浅埋超大断面隧道扁平率优化和工法比选研究

孟陈祥; 林厚权; 李响; 张晓功; 刘建坤

doi:10.20265/j.cnki.issn.1007-2993.2024-0093

浅埋超大断面隧道扁平率优化和工法比选研究

doi: 10.20265/j.cnki.issn.1007-2993.2024-0093

1.
上海隧道工程有限公司，上海　200032
2.
中山大学土木工程学院，广东珠海　519000

基金项目: 上海隧道工程有限公司专项研究科研项目（2022—sk—19）

详细信息

作者简介:
孟陈祥，男，1995年生，硕士，工程师。研究方向：隧道与地下工程方向。E-mail：598649661@qq.com

通讯作者:
林厚权，男，1999年生，在读硕士研究生。研究方向：岩石力学。E-mail：linhq26@mail2.sysu.edu.cn

中图分类号: U455.4
计量
- 文章访问数: 18
- HTML全文浏览量: 5
- PDF下载量: 6
- 被引次数: 0
出版历程
- 收稿日期: 2024-03-01
- 修回日期: 2024-05-07
- 录用日期: 2024-08-29
- 刊出日期: 2025-06-09

Optimization of flat ratio and selection of construction method for shallow buried super-large section tunnels

1.
Shanghai Tunnel Engineering Co., Ltd., Shanghai 200032, China
2.
School of Civil Engineering, Sun Yat-Sen University, Zhuhai 519000, Guangdong, China

摘要

摘要: 对于浅埋超大断面扁平结构隧道而言，合理的断面设计和工法选择关乎隧道建设的安全性。采用有限差分计算软件FLAC 3D对深汕合作区通港大道2号隧道进行扁平率和工法优化设计。研究了4种不同扁平率和2种不同工法对隧道围岩变形和应力分布的影响，运用熵权法确定塑性区面积、拱顶沉降、地表沉降等指标的权重，对各方案进行综合评分和比选，提出所研究隧道工程的最优扁平率和工法匹配方案。数值模拟结果表明：采用扁平率为0.65的断面设计和双侧壁导坑法开挖是最优的方案。现场施工监测数据与数值模拟结果有较高的吻合度，验证了所建立的数值模型的准确性和所提出的优化施工方案的可行性。研究结果可为浅埋超大断面扁平结构隧道的建设提供理论支撑和数据参考。
- 超大断面 /
- 扁平率 /
- 双侧壁导坑法 /
- CD法 /
- 综合评价
Abstract: For shallow-buried oversized cross-section flat structure tunnels, reasonable cross-section design and construction method selection are crucial for ensuring tunnel construction safety. In this study, finite difference computation software FLAC 3D was employed to optimize the flat ratio and construction method for Tunnel No.2 of Tonggang Road in the Shenzhen-Shanwei Cooperation Zone. The effects of four different flat ratios and two distinct construction methods on the deformation and stress distribution of the surrounding rock were analyzed, and the entropy weight method was utilized to determine the weights of indicators such as plastic zone area, vault settlement, and ground settlement. Each scheme was evaluated through comprehensive scoring and comparison, leading to the proposal of the optimal flat ratio and construction method for the studied tunnel project. Numerical simulation results indicated that a section design with a flat ratio of 0.65 combined with the double-side drift excavation method represents the optimal solution. The high consistency between field construction monitoring data and numerical simulation results was demonstrated, validating the accuracy of the established numerical model and the feasibility of the proposed optimized construction scheme. The findings provide theoretical support and data references for the construction of shallow buried super-large sections of flat structure tunnels.
- super-large section /
- flat ratio /
- double side drift method /
- CD method /
- comprehensive assessment

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图 1 模拟方案示意图

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图 2 开挖步序示意图

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图 3 隧道开挖几何模型（单位：m）

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图 4 隧道支护工序模拟示意图

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图 5 塑性区分布

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图 6 塑性区面积

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图 7 隧道围岩变形

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图 8 最大主应力云图（正值为拉应力，负值为压应力，单位：Pa）

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图 9 最小主应力云图（单位：Pa）

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图 10 隧道围岩应力最大值

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图 11 综合评分图

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表 1 V级围岩材料参数

指标	参数
弹性模量/ GPa	2
泊松比	0.39
黏聚力/ MPa	0.20
内摩擦角/（°）	25
密度/ （kg·m⁻³）	2000
抗拉强度/ MPa	0.57

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表 2 初期支护参数

支护措施	喷射混凝土	锚杆	钢拱架
型号	C25	D25中空注浆锚杆	HW200b型钢
尺寸和间距	厚0.3 m	长5 m，环距1 m，纵距0.3 m	纵距0.5 m
弹性模量/ GPa	28	206	206
泊松比	0.2	0.25	0.25
密度/ （kg·m^–3）	2400	7850	7850

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表 3 隧道各部位主应力 kPa

指标	部位	方案
指标	部位	A_0.50	A_0.55	A_0.60	A_0.65	B_0.50	B_0.55	B_0.60	B_0.65
最大主应力	拱顶	34.07	17.60	−15.94	−31.78	−14.85	−48.35	−56.03	−68.42
	拱底	21.31	17.26	12.57	6.25	−1.29	−4.47	−8.06	−7.86
	左拱腰	−183.82	−184.08	−122.30	−134.34	−103.31	−119.49	−130.29	−84.00
	右拱腰	−165.00	−187.86	−153.15	−142.69	−122.37	−113.87	−122.95	−80.16
	左拱脚	−428.31	−445.87	−464.91	−484.59	−417.48	−447.74	−459.70	−485.59
	右拱脚	−467.90	−473.36	−488.41	−510.55	−449.34	−469.33	−480.90	−513.42
最小主应力	拱顶	−191.69	−204.15	−218.32	−212.77	−48.76	−108.27	−138.23	−169.76
	拱底	−87.70	−137.72	−156.55	−192.21	−62.07	−77.14	−95.91	−121.14
	左拱腰	−854.72	−858.47	−828.43	−780.14	−892.59	−870.88	−871.84	−763.75
	右拱腰	−847.55	−853.26	−827.48	−799.02	−834.70	−855.45	−870.31	−752.81
	左拱脚	−1346.70	−1354.24	−1354.51	−1366.79	−1391.02	−1362.01	−1371.47	−1416.59
	右拱脚	−1306.26	−1298.95	−1291.88	−1305.29	−1379.11	−1339.15	−1345.58	−1389.06
注：正值代表拉应力，负值代表压应力。

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表 4 各方案评判指标数据

指标	方案
指标	A_0.50	A_0.55	A_0.60	A_0.65	B_0.50	B_0.55	B_0.60	B_0.65
塑性区面积/ m²	14.638	13.107	12.684	12.301	14.468	10.826	10.762	10.649
拱顶沉降/ mm	3.296	2.918	2.577	2.333	3.215	3.011	2.648	2.195
地表沉降/ mm	2.440	2.058	1.846	1.674	2.209	2.154	1.912	1.576
水平收敛/ mm	0.351	0.438	0.557	0.697	1.014	1.073	1.181	1.289
最大拉应力/ kPa	158.18	149.23	138.84	137.85	169.00	112.97	78.64	95.63
最大压应力/ kPa	1503.30	1499.80	1516.45	1547.41	1551.32	1550.96	1562.59	1616.67

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表 5 各项指标客观权重

指标	权重/%
塑性区面积	18.627
拱顶沉降	19.118
地表沉降	13.450
水平收敛	19.099
最大拉应力	19.318
最大压应力	10.388

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表 6 各方案的综合评价

排序	方案	综合评分	扁平率	开挖工法
1	B_0.65	0.669	0.65	双侧壁导坑法
2	A_0.65	0.644	0.65	CD法
3	B_0.60	0.639	0.60	双侧壁导坑法
4	A_0.60	0.611	0.60	CD法
5	A_0.55	0.516	0.55	CD法
6	B_0.55	0.494	0.55	双侧壁导坑法
7	A_0.50	0.315	0.50	CD法
8	B_0.50	0.172	0.50	双侧壁导坑法

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表 7 计算值与实测值对比

指标	计算值	实测值
拱顶沉降/mm	2.195	2.1
水平收敛/mm	1.289	1.9

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