WO2019052331A1 - 一种自钻式差异注浆组合锚杆及其锚固方法 - Google Patents

一种自钻式差异注浆组合锚杆及其锚固方法 Download PDF

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Publication number
WO2019052331A1
WO2019052331A1 PCT/CN2018/102657 CN2018102657W WO2019052331A1 WO 2019052331 A1 WO2019052331 A1 WO 2019052331A1 CN 2018102657 W CN2018102657 W CN 2018102657W WO 2019052331 A1 WO2019052331 A1 WO 2019052331A1
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Prior art keywords
grouting
anchor
self
pipe
main shaft
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PCT/CN2018/102657
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English (en)
French (fr)
Inventor
许国安
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中国矿业大学
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Application filed by 中国矿业大学 filed Critical 中国矿业大学
Priority to US16/478,835 priority Critical patent/US10794183B2/en
Priority to AU2018331664A priority patent/AU2018331664B2/en
Publication of WO2019052331A1 publication Critical patent/WO2019052331A1/zh

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    • E—FIXED CONSTRUCTIONS
    • E21—EARTH 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 DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/02—Setting anchoring-bolts with provisions for grouting
    • E21D20/021—Grouting with inorganic components, e.g. cement
    • 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 DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-bolts
    • E21D20/02—Setting anchoring-bolts with provisions for grouting
    • E21D20/028—Devices or accesories for injecting a grouting liquid in a bore-hole
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH 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
    • E—FIXED CONSTRUCTIONS
    • E21—EARTH 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
    • E21D21/0086—Bearing plates

Definitions

  • the invention relates to a soft broken earth and rock engineering supporting workpiece and a supporting method, in particular to a self-drilling differential grouting combined anchor rod and an anchoring method thereof.
  • the support of weak broken surrounding rock is one of the difficulties in the field of geotechnical stability control.
  • the most common and effective treatment method for such surrounding rock is to first grout the reinforced surrounding rock, and then use the anchor rod and anchor cable to support the surrounding rock after grouting.
  • the grouting process is typically accomplished using conventional grouting anchors or self-drilling grouting anchors.
  • Conventional grouting anchor has simple structure, easy processing and low cost, but it is not easy to enter the hole due to the influence of collapsed holes, and it needs to be fixed and sealed specifically, which increases the construction process and is not conducive to rapid construction; self-drilling Grouting anchors avoid the effects of collapse, but they still need to be fixed and sealed before grouting.
  • the more critical problem is that, due to the current grouting reinforcement and rebar anchor support, it is often carried out in two steps. On the one hand, the drilling work is large and time-consuming, which not only seriously restricts the construction progress, but also greatly increases the engineering. Cost; on the other hand, there is no organic connection between the grouting anchor and the rebar anchor, the cooperative anchoring effect is weak, and the anchoring performance and reliability of the supporting system are low.
  • the self-drilling differential grouting combination anchor rod proposed by the invention comprises a drill bit, a grouting pipe, a main shaft, an anchor head mechanism and an anchor tail mechanism.
  • the drill bit is connected to the front end of the spindle, and the grouting pipe is set on the main shaft.
  • the inner diameter of the grouting pipe is larger than the diameter of the main shaft, and a grouting passage is formed between the grouting pipe and the main shaft.
  • the anchor head mechanism includes a slip ring, a limit tube, a plurality of pairs of passive links and an active link.
  • the slip ring is sleeved on the main shaft, and the slip ring is connected with the front end of the grouting pipe (the end where the drill bit is located), the length of the limit pipe is smaller than the sum of the lengths of the active link and the passive link, and the limit tube is sleeved on the main shaft and located Between the drill bit and the slip ring, a plurality of grouting holes are arranged on the limit pipe body.
  • the passive links are evenly distributed in the circumferential direction at the front end of the main shaft, and the active links are evenly distributed on the slip ring in the circumferential direction, and the passive link and the active link are hinged to each other.
  • the anchoring mechanism includes an anchoring disc and a connecting cap.
  • the anchoring disc is sleeved at a rear end of the grouting pipe
  • the connecting cap is sleeved on the main shaft and blocks the rear end portion of the grouting pipe.
  • the connecting cap is provided with a grouting hole communicating with the grouting passage in the grouting pipe. A grouting hole is also provided on the anchor plate.
  • the anchor head mechanism further includes a fixing ring fixed to the front end portion of the main shaft.
  • Each of the passive links is hinged on the fixing ring, and the front end of the limiting tube is fixed on the fixing ring.
  • Optimization scheme 3 a folding link is arranged between each adjacent active link, and a slurry stop screen is arranged between each folding link and the slip ring.
  • the folding link is composed of two struts and a ratchet box. One ends of the two struts are respectively connected with two ratchets in the ratchet box, and the other end of the struts is hinged on the active link.
  • the fifth aspect of the invention provides a groove in the axial direction of the inner ring wall of the slip ring, and the slurry can pass through the groove from the grouting pipe into the limit pipe.
  • a spring is sleeved around the connecting cap, a nut is arranged at the rear of the connecting cap, and a loosening ring is arranged at the outer end of the nut to prevent it from coming loose.
  • the spring allows the anchor to enter in time and is in active support for a long time.
  • the grouting pipe and the main shaft are all whole, or a plurality of pipes (shafts) are connected by connecting sleeves.
  • the drilling, the inner anchor end reaming and the differential grouting can be carried out in the weakly broken surrounding rock (the cracking of the inner anchor end by the gap between the grouting pipe and the main shaft, through the injection
  • the gap between the slurry pipe and the borehole is infiltrated by the remaining section and timely active support.
  • the grouting pipe is anchored to the surrounding rock in a small area by means of full-length anchoring; the main shaft acts as a squeeze reinforcement for a wide range of surrounding rock including the grouting pipe anchoring zone; the grouting pipe anchoring zone and the main shaft anchoring Zone interaction and coordinated bearing can greatly improve the support effect.
  • the anchoring method of the self-drilling differential grouting combination anchor includes the following steps:
  • the first step drilling.
  • the spring and the nut of the combined anchor are removed, and the connecting cap is adjusted to make the passive link parallel to the main shaft; the combined anchor is driven to rotate by the anchor drill to perform drilling of the anchor eye until a preset depth.
  • the second step reaming the inner anchor end. Gradually adjust the connecting cap so that the grouting pipe pushes the slip ring toward the bottom of the hole, so that the active link pushes the passive link to protrude radially, and at the same time, the anchor drill rotates the anchor to make the inner anchor end (the anchor enters the drill)
  • One end of the hole, called the inner anchor end is also called the front end of the bolt.
  • the other end of the bolt is called the outer anchor end, also called the rear end.
  • the aperture is gradually enlarged, when the slip ring is blocked by the limit tube. The hole expansion process of the inner anchor end can not be completed when moving to the bottom of the hole.
  • the third step differential grouting.
  • the grouting pipeline is connected with the grouting hole of the connecting cap, and the inner anchoring end is grouted through the inside of the grouting pipe by a high grouting pressure (referred to as splitting grouting).
  • the grouting pipeline is connected with the grouting hole on the anchor plate, and the surrounding rock is infiltrated and grouted through the gap between the grouting pipe and the borehole.
  • the fourth step the bolt is fastened. After the initial setting of the slurry, a spring and a nut are placed on the outer anchor end, and a certain amount of compression is applied to the spring by the nut to apply a certain preload to the surrounding rock.
  • the invention combines the grouting pipe with the high-strength main shaft as a whole, and has the functions of grouting and high-strength anchoring, and can reduce the number of bolt eye drilling in the case of improving the supporting effect, thereby saving construction time and saving Support costs.
  • the self-drilling function of the anchor avoids the difficulties caused by the installation of the collapsed hole to the anchor.
  • the anchor is easy to assemble, and the combined anchor with the appropriate size and mechanical parameters can be designed according to different lithology and stress conditions.
  • the spring of the outer anchor end not only makes the anchor rod enter in time and is in the active support state for a long time, but also can play a certain role of impact resistance and pressure, and improve the support effect and adaptability.
  • Differentiated grouting can balance reinforcement and pressure, and the anchoring effect is good: the internal anchor end adopts split grouting to make the internal force points of adjacent anchor rods integrated, ensuring the stability of the inner anchor end; and the rest Infiltration grouting can leave a certain amount of unconsolidated surrounding rock between adjacent anchor rods to provide compression deformation space and play a role in pressure.
  • the small-scale anchorage zone formed by the grouting pipe as the full-length bonded anchor rod interacts with the main shaft as a large-scale anchorage zone controlled by high-strength anchors, which can greatly improve the supporting effect.
  • FIG. 1 is a schematic structural view of a self-drilling differential grouting combination anchor according to the present invention (longitudinal sectional view, a passive link and a spindle parallel state).
  • FIG. 2 is a schematic structural view of a self-drilling differential grouting combination anchor according to the present invention (longitudinal sectional view, the passive link and the active link are in a distracted state).
  • FIG 3 is a schematic structural view of a self-drilling differential grouting combination anchor according to the present invention (longitudinal sectional view, the passive link and the active link are in a distracted state, and the rear is provided with a spring and a nut).
  • Fig. 4 is a schematic view showing the self-drilling differential grouting combination anchor bar slurry opening screen of the present invention.
  • Figure 5 is a schematic view of the folding link when it is folded.
  • Figure 6 is a schematic view of the folding link when it is opened.
  • Figure 7 is a schematic view of the self-drilling differential grouting combination anchor at the end of drilling.
  • FIG. 8 is a schematic view of the self-drilling differential grouting combination anchor rod after the anchor end is reamed.
  • FIG. 9 is a schematic view of the self-drilling differential grouting combination anchor after grouting according to the present invention.
  • FIG. 10 is a schematic view of the self-drilling differential grouting combination anchor rod after fastening according to the present invention.
  • the self-drilling differential grouting combination anchor bar of the present invention is composed of a drill bit 1, a grouting pipe 2, a main shaft 3, an anchor head mechanism, an anchor tail mechanism and the like.
  • the front end of the main shaft 3 is a threaded rod, and the drill 1 has a threaded hole at the rear, and the drill 1 is screwed to the front end of the main shaft 3.
  • the anchor head mechanism includes a fixing ring 4, six pairs of passive links 501 and a driving link 502, a limiting tube 6, and a slip ring 7. Six pairs of passive links 501 and active links 502 are evenly distributed along the circumference.
  • the retaining ring 4 is fixed to the front end of the spindle and is in close contact with the rear of the drill 1.
  • the fixed ring 4 and the passive link 501, the passive link 501 and the active link 502, and the active link 502 and the slip ring 7 are hinged.
  • the slip ring 7 is set on the main shaft 3, and the limit tube 6 is located between the fixed ring 4 and the slip ring 7, and a certain size and number of grouting holes are drilled in the tube body.
  • the front portion of the grouting pipe 2 is connected to the slip ring by a pin, and a seal ring 8 is provided between the front end of the grouting pipe and the slip ring to seal the joint portion thereof.
  • a folding link is disposed between each adjacent active link 502, and a slurry stop screen 18 is disposed between each folding link and the slip ring 7.
  • the folding link is composed of two struts 16 and a ratchet case 17. One ends of the two struts are respectively connected with two ratchets in the ratchet case, and the other end of the struts is hingedly active. On the connecting rod.
  • the anchoring mechanism includes an anchor disk 11, a connecting cap 12 that closes the end of the grouting pipe, a spring 13, a nut 14, and a retaining ring 15.
  • the anchor plate 11 is sleeved on the outer anchor end of the grouting pipe 2, and the spring 13 is sleeved on the outer periphery of the connecting cap 12.
  • One end of the spring abuts the outer end surface of the anchor plate 11, and the other end is in close contact with the nut 14, at the outer end of the nut 14.
  • a lock ring 15 is provided to prevent it from coming loose. Rotating the nut 14 causes the spring 13 to act on the anchor disk 11, and the anchor can be tightened.
  • the grouting pipe 2 and the main shaft 3 may be one whole, or a connecting sleeve may be used to connect the plurality of connecting pieces.
  • the outer end of the grouting pipe 2 is covered with a stopper 10.
  • a corresponding position of the stopper 10 and the anchor disk 11 is drilled with one of the grouting hole and the exhaust hole, and the connecting cap 12 is also drilled with a grouting hole.
  • the anchoring method of the self-drilling differential grouting combination anchor includes the following steps:
  • the first step drilling.
  • the spring and nut of the combined anchor are removed, and the connecting cap is adjusted to make the passive link parallel to the main shaft.
  • the combination bolt is driven to rotate by the bolt drill to perform drilling of the bolt eye up to a preset depth.
  • the second step reaming the inner anchor end.
  • Gradually adjust the connecting cap so that the grouting pipe pushes the slip ring toward the bottom of the hole, so that the active connecting rod pushes the passive connecting rod to protrude in the radial direction.
  • the anchor rod rotates the anchor rod to make the diameter of the inner anchor end gradually expand, when sliding
  • the ring is blocked by the limiting tube and cannot continue to move toward the bottom of the hole, the hole expanding process of the inner anchor end is completed.
  • the third step differential grouting. Firstly, the grouting pipeline is connected with the grouting hole of the connecting cap, and the grouting grouting is performed on the inner anchor end through the inside of the grouting pipe by using a high grouting pressure; then the grouting pipeline and the grouting on the anchor disc are grouted. The holes are connected, and the surrounding rock is infiltrated by the gap between the grouting pipe and the borehole.
  • the fourth step the anchor is fastened. After the initial setting of the slurry, a spring and a nut are placed on the outer anchor end, and a certain amount of compression is applied to the spring by the nut to apply a certain preload to the surrounding rock.
  • the invention relates to an organic combination of a drill bit, a variable diameter anchor head mechanism, a grouting pipe, a main shaft and an anchor tail mechanism, and skillfully integrates functions such as drilling, differential grouting and bolt support.
  • the basic principle is that the main shaft is located inside the grouting pipe and is concentrically coaxial.
  • the anchor end is equipped with a drill bit and a variable diameter anchor head mechanism at the anchor end, and a retaining plug and an anchor tail mechanism are arranged at the outer anchor end of the anchor rod;
  • the large-diameter anchor head mechanism and split grouting ensure that the anchoring force point of the anchor rod is firm and reliable;
  • the connecting cap of the anchor tail mechanism makes the grouting pipe and the main shaft coordinately deform, and the spring not only makes the anchor rod enter in time and is in the active supporting state for a long time. And it has a certain buffer to allow pressure.
  • the grouting pipe is anchored to the surrounding rock in a small area by means of full-length anchoring; the main shaft acts as a squeeze reinforcement for a wide range of surrounding rock including the grouting pipe anchoring zone; the grouting pipe anchoring zone and the main shaft anchoring Zone interaction and coordinated bearing can greatly improve the support effect.

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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)
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Abstract

一种自钻式差异注浆组合锚杆，由钻头(1)、注浆管(2)、主轴(3)、锚头机构和锚尾机构组成；钻头(1)连接于主轴(3)前端，注浆管(2)套装在主轴(3)上，注浆管(2)内径大于主轴(3)直径，两者之间形成注浆通道；锚头机构包括固定环(4)、滑环(7)、限位管(6)、若干对被动连杆(501)和主动连杆(502)；锚尾机构包括锚盘(11)、连接帽(12)、弹簧(13)和螺母(14)，锚盘(11)套在注浆管(2)后端，连接帽(12)穿套在主轴(3)上并将注浆管(2)的后端封堵，连接帽(12)设有与注浆管(2)内注浆通道联通的注浆孔，锚盘(11)上设有注浆孔和排气孔。还公开了该组合锚杆的锚固方法。利用该组合锚杆可在软弱破碎围岩中进行钻孔，内锚端扩孔和劈裂注浆，其余段渗透注浆。注浆管锚固区与主轴锚固区相互作用、协同承载，可提高支护效果。

Description

一种自钻式差异注浆组合锚杆及其锚固方法 技术领域
本发明涉及松软破碎岩土工程支护工件及支护方法，具体说是一种自钻式差异注浆组合锚杆及其锚固方法。
背景技术
软弱破碎围岩的支护是岩土工程稳定控制领域的难点之一。目前针对此类围岩较普遍且有效的治理方法是首先对破碎围岩进行注浆加固，然后再采用锚杆、锚索等对注浆后的围岩进行支护。
注浆过程通常利用常规注浆锚杆或自钻式注浆锚杆来实现。常规注浆锚杆结构简单、加工容易、成本低，但是受到塌孔的影响而不容易入孔，而且需要专门对其进行固定和封孔，增加了施工工序，不利于快速施工；自钻式注浆锚杆避免了塌孔的影响，但在注浆前仍然需要对其进行固定与封孔。
更为关键的问题是，由于目前注浆加固与螺纹钢锚杆支护往往分两步依次进行，一方面造成了钻孔工作量大、耗时长，不仅严重制约着施工进度，而且大大增加工程成本；另一方面注浆锚杆与螺纹钢锚杆之间缺乏有机联系，协同锚固作用较弱，支护系统的锚固性能和可靠性都较低。
为了克服现有注浆锚固技术存在的不足，在改善支护效果的情况下加快施工进度和降低工程成本，有必要研发一种综合了注浆锚杆和高强螺纹钢锚杆的功能与优点的组合锚杆。
发明内容
本发明的目的在于，克服现有技术存在的缺陷，提供了一种自钻式差异注浆组合锚杆，同时提供了该锚杆的锚固方法。在改善支护效果的条件下，加快软弱破碎围岩的支护进度并降低工程成本。
本发明提出的一种自钻式差异注浆组合锚杆，由钻头、注浆管、主轴、锚头机构、锚尾机构组成。
钻头连接于主轴前端，注浆管套装在主轴上，注浆管内径大于主轴直径，注浆管和主轴之间形成注浆通道。
所述锚头机构，包括滑环、限位管、若干对被动连杆和主动连杆。滑环套在主轴上，滑环与注浆管前端连接(钻头所在的一端为前端)，限位管管长小于主动连杆与被动连杆长度之和，限位管套在主轴上且位于钻头与滑环之间，限位管管体上设有若干注浆孔。各被动连杆沿周向均匀分布铰接在主轴前端部，各主动连杆沿周向均匀分布铰接在滑环上，被动连 杆与主动连杆相互铰接。
所述锚尾机构包括锚盘、连接帽，所述锚盘套在注浆管的后端，连接帽穿套在主轴上并将注浆管的后端部封堵。连接帽设有与注浆管内注浆通道连通的注浆孔。锚盘上也设有注浆孔。
本发明的进一步的优化方案：
优化方案一、所述锚头机构还包括固定环，固定在主轴的前端部。各个被动连杆铰接在固定环上，所述限位管的前端部固定在固定环上。
优化方案二、当所述被动连杆处于与主轴平行位置时，各被动连杆的内侧与限位管的外表面接触，同时滑环上铰接点围成的圆的半径小于固定环上铰接点围成的圆的半径，由此保证每一对主动连杆和被动连杆端部的三个铰接点始终不共线。
优化方案三、在各相邻主动连杆之间设置折叠连杆，在各折叠连杆与滑环之间设置止浆幕。
优化方案四、所述折叠连杆由两个撑杆和棘轮盒构成，两个撑杆的一端分别与棘轮盒内的两个棘轮连接，撑杆的另外一端铰接在主动连杆上。
优化方案五、在所述滑环的内环壁上沿轴向开设凹槽，浆液可通过该凹槽从注浆管进入限位管。
优化方案六、在所述连接帽外围套设弹簧，连接帽的后部设螺母，在所述螺母的外端设有阻止其松脱的防松圈。弹簧使锚杆及时进入并长期处于主动支护状态。
优化方案七、所述注浆管外端部套有止浆塞，所述止浆塞和锚盘的相对应位置均钻有注浆孔和排气孔。
优化方案八、所述注浆管和主轴均为整根，或是多根管(轴)体用连接套管连接而成。
利用本发明组合锚杆，可在软弱破碎围岩中进行钻孔、内锚端扩孔、差异注浆(通过注浆管与主轴之间的间隙对内锚端进行劈裂注浆，通过注浆管与钻孔之间的间隙对其余段进行渗透注浆)和及时主动支护。注浆管以全长锚固的方式对其周围小范围的围岩进行锚固；主轴对包括注浆管锚固区在内的大范围围岩起到挤压加固作用；注浆管锚固区与主轴锚固区相互作用、协同承载，可大大提高支护效果。
上述自钻式差异注浆组合锚杆的锚固方法，包括以下步骤：
第一步：钻孔。卸除所述组合锚杆的弹簧和螺母，调节连接帽使被动连杆与主轴平行；通过锚杆钻机驱动该组合锚杆旋转进行锚杆眼的钻进，直至预设深度。
第二步：内锚端扩孔。逐步调节连接帽使注浆管往孔底顶推滑环，以便主动连杆推 动被动连杆沿径向突起，与此同时由锚杆钻机带动锚杆旋转使内锚端(锚杆进入到钻孔内的一端，称为内锚端，也称为锚杆前端。锚杆的另一端称为外锚端，也称为后端。)的孔径逐渐扩大，当滑环被限位管阻挡而不能继续往孔底移动时完成内锚端的扩孔过程。
第三步：差异注浆。首先将注浆管路与连接帽的注浆孔连接，采用较高的注浆压力经由注浆管内部对内锚端进行注浆(称为劈裂注浆)。然后将注浆管路与锚盘上的注浆孔连接，经由注浆管与钻孔之间的间隙对围岩进行渗透注浆。
第四步：锚杆紧固。待浆液初凝后，在外锚端安设弹簧和螺母，通过螺母使弹簧产生一定的压缩量来给围岩施加一定的预紧力。
本发明的有益效果在于：
(1)本发明将注浆管与高强度主轴组合成整体，同时具有注浆和高强锚固的功能，在改善支护效果的情况下可减少锚杆眼钻凿数量，既节省施工时间又节约支护成本。
(2)锚杆自钻功能避免了塌孔给锚杆安装带来的困难，锚杆易于组装，可根据不同岩性和应力条件设计具有合适的规格尺寸和力学参数的组合锚杆。
(3)内锚端的大直径锚头与劈裂注浆的大范围加固区相结合，确保了锚杆内锚端的锚固着力点坚固、稳定、可靠。
(4)外锚端的弹簧不仅使锚杆及时进入并长期处于主动支护状态，而且能起到一定的抗冲击和让压作用，提高了支护效果和适应性。
(5)差异化注浆，可兼顾加固与让压，锚固效果好：内锚端采用劈裂注浆可使相邻锚杆的内部着力点连成整体，确保内锚端的稳定；而其余部分采用渗透注浆可在相邻锚杆之间留有一定的未胶结围岩以提供压缩变形空间，起到让压作用。
(6)注浆管作为全长粘结式锚杆形成的小范围锚固区与主轴作为高强锚杆控制的大范围锚固区相互作用、协同承载，可大大提高支护效果。
附图说明
图1为本发明自钻式差异注浆组合锚杆的结构示意图(纵剖视图，被动连杆与主轴平行状态)。
图2为本发明自钻式差异注浆组合锚杆的结构示意图(纵剖视图，被动连杆和主动连杆处于撑开状态)。
图3为本发明自钻式差异注浆组合锚杆的结构示意图(纵剖视图，被动连杆和主动连杆处于撑开状态，后部加装弹簧及螺母)。
图4为本发明自钻式差异注浆组合锚杆止浆幕打开时的示意图。
图5为折叠连杆收拢时的示意图。
图6为折叠连杆撑开时的示意图。
图7为本发明自钻式差异注浆组合锚杆钻孔结束时的示意图。
图8为本发明自钻式差异注浆组合锚杆内锚端扩孔后的示意图。
图9为本发明自钻式差异注浆组合锚杆差异注浆后的示意图。
图10为本发明自钻式差异注浆组合锚杆紧固后的示意图。
具体实施方式
下面结合附图和具体实施方式对本发明做进一步说明。
如图1-3所示，本发明提出的自钻式差异注浆组合锚杆，该组合锚杆由钻头1、注浆管2、主轴3、锚头机构、锚尾机构等部件组成。主轴3前端为螺纹杆，钻头1后部带有螺纹孔，钻头1与主轴3前端螺纹连接在一起。所述锚头机构，包括固定环4、六对被动连杆501和主动连杆502、限位管6、滑环7。六对被动连杆501和主动连杆502沿圆周均匀分布设置。固定环4固定在主轴前端部，紧贴钻头1后部。固定环4与被动连杆501之间、被动连杆501与主动连杆502之间、以及主动连杆502与滑环7之间均为铰接。滑环7套装在主轴3上，限位管6位于固定环4与滑环7之间，在其管身钻有一定规格和数量的注浆孔。注浆管2的前部与滑环采用销钉连接，在注浆管前端与滑环之间设有密封环8，将其连接部位密封。
如图4所示，在各相邻主动连杆502之间设置折叠连杆，在各折叠连杆与滑环7之间设置止浆幕18。如图5、6所示，所述折叠连杆由两个撑杆16和棘轮盒17构成，两个撑杆的一端分别与棘轮盒内的两个棘轮连接，撑杆的另外一端铰接在主动连杆上。
所述锚尾机构包括锚盘11、封闭注浆管端部的连接帽12、弹簧13、螺母14及其防松圈15。锚盘11套在注浆管2的外锚端，弹簧13套在连接帽12外围，该弹簧一端紧贴锚盘11的外端面，另一端紧贴螺母14，在所述螺母14的外端设有阻止其松脱的防松圈15。旋动螺母14使弹簧13作用于锚盘11，可以将锚杆紧固。
根据锚杆的长度需求，注浆管2和主轴3可以是一整根，也可以采用连接套管将多根连接而成。注浆管2外端部套有止浆塞10。止浆塞10和锚盘11的相对应的位置钻有注浆孔和排气孔各一个，连接帽12上也钻有一个注浆孔。当所述被动连杆501与主轴3平行时，所有被动连杆501的内侧刚好与限位管6的外表面紧密接触，同时滑环7上铰接点围成的圆的半径小于固定环4上铰接点围成的圆的半径，由此保证每一对主动连杆502和被动连杆501的三个铰接点始终不共线，使主动连杆能顺利撑开被动连杆。
上述自钻式差异注浆组合锚杆的锚固方法，包括以下步骤：
如图7所示，第一步：钻孔。卸除所述组合锚杆的弹簧和螺母，调节连接帽使被动连杆与主 轴平行。通过锚杆钻机驱动该组合锚杆旋转进行锚杆眼的钻进直至预设深度。
如图8所示，第二步：内锚端扩孔。逐步调节连接帽使注浆管往孔底顶推滑环，以便主动连杆推动被动连杆沿径向突起，与此同时由锚杆钻机带动锚杆旋转使内锚端的孔径逐渐扩大，当滑环被限位管阻挡而不能继续往孔底移动时完成内锚端的扩孔过程。
如图9所示，第三步：差异注浆。首先将注浆管路与连接帽的注浆孔连接，采用较高的注浆压力经由注浆管内部对内锚端进行劈裂注浆；然后将注浆管路与锚盘上的注浆孔连接，经由注浆管与钻孔之间的空隙对围岩进行渗透注浆。
如图10所示，第四步：锚杆紧固。待浆液初凝后，在外锚端安设弹簧和螺母，通过螺母使弹簧产生一定的压缩量来给围岩施加一定的预紧力。
本发明是钻头、可变直径锚头机构、注浆管、主轴和锚尾机构的有机组合体，巧妙地集成了钻孔、差异注浆和锚杆支护等功能。其基本原理是：主轴位于注浆管内部且同心共轴，在锚杆内锚端装有钻头和可变直径锚头机构，在锚杆外锚端装有止浆塞和锚尾机构；依靠大直径锚头机构和劈裂注浆确保锚杆的锚固着力点牢固、可靠；锚尾机构的连接帽使注浆管和主轴协调变形，弹簧不仅使锚杆及时进入并长期处于主动支护状态而且具有一定的缓冲让压作用。注浆管以全长锚固的方式对其周围小范围的围岩进行锚固；主轴对包括注浆管锚固区在内的大范围围岩起到挤压加固作用；注浆管锚固区与主轴锚固区相互作用、协同承载，可大大提高支护效果。
应当指出，对于本技术领域的普通技术人员来说，在不脱离本发明原理的前提下，还可以做出若干改进和润饰，这些改进和润饰也应视为本发明的保护范围。

Claims (10)

  1. 一种自钻式差异注浆组合锚杆，由钻头(1)、注浆管(2)、主轴(3)、锚头机构、锚尾机构组成；其特征是：
    钻头(1)连接于主轴(3)前端，注浆管(2)套装在主轴(3)上，注浆管(2)内径大于主轴(3)直径，两者之间形成注浆通道；
    所述锚头机构包括滑环(7)、限位管(6)、若干对被动连杆(501)和主动连杆(502)；所述滑环(7)套在主轴(3)上，滑环(7)与注浆管(2)前端连接，限位管(6)管长小于主动连杆(502)与被动连杆(501)长度之和，限位管(6)套在主轴(3)上且位于钻头(1)与滑环(7)之间，限位管(6)管体上设有若干注浆孔；各被动连杆(501)沿周向均匀分布铰接在主轴(3)前端部，各主动连杆(502)沿周向均匀分布铰接在滑环(7)上，被动连杆(501)与主动连杆(502)相互铰接；
    所述锚尾机构包括锚盘(11)、连接帽(12)，所述锚盘(11)套在注浆管(2)的后端，连接帽(12)穿套在主轴(3)上并将注浆管(2)的后端部封堵；连接帽(12)设有与注浆管(2)内注浆通道联通的注浆孔；锚盘(11)上设有注浆孔和排气孔。
  2. 根据权利要求1所述的自钻式差异注浆组合锚杆，其特征是：所述锚头机构还包括固定环(4)，固定环(4)固定在主轴(3)的前端部；各个被动连杆(501)铰接在固定环(4)上，所述限位管(6)的前端部固定在固定环(4)上。
  3. 根据权利要求1或2所述的自钻式差异注浆组合锚杆，其特征是：当所述被动连杆(501)处于与主轴(3)平行位置时，各被动连杆(501)的内侧与限位管(6)的外表面接触，同时滑环(7)上铰接点围成的圆的半径小于固定环(4)上铰接点围成的圆的半径。
  4. 根据权利要求1所述的自钻式差异注浆组合锚杆，其特征是：在各相邻主动连杆(502)之间设置折叠连杆，在各折叠连杆与滑环(7)之间设置止浆幕(18)。
  5. 根据权利要求4所述的自钻式差异注浆组合锚杆，其特征是：所述折叠连杆由两个撑杆(16)和棘轮盒(17)构成，两个撑杆(16)的一端分别与棘轮盒(17)内的两个棘轮连接，撑杆(16)的另外一端铰接在主动连杆(502)上。
  6. 根据权利要求1所述的自钻式差异注浆组合锚杆，其特征是：在所述滑环(7)的内环壁上沿轴向开设凹槽，作为浆液从注浆管(2)进入限位管(6)的通道。
  7. 根据权利要求1所述的自钻式差异注浆组合锚杆，其特征是：在所述连接帽(12)外围套设弹簧(13)，连接帽(12)的后部设螺母(14)，在所述螺母(14)的外端设有防松圈(15)。
  8. 根据权利要求1所述的自钻式差异注浆组合锚杆，其特征是：所述注浆管(2)外端部套有止浆塞(10)，所述止浆塞(10)和锚盘(11)的相对应位置均钻有注浆孔和排气孔。
  9. 根据权利要求1所述的自钻式差异注浆组合锚杆，其特征是：所述注浆管(2)和主轴(3)均为整根或均是多根用连接套管连接而成。
  10. 一种权利要求1所述自钻式差异注浆组合锚杆的锚固方法，其步骤如下：
    第一步：钻孔
    卸除所述自钻式差异注浆组合锚杆的弹簧和螺母，调节连接帽使被动连杆与主轴平行；通过锚杆钻机驱动自钻式差异注浆组合锚杆旋转，进行锚杆眼的钻进，直至预设深度；
    第二步：内锚端扩孔
    逐步调节连接帽使注浆管往孔底顶推滑环，以便主动连杆推动被动连杆沿径向突起，与此同时由锚杆钻机带动锚杆旋转使内锚端的孔径逐渐扩大，当滑环被限位管阻挡而不能继续往孔底移动时完成内锚端的扩孔过程；
    第三步：差异注浆
    首先将注浆管路与连接帽的注浆孔连接，采用较高的注浆压力经由注浆管内部对内锚端进行劈裂注浆；然后将注浆管路与锚盘上的注浆孔连接，经由注浆管与钻孔之间的空隙对围岩进行渗透注浆；
    第四步：锚杆紧固
    待浆液初凝后，在外锚端安设弹簧和螺母，通过螺母使弹簧产生一定的压缩量来给围岩施加一定的预紧力。
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