大跨度绿泥石片岩隧道大变形机理与控制方法

陈建勋; 陈丽俊; 罗彦斌; 王传武; 刘伟伟

doi:10.19818/j.cnki.1671-1637.2021.02.008

大跨度绿泥石片岩隧道大变形机理与控制方法

doi: 10.19818/j.cnki.1671-1637.2021.02.008

长安大学公路学院，陕西西安 710064

基金项目:

国家自然科学基金项目 41831286

国家自然科学基金项目 51808049

详细信息

作者简介:
陈建勋(1969-)，男，陕西韩城人，长安大学教授，工学博士，从事隧道工程研究

通讯作者:
陈丽俊(1986-)，男，山西运城人，长安大学讲师，工学博士

中图分类号: U457
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出版历程
- 收稿日期: 2021-03-25
- 刊出日期: 2021-04-01

Mechanism and control method of large deformation for large-span chlorite schist tunnel

School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China

Funds:

National Natural Science Foundation of China 41831286

National Natural Science Foundation of China 51808049

More Information

Author Bio:
CHEN Jian-xun(1969-), male, professor, PhD, chenjx1969@chd.edu.cn

Corresponding author: CHEN Li-jun(1986), male, lecturer, PhD, chenlijun2004@126.com

摘要

摘要: 依托宝鸡至汉中高速公路连城山隧道(双洞六车道)，基于隧道变形和支护结构受力现场测试，分析了大跨度绿泥石片岩隧道大变形灾害特征和机理，总结了隧道大变形灾害综合控制方法，建立了大跨度绿泥石片岩隧道大变形分级标准，提出了各变形级别对应的支护参数。分析结果表明：大跨度绿泥石片岩隧道在开挖过程中以沉降变形为主，主要表现为拱部初期支护的整体沉降；在初期支护闭合后，主要表现为边墙的挤出变形和墙脚下沉引起的仰拱底鼓；大变形灾害主要表现为掌子面失稳垮塌、初期支护变形侵限破坏、锁脚锚管脱焊失效、二次衬砌开裂、边墙下沉以及仰拱回填隆起开裂；绿泥石片岩极其软弱、破碎及仰拱基底遇水软化，是造成隧道大变形灾害的根本原因；隧道开挖跨度大(最大开挖跨度为19.6 m)、断面扁平、拱脚地基承载力不足而缺乏有效约束，加剧了隧道支护变形侵限和失稳破坏；初期支护承载能力有限，围岩荷载不断传递至二次衬砌，是导致二次衬砌开裂的直接原因；围岩变形机制为拱部岩体黏聚力难以克服自重而产生不断向下的滑移和松动机制，以及墙脚和仰拱部位围岩低强度应力比引起的软岩塑性流动机制；通过采用“三台阶留核心土法+大预留+双层HK200b钢架分次支护+大直径锁脚锚管+围岩径向注浆+加深仰拱”的大变形灾害综合控制方法，同时对隧道大变形进行分级管理，有效避免了隧道大变形灾害的发生。
- 隧道工程 /
- 软岩 /
- 大跨度隧道 /
- 变形机理 /
- 控制方法
Abstract: Based on the field test of deformations and stresses of supporting structures in the Lianchengshan Tunnel of Baoji-Hanzhong Expressway (double-hole six-lane), the characteristics and mechanism of large deformation disasters of large-span chlorite schist tunnels were analyzed, the comprehensive control method of large deformation disasters of the tunnel was summarized, the classification standard of large deformation of large-span chlorite schist tunnel was established, and the corresponding support parameters of each deformation grade were proposed. Analysis result shows that the large-span chlorite schist tunnel mainly has the settlement deformation during the tunnel excavation, which is mainly manifested as the overall settlement of the primary support. After the primary support is closed, the tunnel deformation is mainly manifested by the extrusion deformation of the side wall and the bottom heave of tunnel invert caused by the settlement of tunnel foot. The large deformation disasters are mainly as follows: the instability and collapse of tunnel face, primary support invasion and failure, the unsoldering and failure of feet-lock pipe, the cracking of secondary lining, the sinking of side wall, and the uplift and cracking of invert backfill. The chlorite schist is extremely weak and broken, and the invert base is softened by water, which are the fundamental causes of large deformation disaster of the tunnel. The large span of tunnel excavation (the maximum excavation span is 19.6 m), the flat tunnel section, and the lack of bearing capacity and effective restraint for arch foot foundation aggravate the deformation intrusion and instability failure of tunnel structure. The limited bearing capacity of primary support, causing loads to be continuously transmitted to the secondary lining, is the direct cause of the cracking of secondary lining. The deformation mechanism of surrounding rock can be summarized as the continuous downward slipping and loosening mechanism caused by the difficulty of the cohesion of arch rock mass in overcoming its own weight, and the plastic flow mechanism of soft rock caused by the low-strength stress ratio at the tunnel foot and invert. The large deformation disaster of the tunnel can be effectively avoided by adopting the comprehensive control method of "three-step core soil method+large reservation deformation+double-layer HK200b steel frame+large-diameter feet-lock pipe+radial grouting of surrounding rock+deepening tunnel invert", and managing the large deformation hierarchically at the same time. 5 tabs, 18 figs, 32 refs.
- tunnel engineering /
- soft rock /
- large-span tunnel /
- deformation mechanism /
- control method

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图 1 连城山隧道

Figure 1. Lianchengshan Tunnel

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图 2 绿泥石片岩

Figure 2. Chlorite schist

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图 3 三台阶留核心土施工方法

Figure 3. Construction method of three-step core soil

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图 4 隧道掌子面垮塌

Figure 4. Collapse of tunnel face

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图 5 典型断面变形-时间曲线

Figure 5. Deformation-time curves of typical sections

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图 6 初期支护变形侵限

Figure 6. Primary support invades inner contour

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图 7 锁脚锚管脱焊失效

Figure 7. Unsoldering failure of feet-lock pipe

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图 8 喷射混凝土严重开裂

Figure 8. Severely cracked shotcrete

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图 9 隧道边墙部位钢架挤出变形

Figure 9. Extrusion deformation of steel ribs at side wall of tunnel

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图 10 二次衬砌墙脚与仰拱回填分离

Figure 10. Invert filling separated from foot of secondary lining

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图 11 仰拱部位钢架扭曲变形

Figure 11. Twisted and deformed steel ribs at invert

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图 12 遇水崩解成泥的绿泥石片岩

Figure 12. Chlorite schist that disintegrates into mud when exposed to water

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图 13 钢架弯扭变形

Figure 13. Flexural-torsional deformation of steel ribs

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图 14 隧道支护前、后围岩状态

Figure 14. Surrounding rock conditions before and after tunnel support

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图 15 大直径锁脚锚管

Figure 15. Feet-lock pipes with large diameter

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图 16 典型断面围岩注浆前、后水平收敛变形-时间曲线

Figure 16. Horizontal convergence deformation-time curves of typical section before and after grouting of surrounding rock

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图 17 典型断面仰拱与基底接触压力

Figure 17. Contact pressures between invert and basement of typical section

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图 18 典型断面二次衬砌混凝土应力-时间曲线

Figure 18. Concrete stress-time curves in secondary lining of typical section

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表 1 不同岩体状态下绿泥石片岩隧道预留变形量

Table 1. Reserved deformations of chlorite schist tunnel in different rock mass conditions

岩体状态	粉末或散体状	碎裂状(粉末加块石)	薄层或碎裂状	厚层或块状
实测沉降/cm	36~89	23~68	15~49	3~24
建议预留变形量/cm	70~95	50~70	30~50	15~30

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表 2 不同施工方案实施效果综合对比

Table 2. Comprehensive comparison of implementation effects of different construction schemes

方案	施工安全性	工艺复杂程度	每延米造价/万元	变形控制效果	结构安全性	月进尺/m
一	拆换拱安全风险高	很复杂(需拆换拱、二次扩挖和出渣)	22.37	临时应力释放层变形不可控	安全	25.0
二	安全	较复杂	19.57	变形可控	安全	38.4

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表 3 ϕ108锁脚锚管施作前、后隧道初期支护沉降速率

Table 3. Settlement rates of primary support before and after installation of ϕ108 feet-lock pipe

桩号	隧道平均沉降速率/(mm·d^-1)		沉降速率相对变化量/%
桩号	锁脚锚管施作前	锁脚锚管施作后	沉降速率相对变化量/%
ZK197+045	31.3	7.2	77.0
ZK197+054	42.4	9.6	77.4
ZK197+060	25.0	5.1	81.6

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表 4 大跨度绿泥石片岩隧道大变形分级标准

Table 4. Classification standard of large deformation for large-span chlorite schist tunnel

大变形级别	极严重	严重	中等	轻微
岩体特征	粉末状(散体状，极破碎，K_v≤0.15)	碎裂状(粉末加块石，0.15 < K_v≤0.35)	破碎薄层状(0.35 < K_v≤0.55，d≤10 cm)	破碎厚层状(或块状，0.55 < K_v≤0.75，d＞10 cm)
支护受力特征	喷射混凝土大面积严重开裂、掉块，大范围钢架扭曲变形，大范围锁脚锚管端部脱焊	喷射混凝土严重开裂、掉块，钢架扭曲变形严重，大范围锁脚锚管端部脱焊	局部喷射混凝土严重开裂，局部钢架扭曲变形，部分锁脚锚管端部脱焊	喷射混凝土在钢架接头部位开裂、剥落，局部钢架扭曲变形
早期变形速率/(cm·d^-1)	大于10	5~10	3~5	1~3
岩体变形模量/MPa	小于20	20~35	35~60	60~150
岩体强度	C=100~150 kPa，φ=28°~33°	R_C＜5 MPa	R_C=5~15 MPa	R_C=15~25 MPa
预估变形量/cm	大于80	50~80	30~50	15~30

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表 5 大跨度绿泥石片岩隧道各变形级别对应的支护参数

Table 5. Supporting parameters of large-span chlorite schist tunnel with different deformation levels

大变形级别		轻微	中等	严重	极严重
预留变形量/cm		15~30	30~50	50~70	70~95
超前小导管	类型	单排	单排或双排	双排
	直径/mm	50
	长度/m	3.5
钢架	类型	单层HK200b	双层HK200b
钢架	间距/cm	80	70~80	60~70	50~60
喷射混凝土	强度等级	C25
喷射混凝土	厚度/cm	28	56(拱墙)，28(仰拱)	56(拱墙)，28(仰拱)	56(拱墙)，28(仰拱)
径向注浆			必要时采用	必要时采用	采用
小直径锁脚锚管	直径/mm	50
	长度/m	4
	数量/根	16	24	28	28
大直径锁脚锚管	直径/mm		89	108
	长度/m	6
	数量/根		4(每2榀钢架)		4(每1榀钢架)
仰拱开挖深度/m		3.61
仰拱回填类型		C20素混凝土
二次衬砌	强度等级	C35
	环向钢筋直径/mm	28
	环向钢筋间距/cm	20
	纵向钢筋直径/mm	12		28
	厚度/cm	80(拱墙)，100(仰拱)

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