Influence of Double Track Shield Tunnel Overpassing Construction on Existing Subways Based on HSS Model
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摘要: 针对某新建盾构隧道近接上跨既有地铁项目，基于小应变硬化模型（HSS），建立了三维有限元模型，通过与实测数据和莫尔–库伦模型计算结果的对比，验证了HSS模型计算的可靠性和优越性。在此基础上，进一步分析了新建隧道施工引起的既有隧道竖向变形特征，及隧道水平净距和叠交角度两参数对既有隧道变形的影响规律。结果表明：HSS模型计算结果与实测值吻合较好，能有效预测既有地铁隧道的变形；在新建隧道上跨穿越的影响下，既有地铁隧道产生竖向隆起变形，且变形主要发生在盾构下穿前的1.5倍新建隧道直径到穿越后的2倍新建隧道直径范围内；既有地铁隧道隆起峰值点会随着盾构二次穿越而发生偏移，且其竖向变形曲线呈现出“双峰”趋势；增大双线隧道水平净距和新旧隧道叠交角度，都能使既有隧道的变形减小。Abstract: A three-dimensional finite element model was established based on the HSS constitutive model for a newly constructed shield tunnel adjacent to an existing subway project. The correctness of the numerical calculation was verified by comparing it with measured data. On this basis, further analysis was conducted on the vertical deformation characteristics of existing tunnels caused by the construction of new tunnels, as well as the influence of the two parameters of tunnel horizontal clearance and overlap angle on the deformation of existing tunnels. The results show that the calculated results of HSS model are in good agreement with the measured values, and can effectively predict the deformation of existing subway tunnel. Under the influence of the new tunnel overpassing, the existing subway tunnel has vertical uplift deformation, and the deformation mainly occurs in the range of 1.5 times the diameter of the new tunnel before the shield tunneling under-crossing to 2 times the diameter of the new tunnel after the crossing. The uplift peak point of the existing subway tunnel will shift with the second crossing of the shield, and its vertical deformation curve shows a "double peak" trend. Increasing the horizontal clearance of double track tunnels and the overlapping angle of new and old tunnels can reduce the deformation of existing tunnels.
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表 1 土层及结构参数
名称 γ/(kN·m−3) c'/(kN·m−2) φ'/(°) $E_{50}^{{\text{ref}}}$/(kN·m−2) $E_{{\text{oed}}}^{{\text{ref}}}$/(kN·m−2) $E_{{\text{ur}}}^{{\text{ref}}}$/(kN·m−2) E'/(kN·m−2) ν $G_0^{{\text{ref}}}$/(kN·m−2) $ \gamma_{_{0.7}} $ 碎石填土 19.0 0 15 3500 3500 14000 3500 21000 2×10−4 砂质粉土 19.2 4 24 7000 7000 28000 14000 42000 2×10−4 淤泥质粉质黏土 17.3 13.5 10.5 2500 2500 10000 12500 15000 1.5×10−4 粉质黏土 19.4 25 14 6000 6000 24000 30000 36000 1.5×10−4 衬砌 24 2.93×108 0.1 盾壳 120 2×108 0 
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表 2 土层参数
名称 γ/(kN·m−3) c'/(kN·m−2) φ'/(°) $E_{50}^{{\text{ref}}}$/(kN·m−2) $E_{{\text{oed}}}^{{\text{ref}}}$f/(kN·m−2) $E_{{\text{ur}}}^{{\text{ref}}}$/(kN·m−2) $G_0^{{\text{ref}}}$/(kN·m−2) ${\gamma _{0.7}}$ 淤泥质粉质黏土 18 13.5 10.5 3000 3000 12000 18000 1.5×10−4
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