In-situ stress state in critical areas of the Taiyuan pumped storage power station and its application in pivot project layout
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摘要:
采用水压致裂地应力测试技术，开展了山西太原抽水蓄能电站工程2个孔（孔深500 m和520 m）的地应力测试工作，获得了工程区关键部位地应力状态，分析了工程区的地应力水平、地下建筑布设方式和衬砌形式。结果表明：工程区最大水平主应力为10.98～18.09 MPa，最小水平主应力为6.79～11.32 MPa，垂直主应力9.61～13.57 MPa；与山西省南北两端“南高北低”地应力值相比，此次测值处于两者之间，与沁水盆地地应力场模拟值相比，测试结果基本一致；垂直应力介于最大水平主应力和最小水平主应力之间（SH>Sv>Sh），即测点的最大水平应力即最大主应力，且处于走滑型应力状态，其侧压系数Kav为0.92～1.09，反映出工程区构造作用不强烈；2个钻孔330 ～506 m范围内岩石饱和单轴抗压强度（Rb）为35.00～107.00 MPa，平均为63.79 MPa，岩石饱和单轴抗压强度与最大主应力比值（Rb/σm）为3.54～5.81，属于中—高应力水平；工程区最大水平主应力方向为NE 43°—NE 70.5°，平均为NE 59.5°，与区域震源机制解、GPS位移资料研究结果一致；从地应力方位考虑，地下厂房长轴线方向位于NE 29.5°—NE 89.5°之间，有利于厂房的围岩稳定；地下枢纽工程最大水头PH约为4.62 MPa，小于最小主应力值σ3（6.79～11.32 MPa），基于水力劈裂准则可知，岩体本身具有足够抵抗最大内水压力能力，输水隧洞采用钢筋混凝土衬砌，能够满足输水隧洞的稳定性。该研究成果可在抽水蓄能电站工程勘察、设计中推广使用。
Abstract:The hydraulic fracturing in-situ stress testing technology was used to test two boreholes (500-meter and 520-meter deep) at the Taiyuan pumped storage power station in Shanxi Province. The in-situ stress state of critical areas was obtained, and the ground stress level, underground building layout, and lining form in the project area were analyzed. The results show that the maximum horizontal principal stress ranges from 10.98 to 18.09 MPa, the minimum horizontal principal stress from 6.79 to 11.32 MPa, and the vertical principal stress from 9.61 to 13.57 MPa. Compared with the high and low in-situ stress values at the north and south ends of Shanxi Province, respectively, the measured values are between; Compared with the simulated in-situ stress field in the Qinshui Basin, the test results are basically consistent. The vertical stress values are between the maximum horizontal principal stress values and the minimum horizontal principal stress values (SH>Sv>Sh), which means the maximum horizontal stress at the measuring point is the maximum principal stress and is in the strike-slip stress state. Its lateral pressure coefficient Kav is between 0.92 and 1.09, reflecting that the tectonic action in the engineering area is not intense. In the range of 330–506 meters, the saturated uniaxial compressive strength of the two boreholes is betwwen 35 and 107 MPa, with an average of 63.79 MPa, and the ratio of the saturated strength to the maximum principal stress (
\begin{document}$ {{R}_{\mathrm{b}}} $\end{document} /σm) is between 3.54 and 5.81, belonging to the medium–high stress level. The direction of the maximum horizontal principal stress in the project area is NE 43° to NE 70.5°, and the average is NE 59.5°, consistent with the regional focal mechanism solution and GPS displacement data. From the perspective of in-situ stress orientation, the average direction of the maximum principal stress in the engineering area is NE 59.5°, and the direction of the long axis of the underground powerhouse is between NE 29.5° and NE 89.5°, which is conducive to the stability of the surrounding rock of the powerhouse. The maximum water head PH of the underground hub project is about 4.62 MPa (i.e., PH <σ3). Based on the hydraulic splitting criterion, it can be seen that the rock mass can resist the maximum internal water pressure, and the reinforced concrete lining of the water transmission tunnel can satisfy the stability of the water transmission tunnel. The research results can be widely used in investigating and designing pumped storage power station projects.
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图 1 工程区及其周缘区域地质构造特征
Ⅰ—鄂尔多斯断块隆起区；Ⅱ—吕梁山断块隆起区，Ⅲ—汾渭断陷带；Ⅲ1—大同断陷盆地；Ⅲ2—忻定断陷盆地；Ⅲ3—晋中新裂陷−太原断陷盆地；Ⅲ4—韩侯岭横向隆起；Ⅳ—太行山断块隆起区；Ⅳ1—恒山、五台山隆起区；Ⅳ2—晋东南太行山隆起区；Ⅳ3—太岳山隆起区；Ⅲ5—临汾断陷盆地
Figure 1. Geological and tectonic characteristics of the project area and its surrounding area
Ⅰ–Erdos block upwarping; Ⅱ–Lyuliangshan block upwarping, Ⅲ–Fenwei fault depression basin; Ⅲ1–Datong fault basin; Ⅲ2–Xining fault basin; Ⅲ3–New Rift zone–Taiyuan fault basin in central Shanxi; Ⅲ4–Hanhouling transverse uplift; Ⅳ–Taihangshan fault block upwarping; Ⅳ1–Hengshan–Wutaishan uplift zone; Ⅳ2–Taihangshan uplift zone in southeastern Shanxi; Ⅳ3 –Taiyueshan uplift area; Ⅲ5–Linfen fault basin
图 2 抽水蓄能电站工程区地层岩性及枢纽设施布设示意图
a—抽水蓄能电站工程区地层岩性示意图；b—抽水蓄能电站工程枢纽设施布设示意图
Figure 2. Schematic diagram of formation lithology and layout of hub facilities in the engineering area of pumped storage power station
(a) Schematic diagram of stratum lithology in the project area of the pumped storage power station; (b) Schematic diagram of the pivot facility layout of the pumped storage power station
图 3 单回路水压致裂地应力测试系统示意图
1—封隔栓塞组件卸压装置；2—无水钻孔；3—封隔栓塞组件；4—压裂测试段；5—推拉开关；6—钻杆；7—钻机；8—钻塔；9—钢丝绳；10—提升器；11—数据线；12—笔记本电脑；13—高压泵；14—水箱；15—电子流量计；16—高压泵泵头、压力表；17—数字压力计；18—高压管路；19—钻杆接头
Figure 3. Schematic diagram of single-loop hydraulic fracturing in-situ stress test system
1−pressure relief device for packers; 2−waterless borehole; 3−packers; 4−fracturing test section; 5−push-pull switch; 6−drill pipe; 7−drill rig; 8−drill tower; 9−steel wire rope; 10−hoist; 11−data line; 12−laptop; 13−pump; 14−water tank; 15−flowmeter; 16−pump head/pressure gauge; 17−digital pressure gauge; 18−pipeline; 19−drill pipe connector
图 4 干孔水压致裂地应力测试卸压装置结构示意图
110—过水支撑端子；111—轴向过水孔；112—紧固卡台；114—中部环形限位台阶；115—底部环形支撑台阶；120—上限位套筒；121—扳手卡台；122—无螺纹泄水孔；130—承重弹簧；140—镀铬芯轴；141—轴向过水孔；142—径向过水孔；150—中间连接件；151—“O”型密封圈；160—下部过水连接件；161—“O”型密封圈；162—过水孔
Figure 4. Schematic diagram of the pressure relief device structure for dry pore hydraulic fracturing stress test
110–water-through support terminal; 111–axial water-through hole; 112–fastening card; 114–middle ring limit step; 115–bottom ring support step; 120–upper limit sleeve; 121–wrench clip; 122–threadless drain hole; 130–load-bearing spring; 140–chrome mandrel; 141–axial water-through hole; 142–radial water-through hole; 150–middle connector; 151–“O”-type seal ring; 160–lower water-through connector; 161–“O”-type seal ring. 162–water-through hole
图 5 水压致裂压力及瞬时流量测试曲线
Figure 5. Curves of hydraulic fracturing stress and instantaneous flow
图 7 侧压系数随深度变化曲线（据杨树新等，2012修改）
Figure 7. Lateral pressure coefficient with depth (modified from Yang et al. 2012)
图 8 工程区岩石饱和抗压强度与深度的关系
Figure 8. Relation between saturated compressive strength and depth of rocks in the project area
图 9 工程区及邻区区域应力场分布与震源机制解特征
Figure 9. Distribution of stress fields and focal mechanism solution in the project and adjacent areas
表 1 地应力测试结果
Table 1. In-situ stress test results
孔号 测段位置/m 主应力值/MPa 最大水平与垂直
主应力比值KHv最小水平与垂直
主应力比值Khv最大与最小水平
主应力比值KHh侧压系数
Kav最大水平
主应力SH方向最大水平
主应力SH最小水平
主应力Sh垂直主应力
SvZK01 355.7 10.98 6.79 9.61 1.14 0.71 1.62 0.92 370.5 12.17 7.13 10.01 1.22 0.71 1.71 0.96 NE43° 388.9 12.73 7.61 10.51 1.21 0.72 1.67 0.97 453.6 17.05 9.75 12.26 1.39 0.80 1.75 1.09 472.2 17.03 10.13 12.76 1.33 0.79 1.68 1.06 NE65° 480.2 18.09 10.01 12.97 1.39 0.77 1.80 1.08 ZK02 421.5 12.12 8.42 11.39 1.06 0.74 1.44 0.90 438.6 14.49 8.89 11.86 1.22 0.75 1.63 0.99 467.4 15.48 9.38 12.63 1.23 0.74 1.65 0.98 493.5 15.54 9.54 13.34 1.17 0.72 1.63 0.94 NE70.5° 497.3 16.67 10.17 13.44 1.24 0.76 1.64 1.00 502.1 17.62 11.32 13.57 1.30 0.83 1.56 1.07 
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表 2 岩体应力分级表
Table 2. Initial stress classification of rock mass
应力分级 最大主应力值σm/MPa 岩石强度应力比Rb/σm 极高地应力 σm≥40 <2 高地应力 20≤σm<40 2～4 中等地应力 10≤σm<20 4～7 低地应力 σm<10 >7 注：Rb为岩石饱和单轴抗压强度，MPa；σm为最大主应力，MPa
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表 3 工程区地应力水平综合评判结果
Table 3. Evaluation results of in-situ stress level in the project area
测段深度/m 岩性 σm/MPa 地应力水平 $ \overline{{R}_{\mathrm{b}}} $/MPa Rb/σm 地应力水平 综合地应力水平 355.7 灰岩 10.98 中等地应力 63.79 5.81 中等地应力 中等地应力 370.5 灰岩 12.17 中等地应力 63.79 5.24 中等地应力 中等地应力 388.9 灰岩 12.73 中等地应力 63.79 5.01 中等地应力 中等地应力 453.6 灰岩 17.05 中等地应力 63.79 3.74 高地应力 高地应力 472.2 灰岩 17.03 中等地应力 63.79 3.75 高地应力 高地应力 480.2 灰岩 18.01 中等地应力 63.79 3.54 高地应力 高地应力 421.5 灰岩 12.12 中等地应力 63.79 5.26 中等地应力 中等地应力 438.6 灰岩 14.49 中等地应力 63.79 4.40 中等地应力 中等地应力 467.4 灰岩 15.48 中等地应力 63.79 4.12 中等地应力 中等地应力 493.5 灰岩 15.54 中等地应力 63.79 4.10 中等地应力 中等地应力 497.3 灰岩 16.67 中等地应力 63.79 3.83 高地应力 高地应力 502.1 灰岩 17.62 中等地应力 63.79 3.62 高地应力 高地应力
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