花岗质侵入岩地层隧址区的初始地应力场反演分析

周子寒; 何川; 蒙伟; 汪波; 寇昊; 陈子全

doi:10.3969/j.issn.0258-2724.20200074

花岗质侵入岩地层隧址区的初始地应力场反演分析

doi: 10.3969/j.issn.0258-2724.20200074

西南交通大学交通隧道工程教育部重点实验室，四川成都 610031

基金项目: 国家自然科学基金（52008351）；四川省科技计划（2021YJ0539）；四川省交通运输科技项目（2021-B-01）；中央高校基本科研业务费专项资金（2682021CX013）

详细信息

作者简介:
周子寒（1994—），男，博士研究生，研究方向为隧道与地下工程，E-mail：zihanzhou18@163.com

通讯作者:
何川（1964—），男，教授，研究方向为隧道与地下工程，E-mail：chuanhe21@163.com

中图分类号: U452
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出版历程
- 收稿日期: 2020-03-07
- 修回日期: 2020-05-07
- 网络出版日期: 2020-05-20
- 刊出日期: 2020-05-20

Back Analysis of Initial Geostress Field in Tunnel Site of Granitic Intrusive Rock Stratum

Key Laboratory of Transportation Tunnel Engineering of Ministry of Education, Southwest Jiaotong University, Chengdu 610031, China

摘要

摘要:
火山隧道隧址区地层主要以花岗闪长岩侵入砂、泥岩分布，隧道轴线穿越花岗质侵入岩附近，岩性变化剧烈，地应力分布复杂. 利用地应力实测数据反分析侵入岩体区域初始地应力场分布规律以对设计、施工提供理论指导. 根据火山隧道地勘资料建立三维数值模型，基于现场水压致裂法实测原位地应力数据，采用多元线性回归法反演得到工程区域初始地应力场，重点讨论了花岗闪长岩侵入面附近地应力分布规律. 结果表明：花岗质侵入岩区域初始地应力场分布规律十分复杂，主应力量值及水平主应力方向均在侵入体内外侧发生剧烈变化（隧道轴线的主应力量值变化幅度为2.0～5.3 MPa，角度变化幅度为50.7°～178.8°）；埋深和侵入体分布形态成为影响初始地应力场分布的重要因素，埋深越大或侵入体岩床横截面越小，初始地应力量值越大；同时侵入体前沿区域受到挤压构造作用显著，应力集中现象较为明显.
- 花岗质侵入岩 /
- 侵入体 /
- 隧道 /
- 地应力 /
- 反演
Abstract:
The stratum of the Huoshan tunnel mainly distributes sandstone and mudstone intrusive by granodiorite. The tunnel axis passes through the granitic intrusive rock area where the lithology changes drastically, and the distribution of initial geostress is complicated. Back analysis the characteristics of the initial geostress field in the intrusive rock mass area based on the measured geostress data can further guide the design and construction. A three-dimensional numerical model is established depending on the geological survey data of the Huoshan tunnel. The initial geostress data of borehole is measured by the hydraulic fracturing method, multivariate linear regression method is used to obtain the initial geostress field in engineering area. The distribution of initial geostress near the granodiorite intrusion surface is discussed. The results show that the distribution of the initial geostress field in granitic intrusive rock is very complicated. Both the magnitude of the principal stresses and the direction of the horizontal principal stresses inside and outside the intrusive bodies have changed dramatically (the change range of the principal stress magnitude is about 2.0−5.3 MPa, and that of the principal stress angle is about 50.7°−178.8°). Burial depth and distribution of intrusive body have become important factors affecting the distribution of initial geostress field, and the larger the burial depth or the smaller the cross section of the intrusive rock body, the larger the initial geostress value; At the same time, the front area of the intrusive body was significantly impacted by compressive tectonics, and stress concentration is more obvious.
- granitic intrusive rock /
- intrusive body /
- tunnel /
- initial geostress /
- back analysis

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图 1 火山隧道纵断面

Figure 1. Longitudinal section of Huoshan tunnel

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图 2 有限元计算模型

Figure 2. Finite element calculation model

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图 3 模型荷载示意

Figure 3. Model load indication

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图 4 隧道轴线初始地应力分布

Figure 4. Initial geostress distribution of the tunnel axis

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图 5 ZX-1～ZX-5初始地应力分布

Figure 5. Initial geostress distribution (ZX-1−ZX-5 )

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图 6 SX-1～SX-5初始地应力分布

Figure 6. Initial geostress distribution (SX-1−SX-5)

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图 7 最大水平主应力与X轴夹角示意

注：图中长线表示最大水平主应力方向，短线表示最小水平主应力方向.

Figure 7. Diagram of the angles between maximum horizontal principal stress and X-axis

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表 1 SK-02钻孔水压致裂原位地应力测量结果

Table 1. Initial geostress measurement results of hydraulic fracturing method in SK-02 borehole

测点编号	测段深度/m	${\sigma _{\text{H}}}/{\rm MPa}$	${\sigma _{\text{h}}}/{\rm MPa}$	${\sigma _{\text{v}}}/{\rm MPa}$	${\sigma _{\text{H}}}$方位
1	165.6	6.14	4.07	4.22
2	220.7	7.43	5.01	5.62
3	261.3	8.15	5.65	6.66	N15°W
4	285.6	8.54	5.99	7.28	N9°W

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表 2 岩体物理力学性质参数

Table 2. Physico-mechanical parameters of rock masses

岩体类型	弹性模量/GPa	泊松比	密度/（kg•m⁻³）
花岗闪长岩	13	0.28	2610
砂岩	3.5	0.32	2670
泥岩	1.5	0.40	2640
砂岩、泥岩	3	0.34	2660

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表 3 实测原位地应力值与回归值对比

Table 3. Comparison of measured initial geostress values and regression values MPa

测点编号	${\sigma _X}$				${\sigma _Y}$				${\sigma _{\textit{Z}}}$				${\tau _{XY}}$
测点编号	实测值	回归值	绝对误差	相对误差/%	实测值	回归值	绝对误差	相对误差/%	实测值	回归值	绝对误差	相对误差/%	实测值	回归值	绝对误差	相对误差/%
1	−4.15	−4.59	0.44	10.6	−6.06	−7.19	1.13	18.6	−4.22	−3.96	0.26	6.2	−0.41	−0.53	0.12	29.3
2	−5.11	−5.17	0.06	1.2	−7.33	−7.29	0.04	0.5	−5.62	−5.66	0.04	0.7	−0.48	−0.48	0	0
3	−5.75	−5.60	0.15	2.6	−8.05	−7.41	0.64	8.0	−6.66	−6.88	0.22	3.3	−0.50	−0.44	0.06	12.0
4	−6.10	−5.84	0.26	4.3	−8.44	−7.50	0.94	11.1	−7.28	−7.60	0.32	4.4	−0.51	−0.41	0.10	19.6
注：${\sigma _X}、{\sigma _Y}、{\sigma _{\textit{Z}}}$分别为$X、Y、Z$方向正应力值；${\tau _{XY}}$为$XOY$平面剪应力.

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表 4 最大水平主应力减小量值

Table 4. Maximum horizontal principal stress reduction magnitude

轴线编号	应力减小处埋深/m	减小幅度/MPa
ZX-1	372	4.5
ZX-2	324	5.3
ZX-3	296	6.3
ZX-4	214	4.5
ZX-5	128	5.7

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表 5 最大水平主应力与X轴夹角

Table 5. Angles between maximum horizontal principal stress and X-axis

测点编号	侵入体内侧 ${\sigma _{\text{H}}}$与 X 轴夹角/（°）	侵入体外侧 ${\sigma _{\text{H}}}$与 X 轴夹角/（°）
1	88.1	−86.7
2	89.6	−74.8
3	89.0	−74.6
4	83.6	−54.9
5	53.5	−60.8
6	79.7	−86.2
7	77.9	−54.9
8	88.5	−90.0
9	89.9	−87.4
10	89.4	−89.4
11	86.7	−56.1
12	15.2	−35.5
注：最大主应力与X轴夹角以顺时针为正，以逆时针为负.

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