lining structure /
- longitudinal crack /
- seismic response /
- shaking table test
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图 10 浅埋工况1号衬砌模型应力响应（单位：kPa）
Figure 10. Stress response of No.1 lining structure model under shallow buried condition (unit: kPa)
图 11 深埋工况6号衬砌模型应力响应（单位：kPa）
Figure 11. Stress response of No.6 lining structure model under deep buried condition (unit: kPa)
图 12 浅埋工况2～5号衬砌模型应力响应
Figure 12. Stress response of No.2−No.5 lining structure models under shallow buried condition
图 13 深埋工况7～10号衬砌模型应力响应
Figure 13. Stress response of No.7−No.10 lining structure models under deep buried condition
表 1 振动台试验的相似关系
Table 1. Similarity Relation in the Shaking Table Test
类型 物理量 相似关系 相似比 几何特性 长度 L ${C_L}$ 1/40 线位移 x ${C_x} = {C_L}$ 1/40 材料特性 密度 ρ ${C_\rho }$ 1 弹性模量 E ${C_E} = {C_L}{C_\rho }{C_a}$ 1/40 泊松比 μ ${C_\mu } = 1$ 应力 σ ${C_\sigma } = {C_E}$ 1/40 应变 ε ${C_\varepsilon } = 1$ 黏聚力 c ${C_c} = {C_E}$ 1/40 内摩擦角 φ ${C_\varphi } = 1$ 动力特性 加速度 a ${C_a}$ 1 速度 v ${C_v} = C_L^{1/2}C_a^{1/2}$ 1/6.32 时间 t ${C_t} = C_L^{1/2}/C_a^{1/2}$ 1/6.32 频率 f ${C_f} = C_a^{1/2}/C_L^{1/2}$ 1/0.16 
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表 2 围岩原型和模型材料参数
Table 2. Material properties of rock prototype and rock model
类型 容重 γ/（kN•m−3） E/GPa c/MPa φ/（°） 原型 22 1.60 0.240 27 模型 22 0.04 0.006 27
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表 3 隧道衬砌结构原型和模型材料参数
Table 3. Material properties of tunnel prototype and tunnel model
类型 E/GPa 抗拉强度 σt/MPa 抗压强度 σc/MPa 原型 30.80 2.00 23.20 模型 0.77 0.05 0.58
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表 4 各工况衬砌模型的初始裂损情况
Table 4. Initial cracking of lining structure in model tests
组别 衬砌编号 初始裂损情况 裂缝类型 裂缝位置 开裂截面 浅埋 1 无裂缝 2 纵向裂缝 拱顶 正截面 3 纵向裂缝 右拱腰 正截面 4 纵向裂缝 右边墙 正截面 5 纵向裂缝 右拱腰 斜截面 深埋 6 无裂缝 7 纵向裂缝 拱顶 正截面 8 纵向裂缝 右拱腰 正截面 9 纵向裂缝 右边墙 正截面 10 纵向裂缝 右拱腰 斜截面
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表 5 最大剪切应变γmax试验值和理论值比较
Table 5. Experimental and theoretical values comparison of maximum shear strain γmax
加速度峰值/
（×g）试验值/
×10−3理论值/
×10−3差值百分
比/%0.1 0.07 0.21 67.0 0.2 0.33 0.40 25.0 0.3 0.40 0.57 29.8 0.4 0.54 0.77 29.9 0.5 0.79 0.95 16.8 0.6 1.07 1.14 6.1 0.7 1.21 1.33 9.0 0.8 1.58 1.53 3.3 0.9 1.71 1.72 0.6 1.0 1.96 1.90 3.2
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