Method for calculating uplift of shield tunnels subjected to underlying grouting in soft clayey ground
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摘要: 下部地层注浆是盾构隧道过大沉降的常用治理措施。结构性软黏土地层中注浆引起的超孔压在注浆后持续消散，导致隧道抬升后因地层固结而发生沉降，进而降低隧道抬升效率。为预测下方地层注浆引起的盾构隧道纵向变形，提出了考虑土体结构性的盾构隧道底部注浆抬升量—沉降量两阶段计算方法。应用于宁波地铁2号线注浆抬升案例，隧道抬升效率计算值约51%，与同为软黏土地层的上海地铁2号线某区间盾构隧道实测抬升效率非常接近。此外，针对注浆参数、地层参数与隧道参数开展了参数分析，结果表明：隧道最终抬升量及抬升效率与土体基床系数、注浆体积呈正相关，与地层屈服应力成负相关；随埋深比增大，注浆区域隧道最终抬升量减小，而抬升效率变化甚微。计算方法可以为软黏土地层运营盾构隧道注浆抬升设计提供理论支撑。Abstract: Grouting in the underlying strata is a common remedial measure for the excessive settlement of shield tunnels. In the case of structured soft clays, the grouting process induces dissipation of the excess pore pressure in the surrounding strata, which leads to settlement of the tunnel after the grouting process and subsequently reduces the uplift efficiency. In order to predict the longitudinal deformation of shield tunnels caused by grouting in the underlying strata, a two-stage method for calculating the uplift and settlement of shield tunnels is proposed considering the structural characteristics of the soil. It is applied to a grouting uplift case in Ningbo Metro Line 2, and the calculated uplift efficiency of the tunnel is approximately 51%, which is close to the measured uplift efficiency of an interval of Shanghai Metro Line 2 in soft clayey ground. Furthermore, the parametric study is conducted, considering the parameters of grouting, strata and tunnel. The results indicate that the final uplift settlement and uplift efficiency of the tunnel are positively correlated with the coefficient of subgrade reaction and grouting volume, while negatively correlated with the yield stress of the strata. As the cover-to-depth ratio of the tunnel increases, the final uplift of the tunnel within the grouted range decreases, while the uplift efficiency exhibits negligible change. The proposed method provides support for the design of grouting for uplift of shield tunnel, in soft clayey ground.
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图 1 盾构隧道底部注浆抬升-沉降演化过程示意图
Figure 1. Schematic of evolution process of grouting-induced uplift and settlement of overlying shield tunnel
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图 2 注浆过程隧道抬升量计算模型
Figure 2. Theoretical model for calculating tunnel uplift during underlying grouting
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图 3 注浆过程盾构隧道抬升量计算流程
Figure 3. Calculation process of uplift of shield tunnel during underlying grouting
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图 7 竖向应力增量计算结果与试验结果对比
Figure 7. Comparison between measured and calculated additional vertical stresses
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图 8 宁波地铁2号线地质剖面及注浆方案（166环~174环）
Figure 8. Geological profile and grouting scheme of Ningbo Metro Line 2 (Ring 166 to Ring 174)
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图 9 盾构隧道抬升量实测值与计算值对比
Figure 9. Comparison between measured and calculated uplifts of shield tunnel
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图 10 土体屈服应力比对隧道最终抬升量及抬升效率的影响
Figure 10. Effects of yield stress ratio on final uplift amount and uplifting efficiency of tunnel
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图 11 注浆体积对隧道最终抬升量及抬升效率的影响
Figure 11. Effects of grouting volume on final uplift amount and uplifting efficiency of tunnel
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图 12 隧道埋深比对隧道最终抬升量及抬升效率的影响
Figure 12. Effects of cover-to-diameter ratio of tunnel on final uplift amount and uplifting efficiency
表 1 宁波地铁2号线盾构隧道注浆抬升工程参数
Table 1 Parameters of grouting uplift project for shield tunnel of Ningbo Metro Line 2
参数名称 参数取值 隧道参数 C/m 10 D/m 6.2 (EI)'/(kN·m2) 1.91×108 (κGA)'/kN 4.14×106 土体参数
（淤泥质黏土）v 0.4 Es/MPa 2.83 St 2.22 k/(kN·m-3) 4273 G/MPa 40 κ 0.01 λ 0.2 Μ 1.5 注浆参数 V/L 13300 V0/L 950 N/个 14 nz/个 10 r/m 0.283 h/m 2 注浆方式 连续双孔 
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