基于水压致裂法的三山岛深竖井工程区地应力测量与反演分析

朱明德; 王照亚; 张月征; 李文光; 侯奎奎; 纪洪广; 尹延天; 付桢; 郝英杰

doi:10.12090/j.issn.1006-6616.20232911

基于水压致裂法的三山岛深竖井工程区地应力测量与反演分析

doi: 10.12090/j.issn.1006-6616.20232911

朱明德^{1, 2,},
王照亚^3, ,,
张月征^{4, 5},
李文光³,
侯奎奎^{1, 2},
纪洪广^{4, 5},
尹延天^{1, 2},
付桢^{4, 5},
郝英杰^{1, 2}

1.
山东黄金集团有限公司深井开采实验室，山东莱州 261400
2.
山东省深海深地金属矿智能开采重点实验室，山东莱州 261400
3.
山东黄金矿业（莱州）有限公司三山岛金矿，山东莱州 261400
4.
北京科技大学城市地下空间工程北京市重点实验室，北京 100083
5.
矿山深井建设技术国家工程研究中心，北京 100013

基金项目: 山东省自然科学基金项目（ZR2021ZD36）

详细信息

作者简介:
朱明德（1988—），男，硕士，主要从事岩石力学与地应力测量等相关工作。E-mail：zhumingde@sd-gold.com

通讯作者:
王照亚（1969—），男，高级工程师，主要从事岩石力学基础理论与岩土工程相关工作。E-mail：wangzhaoya@sd-gold.com

中图分类号: P553
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出版历程
- 收稿日期: 2023-02-28
- 修回日期: 2023-04-25
- 录用日期: 2023-05-08

In-situ stress measurement and inversion analysis of the deep shaft project area in Sanshan Island based on hydraulic fracturing method

ZHU Mingde^{1, 2
,},
WANG Zhaoya^{3
, ,},
ZHANG Yuezheng^{4, 5},
LI Wenguang³,
HOU Kuikui^{1, 2},
JI Hongguang^{4, 5},
YIN Yantian^{1, 2},
FU Zhen^{4, 5},
HAO Yingjie^{1, 2}

1.
Deep Mining Laboratory of Shandong Gold Group Co Ltd, Laizhou 261400, Shandong, China
2.
Shandong Key Laboratory of Deep-sea and Deep-earth Metallic Mineral Intelligent Mining, Laizhou 261400, Shandong, China
3.
Sanshandao Gold Mine of Shandong Gold Mining Industry Co., Ltd., Laizhou 261400, Shandong, China
4.
Beijing Key Laboratory of Urban Underground Space Engineering, University of Science and Technology Beijing, Beijing 100083, China
5.
National Engineering Research Center of Deep Shaft Construction, Beijing 100013, China

Funds: This research is financially supported by the Shandong Provincial Natural Science Foundation（Grant ZR2021ZD36）

摘要

摘要:
山东省三山岛西岭矿区拟建2000 m深副井，属于超深井建设工程。揭示建井工程区地应力场特征是开展竖井设计、建设施工的必要先决条件之一，研究中采用水压致裂法开展了深部竖井地应力现场测量工作，测量深度达到1899.00 m，通过数值仿真模拟方法反演了竖井工程区2017.56 m深的地应力场。结果表明：在水压致裂测试的钻孔357.76～1899.00 m深度范围内，最大水平主应力（S_H）为23.16～70.86 MPa，最小水平主应力（S_h）为15.24～47.06 MPa；主应力随深度近于线性增加，地应力测量孔实测最大水平主应力方向分别为NW55.5°、NW60.4°、NW58.4°，为近北西方向；竖井工程区应力场主要以水平应力为主导，1200.00 m以下铅直主应力（S_v）为中间应力，S_H与S_v之比平均值为1.53；通过FLAC 3D软件的反演分析获得了建井工程区内地应力场随深度、地层变化的分布规律，测试点的反演结果与实测值基本一致。近2000 m超深地层地应力状态及其分布规律，为竖井工程的井筒井壁设计和工程风险评估提供了基础科学依据。
- 深竖井 /
- 深部地层 /
- 水压致裂法 /
- 地应力测量 /
- 地应力反演
Abstract:
The proposed 2000-meter-deep auxiliary shaft at the Xiling mine, Sanshan Island, Shandong Province, is an ultra-deep shaft construction project. Revealing the characteristics of the in-situ stress field in the shaft construction area is one of the necessary prerequisites for the design and construction of the shaft. We measured the in-situ stress in the deep shaft by hydraulic fracturing method to a depth of 1899.00 m and inverted the 2017.56-meter-deep in-situ stress field in the shaft construction area by numerical simulation. The results show that the maximum horizontal principal stress (S_H) ranges from 23.16 to 70.86 MPa, and the minimum horizontal principal stress (S_h) from 15.24 to 47.06 MPa in the depth range from 357.76 to 1899.00 m in the borehole tested by hydraulic fracturing; the principal stress increases nearly linearly with depth, and the measured maximum horizontal principal stress directions in the measured boreholes are NW 55.5°, NW 60.4°, and NW 58.4°, respectively. Horizontal stress mainly dominates the stress field in the shaft engineering area, the vertical stress (S_v) below 1200.00 m is the intermediate stress, and the average value of the ratio of S_H to S_v is 1.53. The in-situ stress field distribution pattern in the well-construction area with depth and stratigraphic changes is obtained by inversion analysis of FLAC 3D software. The inversion results are basically consistent with the measured values. It provides the fundamental scientific basis for shaft wall design and engineering risk assessment of shaft projects.
- deep shaft /
- deep strata /
- hydraulic fracturing /
- In-situ stress measurement /
- in-situ stress inversion

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图 1 西岭副井工程地质勘察图

Q—第四系平原区；MJ—牟平−即墨构造混杂带；JD—胶东侵入岩变质区；JB—胶北隆起；JL—胶莱塌陷区；JN—胶南隆起区

Figure 1. Engineering geological map of the Xiling auxiliary shaft

Q−Quaternary plain; MJ−Muping−Jimo tectonic hybrid zone; JD−Jiaodong intrusive metamorphic zone; JB−Jiaobei uplift zone; JL−Jiaolai subsidence zone; JN−Jiaonan uplift zone

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图 2 测量典型压裂过程曲线

1—准备施压阶段；2—施压阶段；3—压裂阶段；4—泄压阶段；5—裂纹闭合阶段；6—重新施压阶段；7—裂隙重新张开阶段；8—重新泄压阶段；9—裂纹闭合阶段

Figure 2. Curves of a typical fracturing process

1–preparation for pressure application; 2–pressure application; 3–fracturing; 4–pressure relief; 5–fracture closure; 6–re-application of pressure; 7–fracture re-opening; 8–re-relief of pressure; 9–fracture closure

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图 3 单回路水压致裂地应力测量系统

Figure 3. Schematic diagram of the new single-loop hydrofracture in-situ stress measurement system

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图 4 测量系统的印模装置

Figure 4. Impression devices for measurment system

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图 5 水压致裂典型压力曲线

Figure 5. Typical curves of hydraulic fracturing pressure

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图 6 西岭金矿钻孔主应力值随深度变化图与应力关系图

Figure 6. Variation of principal stresses with depth and stress diagram in the Xiling gold deposit

(a) Variation of principal stresses with depth; (b) Ratio of maximum principal stress to vertical stress

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图 7 地质模型图和网格细节图

Figure 7. Geological model map and grid details

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图 8 最大水平主应力云图

Figure 8. Cloud of maximum horizontal principal stress

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图 9 最小水平主应力云图

Figure 9. Cloud of minimum horizontal principal stress

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图 10 铅直方向主应力云图

Figure 10. Cloud of vertical stress

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图 11 实测值和理论计算值对比图

Figure 11. Comparison of measured and theoretically calculated values

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图 12 模型破坏方式模拟分析

Figure 12. Simulation analysis of model damage patterns

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图 13 深部地应力导致的工程灾害图

Figure 13. Photos of safety issues due to deep in-situ stress

(a) Rock cake-out and fracture; (b) Large deformation in a deep channel

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表 1 三山岛金矿西岭矿区副井勘察孔水压致裂原地应力测量结果

Table 1. Results of hydraulic fracturing in-situ stress measurements in the borehole of the auxiliary shaft at the Xiling deposit, Sanshandao gold mine

测段深度/m	压裂参数/MPa					主应力值/MPa			破裂方位
测段深度/m	P_b	P_r	P_s	P_o	T	S_H	S_h	S_v	破裂方位
357.76	20.02	15.54	11.73	3.51	4.48	23.16	15.24	9.47
431.09	24.57	15.78	11.85	4.22	8.79	23.99	16.08	11.41
509.35	25.15	20.29	13.44	4.99	4.86	25.02	18.43	13.48	NW55.5°
608.26	25.16	18.82	14.35	5.96	6.34	30.20	20.31	16.39
665.33	24.34	21.39	14.75	6.52	2.95	29.37	21.27	17.60
881.70	30.22	23.09	16.29	8.64	7.14	34.42	24.93	23.33
957.10	25.86	22.54	16.57	9.38	3.33	36.56	25.95	25.32
1010.50	23.06	19.19	16.48	9.90	3.87	40.14	26.38	27.23
1097.50	30.43	25.72	20.19	10.76	4.71	45.62	30.95	29.04	NW60.4°
1166.41	34.84	25.94	20.50	11.43	8.90	46.99	31.93	30.86
1220.40	34.40	25.31	20.44	11.96	9.09	47.96	32.40	32.29
1275.80	32.79	23.63	19.52	12.50	9.16	47.43	32.02	34.38
1350.00	29.30	21.84	18.62	13.23	7.47	47.25	31.85	35.72
1408.00	28.02	23.36	19.32	13.80	4.66	48.40	33.12	37.26
1473.18	31.93	24.09	20.59	14.44	7.85	52.12	35.03	38.98
1512.50	31.01	24.98	20.75	14.82	6.04	52.11	35.58	40.02	NW58.4°
1594.60	31.82	26.59	22.12	15.63	5.23	55.40	37.75	42.19
1643.63	38.98	29.43	24.70	16.11	9.55	60.79	40.81	44.30
1689.50	37.83	28.31	24.46	16.56	9.52	61.63	41.02	44.70
1756.80	34.89	30.65	26.39	17.22	4.24	65.72	43.60	46.48
1792.70	32.69	27.70	24.83	17.57	4.99	64.37	42.40	47.43
1839.00	37.35	28.73	25.43	18.02	8.62	65.58	43.45	49.56
1899.00	42.47	33.10	28.45	18.61	9.37	70.86	47.06	50.25

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表 2 岩石物理力学实验结果统计表

Table 2. Statistics of the physical and mechanical measurements of rocks

采样深度/m	岩性	工程岩组	抗拉强度 σ_t/MPa	抗剪强度（直剪）		弹性模量 E₅₀/×10³ MPa	泊松比 μ₅₀
采样深度/m	岩性	工程岩组	抗拉强度 σ_t/MPa	黏聚力 C/MPa	内摩擦角 φ/（°）	弹性模量 E₅₀/×10³ MPa	泊松比 μ₅₀
4.73～16.93	裂隙较发育，岩芯以碎块、块状为主，部分碎屑状	基岩风化带岩组	1.840			23.300	0.23
			3.980	4.14	43.60	19.700	0.30
			2.300			31.600	0.18
38.00～55.00	裂隙较发育，岩芯以柱状为主，少量碎块	二长花岗岩岩组	6.427	10.43	59.40	3.748	0.11
340.00～400.00			4.914			5.983	0.02
525.00～580.00			4.493	13.00	42.83	7.689	0.27
760.00～800.00			6.049	10.81	58.07	5.302	0.40
935.00～1000.00	裂隙发育，岩芯以柱状、块状、碎块居多，局部小段呈碎屑状	钾化花岗岩岩组	5.350	4.39	53.11	5.500	0.05
1000.00～1050.00	裂隙密集，岩芯以块状、碎块为主	二长花岗岩岩组	5.462	7.82	44.21	4.763	0.21
1050.00～1064.00	裂隙发育，岩芯以块状为主，局部碎块状	绢英岩化花岗岩岩组	6.151	7.89	55.86	3.958	0.24
1140.00～1170.00	裂隙密集，岩芯以块状为主，局部碎块状	二长花岗岩岩组	5.827	3.61	44.58	2.746	0.05
1300.00～1400.00	裂隙密集，岩芯以块状为主，局部碎块状	二长花岗岩岩组	5.305	6.26	45.17	1.837	0.12
1650.00～1700.00	裂隙密集，岩芯以块状、碎块为主	绢英岩化花岗岩岩组	3.251	6.00	36.43	5.165	0.27
1722.96～1728.16	裂隙密集，岩芯以块状、碎块为主	二长花岗岩岩组	3.380	5.17	53.50	21.800	0.20
			4.560			20.500	0.11
			4.820			26.100	0.09
1728.66～1740.46	裂隙密集，岩芯以块状、碎块为主	绢英岩化花岗质碎裂岩岩组	3.940	7.35	54.30	36.200	0.14
			4.990			38.800	0.12
			5.830			46.300	0.05
1740.46～1756.76			7.300	10.54	53.30	43.500	0.09
			6.680			57.300	0.13
			6.530			42.300	0.06
1800.00～1870.00	裂隙密集，岩芯以块状、碎块为主	二长花岗岩岩组	7.360	12.20	53.40	50.500	0.10
			8.310			47.900	0.09
			9.130			48.800	0.03
1960.00～1980.00			7.160	11.47	54.40	59.800	0.07
			8.810			45.400	0.12
			6.710			47.400	0.04
1974.00～1983.00	裂隙发育，岩芯以块状、碎块为主，线裂隙率为10条/米左右	煌斑岩岩组	7.540	14.70	58.30	85.700	0.03
			12.000			92.200	0.09
			9.480			95.200	0.10
1990.00～2000.00	裂隙发育，岩芯以块状、碎块为主	云英岩岩组	7.580	9.54	53.60	52.500	0.11
			5.700			63.800	0.12
			6.160			53.900	0.13
2000.00～2015.00			2.530	2.70	45.20	9.320	0.45
			2.170			11.000	0.34
			2.940			7.950	0.24

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