Comprehensive treatment technology for wellbore deflection in thick loose bed and thin bedrock formation
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摘要:
针对厚松散层薄基岩地层井筒偏斜综合治理技术难题，以山东巨野矿区郭屯煤矿偏斜井筒地面注浆治理工程为背景，基于井筒松散层段偏斜与竖向压缩变形共存且向非对称开采工作面方向偏斜的全新破损特征，揭示郭屯煤矿井筒偏斜与竖向压缩变形机理，分析认为该2种特征分别是煤层非对称开采引发的底含非均匀疏水固结沉降叠加作用下地层水平倾覆推力和竖向附加力所致。本着确保安全、不停产治理的原则，制定了在役偏斜井筒不停产地面注浆综合治理方案，研发了系列井筒偏斜综合治理技术：①保护在役井筒“泄压-预警”双控地面高压注浆技术；②厚松散层单孔多层段注浆新型套管与施工工艺；③厚松散层地面注浆参数工程化确定方法；④在役井筒不停产运营下深孔高压注浆治理预警技术。综合监测结果表明：郭屯煤矿主、副、风3个偏斜井筒治理工程注浆过程中严格按照厚松散层薄基岩条件下偏斜井筒不停产综合治理技术进行实施，完成注浆孔钻探工程量31 026.8 m，注浆量达到35 536.66 m3，实现了矿井不停产注浆治理；治理后井筒向北向西不再继续偏移，主井井筒注浆期井口处向北和向西偏斜量分别减小12 mm和18 mm，副井井筒井口处向北和向西分别减小13 mm和41 mm，注浆结束1 a内井筒整体偏斜量仍继续减小并有回正趋势，且井筒周边下沉速率减缓，确保了井筒运营安全。研究成果在郭屯煤矿厚松散层薄基岩地层偏斜井筒地面高压注浆治理工程得到了成功应用，为今后在类似工程中应用提供参考依据和工程经验。
Abstract:Aiming at the technical problems of comprehensive treatment of shaft deflection in thick loose bed and thin bedrock strata, taking the ground grouting treatment engineering of the deflected shaft in Guotun Coal Mine in Juye Mining Area, Shandong Province as the background, new damage characteristics based on the coexistence of deviation and vertical compression deformation of the loose layer section in the shaft and the deviation to the direction of asymmetric mining face, the mechanism of shaft deflection and vertical compression deformation in Guotun Coal Mine is revealed. The analysis shows that the two characteristics are respectively caused by the horizontal overturning thrust and vertical additional force of the stratum under the superposition action of the non-uniform hydrophobic consolidation settlement of the bottom aquifer caused by the asymmetric mining of the coal seam. In line with the principle of ensuring safety and non-stop production treatment, a comprehensive treatment plan for ground grouting of in-service deflected shaft without stopping production has been formulated, and a series of comprehensive treatment technologies for deflected shaft have been developed: ① The dual control ground high-pressure grouting technology of “pressure relief and early warning” for protecting the shaft in service; ② New casing and construction technology for single hole and multi-layer grouting in thick loose layer; ③ Engineering determination method of ground grouting parameters in thick loose layer; ④ Early warning technology of deep hole high-pressure grouting treatment under the condition of continuous production operation of the in-service shaft. The comprehensive monitoring results show that during the grouting process of the main, auxiliary and wind deflected shaft treatment projects of Guotun Coal Mine, the comprehensive treatment technology of continuous production of the deflected shaft under the condition of thick loose bed and thin bedrock was strictly followed, and the drilling quantity of the grouting hole was 31026.8 m, the grouting quantity reached 35536.66 m3, realizing the grouting treatment of the shaft without stopping production. After the treatment, the shaft no longer deviates from north to west, during the grouting period of the main shaft, the deviation from the wellhead to the north and the west decreased by 12 mm and 18 mm respectively, and the deviation from the wellhead of the auxiliary shaft to the north and the west decreased by 13 mm and 41 mm respectively. Within one year after the completion of the grouting, the overall deviation of the shaft continues to decrease and has a positive trend, and the sinking rate around the shaft slows down, which ensures the safety of the shaft operation. The research results have been successfully applied in the ground high-pressure grouting treatment project of the deflected shaft in thick loose bed and thin bedrock strata of Guotun Coal Mine, providing reference and engineering experience for the future application in similar projects.
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Keywords:
- thick loose layer /
- shaft deflection /
- shaft support /
- non stop production /
- ground grouting /
- pressure relief hole
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图 1 矿井涌水疏放量随时间的关系
Figure 1. Relationship between mine water inflow and drainage volume with time
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图 4 偏斜井筒受力状态
$ {P_{\rm{w}}} $—地压；$ {P_{\rm{z}}} $—井塔及井筒自重；$ {P_{\rm{q}}} $—井筒水平倾覆力；$ {f_{\rm{c}}} $—竖向负摩擦力；$ {e_{\rm{z}}} $—温度应力
Figure 4. The force state of deflection shaft lining
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图 6 煤层开采与底含疏水作用下井筒受地层扰动过程示意
Figure 6. Schematic of shaft disturbed by stratum under the action of coal seam mining and bottom aquifer drainage
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图 7 工业广场井筒群注浆钻孔布设
Figure 7. Layout of grouting boreholes in shaft group of industrial square
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图 10 受注点压入水量与压力关系
Figure 10. Relation between water inflow at injection point and pressure
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图 11 风检3孔同一受注点压力下压水量与压浆液量关系
Figure 11. Relationship between water pressure and grout pressure under pressure of same injection point of 3 holes of wind inspection
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图 14 “注-泄”联合间歇注浆加固技术布孔方式
Figure 14. Borehole layout method of “Grouting-Relief” combined with intermittent grouting reinforcement technology
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图 16 厚松散层单孔多层段注浆新型套管过滤管段
Figure 16. New casing for single hole multi layer grouting in thick loose layer
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图 17 单孔多层段注浆新型套管工艺
Figure 17. New casing technology for single hole and multi-layer grouting
表 1 含、隔水层（组、段）划分
Table 1 Division of aquifer and aquifuge
地层 含隔水层 底板深度/m 厚度/m 检1孔（风） 检2孔（副） 检3孔（主） 检1孔（风） 检2孔（副） 检3孔（主） 第四系 含水层 86.3 85.20 85.60 37.30 37.17 45.75 隔水层 136.2 138.30 136.10 44.80 48.20 45.70 上第三系 上部含水层 332.2 334.30 333.60 73.00 78.10 74.70 中部隔水层 544.8 546.60 542.00 159.70 144.00 149.86 下部含水层 583.1 586.22 587.40 25.50 29.92 37.00 上石盒子组 风氧化带上隔 591.8 613.10 609.80 8.57 26.46 22.06 风氧化带中含 660.3 666.20 660.20 50.73 37.22 36.35 风氧化带下隔 668.9 680.39 674.00 8.46 13.88 13.60 风氧化带下含 上 688.1 698.10 697.40 18.56 17.53 18.12 下 854.0 883.48 874.77 57.18 68.14 49.12 
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表 2 井筒注浆孔与泄压孔钻孔深度统计
Table 2 Statistics of borehole depth of shaft grouting hole and pressure relief hole
注浆孔深度/m 泄压孔深度/m 主井井筒 副井井筒 风井井筒 主井井筒 副井井筒 风井井筒 576.00 577.00 567.00 580.00 581.00 571.00
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表 3 井筒注浆层段划分
Table 3 Statistics of division of shaft grouting sections
层段 起止深度/m 段长/m 主井井筒 副井井筒 风井井筒 主井井筒 副井井筒 风井井筒 第七段 150~192 150~192 150~192 42 42 42 第六段 219~265 219~265 219~265 46 46 46 第五段 292~319 292~319 292~319 27 27 27 第四段 348~375 348~375 348~375 27 27 27 第三段 405~450 405~450 405~450 45 45 45 第二段 477~510 477~510 477~510 33 33 33 第一段 541~576 541~577 541~567 35 36 26 合计 255 256 246
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表 4 风检3孔注浆压力与静水压力的关系
Table 4 The relationship between the grouting pressure and the hydrostatic pressure of 3 holes in the wind test
孔号 注浆层位/m 受注点压力/MPa 注入流量/
（m3·h−1）受注点压力/
静水压力风检3 540.46~574.90 11.82~13.92 7.50 2.1~2.4 430.33~462.43 8.73~13.40 8.75 1.9~2.9 332.27~364.27 7.18~9.99 9.58 2.0~2.7 247.34~282.00 4.89~6.69 9.42 1.7~2.4 175.05~196.11 4.24~4.80 9.69 2.2~2.4 平均 — — — 2.0~2.5
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表 5 井筒预警范围
Table 5 Scope of wellbore warning
破坏方式 预警 预警方式 预警范围 压 黄 考虑荷载分项系数1.35 $ {\left[ \varepsilon \right]_c} - 1.35{\varepsilon _t} $≤$ \Delta \varepsilon $＜$ {\left[ \varepsilon \right]_c} - 1.2{\varepsilon _t} $ 橙 考虑荷载分项系数1.20 $ {\left[ \varepsilon \right]_c} - 1.2{\varepsilon _t} $≤$ \Delta \varepsilon $＜$ {\left[ \varepsilon \right]_c} - {\varepsilon _t} $ 红 不考虑荷载分项系数 $ \Delta \varepsilon $≥$ {\left[ \varepsilon \right]_c} - {\varepsilon _t} $ 拉 黄 考虑初始压应变折减1/3 $ - {{{\text{2}}{\varepsilon _t}} \mathord{\left/ {\vphantom {{{\text{2}}{\varepsilon _t}} {\text{3}}}} \right. } {\text{3}}} $＜$ \Delta \varepsilon $≤$ - {{{\varepsilon _t}} \mathord{\left/ {\vphantom {{{\varepsilon _t}} {\text{3}}}} \right. } {\text{3}}} $ 橙 考虑初始压应变折减2/3 $ - {{{\text{2}}{\varepsilon _t}} \mathord{\left/ {\vphantom {{{\text{2}}{\varepsilon _t}} {\text{3}}}} \right. } {\text{3}}} - {\left[ \varepsilon \right]_t} $＜$ \Delta \varepsilon $≤$ - {{{\text{2}}{\varepsilon _t}} \mathord{\left/ {\vphantom {{{\text{2}}{\varepsilon _t}} {\text{3}}}} \right. } {\text{3}}} $ 红 考虑初始压应变折减2/3且达到混凝土允许拉应变 $ \Delta \varepsilon $≤$ - {{{\text{2}}{\varepsilon _t}} \mathord{\left/ {\vphantom {{{\text{2}}{\varepsilon _t}} {\text{3}}}} \right. } {\text{3}}} - {\left[ \varepsilon \right]_t} $ 注： $ {\varepsilon _t} $为注浆前井壁内壁环向应变；$ \Delta \varepsilon $为注浆过程应变变化值，压为正，拉为负。
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表 6 注浆工程量统计
Table 6 Statistical of grouting quantities
井筒 设计注浆总量/m3 实际注浆量/m3 误差/% 主井 16 980 10 960.03 35.5 副井 18 270 12 563.17 31.2 风井 13 167 12 013.46 8.7 合计 48 417 35 536.66 26.6
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