Deformation law of surrounding rock in shallow buried asymmetric small clear distance tunnel with different construction methods
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摘要: 双洞非对称断面小净距隧道常因施工方法不当产生偏压，造成中夹岩叠加受力，致使隧洞塌方。依托南京地铁7号线清凉山站工程，采用有限元法分别对双台阶法、CD−二台阶法和双侧壁导坑−三台阶法开挖非对称小净距隧道围岩变形规律进行模拟研究，并选出合理的施工方法。结果表明：（1）隧道围岩最大沉降发生在拱顶位置，拱底出现土体隆起现象。地表沉降与隧道中线位置成正比关系，沉降曲线趋于“单峰”形态。围岩塑性区主要分布在隧洞拱腰、边墙和中夹岩处，且在中夹岩处出现贯通现象，双台阶法开挖隧道围岩塑性区范围明显大于其它方法。（2）三种施工方法的拱顶沉降值均为大洞>小洞。双侧壁导坑−三台阶法的大洞拱顶沉降值相比CD−二台阶法和双台阶法分别减小了4.33%，24.01%，小洞拱顶沉降分别减小了4.95%，11.77%；三种施工方法地表沉降最大值由大到小为：双台阶法、CD−二台阶法、双侧壁导坑−三台阶法。经变形控制、施工效率、经济性等多方面综合对比，选出CD−二台阶法为最优施工方法。（3）CD−二台阶法地表及拱顶沉降的现场监测值与模拟结果对比分析发现围岩变形规律一致。Abstract: Aiming at the problem that unreasonable construction methods for double-hole asymmetric section small clear-distance tunnels cause unbalanced loading, leading to tunnel collapse risk due to superimposed stress in the intermediate rock pillar, this study investigates the Qingliangshan Station project of Nanjing Metro Line 7. The finite element method is used to simulate surrounding rock deformation laws under three excavation methods: double-step method, CD − two-step method, and double-side wall guide pit method − thiple-step method, to select an optimal construction method. The results show that: (1) Maximum surrounding rock settlement occurs at the vault, with soil heave at the arch bottom. Surface settlement is proportional to the tunnel’s centerline position, and the settlement curve tends to a single-peak shape. Plastic zones are mainly distributed at the arch waist, sidewalls, and intermediate rock pillar, with potential continuity in the intermediate rock pillar; the double-step method results in significantly larger plastic zones than other methods. (2) Vault settlement values for all methods follow large tunnel > small tunnel. Compared to the CD − two-step method and double-step method, the double-side wall guide pit − triple-step method reduces large tunnel vault settlement by 4.33% and 24.01%, and small tunnel vault settlement by 4.95% and 11.77%, respectively. Maximum surface settlement ranks as: double-step method > CD − two-step method > double-side wall guide pit − triple-step method. The CD − two-step method is selected as the optimal method after comparison of deformation control, construction efficiency, economy and other aspects. (3) Field monitoring and simulation results for surface and vault under the CD − two-step method show consistent surrounding rock deformation laws.
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图 1 非对称小净距段隧道平面位置示意图
Figure 1. Schematic diagram of the plan position of the tunnel in the asymmetric small-clearance section
图 2 双侧壁导坑–三台阶法施工工序图
Figure 2. Construction process diagram of double-side wall guide pit method – triple-step method
图 3 CD法−二台阶法施工工序图
Figure 3. Construction process diagram of CD method – two-step method
图 8 双侧壁导坑−三台阶法位移云图
Figure 8. Displacement cloud diagram of double-side wall guide pit method – thiple-step method
图 9 CD−二台阶法位移云图
Figure 9. Displacement cloud diagram of the CD method – two-step method
图 13 围岩塑性区分布云图
Figure 13. Cloud map of the distribution of the plastic zone in the surrounding rock
表 1 岩土层及支护结构参数
Table 1. Rock and soil layer and supporting structure parameters
岩土层/支护材料 重度/(kN∙m−3) 弹性模量/MPa 泊松比 内摩擦角/（°） 黏聚力/kPa 厚度/m 填土层 20 27 0.33 13 15 3.5 粉质黏土 19.8 12 0.35 27.8 16.5 4.6 中等风化砂岩 22.5 1300 0.35 27 50 50 左加固区 30 3100 0.3 20 30 右加固区 29 2600 0.3 20 30 中岩墙加固 29.64 1290 0.33 31.4 58 1.5 初期支护 23 22300 0.2 0.30 支撑 25 23400 0.2 
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表 2 三种施工方法数值模拟结果
Table 2. Numerical simulation results of three construction methods
施工方法 围岩位移/mm 地表沉降/mm 拱顶沉降/mm 沉降 拱底隆起 左洞 右洞 双侧壁导坑−三台阶法 14.69 6.71 10.09 12.59 13.04 CD−二台阶法 16.42 6.32 10.75 13.13 13.68 双台阶法 18.20 6.59 12.50 15.61 14.57
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表 3 三种施工方法综合比选
Table 3. Comprehensive comparison of three construction methods
评价指标 围岩最大沉降/mm 地表沉降/mm 单循环施工步数 临时支撑数量/道 单循环工期/天 材料成本/(万元/m) 工序衔接难度 双侧壁导坑−三台阶法 14.69 10.09 6 8（需拆除） 14 3.8 导坑转换频繁 CD−二台阶法 16.42 10.75 5 4（部分拆除） 10 3.2 需中隔壁拆除 双台阶法 18.2 12.5 3 0 7 2.5 工序简单
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