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 ($ {{R}_{\mathrm{b}}} $/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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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}}} $ /MPaRb/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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