WO2018133493A1 - 深部不稳定覆岩下沿空掘巷非均称支护设计方法 - Google Patents
深部不稳定覆岩下沿空掘巷非均称支护设计方法 Download PDFInfo
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- 239000011435 rock Substances 0.000 title claims abstract description 38
- 238000000034 method Methods 0.000 title claims abstract description 22
- 238000013461 design Methods 0.000 title abstract description 8
- 238000012544 monitoring process Methods 0.000 claims abstract description 41
- 230000000694 effects Effects 0.000 claims abstract description 9
- 238000004088 simulation Methods 0.000 claims abstract description 4
- 238000012360 testing method Methods 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 137
- 239000010959 steel Substances 0.000 claims description 137
- 239000003245 coal Substances 0.000 claims description 84
- 239000007787 solid Substances 0.000 claims description 42
- 230000008093 supporting effect Effects 0.000 claims description 21
- 238000004873 anchoring Methods 0.000 claims description 20
- 238000005065 mining Methods 0.000 claims description 11
- 238000009412 basement excavation Methods 0.000 claims description 10
- 238000006073 displacement reaction Methods 0.000 claims description 9
- 238000004364 calculation method Methods 0.000 claims description 5
- 238000010276 construction Methods 0.000 claims description 4
- 230000036316 preload Effects 0.000 claims description 3
- 238000000926 separation method Methods 0.000 claims description 3
- 235000005770 birds nest Nutrition 0.000 description 4
- 235000005765 wild carrot Nutrition 0.000 description 4
- 230000003014 reinforcing effect Effects 0.000 description 3
- 244000000626 Daucus carota Species 0.000 description 2
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000005755 formation reaction Methods 0.000 description 2
- 238000005728 strengthening Methods 0.000 description 2
- 238000007792 addition Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/006—Lining anchored in the rock
Definitions
- the invention relates to the technical field of roadway support for deep roadway driving in coal mines, and particularly relates to a non-uniform support design method for roadway along the goaf under deep unstable overburden rock.
- the roadway along the goaf is generally terminated after the mining of the adjacent working face.
- the stress redistribution caused by the mining tends to be stable, and a narrow coal pillar is built along the edge of the goaf.
- the side of the roadway is along the air.
- Narrow coal pillars, one side is solid coal, and the surrounding rock structure has asymmetrical characteristics, which is different from the general mining roadway.
- the narrow coal pillars along the roadway along the goaf are severely deformed due to stress concentration, and the deformation and failure of the surrounding rock of the roadway are obviously unbalanced. Due to the intense mining, some mines face the end of mining of adjacent working faces.
- the activity of the overlying strata is not yet stable, and it is necessary to leave the problem of narrow coal pillars along the roadway in advance; this type of gob-side excavation not only has asymmetrical features of the surrounding rock structure, but also the adjacent working face during the roadway along the goaf.
- the overburden activity in the goaf has not been terminated, and the stress redistribution caused by the mining is not yet stable.
- the roadway along the goaf also bears the dynamic pressure of the overburden on the adjacent working face, and the roadway support is more difficult. Due to the lack of understanding of the mechanism of deep roadway support under deep unstable overburden, it is often blind in the practice of support. Most of the roadways still use the original equal strength support, which can not adapt to the surrounding roadway.
- the asymmetry of the rock structure can not adapt to the stress characteristics of the narrow coal pillars of the roadway along the goaf under the influence of the dynamic pressure of the overlying strata on the adjacent working face, and the resulting non-equilibrium phenomenon of the deformation and failure of the surrounding rock of the roadway. Therefore, it is not possible to control the deformation and damage of the deep roadway along the deep.
- the object of the present invention is to provide a non-uniform support design method for the roadway along the goaf under deep unstable overburden, and to solve the control problem of the surrounding rock deformation of the existing roadway along the goaf.
- the invention provides a non-uniform support design method for an underground roadway under deep unstable overburden, comprising the following steps:
- Step 1 Analyze the excavation conditions at the location of the roadway along the empty space
- Step 2 Select the roof support structure and the two-way non-uniform support structure of the roadway, so that the support density along the air-side side is greater than the support density of the solid coal side, so that the support strength along the air-side side is greater than the entity. Support strength of coal side;
- Step 3 Perform theoretical calculation to determine various support parameters of the roof support structure and the two-way non-uniform support structure of the roadway;
- Step 4 Numerical simulations are carried out on various support parameters of the roof support structure and the two-way non-uniform support structure of the roadway.
- the lateral support of the overlying strata in the goaf of the adjacent working face is laterally broken and adjusted.
- the distribution characteristics of the pressure, the damage range of the surrounding rock and the stress state of the supporting body, and the deformation of the surrounding rock of the roadway under different supporting parameters and the stability of the narrow coal pillar along the air are analyzed.
- Step 5 Select the support parameters with small deformation of the surrounding rock and good stability of the narrow coal pillar along the air, as the initial support parameters of the roof support structure and the two-way non-uniform support structure of the roadway;
- Step 6 According to the roof support structure and the two-way non-uniform support structure of the roadway, and according to the initial support parameters of the roof support structure and the two-way non-uniform support structure of the roadway, at the position of the roadway along the goaf Carry out the construction of the test section roadway;
- Step 7 Roadway surface displacement monitoring station, roof separation monitoring station, anchor force monitoring station, anchor cable force monitoring station, solid coal side coal body stress monitoring station and narrow coal pillar coal body stress monitoring station
- the monitoring data is recorded by each monitoring station, and the surface displacement curve, the layering curve, the bolt force monitoring curve, the anchor cable force monitoring curve and the coal body stress distribution curve are drawn according to the monitoring data;
- Step 8 According to the surface displacement curve, the variation curve of the layer, the monitoring curve of the bolt force, the monitoring curve of the cable stress and the stress distribution curve of the coal body, the initial support parameters are corrected to form an underground roadway along the deep unstable unstable overburden. Support parameters.
- the excavation conditions include geological conditions at the location of the roadway along the empty space, support conditions at the location of the roadway along the goaf, asymmetry characteristic conditions of the surrounding rock structure at the location of the roadway along the goaf, and adjacent working faces.
- the roof support structure of the roadway comprises a steel mesh, a W steel strip, a high-strength prestressed anchor, an anchor cable steel beam assembly composed of an anchor cable and a steel beam, and the steel mesh is closely attached to the roof of the roadway, W steel
- the belt is arranged on the outer side of the steel mesh, and a plurality of high-strength prestressed anchors vertically pass through the W steel strip and the steel mesh, and the anchor end of the high-strength prestressed anchor is connected to the roof of the roadway, and the anchor beam holes are opened at both ends of the steel beam.
- the anchor cable passes through the anchor cable hole and the steel mesh, and the anchoring end of the anchor cable is connected to the relatively stable rock layer on the roof of the roadway and the anchoring end of the anchor cable is biased toward the solid coal side of the roadway;
- the two-way non-uniform support structure of the roadway can The realization of controlled pressure, the two-way non-uniform support structure of the roadway includes the support structure along the air support and the solid coal support structure;
- the support structure along the air support includes the steel mesh, the W steel strip, and the high-strength prestressed pressure anchor Rod, grouting anchor cable steel beam combination composed of anchor cable and steel beam, the steel mesh is closely attached to the roadway along the air, the W steel strip is arranged on the outer side of the steel mesh, and multiple high-strength pre-stresses allow the pressure anchor to pass vertically W steel strip, steel mesh, high strength prestressing anchor for pressure anchor
- the end is connected to the roadway along the empty gangway, the two ends of the steel beam are provided with anchor holes
- the high-strength pre-stress allows the anchor end of the pressure anchor rod to be connected to the solid coal of the roadway.
- the cable girder is provided at both ends of the steel beam, the anchor cable passes through the anchor cable hole and the steel mesh, and the anchor end of the anchor cable is connected to the solid coal gang of the roadway.
- the theoretical calculation is performed to determine the support parameters of the bolt and the anchor cable in the roof support structure and the two-way non-uniform support structure of the roadway, and the support parameters of the bolt include the diameter of the anchor and the anchor.
- Length of the rod, strength of the anchor, anchor The support density of the pole, the pre-tightening force of the anchor, and the support parameters of the anchor cable include the diameter of the anchor cable, the length of the anchor cable, the strength of the anchor cable, the support density of the anchor cable, the preload of the anchor cable, and the anchor The position of the anchoring section of the cable.
- the roof supporting structure of the roadway further comprises an angled anchor, and the anchoring end of the corner anchor is arranged in the roof of the roadway and the floor of the roadway.
- a plurality of high-strength pre-stressed anchors form a row of high-strength pre-stressed anchors, and an anchor cable is arranged every other row of high-strength pre-stressed anchors.
- anchor cable is alternately adjacent to the middle of the roadway and the roadway along the air-side side, and the anchor cable steel beam assembly is arranged along the direction in which the roadway extends.
- a plurality of high-strength pre-stresses allow the pressure anchor to form a row of high-strength pre-stressed pressure-assist bolts, and every two rows of high-strength pre-stressing pressure anchors are arranged to grout anchor cable steel beam combination
- a plurality of high-strength pre-stresses allow the pressure anchor to form a row of high-strength pre-stressed pressure anchors, and every two rows of high-strength pre-stresses allow the anchor bolts to arrange the anchor cable-steel beam assembly.
- the length of the grouting anchor cable is 3/5 of the width of the coal pillar.
- the anchor cable anchor end should be located near the peak of the lateral support pressure of the adjacent working face or outside the peak.
- the non-uniform support design method and construction method of the deep tunnel under the deep unstable overburden of the present invention have the following characteristics and advantages:
- the non-uniform support design method for the roadway along the goaf under the deep unstable overburden of the invention can safely and efficiently realize the roadway along the goaf under the deep unstable overburden, and the deformation of the surrounding rock of the roadway is small.
- FIG. 1 is a flow chart of a method for designing a non-uniform support of an open tunnel along a deep unstable overburden according to an embodiment of the present invention
- FIG. 2 is a cross-sectional view showing a support structure of a roadway roof and a non-uniform support structure of a roadway in an embodiment of the present invention
- FIG. 3 is a schematic view showing a support structure of a roadway roof according to an embodiment of the present invention.
- FIG. 4 is a schematic view of a support structure along an empty gang according to an embodiment of the present invention.
- FIG. 5 is a schematic diagram of a solid coal support structure according to an embodiment of the present invention.
- the embodiment provides a method for designing a non-uniform support of an open tunnel along the deep unstable overburden, including the following steps:
- Step 1 Analyze the excavation conditions at the location of the roadway along the goaf.
- the excavation conditions include the geological conditions (coal thickness, compressive strength, top and bottom lithology, geological structure and geostress) of the roadway along the goaf.
- Supporting conditions at the position of the roadway (narrow coal pillar size, mining depth, roadway size, etc.), asymmetric characteristics of surrounding rock structures at the location of the roadway along the goaf, mining of adjacent working faces and excavation of the roadway along the goaf.
- Step 2 In view of the unbalanced stress distribution and the large difference of bearing strength between the narrow coal pillar and the solid coal along the air, the roof support structure and the two-way non-uniform support structure of the roadway are selected to make the support along the air side.
- the protection density is greater than the support density of the solid coal side, so that the support strength along the air side is greater than the support strength of the solid coal side;
- Step 3 Perform theoretical calculation to determine various support parameters of the roof support structure and the two-way non-uniform support structure of the roadway, and determine the support parameters of various bolts and anchor cables.
- the support parameters of the bolt include The diameter of the bolt, the length of the bolt, the strength of the bolt, the support density of the bolt, the pre-tightening force of the anchor, and the supporting parameters of the anchor cable include the diameter of the anchor cable, the length of the anchor cable, and the strength of the anchor cable.
- the length of the anchor cable shall be such that the anchor cable is anchored in the relatively stable rock layer on the top plate and its length is not less than 7.5 m; the anchor cable or grouting anchor cable in the support structure along the air support
- the anchoring end should be located in the high stress area of the narrow coal pillar near the gob side of the adjacent working face, and the length is generally selected according to the width of the narrow coal pillar 1/2 to 3/5; in the solid coal support structure, the length of the anchor cable is based on the adjacent
- the lateral bearing pressure distribution curve of the working face is selected, and the anchor cable anchoring end should be located near the peak of the lateral supporting pressure or the outside of the peak of the adjacent working face.
- Step 4 Numerical simulations are carried out on various support parameters of the roof support structure and the two-way non-uniform support structure of the roadway.
- the lateral support of the overlying strata in the goaf of the adjacent working face is laterally broken and adjusted.
- the distribution characteristics of the pressure, the damage range of the surrounding rock and the stress state of the supporting body, and the deformation of the surrounding rock of the roadway under different supporting parameters and the stability of the narrow coal pillar along the air are analyzed.
- Step 5 Select the support parameters with small deformation of the surrounding rock and good stability of the narrow coal pillar along the air, as the initial support parameters of the roof support structure and the two-way non-uniform support structure of the roadway;
- Step 6 According to the roof support structure and the two-way non-uniform support structure of the roadway, and according to the initial support parameters of the roof support structure and the two-way non-uniform support structure of the roadway, at the position of the roadway along the goaf Carry out the construction of the test section roadway;
- Step 7 Roadway surface displacement monitoring station, roof separation monitoring station, anchor force monitoring station, anchor cable force monitoring station, solid coal side coal body stress monitoring station and narrow coal pillar coal body stress monitoring station , monitoring stations record monitoring data, According to the monitoring data, the surface displacement curve, the variation of the layering force, the monitoring curve of the bolt force, the monitoring curve of the cable stress and the stress distribution curve of the coal body are drawn;
- Step 8 According to the surface displacement curve, the variation curve of the layer, the monitoring curve of the bolt force, the monitoring curve of the cable stress and the stress distribution curve of the coal body, the initial support parameters are corrected to form an underground roadway along the deep unstable unstable overburden.
- Support parameters For example, the stress distribution curve of coal body (solid coal side, narrow coal column) is mainly used to analyze the damage range of the solid coal gang and the stability of the narrow coal pillar along the air, and judge the solid coal gang and the narrow coal along the air.
- the roof support structure of the roadway includes the steel mesh 1, the W steel strip 21, the high-strength prestressed anchor 31, and the steel.
- Beam 4 and anchor cable 51 A plurality of high-strength pre-stressed anchors 31 and W steel strips 21 form a combined support unit to form a shallow support.
- the two anchor cables 51 and the steel beam 4 constitute an anchor cable steel beam assembly support unit to form a deep support.
- the steel mesh 1 is closely attached to the roadway top plate 61, the W steel strip 21 is arranged on the outer side of the steel mesh 1, and the plurality of high-strength prestressed anchors 31 vertically pass through the W steel strip 21, the steel mesh 1, and the anchor end of the high-strength prestressed anchor 31
- the two ends of the steel beam 4 are provided with anchor holes, the anchor cables 51 pass through the anchor cable holes and the steel mesh 1, and the anchor ends of the anchor cables 51 are connected to the upper stable rock layer 62 in the upper portion of the roadway top plate 61.
- the anchor cable 51 is a bird's nest anchor cable, and the number of end bird nests is not less than three, the diameter of the anchor cable 51 is not less than 17.8 mm, and the tensile strength of the anchor cable is not less than 1860 MPa.
- the anchoring end of the anchor cable 51 is biased toward the side of the roadway solid coal briquettes 64.
- the anchoring end of the anchor cable 51 is biased toward the roadway solid coal side 64 by 10 degrees with respect to the direction perpendicular to the roadway roof panel 61.
- a plurality of high-strength prestressed anchors 31 form a row, and every other row of high-strength prestressed anchors 31 is arranged with an anchor cable 51, and the anchor cable 51 is close to the middle of the roadway and the roadway along the airway 63
- the steel beam 4 is arranged in two rows, and the steel beams 4 are alternately arranged in the direction in which the roadway extends.
- the reinforcing mesh 1 has an integral wrapping effect on the roadway top plate 61, and the high-strength pre-stressed anchor 31 and the W steel strip 21 serve as shallow supports, and the anchor cable 51 and the steel beam 4 serve as deep support.
- the angle anchor 33 is further included, and the anchor end of the angle bolt 33 is disposed in the rock formation of the roadway roof 61 and the roadway floor 65, and the rock angle of the preferred angle bolt and the roadway roof 61
- the angle of the roadway floor 65 is 10 degrees.
- the two-way non-uniform support structure of the roadway can realize controlled pressure, including the support structure along the air support and the solid coal support structure, and different support along the air support structure and the solid coal support structure. Structure and support strength.
- the support structure along the air includes a steel mesh 1, a steel strip 21, a high-strength prestressed pressure anchor 32, a steel beam 4, and a grouting anchor 52.
- a plurality of high-strength pre-stresses allow the pressure anchor 32 and the W steel strip 21 to form a combined support unit to form a pre-stressed load-bearing structure.
- the two grouting anchor cables 52 and the steel beam 4 form a grouting anchor cable steel beam assembly supporting unit for strengthening the overall supporting effect.
- the length of the grouting anchor 52 is 3/5 of the width of the narrow coal pillar 631 of the lane along the empty gang 63.
- the steel mesh 1 is closely attached to the roadway along the airwork 63, and the W steel strip 21 is arranged on the outer side of the steel mesh 1, and a plurality of high-strength pre-stresses allow the pressure anchor 32 to vertically pass through the W steel strip 21 and the steel mesh 1, and the high-strength pre-stress allows pressure Anchor
- the anchoring end of 32 is connected to the roadway along the empty gang 63.
- the two ends of the steel beam 4 are provided with anchor holes, and the grouting anchor 52 passes through the anchor hole and the reinforcing mesh 1, and the anchoring end of the grouting anchor 52 is connected to
- the laneway is 63 in the air.
- a plurality of high-strength pre-stresses cause the pressure anchors 32 to form a row, and every two rows of high-strength pre-stresses allow the pressure bolts 32 to arrange the steel beams 4, and the steel beams 4 are vertically arranged along the roadway The upper middle part of 63.
- the steel mesh 1 has a whole wrapping effect on the roadway along the air gang 63.
- the high-strength pre-stress allows the pressure anchor 32 and the W steel belt 21 to form a prestressed load-bearing structure, and the high-strength pre-stress allows the pressure anchor 32 to be along the roadway.
- the arrangement density is greater than the arrangement density of the coal briquettes 64 in the roadway, and the grouting anchors 52 and steel beams 4 are used to enhance the overall effect of the support.
- the solid coal support structure includes a steel mesh 1, a steel beam and steel strip tray assembly 22, a high-strength pre-stressed pressure anchor 32, a steel beam 4, and an anchor cable 51.
- a plurality of high-strength pre-stresses allow the compression anchor 32 and the reinforced beam and the steel strip tray assembly 22 to form a combined support unit to form a pre-stressed load-bearing structure.
- the two anchor cables 51 and the steel beam 4 form an anchor cable steel beam assembly support unit for strengthening the overall support effect.
- the steel mesh 1 is closely attached to the roadway solid coal gang 64, and the steel beam and steel strip tray assembly 22 is arranged on the outer side of the steel mesh 1, and a plurality of high-strength pre-stresses allow the pressure anchor 32 to vertically pass through the steel beam and the steel strip tray assembly 22, the steel bar Net 1, high-strength pre-stress allows the anchoring end of the pressure anchor 32 to be connected to the solid coal 64 of the roadway, the two ends of the steel beam 4 are provided with anchor holes, the anchor cable 51 passes through the anchor hole, the steel mesh 1, the anchor cable The anchoring end of 51 is connected to the roadway solid coal gang 64, and the anchoring end of the anchoring cable 51 is located near the peak of the lateral support pressure of the adjacent working face or outside the peak.
- the anchor cable 51 is a bird's nest anchor cable, and the number of end bird nests is not less than three, the diameter of the anchor cable 51 is not less than 17.8 mm, and the tensile strength of the anchor cable is not less than 1860 MPa.
- a plurality of high-strength pre-stresses cause the pressure anchors 32 to form a row, and every two rows of high-strength pre-stresses allow the pressure anchors 32 to arrange the steel beams 4, and the steel beams 4 are vertically arranged in the roadway solid coals The upper middle of 64.
- the reinforcing mesh 1 acts as a whole for the solid coal 64 of the roadway, and the high-strength pre-stress allows the pressure anchor 32 and the steel beam and steel strip pallet assembly 22 to be used to form a prestressed load-bearing structure, and the anchor cable 51 and the steel beam 4 are used for reinforcement. Support the overall effect.
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Abstract
一种深部不稳定覆岩下沿空掘巷非均称支护设计方法，包括以下步骤：步骤一、分析开掘条件；步骤二、选择巷道顶板支护结构和巷道两帮非均称支护结构；步骤三、理论计算初选支护参数；步骤四、数值模拟；步骤五、选取初始支护参数；步骤六、试验段巷道的施工；步骤七、布置监测站，绘制监测曲线；步骤八、修正初始支护参数，形成符合深部不稳定覆岩下沿空掘巷的支护参数。本方法的有益效果：可安全、高效地实现深部不稳定覆岩下沿空掘巷，巷道围岩变形量小。
Description
本发明涉及煤矿深部开采沿空掘巷巷道支护技术领域，特别是涉及一种深部不稳定覆岩下沿空掘巷非均称支护设计方法。
沿空掘巷一般在相邻工作面开采后上覆岩层活动基本终止，回采引起的应力重分布趋于稳定后，沿采空区边缘留设窄煤柱掘巷，巷道一侧是沿空帮窄煤柱，一侧是实体煤，围岩结构具有非对称特征，不同于一般回采巷道。随着矿井开采深度增加，沿空掘巷护巷窄煤柱由于应力集中，变形破坏严重，巷道围岩变形破坏出现明显的非均衡现象；由于采掘接续紧张，部分矿井面临相邻工作面开采结束后上覆岩层活动尚未稳定，而需提前留设窄煤柱沿空掘巷的问题；这类沿空掘巷不仅围岩结构具有非对称特征，且由于沿空掘巷期间，相邻工作面采空区上覆岩层活动尚未终止、回采引起的应力重分布尚未稳定，沿空掘巷还要承受相邻工作面上覆岩层的动压影响，巷道支护难度加大。由于对深部不稳定覆岩下沿空掘巷支护的机理认识不足，在支护实践中往往盲目性较大，多数巷道仍采用原有的等强均称支护，不能适应沿空掘巷围岩结构的非对称特征，更不能适应相邻工作面上覆岩层动压影响下的沿空掘巷护巷窄煤柱的受力特点，以及由此引起的巷道围岩变形破坏的非均衡现象，因而不能很好的控制深部沿空掘巷的变形与破坏。
发明内容
本发明的目的在于提供一种深部不稳定覆岩下沿空掘巷非均称支护设计方法，解决现有沿空掘巷巷道围岩变形的控制问题。
本发明提供一种深部不稳定覆岩下沿空掘巷非均称支护设计方法，包括以下步骤：
步骤一、分析沿空掘巷位置处的开掘条件；
步骤二、选择巷道顶板支护结构和巷道两帮非均称支护结构，使沿空帮侧的支护密度大于实体煤帮侧的支护密度，使沿空帮侧的支护强度大于实体煤帮侧的支护强度；
步骤三、进行理论计算确定巷道顶板支护结构和巷道两帮非均称支护结构的多种支护参数；
步骤四、对巷道顶板支护结构和巷道两帮非均称支护结构的多种支护参数均进行数值模拟，基于相邻工作面采空区上覆岩层侧向破断、调整阶段侧向支承压力的分布特征、围岩破坏范围和支护体受力状况，分析不同支护参数下巷道围岩变形量及沿空帮窄煤柱的稳定性；
步骤五、选取围岩变形量较小、沿空帮窄煤柱稳定性较好的支护参数，作为巷道顶板支护结构和巷道两帮非均称支护结构的初始支护参数；
步骤六、依据巷道顶板支护结构和巷道两帮非均称支护结构，并依据巷道顶板支护结构和巷道两帮非均称支护结构的初始支护参数，在沿空掘巷位置处进行试验段巷道的施工；
步骤七、试验段巷道布置巷道表面位移监测站、顶板离层监测站、锚杆受力监测站、锚索受力监测站、实体煤侧煤体应力监测站和窄煤柱煤体应力监测站，各监测站记录监测数据，依据监测数据绘制表面位移曲线、离层量变化曲线、锚杆受力监测曲线、锚索受力监测曲线和煤体应力分布曲线；
步骤八、根据表面位移曲线、离层量变化曲线、锚杆受力监测曲线、锚索受力监测曲线和煤体应力分布曲线修正初始支护参数而形成符合深部不稳定覆岩下沿空掘巷的支护参数。
进一步的，步骤一中，开掘条件包括沿空掘巷位置处的地质条件、沿空掘巷位置处的支护条件、沿空掘巷位置处围岩结构的非对称特征条件、相邻工作面开采与沿空掘巷开掘之间的时间间隔条件和沿空掘巷位置处尚未稳定的上覆岩层运动对沿空掘巷巷道围岩变形破坏影响程度条件。
进一步的，步骤二中，巷道顶板支护结构包括钢筋网、W钢带、高强预应力锚杆、由锚索和钢梁组成的锚索钢梁组合体，钢筋网紧贴巷道顶板，W钢带布置于钢筋网的外侧，多根高强预应力锚杆垂直穿过W钢带、钢筋网，高强预应力锚杆的锚固端连接于巷道顶板中，钢梁的两端开设有锚索孔，锚索穿过锚索孔、钢筋网，锚索的锚固端连接于巷道顶板上部相对较稳定岩层中并且锚索的锚固端向巷道实体煤帮侧偏向；巷道两帮非均称支护结构能够实现有控让压，巷道两帮非均称支护结构包括沿空帮支护结构和实体煤帮支护结构；沿空帮支护结构包括钢筋网、W钢带、高强预应力让压锚杆、由锚索和钢梁组成的注浆锚索钢梁组合体，钢筋网紧贴巷道沿空帮，W钢带布置于钢筋网的外侧，多根高强预应力让压锚杆垂直穿过W钢带、钢筋网，高强预应力让压锚杆的锚固端连接于巷道沿空帮中，钢梁的两端开设有锚索孔，注浆锚索穿过锚索孔、钢筋网，注浆锚索的锚固端连接于巷道沿空帮中；实体煤帮支护结构包括钢筋网、钢筋梁与钢带托盘组件、高强预应力让压锚杆、由锚索和钢梁组成的锚索钢梁组合体，钢筋网紧贴巷道实体煤帮，钢筋梁与钢带托盘组件布置于钢筋网的外侧，多根高强预应力让压锚杆垂直穿过钢筋梁与钢带托盘组件、钢筋网，高强预应力让压锚杆的锚固端连接于巷道实体煤帮中，钢梁的两端开设有锚索孔，锚索穿过锚索孔、钢筋网，锚索的锚固端连接于巷道实体煤帮中。
进一步的，步骤三中，进行理论计算确定巷道顶板支护结构和巷道两帮非均称支护结构中锚杆、锚索的支护参数，锚杆的支护参数包括锚杆的直径、锚杆的长度、锚杆的强度、锚
杆的支护密度、锚杆的预紧力，锚索的支护参数包括锚索的直径、锚索的长度、锚索的强度、锚索的支护密度、锚索的预紧力、锚索的锚固段的位置。
进一步的，巷道顶板支护结构，还包括帮角锚杆，帮角锚杆的锚固端布置于巷道顶板和巷道底板中。
进一步的，巷道顶板支护结构中，多根高强预应力锚杆形成一排高强预应力锚杆，每隔一排高强预应力锚杆布置一根锚索。
进一步的，锚索交替靠近巷道的中部及巷道沿空帮侧，锚索钢梁组合体沿巷道延伸的方向布置。
进一步的，沿空帮支护结构中，多根高强预应力让压锚杆形成一排高强预应力让压锚杆，每隔两排高强预应力让压锚杆布置注浆锚索钢梁组合体；实体煤帮支护结构中，多根高强预应力让压锚杆形成一排高强预应力让压锚杆，每隔两排高强预应力让压锚杆布置锚索钢梁组合体。
进一步的，沿空帮支护结构中，注浆锚索的长度为煤柱宽度的3/5。
进一步的，实体煤帮支护结构中，锚索锚固端要位于相邻工作面侧向支承压力峰值附近或峰值外侧。
与现有技术相比，本发明的深部不稳定覆岩下沿空掘巷非均称支护设计方法及施工方法具有以下特点和优点：
本发明的深部不稳定覆岩下沿空掘巷非均称支护设计方法，可安全、高效地实现深部不稳定覆岩下沿空掘巷，巷道围岩变形量小。
结合附图阅读本发明的具体实施方式后，本发明的特点和优点将变得更加清楚。
为了更清楚地说明本发明实施例的技术方案，下面将对实施例描述中所需要使用的附图作简单地介绍，显而易见地，下面描述中的附图是本发明的一些实施例，对于本领域普通技术人员来讲，在不付出创造性劳动的前提下，还可以根据这些附图获得其他的附图。
图1为本发明实施例中深部不稳定覆岩下沿空掘巷非均称支护设计方法的流程图；
图2为本发明实施例中巷道顶板支护结构和巷道两帮非均称支护结构断面图；
图3为本发明实施例中巷道顶板支护结构示意图；
图4为本发明实施例中沿空帮支护结构示意图；
图5为本发明实施例中实体煤帮支护结构示意图；
其中，1、钢筋网，21、W钢带，22、钢筋梁与钢带托盘组件，31、高强预应力锚杆，32、高强预应力让压锚杆，33、帮角锚杆，4、钢梁，51、锚索，52、注浆锚索，61、巷道顶板,62、
较稳定岩层，63、巷道沿空帮，631、窄煤柱，64、巷道实体煤帮，65、巷道底板，66、采空区。
如图1至图5所示，本实施例提供一种深部不稳定覆岩下沿空掘巷非均称支护设计方法，包括以下步骤：
步骤一、分析沿空掘巷位置处的开掘条件，开掘条件包括沿空掘巷位置处的地质条件(煤层厚度、抗压强度、顶底板岩性、地质构造及地应力等)、沿空掘巷位置处的支护条件(护巷窄煤柱尺寸、开采深度、巷道尺寸等)、沿空掘巷位置处围岩结构的非对称特征条件、相邻工作面开采与沿空掘巷开掘之间的时间间隔条件和沿空掘巷位置处尚未稳定的上覆岩层运动对沿空掘巷巷道围岩变形破坏影响程度条件；
步骤二、针对沿空帮窄煤柱和实体煤帮应力分布不均衡，承载强度差异大的特点，选择巷道顶板支护结构和巷道两帮非均称支护结构，使沿空帮侧的支护密度大于实体煤帮侧的支护密度，使沿空帮侧的支护强度大于实体煤帮侧的支护强度；
步骤三、进行理论计算确定巷道顶板支护结构和巷道两帮非均称支护结构的多种支护参数，具体确定多种锚杆、锚索的支护参数，锚杆的支护参数包括锚杆的直径、锚杆的长度、锚杆的强度、锚杆的支护密度、锚杆的预紧力，锚索的支护参数包括锚索的直径、锚索的长度、锚索的强度、锚索的支护密度、锚索的预紧力、锚索的锚固段的位置。比如，巷道顶板支护结构中，锚索长度应使锚索锚固在顶板上部相对较稳定的岩层中，且其长度不小于7.5m；沿空帮支护结构中的锚索或注浆锚索锚固端应位于窄煤柱高应力区靠近相邻工作面采空区侧，长度一般按照窄煤柱宽度1/2至3/5选取；实体煤帮支护结构中，锚索长度依据相邻工作面侧向支承压力分布曲线选取，锚索锚固端要位于相邻工作面侧向支承压力峰值附近或峰值外侧。
步骤四、对巷道顶板支护结构和巷道两帮非均称支护结构的多种支护参数均进行数值模拟，基于相邻工作面采空区上覆岩层侧向破断、调整阶段侧向支承压力的分布特征、围岩破坏范围和支护体受力状况，分析不同支护参数下巷道围岩变形量及沿空帮窄煤柱的稳定性；
步骤五、选取围岩变形量较小、沿空帮窄煤柱稳定性较好的支护参数，作为巷道顶板支护结构和巷道两帮非均称支护结构的初始支护参数；
步骤六、依据巷道顶板支护结构和巷道两帮非均称支护结构，并依据巷道顶板支护结构和巷道两帮非均称支护结构的初始支护参数，在沿空掘巷位置处进行试验段巷道的施工；
步骤七、试验段巷道布置巷道表面位移监测站、顶板离层监测站、锚杆受力监测站、锚索受力监测站、实体煤侧煤体应力监测站和窄煤柱煤体应力监测站，各监测站记录监测数据，
依据监测数据绘制表面位移曲线、离层量变化曲线、锚杆受力监测曲线、锚索受力监测曲线和煤体应力分布曲线；
步骤八、根据表面位移曲线、离层量变化曲线、锚杆受力监测曲线、锚索受力监测曲线和煤体应力分布曲线修正初始支护参数而形成符合深部不稳定覆岩下沿空掘巷的支护参数。比如，煤体(实体煤侧、窄煤柱)应力分布曲线主要用于分析实体煤帮的破坏范围及沿空帮窄煤柱的稳定性，并据此判断实体煤帮、沿空帮窄煤柱锚杆、锚索等支护参数的合理性；判断实体煤侧锚索锚固端是否位于相邻工作面侧向支承压力峰值附近或峰值外侧，判断窄煤柱侧锚索锚固端是否处于高应力区靠近相邻工作面采空区侧。
本实施例中的深部不稳定覆岩下沿空掘巷非均称支护设计方法，在步骤二中，巷道顶板支护结构包括钢筋网1、W钢带21、高强预应力锚杆31、钢梁4和锚索51。多根高强预应力锚杆31和W钢带21形成组合支护单元，以形成浅层支护。两根锚索51与钢梁4组成锚索钢梁组合体支护单元，以形成深层支护。钢筋网1紧贴巷道顶板61，W钢带21布置于钢筋网1的外侧，多根高强预应力锚杆31垂直穿过W钢带21、钢筋网1，高强预应力锚杆31的锚固端连接于巷道顶板61中，钢梁4的两端开设有锚索孔，锚索51穿过锚索孔、钢筋网1，锚索51的锚固端连接于巷道顶板61上部较稳定岩层62中。锚索51为鸟巢锚索，端部鸟巢个数不少于3个，锚索51的直径不小于17.8mm，锚索抗拉强度不低于1860MPa。锚索51的锚固端向巷道实体煤帮64侧偏向，优选的可以相对于垂直于巷道顶板61的方向，锚索51的锚固端向巷道实体煤帮侧64偏向10度。在巷道顶板支护结构中，多根高强预应力锚杆31形成一排，每隔一排高强预应力锚杆31布置一根锚索51，锚索51靠近巷道的中部及巷道沿空帮63侧，钢梁4布置有两列，钢梁4沿巷道延伸的方向交替布置。钢筋网1对巷道顶板61起到整体包裹作用，高强预应力锚杆31和W钢带21起到浅层支护，锚索51和钢梁4起到深层支护。巷道顶板支护结构中，还包括帮角锚杆33，帮角锚杆33的锚固端布置于巷道顶板61的岩层中和巷道底板65中，优选的帮角锚杆与巷道顶板61的岩层面、巷道底板65的夹角均为10度。
巷道两帮非均称支护结构能够实现有控让压，其包括沿空帮支护结构和实体煤帮支护结构，沿空帮支护结构、实体煤帮支护结构采用不同的支护结构与支护强度。沿空帮支护结构包括钢筋网1、W钢带21、高强预应力让压锚杆32、钢梁4和注浆锚索52。多根高强预应力让压锚杆32和W钢带21形成组合支护单元，以形成预应力承载结构。两根注浆锚索52与钢梁4形成注浆锚索钢梁组合体支护单元，用于强化整体支护效应。注浆锚索52的长度为巷道沿空帮63的窄煤柱631宽度的3/5。钢筋网1紧贴巷道沿空帮63，W钢带21布置于钢筋网1的外侧，多根高强预应力让压锚杆32垂直穿过W钢带21、钢筋网1，高强预应力让压锚杆
32的锚固端连接于巷道沿空帮63中，钢梁4的两端开设有锚索孔，注浆锚索52穿过锚索孔、钢筋网1，注浆锚索52的锚固端连接于巷道沿空帮63中。沿空帮支护结构中，多根高强预应力让压锚杆32形成一排，每隔两排高强预应力让压锚杆32布置钢梁4，钢梁4竖向布置于巷道沿空帮63的中上部。钢筋网1对巷道沿空帮63起到整体包裹作用，高强预应力让压锚杆32和W钢带21用于形成预应力承载结构，高强预应力让压锚杆32在巷道沿空帮63的布置密度大于在巷道实体煤帮64的布置密度，注浆锚索52和钢梁4用于强化支护整体效应。实体煤帮支护结构包括钢筋网1、钢筋梁与钢带托盘组件22、高强预应力让压锚杆32、钢梁4和锚索51。多根高强预应力让压锚杆32和钢筋梁与钢带托盘组件22形成组合支护单元，以形成预应力承载结构。两根锚索51与钢梁4形成锚索钢梁组合体支护单元，用于强化整体支护效应。钢筋网1紧贴巷道实体煤帮64，钢筋梁与钢带托盘组件22布置于钢筋网1的外侧，多根高强预应力让压锚杆32垂直穿过钢筋梁与钢带托盘组件22、钢筋网1，高强预应力让压锚杆32的锚固端连接于巷道实体煤帮64中，钢梁4的两端开设有锚索孔，锚索51穿过锚索孔、钢筋网1，锚索51的锚固端连接于巷道实体煤帮64中，锚索51锚固端要位于相邻工作面侧向支承压力峰值附近或峰值外侧。锚索51为鸟巢锚索，端部鸟巢个数不少于3个，锚索51的直径不小于17.8mm，锚索抗拉强度不低于1860MPa。实体煤帮支护结构中，多根高强预应力让压锚杆32形成一排，每隔两排高强预应力让压锚杆32布置钢梁4，钢梁4竖向布置于巷道实体煤帮64的中上部。钢筋网1对巷道实体煤帮64起到整体包裹作用，高强预应力让压锚杆32和钢筋梁与钢带托盘组件22用于形成预应力承载结构，锚索51和钢梁4用于强化支护整体效应。
当然，上述说明并非是对本发明的限制，本发明也并不仅限于上述举例，本技术领域的技术人员在本发明的实质范围内所做出的变化、改型、添加或替换，也应属于本发明的保护范围。
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- 一种深部不稳定覆岩下沿空掘巷非均称支护设计方法，其特征在于，包括以下步骤：步骤一、分析沿空掘巷位置处的开掘条件；步骤二、选择巷道顶板支护结构和巷道两帮非均称支护结构，使沿空帮侧的支护密度大于实体煤帮侧的支护密度，使沿空帮侧的支护强度大于实体煤帮侧的支护强度；步骤三、进行理论计算确定巷道顶板支护结构和巷道两帮非均称支护结构的多种支护参数；步骤四、对巷道顶板支护结构和巷道两帮非均称支护结构的多种支护参数均进行数值模拟，基于相邻工作面采空区上覆岩层侧向破断、调整阶段侧向支承压力的分布特征、围岩破坏范围和支护体受力状况，分析不同支护参数下巷道围岩变形量及沿空帮窄煤柱的稳定性；步骤五、选取围岩变形量较小、沿空帮窄煤柱稳定性较好的支护参数，作为巷道顶板支护结构和巷道两帮非均称支护结构的初始支护参数；步骤六、依据巷道顶板支护结构和巷道两帮非均称支护结构，并依据巷道顶板支护结构和巷道两帮非均称支护结构的初始支护参数，在沿空掘巷位置处进行试验段巷道的施工；步骤七、试验段巷道布置巷道表面位移监测站、顶板离层监测站、锚杆受力监测站、锚索受力监测站、实体煤侧煤体应力监测站和窄煤柱煤体应力监测站，各监测站记录监测数据，依据监测数据绘制表面位移曲线、离层量变化曲线、锚杆受力监测曲线、锚索受力监测曲线和煤体应力分布曲线；步骤八、根据表面位移曲线、离层量变化曲线、锚杆受力监测曲线、锚索受力监测曲线和煤体应力分布曲线修正初始支护参数而形成符合深部不稳定覆岩下沿空掘巷的支护参数。
- 根据权利要求1所述的深部不稳定覆岩下沿空掘巷非均称支护设计方法，其特征在于：步骤一中，开掘条件包括沿空掘巷位置处的地质条件、沿空掘巷位置处的支护条件、沿空掘巷位置处围岩结构的非对称特征条件、相邻工作面开采与沿空掘巷开掘之间的时间间隔条件和沿空掘巷位置处尚未稳定的上覆岩层运动对沿空掘巷巷道围岩变形破坏影响程度条件。
- 根据权利要求1所述的深部不稳定覆岩下沿空掘巷非均称支护设计方法，其特征在于：步骤二中，巷道顶板支护结构包括钢筋网、W钢带、高强预应力锚杆、由锚索和钢梁组成的锚索钢梁组合体，钢筋网紧贴巷道顶板，W钢带布置于钢筋网的外侧，多根高强预应力锚杆垂直穿过W钢带、钢筋网，高强预应力锚杆的锚固端连接于巷道顶板中，钢梁的两端开设有锚索孔，锚索穿过锚索孔、钢筋网，锚索的锚固端连接于巷道顶板上部相对较稳定岩层中并且锚索的锚固端向巷道实体煤帮侧偏向；巷道两帮非均称支护结构能够实现有控让压，巷道两帮非均称支护结构包括沿空帮支护结构和实体煤帮支护结构；沿空帮支护结构包括钢筋网、W钢带、高强预应力让压锚杆、由锚索和钢梁组成的注浆锚索钢梁组合体，钢筋网紧贴巷道 沿空帮，W钢带布置于钢筋网的外侧，多根高强预应力让压锚杆垂直穿过W钢带、钢筋网，高强预应力让压锚杆的锚固端连接于巷道沿空帮中，钢梁的两端开设有锚索孔，注浆锚索穿过锚索孔、钢筋网，注浆锚索的锚固端连接于巷道沿空帮中；实体煤帮支护结构包括钢筋网、钢筋梁与钢带托盘组件、高强预应力让压锚杆、由锚索和钢梁组成的锚索钢梁组合体，钢筋网紧贴巷道实体煤帮，钢筋梁与钢带托盘组件布置于钢筋网的外侧，多根高强预应力让压锚杆垂直穿过钢筋梁与钢带托盘组件、钢筋网，高强预应力让压锚杆的锚固端连接于巷道实体煤帮中，钢梁的两端开设有锚索孔，锚索穿过锚索孔、钢筋网，锚索的锚固端连接于巷道实体煤帮中。
- 根据权利要求3所述的深部不稳定覆岩下沿空掘巷非均称支护设计方法，其特征在于：步骤三中，进行理论计算确定巷道顶板支护结构和巷道两帮非均称支护结构中锚杆、锚索的支护参数，锚杆的支护参数包括锚杆的直径、锚杆的长度、锚杆的强度、锚杆的支护密度、锚杆的预紧力，锚索的支护参数包括锚索的直径、锚索的长度、锚索的强度、锚索的支护密度、锚索的预紧力、锚索的锚固段的位置。
- 根据权利要求3所述的深部不稳定覆岩下沿空掘巷非均称支护设计方法，其特征在于：巷道顶板支护结构，还包括帮角锚杆，帮角锚杆的锚固端布置于巷道顶板和巷道底板中。
- 根据权利要求3所述的深部不稳定覆岩下沿空掘巷非均称支护设计方法，其特征在于：巷道顶板支护结构中，多根高强预应力锚杆形成一排高强预应力锚杆，每隔一排高强预应力锚杆布置一根锚索。
- 根据权利要求6所述的深部不稳定覆岩下沿空掘巷非均称支护设计方法，其特征在于：锚索交替靠近巷道的中部及巷道沿空帮侧，锚索钢梁组合体沿巷道延伸的方向布置。
- 根据权利要求3所述的深部不稳定覆岩下沿空掘巷非均称支护设计方法，其特征在于：沿空帮支护结构中，多根高强预应力让压锚杆形成一排高强预应力让压锚杆，每隔两排高强预应力让压锚杆布置注浆锚索钢梁组合体；实体煤帮支护结构中，多根高强预应力让压锚杆形成一排高强预应力让压锚杆，每隔两排高强预应力让压锚杆布置锚索钢梁组合体。
- 根据权利要求3所述的深部不稳定覆岩下沿空掘巷非均称支护设计方法，其特征在于：沿空帮支护结构中，注浆锚索的长度为煤柱宽度的3/5。
- 根据权利要求3所述的深部不稳定覆岩下沿空掘巷非均称支护设计方法，其特征在于：实体煤帮支护结构中，锚索锚固端要位于相邻工作面侧向支承压力峰值附近或峰值外侧。
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