我国煤矿巷道锚杆支护理论及技术研究进展
Research progress on bolt support theory and technology of coal mine roadway in China
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摘要: 随着我国巷道埋深的不断增加以及矿井环境的复杂化，巷道锚杆支护面临的挑战将更加严峻。基于相关文献的调研，对巷道锚杆支护相关理论进行了系统的总结，重点论述了近些年新提出的锚杆中性点理论、锚杆支护围岩强度强化理论、锚杆等强梁支护理论等；同时从锚固体应力分布规律、锚杆荷载传递规律、锚杆锚固界面力学特性、围岩的流变性及其产生的时效性等4个方面对锚杆作用机理进行了阐述；介绍了锚杆支护形式、锚杆设计方法、锚杆材料及结构等方面的主要研究成果。最后，结合巷道锚杆支护领域的研究现状，探讨了巷道锚杆支护中亟需解决的难题及研究重点。Abstract: With the increasing depth of roadway and the complexity of mine environment in China, the challenge of roadway bolt support will be more serious. Based on the investigation of relevant literature, the related theories of roadway bolt support were systematically summarized, and the newly proposed bolt neutral point theory, surrounding rock strength strengthening theory of bolt supporting, theory of bolt uniform strength beam support in recent years were emphatically discussed; at the same time, the action mechanism of anchor is expounded from the following four aspects: the stress distribution law of anchorage body, the load transfer law of anchor bolt, the mechanical properties of anchor anchorage interface, the rheological property of surrounding rock and its timeliness; then the main research results of bolt support form, bolt design method, bolt material and structure are introduced.Finally, combined with the research status of roadway bolt support, the problems and research priorities that need to be solved in roadway bolt support are discussed.
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Keywords:
- roadway /
- bolt support /
- support theory /
- support form /
- anchor material
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支护对于煤矿安全高效开采有着决定性作用[1-3]，随着支护理论、技术及材料科学研究的进步，巷道支护逐渐由原来的被动支护[4-5]为主，逐步向着主被动相结合的支护方式发展。现如今锚杆锚索一体化协同支护已成为巷道主动支护设计的主要技术手段[6-8]，这在一定程度上缓解了巷道的围岩变形[9-10]。
针对巷道支护，设计众多学者进行了大量研究。富强[11]通过引入矿压数据作为模型判断条件，提出了基于实测矿压数据为因变量的数值计算反演分析方法；刘海雁等[12]研究了顶角锚杆安装角度、锚杆的长度和锚杆预紧力对巷道稳定性的权重因素大小，提出了基于正交矩阵的巷道分析方法；郑朋强等[13]采用等效圆法计算出顶板及两帮的松动圈范围，提出将阳城三采区3310巷道顶板锚杆换成锚索的支护方案；杨秀章等[14]针对软岩巷道采用FLAC3D数值模拟对巷道进行精细化模拟从而选择最优支护方案；戴晨[15]通过现场观测围岩变形、钻孔窥视、瑞利波探测等手段对巷道进行支护设计；王羽阳等[16]采用层次分析法针对软弱岩层巷道围岩提出2种工程类比支护方案。
上述学者提出多种方法针对巷道支护设计进行了研究，但缺少对深部煤层回采巷道支护的研究。为此，以唐阳煤矿432运输巷为工程背景，对432运输巷支护方案进行研究，从安全、高效、节约的角度，基于巷道围岩控制理论，运用理论计算、数值模拟、工程试验的方法，提出深部厚煤层回采巷道支护设计方案[17-20]。
1. 研究背景
唐阳煤矿地处济宁市汶上县南站镇，矿井核定生产能力为110万t/a，共含可采煤层3层，自上而下分别为3#、16#、17#煤层；3#煤为主采煤层，发育良好，平均煤厚5.24 m，为厚煤层，属较稳定−稳定煤层，煤层倾角一般在6°~18°。煤矿采用立井开拓，主副井分别兼作回风井和进风井，通风方式为中央并列抽出式，采煤工艺为长壁后退式，综采放顶煤采煤工艺。
432综放工作面为唐阳煤矿四采区第2个回采工作面，设计开采3#煤层，埋深481.5～614.9 m，西北方向为431采空区。432运输巷沿煤层底板全煤掘进，掘进期间揭露XDF5断层，工作面巷道布置平面图如图1所示。432运输巷支护断面为矩形断面，巷道掘进高度×掘进宽度为3.1 m×4.8 m，巷道断面净面积为13.8 m2。432运输巷顶底板岩性钻孔柱状图如图2所示。
2. 巷道支护方案设计及分析
根据巷道围岩控制理论结合432运输巷工程实际情况，初步提出以锚杆（索）+网+W钢带为基础的3种支护方案，3种支护方案断面如图3所示。3种支护方案均采用细牙等强螺纹钢式树脂锚杆；锚索采用ϕ21.8 mm×6 000 mm的矿用锚索；顶帮部挂网均采用ϕ4.5 mm钢筋加工的冷拔筋经纬网，规格为长×宽=2 400 mm×900 mm，网格规格为长×宽=80 mm×80 mm；W钢带呈矩形采用长×宽=4 400/2 000 mm×300 mm。具体支护方案参数见表1。
表 1 支护方案参数表Table 1. Parameters of supporting schemes方案 顶板锚杆
数量帮部锚杆
数量锚索
数量锚杆间排距/
（mm×mm）锚索间排距/
（mm×mm）方案Ⅰ 6 4 3 800×800 1 600×1 600 方案Ⅱ 5 4 3 1 000×1 000 1 600×1 800 方案Ⅲ 4 4 3 1 200×1 200 1 600×2 000 为研究支护方案锚杆锚索取值参数是否合理，采用悬吊理论对432运输巷进行支护理论分析。432运输巷道支护设备选用参数如下：锚杆材质为等强螺纹钢，屈服强度标准值为500 MPa，杆体设计抗拉强度为670 MPa，设计锚固力190 kN，设计预紧力80 kN；锚索由低松弛预应力钢绞线制作，设计抗拉强度1 860 MPa，最大破断力580 kN，设计锚固力190 kN，预紧力120 kN。
根据唐阳煤矿432运输巷实际支护参数，运用式（1）对巷道围岩顶板和锚杆长度进行理论计算：
$$ \mathit{L} _{ \rm{m} } \mathit{=L} _{ \mathrm{1}} \mathit{+L} _{ \mathrm{2}} \mathit{+L} _{ \mathrm{3}} $$ (1) 式中：Lm为锚杆总长度，m；L1为锚杆外露长度，m；L2锚杆有效长度，m；L3锚杆锚入稳定岩层的深度，m。
根据式（1）可知，锚杆长度的计算由3部分组成，其中L1=托板厚+螺母厚+（0.02～0.03 m），根据锚杆实际参数，锚杆外露长度均取0.1 m。此外，对于锚杆有效长度L2，采用普式自然平衡拱进行锚杆有效长度的理论计算，计算过程如下：
当f ≥3时：
$$ {L_2} = K\frac{B}{{2f}} $$ (2) 当f ≤ 2时：
$$ {L_2} = \frac{1}{f}\left[ {\frac{B}{2} + H{\mathrm{cot}}\left( {45^\circ + \frac{\omega }{2}} \right)} \right] $$ (3) 式中：K为安全系数；B为巷道掘进宽度，m；H为巷道掘进高度，m；ω为两帮围岩的似内摩擦角，（°）；f为普氏岩石坚固性系数。
根据432运输巷工程实际参数，运用式（2）、式（3）对顶板锚杆长度进行计算。为保证巷道顶板的支护安全，式中安全系数K取最大值2，L3也取最大值0.5 m，ω取42°。将数据代入计算得：当f ≥ 3时，L2=1.6 m，Lm≥2.2 m；当f ≤ 2时，L2=1.28 m，Lm≥1.88 m。
对于帮部锚杆有效长度的计算，可采用帮破碎深度c来计算：
$$ c = H\tan \left( {45^\circ - \frac{\omega }{2}} \right) $$ (4) 将数据代入计算得：c=1.38 m，则帮部锚杆的有效长度L2为1.38 m。将计算结果代入式（1）则帮部锚杆的长度Lm为1.98 m。
锚杆间排距可通过式（5）计算得出：
$$ a < \sqrt {\frac{G}{{k{L_2}{\text{r}}}}} $$ (5) 式中：a为锚杆间排距，m；G为锚杆设计锚固力，kN；r为不稳定岩层平均重力密度，取13.5 kN/m3。
将数据代入式（5），计算得a<2.10 m。
锚索长度可由式（6）计算。
$$ \mathit{L} _{ \mathrm{s}} \mathrm= \mathit{L} _{ \mathrm{a}} \mathrm+ \mathit{L} _{ \mathrm{b}} \mathrm+ \mathit{L} _{ \mathrm{c}} $$ (6) 式中：Ls为锚索总长度，m；La为锚索外露长度，m；Lb为悬吊的不稳定岩层厚度，m；Lc锚索锚入较稳定岩层的锚固长度，m。
其中Lc满足以下公式：
$$ L_{{\mathrm{c}}} \geqslant K \times \frac{d_{1} f_{{\mathrm{a}}}}{4 f_{{\mathrm{c}}}} $$ (7) 式中：d1锚索直径，mm；fa为锚索抗拉强度，MPa；fc为锚索与锚固剂的黏合强度，10 N/mm2。
根据矿井实际支护参数，锚索外露长度La取值为0.3 m，Lb取顶煤厚度3 m，Lc通过式（7）计算得Lc≥1.52 m。将上述参数取值及计算结果代入式（6），计算得出锚索长度Ls≥5 m。
锚索间排距可通过式（8）计算得出：
$$ b = \frac{{N{F_2}}}{{B{{h}}\rho g }} $$ (8) 式中：b为锚索间排距，m；B为掘进巷道宽度，m；h为巷道垮落高度，m；ρ为岩体平均密度，取2.5 t/m3；F2为锚索极限承载力，根据实际生产中锚索支护效率，取最小值250 kN；N为锚索根数，分别取1、2、3。
由式（8）可以看出，锚索间排距b与巷道最大垮落高度h成反比关系，为使锚索排距更加可靠，h应尽可能取值大一些，因此选取唐阳煤矿顶板锚杆长度作为垮落高度的参考值。将数据代入公式，计算锚索间排距，锚索间排距参数见表2。
表 2 锚索间排距参数表Table 2. Parameters table of row spacing between anchor cables锚索根数 最大垮落高度/m 巷道宽度/m 锚索间排距/m 1 2.2 4.8 0.947 2 2.2 4.8 1.893 3 2.2 4.8 2.841 根据理论计算，唐阳煤矿432运输巷支护方案及锚杆锚索等支护参数的选取均符合理论计算。
3. 巷道支护数值模拟
3.1 巷道FLAC3D数值模型的构建
根据唐阳煤矿432运输巷地质资料建立巷道FLAC3D数值模型，模型中岩性参数的选取值见表3，数值模拟图如图4所示。
表 3 模型物理力学参数表Table 3. Model physical and mechanical parameters table岩石
名称密度/
(kg.m−3)体积模
量/GPa剪切模
量/GPa黏聚力/
MPa内摩擦
角/(°)抗拉强
度/MPa中粒砂岩 2 640 14.70 8.10 6.11 38.97 5.500 砂质泥岩 2 500 4.17 2.50 4.86 30.00 2.600 3下煤 1 832 1.25 1.30 1.50 35.00 2.170 泥岩 2 360 2.17 1.00 4.86 28.00 2.372 细粒砂岩 2 700 7.87 3.38 5.01 38.80 5.792 3.2 巷道围岩垂直位移
依据巷道断面尺寸建立长×宽×高为30 m×20 m×30 m的数值模型，为精确模拟结果对模型网格单元进行加密处理，共划分模型网格单元1 075 200个，模型力学准则选用摩尔−库伦准则。模型建立后对模型水平边界施加水平方向位移约束，下边界施加垂直方向位移约束，上边界施加垂直方向应力约束，应力大小为模型上覆岩石自重，模型中锚杆（索）支护结构采用CABLE单元模拟。
巷道开挖后，由于采掘活动破坏了巷道围岩原始的应力环境，会导致巷道围岩应力环境的重新分布，巷道围岩应力重新分布的过程中，通过巷道的围岩变形加以显现。巷道围岩变形量是判断巷道围岩的稳定性重要指标。432运输巷垂直位移等值线如图5所示。
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图 5 不同支护方案巷道围岩垂直位移等值线图Figure 5. Vertical displacement isograms of roadway surrounding rock under different support schemes从图5可以看出，3种支护方案的垂直位移量有着明显区别：支护方案Ⅰ顶板垂直位移量约为62.4 mm，顶底板相对位移量约为77.6 mm；支护方案Ⅱ顶板垂直位移量约为63.9 mm，顶底板相对位移量约为79.7 mm；支护方案Ⅲ顶板垂直位移量约为68.3 mm，顶底板相对位移量83.8 mm。
为进一步精确模拟结果，在数值模型巷道顶板及帮部布置5 m的测线，巷道上方5 m范围内的位移数据如图6所示。
由图6可知：在巷道顶板上方5 m范围内支护方案Ⅲ的位移变形量最大，支护方案Ⅰ与支护方案Ⅱ位移变形量相近。
3.3 巷道围岩水平位移
巷道围岩水平方向的位移变形会引起巷道两帮内敛收缩，若变形量较大则会导致片帮，影响巷道支护及通风。不同支护方案水平位移等值线图如图7所示，巷道两帮5 m范围内的水平位移变化曲线如图8所示。
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图 7 不同支护方案巷道围岩水平位移等值线图Figure 7. Horizontal displacement contour map of roadway surrounding rock under different support schemes![]()
图 8 两帮不同位置位移量变化图Figure 8. Displacement variation diagrams of different positions of roadway two sides据图7可知：支护方案Ⅰ左帮水平位移变形量约为51.7 mm，右帮水平位移变形量约为51.7 mm，两帮相对位移变形量约为103.4 mm；支护方案Ⅱ左帮水平位移变形量约为52.8 mm，右帮水平位移变形量约为52.7 mm，两帮相对位移变形量约为105.5 mm；支护方案Ⅲ左帮水平位移变形量约为55.2 mm，右帮水平位移变形量约为55.9 mm，两帮相对位移变形量约为111.1 mm。
由图8可知：支护方案Ⅰ与支护方案Ⅱ的两帮位移变形量均小于支护方案Ⅲ的位移量，且支护方案Ⅰ与支护方案Ⅱ位移量相近。
3.4 巷道围岩塑性区
432运输巷3种支护方案塑性区演化如图9所示。
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图 9 不同支护方案塑性区演化数值模拟Figure 9. Numerical simulation of plastic zone evolution for different support schemes由图9可知：各支护方案塑性破坏均发生在顶板3 m范围及两帮1.5 m范围内；在顶板区域支护方案Ⅰ和方案Ⅲ塑性破坏单元较多且分布均匀，支护方案Ⅱ顶板破坏单元较少但分布零散；在巷道两帮靠近顶板区域，支护方案Ⅲ塑性破坏单元最多；在底板附近，支护方案Ⅲ塑性破坏单元较支护方案Ⅰ及方案Ⅱ明显较多。模拟结果显示支护方案Ⅰ与支护方案Ⅱ明显优于支护方案Ⅲ。
3.5 方案对比
由数值模拟可得，3种支护方案对432运输巷道围岩控制均起到良好的效果，但不同的支护参数致使支护成本有很大不同。不同支护方案支护效果及成本分析见表4。
表 4 不同支护方案支护效果及成本分析表Table 4. Support effect and cost analysis table of different support schemes名称 顶底板相对
位移量/mm两帮相对
位移量/mm支护成本/
（元·m−1）支护方案Ⅰ 77.6 103.4 1 024 支护方案Ⅱ 79.7 105.5 663 支护方案Ⅲ 83.8 111.1 461 由表4可知：支护方案Ⅰ和支护方案Ⅱ在支护效果相近的情况下，支护方案Ⅱ比支护方案Ⅰ减少35%成本。
由分析可以看出，432运输巷的支护不能仅凭盲目增加锚杆，加密间排距进行设计来解决支护效果和成本所带来的问题。根据模拟结果及成本分析，选择支护方案Ⅱ作为432运输巷基本支护方案。
4. 工程试验
为了验证支护方案Ⅱ对432运输巷道支护方案效果，采用多点位移计分别对巷道顶板及两帮位移量进行监测。在432运输巷开门口处布置1#测站，距1#测站100 m处布置2#测站，共布置2组测站。
顶板位移计布置在巷道中部垂直顶板，5个测点分别位于孔深2、4、6、8、10 m，432运输巷1#、2#顶板多点位移计安装示意图如图10所示。巷道帮部位移计布置在巷道回采侧煤壁中部，垂直于煤壁，测点安装孔深分别为1、2、3、4、5 m，432运输巷1#、2#帮部多点位移计安装示意图如图11所示。1#、2#测站监测的顶板、巷帮位移增量变化曲线如图12和图13所示。
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图 10 432运输巷1#、2#顶板多点位移计安装示意图Figure 10. Installation diagram of 1#, 2# roof multi-point displacement meters in 432 transportation lane![]()
图 11 432运输巷1#、2#帮部多点位移计安装示意图Figure 11. Installation diagram of 1#, 2# side multi-point displacement meters in 432 transportation lane由图12可以看出：432运输巷道1#和2#测站顶板2 m基点位移都为0，说明巷道顶板锚固支护范围内无明显离层出现；4 m基点、6 m基点、8 m基点处的观测位移值分别为6、4、7 mm（1#测站）和5、3、6 mm（2#测站）。根据432运输巷地质资料分析，该3处基点位于煤层上方砂质泥岩层位中，砂质泥岩岩性较弱,相对于砂岩强度较低，因此该3处的位移量较大。10 m基点位于煤层上方基本顶中粒砂岩中，1#测站位移观测值为3 mm，2#测站观测值为4 mm，由于中粒砂岩岩性较好，强度较高，因此10 m基点位移量小于砂质泥岩中基点位移量。
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图 12 432运输巷1#、2#顶板监测位移变化曲线Figure 12. Roof monitoring displacement chang curves of 1#, 2# measuring points in 432 transportation lane![]()
图 13 432运输巷1#、2#巷帮监测位移变化曲线Figure 13. Two sides monitoring displacement change curves of 1#, 2# measuring points in 432 transportation lane由图13可知：1#测站和2#测站在1 m基点处的位移值都为0，表明巷道支护对于巷道帮部围岩变形起到良好的控制作用；随着观测时间推移巷道帮部位移在25 d达到最大，之后不再增加，表明支护方案Ⅱ方案支护起到了有效的支护作用。
432运输巷顶底板及两帮累计位移量现场监测数据如图14所示，通过对比数值模拟数据，两者数值极为相近，从而验证了数值模拟的可靠性。
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图 14 巷道顶底板及两帮累计位移变形量Figure 14. Cumulative displacement and deformation of roof and floor and two sides of roadway5. 结 语
1）针对唐阳煤矿432运输巷支护设计，提出3种支护设计方案，通过理论计算，选取了合理的支护参数；运用数值模拟，研究了3种支护方案的位移、塑性区。支护方案Ⅰ和支护方案Ⅱ顶底板位移变形量相近，但支护方案Ⅱ塑性单元最少。支护方案Ⅲ支护效果最差。
2）基于支护效果和成本考虑对比3种支护方案。支护方案Ⅰ与支护方案Ⅱ在顶板及两帮位移量上的控制效果相近，支护方案Ⅲ的围岩控制效果较差。在支护效果相近的条件下，支护方案Ⅱ的成本仅占支护方案Ⅰ的64.7%。
3）工程试验表明，通过设置在巷道的2个测站的多点位移计监测可以看出，支护方案Ⅱ对432运输巷近场围岩变形的控制效果很好。两测站位于顶板10 m基点处的位移量表明支护方案Ⅱ对于基本顶的位移变形量控制起到明显的作用。同时，巷道帮部各基点的位移量在第25 d达到最大值。表明支护方案Ⅱ有效地控制了围岩破碎区向围岩深部蔓延。
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