Analytical solutions for performance of existing shield tunnel subjected to overlying excavation under anti-uplift portal frame
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摘要: 上方开挖卸载导致既有盾构隧道结构产生上浮，易引发结构渗漏水、开裂等病害。竖井开挖联合门式框架技术是限制上方开挖引起既有隧道上浮的一种有效控制措施，但是目前仍缺少相应的理论方法用于指导门式抗浮框架的设计。为此，提出了既有隧道结构响应的解析解，可以实现竖井和基坑开挖阶段既有隧道结构纵向和横截面变形计算，并给出了相关的计算流程。通过与工程实例和三维数值模拟结果进行对比，验证了解析解的可靠性。通过典型算例计算和参数敏感性分析讨论了门式抗浮框架的作用机理以及既有隧道埋深和竖井开挖尺寸等因素的影响规律。结果表明：门式抗浮框架在基坑开挖阶段可以有效控制上方开挖引起的既有隧道变形，控制效果与既有隧道上方剩余覆土厚度密切相关，剩余覆土越小控制效果越明显；门式抗浮框架的作用效果主要取决于抗浮板与土体之间的作用力，抗拔桩与土体的作用力对既有隧道变形影响较小。
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关键词:
- 既有隧道 /
- 门式抗浮框架 /
- 解析解 /
- 竖井开挖 /
- Timoshenko梁
Abstract: The heave of the existing shield tunnels will be induced due to the above excavation, and then structural damages, including leakage and cracking, easily happen. The combination of the shaft excavation and anti-uplift portal frame is an effective technique to limit the heave of the existing tunnels, while the theoretical method is absent presently for the design of the anti-portal frame. Thus, the analytical solutions for the performance of the existing tunnels are proposed for both the longitudinal and cross-section deformations of the existing tunnels during the shaft excavation and foundation pit excavation, respectively. The flow chart is also provided. The results predicted by the analytical solutions are in good agreement with those of the field measurement and 3D numerical simulation, which proves the reliability of the analytical solutions. The mechanism of the anti-uplift portal frame is carefully investigated, and the sensitivity analysis of the buried depth of the existing tunnels and the excavation size of the shaft is performed. The results show that the anti-uplift portal frame can effectively control the deformation of the existing tunnels caused by the above excavation, strongly depending on the thickness of the soil above the existing tunnels. The efficiency of the anti-uplift portal frame is stronger with the decrease of the thickness of the soil above the existing tunnels. The effects of the anti-uplift portal frame mainly depends on the force between the anti-floating slab and the soil, and the uplift pile shows a minor influence on the deformation of the existing tunnels. -
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图 1 竖井开挖联合门式抗浮框架三维示意图
Figure 1. Illustration of combination of shaft excavation and anti-uplift portal frame
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图 4 Winkler地基上的铁木辛柯梁模型示意图
Figure 4. Illustration of Timoshenko beam lying on Winkler foundation
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图 5 既有隧道变形计算流程图
Figure 5. Flow chart for calculation of deformation of existing tunnel
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图 6 竖井开挖期间隧道拱顶上浮量解析解和实测值比较
Figure 6. Comparison between analytical and measured heaves of tunnel crown caused by shaft excavation
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图 8 基坑开挖导致的隧道拱顶上浮量解析解和数值解比较
Figure 8. Comparison between analytical and numerical heaves of tunnel crown caused by excavation
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图 9 门式抗浮框架和基坑开挖布置示意图
Figure 9. Illustration of anti-uplift portal frame and excavation
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图 10 有无门式抗浮框架隧道上浮变形的比较
Figure 10. Comparison of tunnel heaves with and without anti-uplift portal frame
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图 11 有无抗浮框架隧道收敛变形的比较
Figure 11. Comparison of tunnel convergences with and without anti-uplift portal frame
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图 12 基坑开挖后抗拔桩的轴力分布
Figure 12. Distribution of axial force of uplift pile after excavation
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图 13 门式抗浮框架中抗浮板和抗拔桩的抗浮效果比较
Figure 13. Comparison of anti-floating effects of anti-floating slab and uplift pile in anti-uplift portal frame
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图 14 不同既有隧道埋深下隧道最大上浮变化
Figure 14. Variation of maximum tunnel heave under different buried depths of existing tunnel
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图 15 不同竖井开挖尺寸下隧道上浮变化
Figure 15. Variation of tunnel heave under different sizes of shaft
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图 16 不同竖井开挖尺寸下隧道收敛变形变化
Figure 16. Variation of tunnel convergence under different sizes of shaft
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图 17 不同抗拔桩桩长下隧道上浮变化
Figure 17. Variation of heave of existing tunnel under different lengths of up-lift pile
表 1 门式抗浮框架计算模型参数
Table 1 Parameters of model for anti-uplift portal frame
既有隧道 地层 埋深C/m 外径/m 等效抗弯刚度/(kN·m-2) 等效剪切刚度/kN E/kPa γ/(kN·m-3) ν c/kPa φ/(°) wr0/m k/(kN·m-1) 15 6.2 2.26×108 5.14×106 5×104 18 0.3 23 23.5 0.01 130 注：wr0为极限桩土相对位移，k为桩土界面的剪切刚度。 
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