WO2021052192A1 - 一种高应力冲击地压巷道锚杆、设计方法和工作方法 - Google Patents

一种高应力冲击地压巷道锚杆、设计方法和工作方法 Download PDF

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Publication number
WO2021052192A1
WO2021052192A1 PCT/CN2020/113350 CN2020113350W WO2021052192A1 WO 2021052192 A1 WO2021052192 A1 WO 2021052192A1 CN 2020113350 W CN2020113350 W CN 2020113350W WO 2021052192 A1 WO2021052192 A1 WO 2021052192A1
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Prior art keywords
bolt
anchor rod
nodular
rock
sleeve
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PCT/CN2020/113350
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English (en)
French (fr)
Inventor
孟波
马占元
靖洪文
杨智文
杨圣奇
宁掌玄
王迎超
张天仓
黄彦华
纪润清
尹乾
吴疆宇
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孟波
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Priority to CA3163844A priority Critical patent/CA3163844A1/en
Publication of WO2021052192A1 publication Critical patent/WO2021052192A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/003—Machines for drilling anchor holes and setting anchor bolts
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/02—Setting anchoring-bolts with provisions for grouting
    • E21D20/025—Grouting with organic components, e.g. resin
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts

Definitions

  • the invention relates to a high-stress rock-burst roadway bolt, a design method and a working method, and is particularly suitable for high-stress rock-burst roadway bolts, design methods and working methods used in underground coal mines.
  • Anchor rod is an important supporting material in mining engineering, hydropower engineering, slope engineering and underground engineering.
  • Common anchor rods mainly include resin anchored threaded steel anchor rods and round steel. Twisted anchor rods, mechanical inverted wedge anchor rods, expansion shell anchor rods, FRP anchor rods, etc.
  • the main disadvantages are as follows:
  • Resin coil anchor bolts have higher requirements on the type of hole wall rock, drilling conditions, and installation and construction. If the rock in the borehole is weak, broken, or contains water, mud and other debris, it will directly affect the anchor effect of the resin coil. In addition, , If the resin drug roll is not uniformly stirred when the anchor rod is installed, it will also affect the bonding effect between the rod body and the hole wall;
  • Mechanical inverted wedge anchors have high requirements on the type of hole wall rock and the integrity of the borehole wall. If the drilled rock is weak or the anchor point is incomplete, the mechanical inverted wedge anchor will fail to install and no anchoring will occur. force.
  • the allowable deformation is only the elongation of the rod body, which cannot meet the large deformation and impact resistance requirements of the high-stress impact rock roadway.
  • the expansion shell anchor rod can provide anchoring force through the friction between the rod body and the hole wall, achieving the effect of full-length anchoring and adapting to large deformation, but the anchoring force is low, and it cannot provide high pre-tightening force.
  • Both the resin drug-coiled anchor rod and the mechanical inverted wedge anchor rod obtain the pre-tightening force through bolt fastening, which makes the anchor rod subject to the complex stresses of tension, compression, torsion and shear at the same time, and the bearing capacity is greatly reduced.
  • the high-stress impact rock bolt of the present invention includes a nodular bolt body, a bolt tail lock, a force transmission tray and a sleeve;
  • the nodular anchor rod body is provided with protrusions at intervals, the end of the nodular anchor rod body is provided with a thread, the thread is sequentially provided with a force transmission tray and an anchor rod tail lock, and the nodal anchor rod is provided with a sleeve outside the body
  • the sleeve is a metal tube provided with a through seam in the axial direction, the outer side of the metal tube is provided with fine threads, and the inside of the metal tube is provided with a concave structure matching the protrusion on the nodular anchor rod body.
  • the joint-shaped anchor rod body is provided with protrusions in the form of spherical protrusions or spindle-shaped protrusions at intervals.
  • the sleeve is a whole metal tube with a through seam that wraps the nodular anchor rod body, or a plurality of metal tubes with a through seam that wraps the nodular anchor rod body.
  • the sleeve formed by the metal pipe with through-slits is a whole piece within one-third of the length of the end of the anchor rod, and the remaining two-thirds of the anchor rod length is multiple pieces that wrap the nodular anchor rod body
  • a short metal tube with a through seam includes two structures: a short metal tube I and a short metal tube II. They are arranged and used at intervals during use.
  • the whole short metal tube with a through seam The length is 1.5 times the length of the two adjacent protrusions of the nodular bolt body.
  • the short metal tube that closely fits the rock mass will move to the outside of the borehole along with the rock mass, while the rod in the short metal tube does not move. At this time, the matching concave structure in the metal tube and the bulge of the fractured part form an anchor point again.
  • the anchor rod tail lock includes an anchor rod lock sleeve and an anchor rod lock wedge.
  • the inner surface of the anchor rod lock sleeve is set as an inclined surface.
  • the anchor rod lock wedge is a wedge with friction lines on the surface. It is composed of 3 pieces, and the rigidity of the anchor rod lock wedge is greater than the rigidity of the nodular anchor rod body.
  • a method for designing high-stress and rock-pressure roadway bolts, and its steps are as follows:
  • d n ⁇ n (k1+k2)/(k1*k2) to calculate the bolt slip limit normal deformation d n , where: k1 is the compression stiffness of the resin charge and k2 is the rock compression of the hole wall Stiffness, both are obtained through compression test;
  • a6 Design the size of each protrusion of the nodular anchor rod by using the convex undulating angle ⁇ , the diameter of the anchor rod body Db and the distance between the peak of the bamboo joint, and then according to the difference between each two protrusions of the nodal anchor rod body
  • the size of the space determines the specific number of protrusions of the nodular anchor rod body, and the anchor rod lock is set at the end of the nodular anchor rod body to complete the design of the entire anchor rod.
  • a working method of high-stress impact rock bolts for roadway, and its steps are as follows:
  • the nodular bolt body slides along the inner slope of the sleeve under the action of tension to adapt to the overall deformation of the roadway due to the large deformation of the surrounding rock.
  • the nodular bolt body expands the sleeve and sets The cylinder squeezes the annular space of the resin drug roll in the drill hole to make it fit more closely with the drill hole wall, effectively improving the overall anchoring force;
  • the nodular anchor rod body quickly frictionally slides with the sleeve under the action of the impact force.
  • the relative displacement of the two exceeds the nodal anchor
  • the protrusion on the nodular anchor rod body will naturally slide into the shuttle-shaped groove of the next sleeve, and slide along the inner slope of the sleeve again, which will effectively prevent the anchor rod from falling Breakage and failure of the rod body when rock burst disaster occurs.
  • the surrounding rock will continue to move to the free surface of the roadway, and it will also drive the tightly coupled casing to move outwards, while the inner anchoring formed in the deep surrounding rock If the point is not moving, then the nodular bolt body remaining in the surrounding rock will not move, and the casing near the fracture will move outwards with the surrounding rock, so the inner slope of the sleeve will be in line with the nodular bolt body
  • the bulge friction contact of the bulge is expanded again to form an outer anchor point, so that the rock mass between the outer anchor point and the inner anchor point is continuously constrained by the residual nodular anchor rod body.
  • the chemical bonding of the resin cartridge is combined with the physical expansion of the nodular anchor rod body and the collar, which is suitable for the situation where the hole wall is irregular and is not conducive to mechanical anchoring. It is suitable for the chemical bonding of the hole wall with wet resin anchoring agent. Situations that do not work well;
  • the nodular anchor rod body is under the action of high-level static pressure, the nodular anchor rod will slide along the inner slope of the sleeve under the action of tension to adapt to the large deformation of the surrounding rock. At the same time, the nodular anchor rod will open the sleeve. The sleeve squeezes the annular space of the resin cartridge to make it more closely adhere to the wall of the borehole, and the anchoring force is higher. When subjected to high-speed impact dynamic pressure, the nodular anchor rod will quickly friction and slip with the sleeve.
  • the surrounding rock and the collar are bonded by the resin cartridge, so the surrounding rock and the collar will move synchronously.
  • the nodular anchor rod body has undulations in both directions along the rod body, and when the nodular anchor rod body and the sleeve move in the direction
  • the bevel angle between the sleeve and the nodular anchor rod is much larger than that of the forward direction, which can quickly lock the nodular anchor rod, contact with the inner wall of the collar, expand it, and re-press the hole wall to generate anchoring force , So no matter the anchor rod is broken into several sections, its anchoring force will not be lost;
  • the rod at the anchor tray position only bears the tension load instead of being subjected to tension, compression, and torsion at the same time when bolts are used, which leads to premature failure.
  • the anchor rod and the lock move relative to each other, the anchor rod and the lock will be squeezed and rubbed due to the embedded effect of the wedge, and the anchor rod and the lock will be locked under high friction;
  • the design of the undulating height of the bolt body takes into account factors such as the anchoring force of the bolt, the deformation modulus of the surrounding rock, the deformation modulus of the resin coil, the deformation modulus of the sleeve, etc., which is more adaptable to different characteristics of the surrounding rock;
  • Figure 1 is a schematic diagram of the structure of the high-stress rock impact roadway bolt of the present invention
  • Figure 2 (a) is a front view of the anchor bolt tail lock for high-stress impact geopressured roadway of the present invention
  • Figure 2(b) is a cross-sectional view of the anchor bolt tail lock for high-stress impact geopressured roadway of the present invention
  • Fig. 3 is a schematic structural diagram of the anchor rod in use of the high-stress rock-burst roadway of the present invention
  • Figure 4 (a) is a schematic diagram of the structure of the short metal tube I of the present invention.
  • Figure 4 (b) is a schematic diagram of the structure of the short metal tube II of the present invention.
  • Fig. 5 is a structural schematic diagram of the anchor rod in the high-stress rock-burst roadway of the present invention that continues to function after the bolt body is broken;
  • Fig. 6 is a structural schematic diagram showing the uppermost broken anchor rod of the high-stress impact rock roadway anchor rod of the present invention is still working.
  • the high-stress impact rock bolt of the present invention includes a nodular bolt body 1, a bolt tail lock, a force transmission tray 3 and a sleeve 4;
  • the nodular anchor rod body 1 is provided with protrusions at intervals, and the protrusions are spherical or spindle-shaped protrusions; the end of the nodular anchor rod body 1 is provided with threads, and the threads are sequentially provided with a force transmission tray 3 and Anchor rod tail lock.
  • a sleeve 4 is provided outside the nodular anchor rod body 1.
  • the sleeve 4 is a metal tube with a through seam in the axial direction.
  • the outer side of the metal tube is provided with fine threads, and the inside of the metal tube is provided with a joint A concave structure matching the protrusions on the anchor rod body 1, wherein the sleeve 4 is a whole metal tube with a through seam that wraps the nodular anchor rod body 1, or a plurality of jointed anchor rod bodies 1 Wrapped metal pipe with through seams; the sleeve formed by the multiple metal pipes with through seams 4 is a whole piece within one-third of the length of the end of the anchor, and the remaining two-thirds
  • the length of the anchor rod is multiple short metal pipes with through-slits that wrap the nodular anchor rod body 1, as shown in Figure 4(a) and Figure 4(b), the short metal pipes with through-slits include short Metal tube I41 and short metal tube II42 have two structures, which are arranged at intervals and used together.
  • the overall length of the short metal tube with through-slits is 1.5 times the length of the two adjacent protrusions of the nodular anchor rod body 1.
  • the anchor rod tail lock includes an anchor rod lock sleeve 21 and an anchor rod lock wedge 22.
  • the inner surface of the anchor rod lock sleeve 21 is set as an inclined surface.
  • the rod lock wedge body 22 is a wedge body with friction lines on the surface, and the wedge body is composed of three pieces.
  • the rigidity of the anchor rod lock wedge body 22 is greater than the rigidity of the nodular anchor rod body 1.
  • d n ⁇ n (k1 + k2) / (k1 * k2) obtained by calculation anchor slip limit normal deformation d n, where: k1 is a resin Cartridge compressive stiffness, k2 is compressed rock hole wall Stiffness, both are obtained through compression test;
  • a6 Design the size of each protrusion of the nodular anchor rod 1 by using the convex undulating angle ⁇ , the diameter of the anchor rod body Db and the distance between the peak of the bamboo joint, and then according to the two convexities of the nodal anchor rod body 1
  • the size between the ends determines the specific number of protrusions of the nodular anchor rod body 1, and the anchor rod lock is set at the tail of the nodular anchor rod body 1 to complete the design of the entire anchor rod.
  • the nodular bolt body 1 slides along the inner slope of the sleeve 4 under the action of pulling force to adapt to the overall deformation of the roadway due to the large deformation of the surrounding rock. At this time, the nodular bolt body 1 will slide the sleeve 4 When expanded, the sleeve 4 squeezes the annular space of the Chinese resin medicine roll of the drilled hole, so that it fits more closely with the wall of the drilled hole, and effectively improves the overall anchoring force;
  • the nodular anchor rod body 1 When the anchor rod is subjected to high-speed impact dynamic pressure from any direction perpendicular to the anchor rod plane, the nodular anchor rod body 1 quickly frictionally slides with the sleeve 4 under the action of the impact force. When the relative displacement of the two exceeds the joint When the length of a bulge of the rod-shaped anchor rod body 1 is the same, the bulge on the nodular anchor rod body 1 will naturally slide into the shuttle-shaped groove of the next sleeve 4 and slide along the inner slope of the sleeve again. It can effectively avoid the breakage and failure of the anchor rod when the rock impact disaster occurs.
  • the inner anchor point formed in the deep surrounding rock is immobile, so the nodular anchor rod body 1 remaining in the surrounding rock is immobile, and the casing 4 near the fracture will move outward with the surrounding rock, so The inner slope of the sleeve 4 will be in frictional contact with the protrusion of the nodular anchor rod body 1, and will be expanded again to form an outer anchoring point, so that the rock mass between the outer anchoring point and the inner anchoring point will continue to be retained by the nodular anchor rod body 1 constraint.

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geology (AREA)
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Abstract

一种高应力冲击地压巷道锚杆，包括节状锚杆杆体(1)、锚杆尾部锁具、传力托盘(3)和套筒(4)，节状锚杆杆体上间隔设有凸起，节状锚杆杆体的尾端设有螺纹，螺纹上顺序设有传力托盘和锚杆尾部锁具，节状锚杆杆体外设有套筒，套筒为轴向设有贯通缝的金属管，金属管外侧设有细螺纹，金属管内部设有与节状锚杆杆体上凸起相匹配的内凹结构。还公开了这种锚杆的设计方法和工作方法。该锚杆具有高锚固力、高预紧力、局部破断不影响整体锚固效果的优点，可有效避免目前普通锚杆锚固条件苛刻、无法适应高应力、大变形、强冲击动压、岩石破碎工程环境等问题。

Description

一种高应力冲击地压巷道锚杆、设计方法和工作方法 技术领域
本发明涉及一种高应力冲击地压巷道锚杆、设计方法和工作方法，尤其适用于煤矿井下巷道使用的高应力冲击地压巷道锚杆、设计方法和工作方法。
背景技术
锚杆是采矿工程、水电工程、边坡工程以及地下工程领域重要的支护材料。目前，锚杆锚固力产生的方式主要有三种：通过树脂锚固剂的化学粘结作用、倒楔结构拉伸膨胀作用或者摩擦作用产生，常见的锚杆主要有树脂锚固螺纹钢锚杆、圆钢麻花头锚杆、机械式倒楔锚杆、涨壳锚杆、玻璃钢锚杆等。主要存在以下缺点：
树脂药卷锚固锚杆对孔壁岩石类型、钻孔条件以及安装施工要求较高，若钻孔内岩石软弱、破碎，或者含有水、泥等杂物，将直接影响树脂药卷锚固效果，另外，如果锚杆安装时树脂药卷搅拌不均匀，也会影响杆体与孔壁之间的粘结效果；
机械倒楔式锚杆对孔壁岩石类型、钻孔孔壁完整性要求较高，若钻孔岩石软弱或者锚固点位置孔壁不完整，那么机械倒楔式锚杆将安装失败，无法产生锚固力。
不论是端锚树脂药卷锚杆还是机械倒楔式锚杆，如果杆体、托盘、螺栓有一个失效，则整个锚杆会整体失效，失去对地下空间岩石的支护作用。
不论是树脂药卷锚杆还是机械倒楔式锚杆，允许变形量均仅为杆体的延伸率，无法满足高应力冲击地压巷道的大变形、抗冲击要求。
涨壳式锚杆虽能通过杆体与孔壁的摩擦提供锚固力，达到全长锚固和适应大变形的效果，但锚固力较低，也无法提供高预紧力。
树脂药卷锚杆和机械倒楔锚杆均通过螺栓紧固获得预紧力，这使锚杆同时受到拉、压、扭、剪复杂应力作用，承载能力大大降低。
发明内容
技术问题：针对现有技术的不足之处，提供一种适应高应力、大变形、强冲击动压、岩石破碎工程环境，具有高锚固力、高预紧力、局部破断不影响整体锚固效果的高应力冲击地压巷道锚杆、设计方法和工作方法。
技术方案：为实现上述技术目的，本发明的高应力冲击地压巷道锚杆，包括节状锚杆杆体、锚杆尾部锁具、传力托盘和套筒；
所述节状锚杆杆体上间隔设有凸起，节状锚杆杆体的尾端设有螺纹，螺纹上顺序设有 传力托盘和锚杆尾部锁具，节状锚杆杆体外设有套筒，所述套筒为轴向设有贯通缝的金属管，金属管外侧设有细螺纹，金属管内部设有与节状锚杆杆体上凸起相匹配的内凹结构。
所述节状锚杆杆体上间隔设有凸起为球状凸起或者纺锤状凸起。
所述套筒为一整根将节状锚杆杆体包裹住的开有贯通缝的金属管，或者为多根将节状锚杆杆体包裹住的开有贯通缝的金属管。
所述开有贯通缝的金属管构成的套筒在锚杆端部三分之一长度范围内为一整根，剩余三分之二锚杆长度为多根将节状锚杆杆体包裹住的开有贯通缝的短金属管，所述开有贯通缝的短金属管包括短金属管Ⅰ和短金属管Ⅱ两种结构，使用时间隔布置搭配使用，开有贯通缝的短金属管的整体长度为节状锚杆杆体两个相邻凸起的1.5倍长度，当节状锚杆杆体出现破断后，岩体内部残余的部分继续发挥锚固起作用，锚杆杆体在外部破断后，与钻孔岩体紧密贴合的短金属管会随岩体一起向钻孔外部运动，而短金属管内的杆体不动，此时金属管内匹配的内凹结构与断裂部分的凸起重新形成锚固点。
所述锚杆尾部锁具包括锚杆锁具套筒和锚杆锁具楔体，所述锚杆锁具套筒内表面设置为倾斜面，锚杆锁具楔体为表面有摩擦纹路的楔体，楔体有3片构成，锚杆锁具楔体刚度大于节状锚杆杆体刚度。
一种高应力冲击地压巷道锚杆的设计方法，其步骤为：
a1通过常规直接剪切试验测试获得树脂药卷的内聚力c1和树脂药卷的内摩擦角φ1，以及锚固钻孔孔壁岩石内摩擦角c2和锚固钻孔孔壁岩石内摩擦角φ2，并将岩石和树脂药卷二者抗剪切强度最小的内聚力和内摩擦角分别作为极限法向力计算公式中的c和φ；
a2根据锚杆设计锚固力F以及交替设置的短金属管Ⅰ和短金属管Ⅱ与树脂药卷接触面积S，计算获得锚杆极限法向力σ n＝(F/S‐c)/tan(φ)，其中S＝π*D*L，L为接触长度，D为套环外径；计算获得锚杆杆体最细处直径
Figure PCTCN2020113350-appb-000001
其中σ y为杆体抗拉屈服强度；
a3利用公式：d n＝σ n(k1+k2)/(k1*k2)计算获得锚杆滑移极限法向变形d n，式中：k1为树脂药卷压缩刚度，k2为孔壁岩石压缩刚度，二者均通过压缩试验获得；
a4确定冲击地压发生时瞬间位移量作为开有贯通缝的短金属管内部斜面水平投影长度到转平段距离L p；
a5根据公式α＝atan(d n/L p)计算获得开有贯通缝的短金属管内部斜面与水平方向夹角，记为凸起起伏角α；
a6利用凸起起伏角α、锚杆杆体直径Db和竹节峰值之间的距离设计出节状锚杆杆体 的每个凸起的尺寸，然后根据节状锚杆杆体每个两个凸起之间的尺寸确定节状锚杆杆体具体的凸起数量，并在节状锚杆杆体尾部设置锚杆锁具即完成整个锚杆的设计。
一种高应力冲击地压巷道锚杆的工作方法，其步骤为：
b1在巷道壁上施工钻孔，将树脂药卷放入钻孔中，使用锚杆钻机将树脂药卷、套有套筒的节状锚杆杆体推入孔底，并在推入孔底的过程中搅拌破碎树脂药卷，待树脂药卷凝固后，通过张拉机具向钻孔孔底方向顶住锚杆尾部锁具，通过传力托盘向钻孔孔底方向推挤锚杆锁具套筒，同时向钻孔孔外方向张拉节状锚杆杆体直至达到预紧力后停止，利用锚杆锁具楔体锁紧节状锚杆杆体，实现无扭矩安装；
b2在高水平静态压力作用下，节状锚杆杆体在拉力作用下发生沿套筒内部斜面滑移以适应由于围岩大变形巷道整体变形，此时节状锚杆杆体将套筒撑开，套筒挤压钻孔中树脂药卷环形空间，使其与钻孔孔壁的贴合更为紧密，有效提高整体锚固力；
b3当锚杆承受来自于垂直于锚杆平面上的任何方向高速冲击动压时，节状锚杆杆体在冲击力的作用下快速与套筒摩擦滑移，当二者相对位移超过节状锚杆杆体的一个凸起的长度时，节状锚杆杆体上的凸起会自然滑入下一个套筒的梭形凹槽内，再次沿套筒内部斜面滑移，这会有效避免锚杆在冲击地压灾害发生时杆体的破断和失效。
当冲击动压过高导致节状锚杆杆体在某个部位被拉断时，由于巷道壁围岩的变形与深度成反比，钻孔浅部靠近巷道壁的位置比钻孔深部围岩变形大，因此由于断口附近的套管与围岩是紧密接触的，围岩会继续向巷道自由面运动，也会带动与之紧密结合的套管一起向外运动，而深部围岩中构成的内锚固点是不动的，那么残留在围岩内部的节状锚杆杆体是不动的，而断口附近的套管会随围岩一起向外移动，因此套筒内部斜面会与节状锚杆杆体的凸起摩擦接触，再次被涨开形成外锚固点，这样外锚固点和内锚固点之间的岩体就继续被残余节状锚杆杆体约束。
有益效果：
通过树脂药卷的化学粘结作用于节状锚杆杆体和套环的物理涨壳作用相结合，适用于孔壁不规则不利于机械锚固的情况，适用于孔壁潮湿树脂锚固剂化学粘结作用不好的情况；
由于节状锚杆杆体在高水平静态压力作用下，节状锚杆杆体在拉力作用下发生沿套筒内部斜面滑移以适应围岩大变形，同时节状锚杆杆体将套筒撑开，套筒挤压树脂药卷环形空间，使其与钻孔孔壁的贴合更为紧密，锚固力更高，当承受高速冲击动压时，节状锚杆 杆体快速与套筒摩擦滑移，当二者相对位移超过一个梭形凸起的长度时，节状锚杆杆体上的凸起会自然滑入下一个套筒的凹槽内，再次沿套筒内部斜面滑移，这会有效避免节状锚杆杆体在冲击地压灾害发生时杆体的破断和失效；
由于节状锚杆杆体上设有多个凸起，因此当锚杆某个位置发生破断后，其他位置节状锚杆杆体上的凸起仍然能够起到锚固作用，常见的钻孔外锚杆托盘位置杆体拉断后，普通锚杆会整体失效；
围岩与套环通过树脂药卷粘结，因此围岩与套环会同步运动，由于节状锚杆杆体沿杆体两个方向上均存在起伏，且当节状锚杆杆体与套筒运动方向相反时，套筒与节状锚杆杆体之间的斜面角度远大于顺向，可以快速锁定节状锚杆杆体，会与套环内壁接触，将其膨胀开，重新压紧孔壁产生锚固力，因此不论锚杆断成几段，其锚固力均不会丧失；
由于不使用螺栓，使用张拉预紧锚杆，因此锚杆托盘位置杆体仅单纯承受张拉载荷，而不像使用螺栓时同时承受拉、压、扭的作用，而导致过早失效。锚杆杆体与锁具相对运动时，由于楔体的嵌固作用，会将锚杆杆体与锁具挤压摩擦，在高摩擦力下锚杆与锁具被锁定；
在锚杆杆体与套环发生相对滑动，超过1个凸起长度时杆体上的凸起会自然滑入下一个套筒的梭形凹槽内，发出撞击声，因此可以通过这个撞击声反映巷道大变形及锚杆受力状态；
锚杆杆体的起伏高度设计综合考虑了锚杆锚固力、围岩变形模量、树脂药卷变形模量、套筒变形模量等因素，对不同特性围岩的适应性更好；
具有高锚固力、高预紧力、局部破断不影响整体锚固效果优点，可有效避免目前普通锚杆锚固条件苛刻、局部破断容易失效、允许变形量小、无法适应高应力、大变形、强冲击动压、岩石破碎工程环境等问题。
附图说明
图1是本发明高应力冲击地压巷道锚杆的结构示意图；
图2(a)是本发明高应力冲击地压巷道锚杆尾部锁具的正视图；
图2(b)是本发明高应力冲击地压巷道锚杆尾部锁具的剖面图；
图3是本发明高应力冲击地压巷道锚杆使用中的结构示意图；
图4(a)为本发明短金属管Ⅰ的结构示意图；
图4(b)为本发明短金属管Ⅱ的结构示意图；
图5为本发明高应力冲击地压巷道锚杆使用中锚杆体断裂后继续起作用的结构示意图；
图6为本发明高应力冲击地压巷道锚杆最上面一根断裂锚杆仍然起作用的结构示意图。
图中：1‐节锚杆杆体；21‐锚杆锁具套筒；22‐锚杆锁具楔体；3‐传力托盘；4‐套筒，41‐短金属管Ⅰ，42-短金属管Ⅱ
具体实施方式
下面结合附图对本发明的一个实施例作进一步的说明：
如图1所示，本发明的高应力冲击地压巷道锚杆，包括节状锚杆杆体1、锚杆尾部锁具、传力托盘3和套筒4；
所述节状锚杆杆体1上间隔设有凸起，凸起为球状凸起或者纺锤状凸起；节状锚杆杆体1的尾端设有螺纹，螺纹上顺序设有传力托盘3和锚杆尾部锁具，节状锚杆杆体1外设有套筒4，所述套筒4为轴向设有贯通缝的金属管，金属管外侧设有细螺纹，金属管内部设有与节状锚杆杆体1上凸起相匹配的内凹结构，其中套筒4为一整根将节状锚杆杆体1包裹住的开有贯通缝的金属管，或者为多根将节状锚杆杆体1包裹住的开有贯通缝的金属管；所述多根开有贯通缝的金属管构成的套筒4在锚杆端部三分之一长度范围内为一整根，剩余三分之二锚杆长度为多根将节状锚杆杆体1包裹住的开有贯通缝的短金属管，如图4(a)和图4(b)所示，开有贯通缝的短金属管包括短金属管Ⅰ41和短金属管Ⅱ42两种结构，使用时间隔布置搭配使用，开有贯通缝的短金属管的整体长度为节状锚杆杆体1两个相邻凸起的1.5倍长度，当节状锚杆杆体1出现破断后，岩体内部残余的部分继续发挥锚固起作用，锚杆杆体在外部破断后，与钻孔岩体紧密贴合的短金属管会随岩体一起向钻孔外部运动，而短金属管内的杆体不动，此时金属管内匹配的内凹结构与断裂部分的凸起重新形成锚固点。
如图2(a)和图2(b)所示，锚杆尾部锁具包括锚杆锁具套筒21和锚杆锁具楔体22，所述锚杆锁具套筒21内表面设置为倾斜面，锚杆锁具楔体22为表面有摩擦纹路的楔体，楔体有3片构成，锚杆锁具楔体22刚度大于节状锚杆杆体1刚度。
一种使用权利要求1所述的高应力冲击地压巷道锚杆的设计方法，其步骤为：
a1首先通过常规直接剪切试验测试获得树脂药卷的内聚力c1和树脂药卷的内摩擦角φ1，以及锚固钻孔孔壁岩石内摩擦角c2和锚固钻孔孔壁岩石内摩擦角φ2，并将岩石和树 脂药卷二者抗剪切强度最小的内聚力和内摩擦角分别作为极限法向力计算公式中的c和φ；
a2根据锚杆设计锚固力F以及交替设置的短金属管Ⅰ41和短金属管Ⅱ42与树脂药卷接触面积S，计算获得锚杆极限法向力σ n＝(F/S‐c)/tan(φ)，其中S＝π*D*L，L为接触长度，D为套环外径；计算获得锚杆杆体最细处直径
Figure PCTCN2020113350-appb-000002
其中σ y为杆体抗拉屈服强度；
a3利用公式：d n＝σ n(k1+k2)/(k1*k2)计算获得锚杆滑移极限法向变形d n，式中：k1为树脂药卷压缩刚度，k2为孔壁岩石压缩刚度，二者均通过压缩试验获得；
a4确定冲击地压发生时瞬间位移量作为开有贯通缝的短金属管内部斜面水平投影长度到转平段距离L p；
a5根据公式α＝atan(d n/L p)计算获得开有贯通缝的短金属管内部斜面与水平方向夹角，记为凸起起伏角α；
a6利用凸起起伏角α、锚杆杆体直径Db和竹节峰值之间的距离设计出节状锚杆杆体1的每个凸起的尺寸，然后根据节状锚杆杆体1每个两个凸起之间的尺寸确定节状锚杆杆体1具体的凸起数量，并在节状锚杆杆体1尾部设置锚杆锁具即完成整个锚杆的设计。
如图3和图5所示，一种使用权利要求1所述高应力冲击地压巷道锚杆的工作方法，其步骤为：
b1在巷道壁上施工钻孔，将树脂药卷放入钻孔中，使用锚杆钻机将树脂药卷、套有套筒4的节状锚杆杆体1推入孔底，并在推入孔底的过程中搅拌破碎树脂药卷，待树脂药卷凝固后，通过张拉机具向钻孔孔底方向顶住锚杆尾部锁具，通过传力托盘(3)向钻孔孔底方向推挤锚杆锁具套筒21，同时向钻孔孔外方向张拉节状锚杆杆体1直至达到预紧力后停止，利用锚杆锁具楔体22锁紧节状锚杆杆体1，实现无扭矩安装；
b2在高水平静态压力作用下，节状锚杆杆体1在拉力作用下发生沿套筒4内部斜面滑移以适应由于围岩大变形巷道整体变形，此时节状锚杆杆体1将套筒4撑开，套筒4挤压钻孔中树脂药卷环形空间，使其与钻孔孔壁的贴合更为紧密，有效提高整体锚固力；
b3当锚杆承受来自于垂直于锚杆平面上的任何方向高速冲击动压时，节状锚杆杆体1在冲击力的作用下快速与套筒4摩擦滑移，当二者相对位移超过节状锚杆杆体1的一个凸起的长度时，节状锚杆杆体1上的凸起会自然滑入下一个套筒4的梭形凹槽内，再次沿套筒内部斜面滑移，这会有效避免锚杆在冲击地压灾害发生时杆体的破断和失效。
如图6所示，当冲击动压过高导致节状锚杆杆体1在某个部位被拉断时，由于巷道壁围岩的变形与深度成反比，钻孔浅部靠近巷道壁的位置比钻孔深部围岩变形大，因此由于断口附近的套管4与围岩是紧密接触的，围岩会继续向巷道自由面运动，也会带动与之紧密结合的套管4一起向外运动，而深部围岩中构成的内锚固点是不动的，那么残留在围岩内部的节状锚杆杆体1是不动的，而断口附近的套管4会随围岩一起向外移动，因此套筒4内部斜面会与节状锚杆杆体1的凸起摩擦接触，再次被涨开形成外锚固点，这样外锚固点和内锚固点之间的岩体就继续被残余节状锚杆杆体1约束。

Claims (6)

  1. 一种高应力冲击地压巷道锚杆，其特征在于：它包括节状锚杆杆体(1)、锚杆尾部锁具、传力托盘(3)和套筒(4)；
    所述节状锚杆杆体(1)上间隔设有凸起，节状锚杆杆体(1)的尾端设有螺纹，螺纹上顺序设有传力托盘(3)和锚杆尾部锁具，节状锚杆杆体(1)外设有套筒(4)，所述套筒(4)为轴向设有贯通缝的金属管，金属管外侧设有细螺纹，金属管内部设有与节状锚杆杆体(1)上凸起相匹配的内凹结构；
    所述套筒(4)为多根将节状锚杆杆体(1)包裹住的开有贯通缝的金属管，开有贯通缝的金属管构成的套筒(4)在锚杆端部三分之一长度范围内为一整根，剩余三分之二锚杆长度为多根将节状锚杆杆体(1)包裹住的开有贯通缝的短金属管，所述开有贯通缝的短金属管包括短金属管Ⅰ(41)和短金属管Ⅱ(42)两种结构，使用时间隔布置搭配使用，开有贯通缝的短金属管的整体长度为节状锚杆杆体(1)两个相邻凸起的1.5倍长度，当节状锚杆杆体(1)出现破断后，岩体内部残余的部分继续发挥锚固起作用，锚杆杆体在外部破断后，与钻孔岩体紧密贴合的短金属管会随岩体一起向钻孔外部运动，而短金属管内的杆体不动，此时金属管内匹配的内凹结构与断裂部分的凸起重新形成锚固点。
  2. 根据权利要求1所述的高应力冲击地压巷道锚杆，其特征在于：所述节状锚杆杆体(1)上间隔设有凸起为球状凸起或纺锤状凸起。
  3. 根据权利要求1所述的高应力冲击地压巷道锚杆，其特征在于：所述锚杆尾部锁具包括锚杆锁具套筒(21)和锚杆锁具楔体(22)，所述锚杆锁具套筒(21)内表面设置为倾斜面，锚杆锁具楔体(22)为表面有摩擦纹路的楔体，楔体有3片构成，锚杆锁具楔体(22)刚度大于节状锚杆杆体(1)刚度。
  4. 一种使用权利要求1所述的高应力冲击地压巷道锚杆的设计方法，其特征在于步骤为：
    a1首先通过常规直接剪切试验测试获得树脂药卷的内聚力c1和树脂药卷的内摩擦角φ1，以及锚固钻孔孔壁岩石内摩擦角c2和锚固钻孔孔壁岩石内摩擦角φ2，并将岩石和树脂药卷二者抗剪切强度最小的内聚力和内摩擦角分别作为极限法向力计算公式中的c和φ；
    a2根据锚杆设计锚固力F以及交替设置的短金属管Ⅰ(41)和短金属管Ⅱ(42)与树脂药卷接触面积S，计算获得锚杆极限法向力σ n＝(F/S‐c)/tan(φ)，其中S＝π*D*L，L为接触长度，D为套环外径；计算获得锚杆杆体最细处直径
    Figure PCTCN2020113350-appb-100001
    其中σ y为杆体抗拉 屈服强度；
    a3利用公式：d n＝σ n(k1+k2)/(k1*k2)计算获得锚杆滑移极限法向变形d n，式中：k1为树脂药卷压缩刚度，k2为孔壁岩石压缩刚度，二者均通过压缩试验获得；
    a4确定冲击地压发生时瞬间位移量作为开有贯通缝的短金属管内部斜面水平投影长度到转平段距离L p；
    a5根据公式α＝atan(d n/L p)计算获得开有贯通缝的短金属管内部斜面与水平方向夹角，记为凸起起伏角α；
    a6利用凸起起伏角α、锚杆杆体直径Db和竹节峰值之间的距离设计出节状锚杆杆体(1)的每个凸起的尺寸，然后根据节状锚杆杆体(1)每个两个凸起之间的尺寸确定节状锚杆杆体(1)具体的凸起数量，并在节状锚杆杆体(1)尾部设置锚杆锁具即完成整个锚杆的设计。
  5. 一种使用权利要求1所述高应力冲击地压巷道锚杆的工作方法，其特征在于步骤为：
    b1在巷道壁上施工钻孔，将树脂药卷放入钻孔中，使用锚杆钻机将树脂药卷、套有套筒(4)的节状锚杆杆体(1)推入孔底，并在推入孔底的过程中搅拌破碎树脂药卷，待树脂药卷凝固后，通过张拉机具向钻孔孔底方向顶住锚杆尾部锁具，通过传力托盘(3)向钻孔孔底方向推挤锚杆锁具套筒(21)，同时向钻孔孔外方向张拉节状锚杆杆体(1)直至达到预紧力后停止，利用锚杆锁具楔体(22)锁紧节状锚杆杆体(1)，实现无扭矩安装；
    b2在高水平静态压力作用下，节状锚杆杆体(1)在拉力作用下发生沿套筒(4)内部斜面滑移以适应由于围岩大变形巷道整体变形，此时节状锚杆杆体(1)将套筒(4)撑开，套筒(4)挤压钻孔中树脂药卷环形空间，使其与钻孔孔壁的贴合更为紧密，有效提高整体锚固力；
    b3当锚杆承受来自于垂直于锚杆平面上的任何方向高速冲击动压时，节状锚杆杆体(1)在冲击力的作用下快速与套筒(4)摩擦滑移，当二者相对位移超过节状锚杆杆体(1)的一个凸起的长度时，节状锚杆杆体(1)上的凸起会自然滑入下一个套筒(4)的梭形凹槽内，再次沿套筒内部斜面滑移，这会有效避免锚杆在冲击地压灾害发生时杆体的破断和失效。
  6. 根据权利要求5所述的高应力冲击地压巷道锚杆的工作方法，其特征在于：当冲击动压过高导致节状锚杆杆体(1)在某个部位被拉断时，由于巷道壁围岩的变形与深度成 反比，钻孔浅部靠近巷道壁的位置比钻孔深部围岩变形大，因此由于断口附近的套管(4)与围岩是紧密接触的，围岩会继续向巷道自由面运动，也会带动与之紧密结合的套管(4)一起向外运动，而深部围岩中构成的内锚固点是不动的，那么残留在围岩内部的节状锚杆杆体(1)是不动的，而断口附近的套管(4)会随围岩一起向外移动，因此套筒(4)内部斜面会与节状锚杆杆体(1)的凸起摩擦接触，再次被涨开形成外锚固点，这样外锚固点和内锚固点之间的岩体就继续被残余节状锚杆杆体(1)约束。
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