WO2019000907A1 - 大变形恒阻支护注浆锚杆、锚索及巷道定量支护方法 - Google Patents

大变形恒阻支护注浆锚杆、锚索及巷道定量支护方法 Download PDF

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Publication number
WO2019000907A1
WO2019000907A1 PCT/CN2018/072171 CN2018072171W WO2019000907A1 WO 2019000907 A1 WO2019000907 A1 WO 2019000907A1 CN 2018072171 W CN2018072171 W CN 2018072171W WO 2019000907 A1 WO2019000907 A1 WO 2019000907A1
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WIPO (PCT)
Prior art keywords
anchor
sleeve
support
roadway
constant resistance
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PCT/CN2018/072171
Other languages
English (en)
French (fr)
Inventor
文志杰
石少帅
杨胜利
田雷
孟凡宝
邢恩睿
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山东科技大学
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Application filed by 山东科技大学 filed Critical 山东科技大学
Priority to US16/475,561 priority Critical patent/US10975696B2/en
Publication of WO2019000907A1 publication Critical patent/WO2019000907A1/zh

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    • 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
    • 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
    • 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
    • E21D11/04—Lining with building materials
    • E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
    • 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
    • E21D21/0033—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts having a jacket or outer tube
    • 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
    • E21D21/006—Anchoring-bolts made of cables or wires
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/20—Design optimisation, verification or simulation
    • 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
    • E21D20/00—Setting anchoring-bolts
    • E21D20/02—Setting anchoring-bolts with provisions for grouting
    • E21D20/025—Grouting with organic components, e.g. resin
    • E21D20/026—Cartridges; Grouting charges
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F2111/00—Details relating to CAD techniques
    • G06F2111/10—Numerical modelling
    • G—PHYSICS
    • G06—COMPUTING; CALCULATING OR COUNTING
    • G06F—ELECTRIC DIGITAL DATA PROCESSING
    • G06F30/00—Computer-aided design [CAD]
    • G06F30/10—Geometric CAD
    • G06F30/17—Mechanical parametric or variational design

Definitions

  • the invention relates to the technical field of large deformation support of surrounding rock of underground engineering, in particular to a grouting anchor rod, anchor cable and roadway quantitative support method for large deformation and constant resistance support.
  • anchors and anchor cables are one of the most widely used and most used supporting equipment.
  • a large number of bolts and anchor cables have been used in the support of mine roadways, the support of roads and tunnels, the support of water conservancy culverts, the reinforcement of mountain bodies, and the reinforcement of pile foundations.
  • Good reinforcement which increases the strength of the surrounding rock itself, is a good form of active support.
  • mining of mineral resources is progressing to the depths. Under deep mining conditions, high ground pressure, high ground temperature, high osmotic pressure and mining disturbance seriously affect the stability of surrounding rock of underground roadway.
  • the Chinese patent document with the publication number CN102434179B discloses a continuous resistance-increasing deformation anchor cable, including a friction sleeve, the inner diameter of the friction sleeve gradually becomes smaller from one end to the other end of the sleeve; the shrinkable member, the shrinkable member The tubular structure is nested in the friction sleeve, and the outer diameter of the shrinkable member gradually becomes smaller from one end to the other end of the member, and the outer wall of the shrinkable member is kept in contact with the inner wall of the friction sleeve; the first fixed cable One end of the first fixed cable is connected to the contractible member, and the first fixed cable is taken out from the side of the nozzle end with a small inner diameter of the friction sleeve.
  • the technical scheme can realize the large deformation support of the surrounding rock.
  • the anchor cable may be broken to invalidate the anchor cable, and grouting cannot be realized to change the loose structure inside the surrounding rock, and the surrounding rock is improved.
  • Bearing capacity, and the ability to recover anchor parts, the cost is high.
  • the Chinese patent document with the publication number CN104612732B discloses a novel hollow grouting anchor with multi-stage inverted branches, including a steel stranded rod body. One end of the steel stranded rod body is connected to a connecting rod through the first connecting sleeve, and the other end is connected.
  • the anchoring section is connected by the second connecting sleeve, the inner diameters of the steel stranded rod body, the connecting rod and the anchoring section are all the same, and the steel stranding rod body is inserted into the first and second connecting sleeves by the hydraulic extrusion machine, and the connecting rod is connected
  • the surface is provided with an external thread, and the connecting rod is screwed with the first connecting sleeve; the surface of the anchoring section is provided with an external thread, and is screwed with the second connecting sleeve, and the two ends of the steel stranded rod body respectively pass through the first and second connecting sleeve threads
  • the connecting anchoring section and the connecting rod enable the entire anchor to be detachably assembled to accommodate different lengths.
  • the technical scheme can realize soft rock grouting, but the anchor body can only produce small deformation, so the effect of its application to the large deformation support of the surrounding rock is to be discussed, and the bolt component cannot be recovered, and the cost is relatively high.
  • the object of the present invention is to provide a large deformation constant resistance support grouting anchor rod, anchor cable and roadway quantitative support method, to achieve quantitative support of large deformation of surrounding rock and improve support effect.
  • the invention provides a large deformation constant resistance support grouting anchor rod, comprising a sleeve, a hollow rod body, an anchor barrel, a tray, a fastening nut and a bayonet, the front end of the sleeve is sealed, the rear end of the sleeve is open, and the sleeve is sleeved
  • the central portion is provided with a plurality of grouting holes, and the inner diameter of the sleeve is gradually reduced to the inner diameter of the sleeve at the rear end of the sleeve, and the side surface of the front end of the hollow rod body is sleeved with an anchor barrel, and the anchor barrel is embedded in the sleeve and
  • the sleeve is movably connected, the anchor barrel is connected to the sleeve via a bayonet, and the rear end of the hollow rod body is sequentially assembled with a connecting tray and a fastening nut.
  • the inner wall of the sleeve to the inner wall of the rear end is provided with fine threads.
  • the front end of the hollow rod body is detachably connected to the anchor barrel.
  • the front end of the hollow rod body is screwed to the anchor barrel.
  • the front end of the sleeve is detachably provided with a baffle to seal.
  • the invention also provides a large deformation constant resistance support grouting anchor cable, comprising a sleeve, a steel cable, an anchor cylinder, a tray, a fastening nut and a bayonet, the front end of the sleeve is sealed, the rear end of the sleeve is open, and the sleeve is sleeved A plurality of grouting holes are opened in the middle of the tube, the inner diameter of the sleeve is gradually reduced to the inner diameter of the sleeve at the rear end of the sleeve, a hollow hose is embedded in the steel cord, and the side surface of the front end of the cable is sleeved with an anchor
  • the cylinder is embedded in the sleeve and is movably connected with the sleeve.
  • the anchor barrel is connected to the sleeve via a bayonet, and the rear end of the cable is sequentially assembled with a connecting tray and a fastening nut.
  • the inner wall of the sleeve to the inner wall of the rear end is provided with fine threads.
  • the front end of the sleeve is detachably provided with a baffle to seal.
  • the cable is woven from a plurality of steel strands around the hollow hose.
  • the invention also provides a quantitative support method for roadway, which applies the above-mentioned large deformation constant resistance support grouting anchor rod or the above-mentioned large deformation constant resistance support grouting anchor cable, comprising the following steps:
  • Step 1 Numerical simulation of the geological conditions of the roadway, calculation and analysis of the mining stress distribution of the surrounding rock by numerical simulation, drawing the mining stress curve of the roadway and obtaining the deformation amount ⁇ U of the roadway, according to the deformation amount of the roadway ⁇ U ⁇ casing suction The length of the energy zone, the quantitative determination of the length of the energy absorption zone of the casing;
  • Step 2 According to the mining stress curve of the roadway and the original rock stress line of the rock stratum, the selected key nodes include the roadway wall O, the original rock stress point a, the stress peak b, the original rock stress starting point d, and continue to subdivide other key points.
  • the node includes 1/2 at the Oa curve, 1/2 at the ab curve, and 1/2 at the 1/2 curve of the bd curve;
  • Step 3 Using the key nodes determined in step 2, the anchor points of the large deformation constant resistance support grouting anchor or the large deformation constant resistance support grouting anchor cable are located at different key nodes to determine the large deformation.
  • the support length L of the constant resistance support grouting anchor or the large deformation constant resistance support grouting anchor cable, the support length L is the distance between the key node and the roadway wall, and the numerical simulation is used to analyze the roadway under different support length L Maintenance effect, determine the optimal support length L;
  • Step 4 According to the lithology of the surrounding rock of the roadway and the spacing of the anchor or anchor cable in the principle of reinforcement arch l ⁇ 0.5L, and design the array bolt or cable row spacing with reference to the support experience, calculate and analyze by numerical simulation method. The maintenance effect of the laneway with different row spacing is determined to determine the optimal support row spacing;
  • Step 5 According to the lithology of the surrounding rock of the roadway and the optimal supporting row spacing obtained in the fourth step, the deformation amount U of the roadway, the bottom plate and the two gangs after the support is calculated by numerical simulation with the equivalent plastic strain. curve, according to the preferred roadway branched grouting surrounding rock when the maximum equivalent plastic strain ⁇ ps in 0.05 ⁇ ps ⁇ 0.10 stage, tunnel roof, floor and the amount of deformation in two groups is the amount of deformation of a section of the roadway represented The timing is used to determine the quantitative timing of the grouting time after the support of the large deformation constant resistance support grouting anchor or the large deformation constant resistance support grouting anchor cable.
  • the large deformation constant resistance support grouting anchor rod, the anchor cable and the roadway quantitative support method and the roadway quantitative support method have the following characteristics and advantages:
  • the large deformation constant resistance support grouting anchor rod and anchor cable of the invention has the advantages of simple structure, convenient processing, simplified support and grouting operation, and is particularly suitable for large deformation support of surrounding rock, and changes the loose structure of the surrounding rock by grouting. Improve the self-supporting ability of surrounding rock, and provide large deformation support of surrounding rock through constant resistance to realize the organic combination of let-resistant support and active-passive support;
  • the roadway quantitative support method of the invention applies the large deformation constant resistance support grouting anchor rod or the large deformation constant resistance support grouting anchor cable, can quantitatively determine the length of the casing energy absorption zone, quantitatively determine the anchor or anchor cable
  • the length L of the support is used to quantitatively determine the row spacing of the anchor or anchor cable, and quantitatively determine the timing of the grouting after the support, thereby realizing the quantitative support of the roadway.
  • FIG. 1 is a schematic structural view of a large deformation constant resistance support grouting anchor according to Embodiment 1 of the present invention
  • Figure 2 is a partial enlarged view of the portion D in Figure 1;
  • Figure 3 is a partial enlarged view of E in Figure 1;
  • Figure 4 is a partial enlarged view of the portion F in Figure 1;
  • FIG. 5 is a schematic diagram of an energy absorbing structure of a large deformation constant resistance support grouting anchor according to Embodiment 1 of the present invention.
  • FIG. 6 is a schematic structural view of a large deformation constant resistance support grouting anchor cable according to Embodiment 2 of the present invention.
  • Figure 7 is a partial enlarged view of the portion G in Figure 6;
  • Figure 8 is a partial enlarged view of the portion H in Figure 6;
  • Figure 9 is a partial enlarged view of I in Figure 6;
  • FIG. 10 is a schematic diagram of an energy absorbing structure of a large deformation constant resistance support grouting anchor cable according to Embodiment 2 of the present invention.
  • Figure 11 is a schematic diagram of the mining stress curve of the roadway and the original rock stress line of the rock formation
  • the embodiment provides a large deformation constant resistance support grouting anchor rod, including a sleeve 1 , a hollow rod body 51 , an anchor barrel 3 , a tray 6 , a fastening nut 7 and a bayonet 4 . And other parts.
  • the front end of the sleeve 1 is detachably provided with the baffle 2 for sealing, so that the sleeve 1 and the hollow rod body 51 can be assembled again during construction to reduce the product volume of the large deformation constant resistance support grouting anchor rod, and is convenient for storage. And transportation, especially suitable for the construction of underground works.
  • the rear end of the sleeve 1 is open, and the middle position of the sleeve 1 (the grouting area B) is provided with a plurality of grouting holes 11 from the middle to the rear end (the energy absorbing area A). As the size becomes smaller, the inner wall of the sleeve 1 to the rear end (the energy absorbing area A) is provided with fine threads.
  • the side surface of the front end of the hollow rod body 51 is provided with an external thread, and the inner side of the front end surface of the hollow rod body 51 is screwed to the anchor barrel 3 to realize the detachable connection of the hollow rod body 51 and the anchor barrel 3.
  • the anchor barrel 3 is embedded in the sleeve 1 and is movably connected to the sleeve 1.
  • the anchor barrel 3 is connected to the sleeve 1 via the bayonet 4, and the rear end of the hollow rod 51 is sequentially assembled with the connection tray 6 and the fastening nut 7.
  • the large deformation constant resistance support grouting anchor rod, the construction, support and grouting process are as follows:
  • an anchor hole whose depth is a certain preferred value (quantitative analysis according to the specific situation) is used.
  • the diameter of the anchor hole is about 40 mm, and the rock powder in the hole is blown off by high-pressure wind.
  • the operator can insert the grouting pipe into the hollow rod body 51, the hollow rod body 51 communicates with the casing 1, and the slurry passes through the hollow rod body 51.
  • the grouting hole 11 on the casing 1 grouts the broken surrounding rock, and the slurry flows into the crack along the direction of the crack of the rock mass for diffusion, and the diffusion range is generally about 2 m, thereby improving the bearing capacity, cohesion and the cohesive force of the surrounding rock mass.
  • Tensile strength thereby avoiding and controlling the leakage of large areas of the roadway wall and the roof.
  • the hollow rod body 51 When the hollow rod body 51 needs to be recovered, the hollow rod body 51 can be rotated in the direction in which the thread is loosened, the hollow rod body 51 is separated from the anchor barrel 3, the hollow rod body 51 is recovered, and the tray 6 and the fastening nut 7 can be recovered. And other parts to achieve recycling of parts and save resources.
  • the large deformation constant resistance support grouting anchor rod of the embodiment has the advantages of simple structure, convenient processing, simple support operation, simple grouting operation, no need of grouting plug sealing, and simplification of the process.
  • the large deformation and constant resistance support grouting anchor rod of the embodiment is particularly suitable for large deformation support of surrounding rock, and the loose structure of the surrounding rock is changed by grouting, and the self-supporting ability of the surrounding rock is improved by grouting-resistance and the realization is made - An organic combination of anti-support and active-passive support.
  • the embodiment further provides a roadway quantitative support method, and the above-mentioned large deformation and constant resistance support grouting anchor includes the following steps:
  • Step 1 Numerical simulation of the geological conditions of the roadway, numerical simulation of the mining stress distribution of the surrounding rock of the roadway, drawing the mining stress curve of the roadway and obtaining the deformation amount of the roadway ⁇ U, according to the deformation of the roadway ⁇ U ⁇ casing 1
  • the length of the energy absorption zone A is quantitatively determined for the length of the energy absorption zone A of the casing 1.
  • the length of the energy absorption zone A of the casing 1 is also the length from the middle position to the rear end of the casing 1;
  • Step 2 As shown in Fig. 11, according to the mining stress curve of the roadway and the original rock stress line of the rock formation, the selected key nodes include the roadway wall O, the original rock stress point a, the stress peak b, and the original rock stress starting point d. At the same time continue to subdivide other key nodes including 1/2 at the Oa curve, 1/2 at the ab curve, and 1/2 at the 1/2 curve of the bd curve;
  • Step 3 With the key nodes determined in step 2, the anchor points of the large deformation constant resistance support grouting anchor are located at different key nodes, so as to determine the support of the large deformation constant resistance support grouting anchor
  • the length L, the support length L is the distance between the key node and the roadway wall, and the maintenance effect of the roadway under different support lengths L is analyzed by numerical simulation to determine the optimal support length L;
  • Step 4 According to the lithology of the surrounding rock of the roadway and the spacing of the bolts in the principle of reinforcement arch l ⁇ 0.5L, and design the array bolt spacing according to the support experience, use the numerical simulation method to calculate and analyze the lane maintenance of different row spacing. Effect to determine the optimal support row spacing;
  • Step 5 According to the lithology of the surrounding rock of the roadway and the optimal supporting row spacing obtained in the fourth step, the deformation amount U of the roadway, the bottom plate and the two gangs after the support is calculated by numerical simulation with the equivalent plastic strain. curve, according to the preferred roadway branched grouting surrounding rock when the maximum equivalent plastic strain ⁇ ps in 0.05 ⁇ ps ⁇ 0.10 stage, tunnel roof, floor and the amount of deformation in two groups is the amount of deformation of a section of the roadway represented The time guard is used to determine the quantitative timing of the grouting time after the large deformation constant resistance support grouting anchor rod is supported.
  • the large deformation constant resistance support grouting anchor rod is used for supporting, and the length of the energy absorption area A of the casing 1 can be quantitatively determined, and the support length L of the bolt is quantitatively determined, and quantitatively determined.
  • the embodiment further provides a large deformation and constant resistance support grouting anchor cable, which is different from Embodiment 1 in that the steel cable 52 replaces the hollow rod body 51, and the steel cable 52 is composed of A plurality of steel strands are woven around the hollow hose 52, and the side surface of the front end of the cable 52 is welded to the anchor barrel 3.
  • the slurry can be grouted from the hollow hose 52 through the grouting holes 11 in the casing 1 to the broken surrounding rock.
  • the large deformation and constant resistance support grouting anchor cable of the embodiment has the advantages of simple structure, convenient processing, simple support operation, simple grouting operation, no need of grouting plug sealing, and simplification of the process.
  • the large deformation and constant resistance support grouting anchor cable of the present embodiment is particularly suitable for large deformation support of surrounding rock, and the supporting strength is higher.
  • the loose structure of the surrounding rock is changed by grouting, and the self-supporting ability of the surrounding rock is improved, and the constant self-supporting ability of the surrounding rock is improved.
  • the large-scale deformation support of the surrounding rock is provided to realize the organic combination of the anti-support and the active-passive support.

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Abstract

一种大变形恒阻支护注浆锚杆、锚索及巷道定量支护方法，其中，锚杆包括套管（1）、中空杆体（51）、锚筒（3）、托盘（6）、紧固螺母（7）和卡销（4），套管（1）的前端密封，套管（1）的后端开口，套管（1）的中部位置开设有若干个注浆孔（11），套管（1）的中部位置至套管（1）的后端的内径逐渐变小，中空杆体（51）的前端的侧表面套设锚筒（3），锚筒（3）嵌于套管（1）内且与套管（1）活动连接，锚筒（3）经卡销（4）连接套管（1），中空杆体（51）的后端依次装配连接托盘（6）和紧固螺母（7）。锚杆、锚索，结构简单，便于加工，简化支护、注浆操作，特别适合围岩大变形支护，提高围岩的自承能力，通过恒阻提供围岩的大变形支护，以实现让-抗支护、主动-被动支护的有机结合；巷道定量支护方法，可实现巷道的定量支护。

Description

大变形恒阻支护注浆锚杆、锚索及巷道定量支护方法 技术领域
本发明涉及地下工程围岩大变形支护技术领域，特别是涉及一种大变形恒阻支护注浆锚杆、锚索及巷道定量支护方法。
背景技术
在地下工程施工过程中，锚杆、锚索是应用最广、用量最多的支护设备之一。目前，在矿山巷道的支护、道路与隧道的支护、水利涵洞的支护、山体的加固、建筑桩基的加固等方面大量的使用了各种锚杆、锚索，对围岩起到了很好的加固作用，从而提高了围岩自身承受压力的强度，是一种很好的主动支护的形式。但是，随着浅部矿产资源的日益枯竭，矿产资源开采正在向深部发展。在深部开采条件下，高地压、高地温、高渗透压以及开采扰动严重影响着地下巷道围岩的稳定性，由于传统小变形锚杆允许巷道围岩的变形量一般均在200mm以下，传统支护技术已经不能够适应深部巷道围岩非线性大变形破坏特征，常出现因锚杆不能适应巷道围岩大变形破坏而被拉断失效，因此冲击地压发生的频数也显著增加。各种吸能锚杆已在市场上出现，但这些锚杆的巷道自承能力和稳定性都较差，与目前大变形巷道不能有效匹配。
公告号为CN102434179B的中国专利文献公开了一种连续增阻变形锚索，包括摩擦套管，摩擦套管的内径从套管的一端到另一端逐渐变小；可缩性构件，可缩性构件为管式结构，嵌套在摩擦套管内，可缩性构件的外径从构件的一端到另一端逐渐变小，可缩性构件的外壁与摩擦套管的内壁保持接触；第一固定拉索，第一固定拉索的一端与可缩性构件连接，第一固定拉索从摩擦套管内径小的管口端一侧引出。该技术方案可以实现对围岩大变形支护，但是，由于其支护阻力逐渐增大可能拉断锚索使锚索失效，且不能实现注浆以改变围岩内部松散结构，提高围岩自承能力，又无法回收锚索部件，成本较高。
公告号为CN104612732B的中国专利文献公开了一种带多级倒枝的新型中空注浆锚杆，包括钢绞线杆体，钢绞线杆体的一端通过第一连接套连接一根连接杆，另一端通过第二连接套连接锚固段，钢绞线杆体、连接杆以及锚固段的内径均一致，且钢绞线杆体通过液压挤压机挤压方式内插于第一、二连接套内，连接杆的表面设有外螺纹，连接杆与第一连接套螺纹连接；锚固段的表面设有外螺纹，与第二连接套螺纹连接，钢绞线杆体的两端分别通过第一、二连接套螺纹连接连锚固段与连接杆，使整个锚杆可拆装组合，以适应不同长度。该技术方案可以实现软岩注浆，但是其锚杆体只能发生小变形，因而其应用于围岩大变形支护的效果有待商榷，并且也无法回收锚杆部件，成本相对较高。
发明内容
本发明的目的在于提供一种大变形恒阻支护注浆锚杆、锚索及巷道定量支护方法，实现围岩大变形的定量支护且提高支护效果。
本发明提供一种大变形恒阻支护注浆锚杆，包括套管、中空杆体、锚筒、托盘、紧固螺母和卡销，套管的前端密封，套管的后端开口，套管的中部位置开设有若干个注浆孔，套管的中部位置至套管的后端套管的内径逐渐变小，中空杆体的前端的侧表面套设锚筒，锚筒嵌于套管内且与套管活动连接，锚筒经卡销连接套管，中空杆体的后端依次装配连接托盘和紧固螺母。
进一步的，套管的中部位置至后端的内壁设置有细微螺纹。
进一步的，中空杆体的前端可拆卸连接锚筒。
进一步的，中空杆体的前端螺纹连接锚筒。
进一步的，套管的前端可拆卸地设置挡板以密封。
本发明还提供一种大变形恒阻支护注浆锚索，包括套管、钢索、锚筒、托盘、紧固螺母和卡销，套管的前端密封，套管的后端开口，套管的中部位置开设有若干个注浆孔，套管的中部位置至套管的后端套管的内径逐渐变小，钢索内嵌有中空软管，钢索的前端的侧表面套设锚筒，锚筒嵌于套管内且与套管活动连接，锚筒经卡销连接套管，钢索的后端依次装配连接托盘和紧固螺母。
进一步的，套管的中部位置至后端的内壁设置有细微螺纹。
进一步的，套管的前端可拆卸地设置挡板以密封。
进一步的，钢索由若干根钢绞线环绕中空软管编织而成。
本发明还提供一种巷道定量支护方法，应用权利要求上述大变形恒阻支护注浆锚杆或者应用上述大变形恒阻支护注浆锚索，包括以下步骤：
步骤一、对巷道的地质条件进行数值模拟，通过数值模拟对巷道围岩采动应力分布进行计算分析，绘制巷道的采动应力曲线并得到巷道变形量ΔU，根据巷道变形量ΔU≥套管吸能区的长度，对套管吸能区的长度进行定量确定；
步骤二、根据巷道的采动应力曲线及岩层的原岩应力线，选定关键节点包括巷道壁O、原岩应力点a、应力峰值b、原岩应力起始点d，同时继续细分其他关键节点包括Oa曲线的1/2处e、ab曲线的1/2处f、bd曲线的1/2处c；
步骤三、以步骤二中确定的各关键节点，使大变形恒阻支护注浆锚杆或大变形恒阻支护注浆锚索的锚固点位于不同的关键节点，以此来确定大变形恒阻支护注浆锚杆或大变形恒阻支护注浆锚索的支护长度L，支护长度L为关键节点与巷道壁的距离，利用数值模拟计算分析不同支护长度L下巷道的维护效果，确定最佳支护长度L；
步骤四、根据巷道围岩的岩性以及加固拱原理中锚杆或锚索的间距l≤0.5L的规定，并参考支护经验设计数组锚杆或锚索排距，利用数值模拟方法计算分析不同排距的巷道维护效果，确定最优的支护排距；
步骤五、根据巷道围岩的岩性以及步骤四中得出的最优的支护排距，通过数值模拟计算支护后的巷道顶板、底板和两帮的变形量U随等效塑性应变的变化曲线，根据当围岩最大等效塑性应变ε ps处于0.05≤ε ps≤0.10阶段时，巷道顶板、底板和两帮的变形量的区间即为以巷道变形量表示的巷道最佳注浆支护时机，以此确定出大变形恒阻支护注浆锚杆或大变形恒阻支护注浆锚索对支护后进行注浆时机的定量。
与现有技术相比，本发明的大变形恒阻支护注浆锚杆、锚索及巷道定量支护方法及巷道定量支护方法具有以下特点和优点：
本发明的大变形恒阻支护注浆锚杆、锚索，结构简单，便于加工，简化支护、注浆操作，特别适合围岩大变形支护，通过注浆改变围岩内部松散结构，提高围岩的自承能力，通过恒阻提供围岩的大变形支护，以实现让-抗支护、主动-被动支护的有机结合；
本发明的巷道定量支护方法，应用大变形恒阻支护注浆锚杆或大变形恒阻支护注浆锚索，可以定量确定套管吸能区的长度，定量确定锚杆或锚索的支护长度L，定量确定锚杆或锚索支护排距，定量确定支护后的注浆时机，以此实现巷道的定量支护。
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。
附图说明
为了更清楚地说明本发明实施例或现有技术中的技术方案，下面将对实施例或现有技术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1中大变形恒阻支护注浆锚杆的结构示意图；
图2为图1中D处局部放大图；
图3为图1中E处局部放大图；
图4为图1中F处局部放大图；
图5为本发明实施例1中大变形恒阻支护注浆锚杆的吸能结构示意图；
图6为本发明实施例2中大变形恒阻支护注浆锚索的结构示意图；
图7为图6中G处局部放大图；
图8为图6中H处局部放大图；
图9为图6中I处局部放大图；
图10为本发明实施例2中大变形恒阻支护注浆锚索的吸能结构示意图；
图11为巷道的采动应力曲线及岩层的原岩应力线示意图；
其中，1、套管，11、注浆孔，2、挡板，3、锚筒，4、卡销，51、中空杆体，52、钢索，6、托盘，7、紧固螺母，A、吸能区，B、注浆区，C、锚固区。
具体实施方式
实施例1
如图1至图5所示，本实施例提供一种大变形恒阻支护注浆锚杆，包括套管1、中空杆体51、锚筒3、托盘6、紧固螺母7和卡销4等零部件。套管1的前端可拆卸地设置挡板2以密封，如此可以使套管1和中空杆体51在施工时再进行组装，以减少大变形恒阻支护注浆锚杆的产品体积，便于存储和运输，特别适合地下工程的施工。套管1的后端开口，套管1的中部位置(注浆区B)开设有若干个注浆孔11，套管1的中部位置至后端(吸能区A)套管1的内径逐渐变小，套管1的中部位置至后端(吸能区A)的内壁设置有细微螺纹。中空杆体51的前端的侧表面设置外螺纹，锚筒3内设置内螺纹，中空杆体51的前端的侧表面螺纹连接锚筒3，实现中空杆体51与锚筒3的可拆卸连接。锚筒3嵌于套管1内且与套管1活动连接，锚筒3经卡销4连接套管1，中空杆体51的后端依次装配连接托盘6和紧固螺母7。
本实施例的大变形恒阻支护注浆锚杆，施工、支护、注浆过程如下：
(1)在巷道壁的规定位置打一深度为某一优选值(根据具体情况定量分析)的锚孔，此锚孔的直径在40mm左右，用高压风吹净孔内岩粉。
(2)将树脂药卷送入锚孔的底部，并用套管1顶住树脂药卷，同时用锚杆钻机驱动中空杆体51向螺纹拧紧的方向转动，中空杆体51的转动带动锚筒3的转动，由于锚筒3与套管1有卡销4连接，所以锚筒3能够带动套管1的转动，套管1的转动使树脂药卷与套管1的前端(锚固区C)充分接触，套管1前端的挡板2避免树脂药卷进入套管1内。
(3)卸下锚杆转机，在到达树脂药卷等待时间后，卸下搅拌连接头，在中空杆体51上装配托盘6、球形垫圈、摩擦垫圈和紧固螺母7，将锚杆与巷道壁进行预紧，在受到采动应力时卡销4被拉断。
(4)巷道围岩受到采动应力的作用进行大变形，巷道壁挤压托盘6会给中空杆体51拉力，使锚筒3与套管1发生相对位移以使锚筒3进入套管1的中部位置至后端(吸能区A)，同时套管1的中部位置至后端(吸能区A)发生表现为径向膨胀的微小的弹性形变以利于发生锚筒3和套管1的相对位移。锚筒3和套管1发生相对位移的过程中，套管1与锚筒3仍保持恒定阻力，当外部轴向拉力小于套管1与锚筒3之间的摩擦力时，套管1与锚筒3将不再发生相对位移而处于静止状态，套管1的中部位置至后端(吸能区A)的弹性形变保持并 紧紧的套在锚筒3上。在上述过程中，由于变形所提供的力一直是恒定的，并且会产生恒定摩擦阻力，从而达到恒阻吸能的作用，参照图5，得到吸能公式：Q＝u×K×ΔS×ΔL；其中，Q—摩擦产生的能量；u—套管1吸能区A内壁的摩擦系素；K—套管1的弹性模量；ΔS—套管1的平均变形量；ΔL—锚筒3、中空杆体51的位移量。由此，本实施的大变形恒阻支护注浆锚杆可以实现定量支护。
(5)在支护过程中，当巷道壁内部围岩体破损需注浆支护时，操作人员可将注浆管插入中空杆体51，中空杆体51连通套管1，浆液从中空杆体51经套管1上的注浆孔11向破碎围岩注浆，浆液会顺着岩体裂缝的走向流入裂缝中进行扩散，扩散范围一般为2m左右，以此改善围岩体的承载能力、内聚力和抗拉强度，从而避免和控制巷道壁的大面积片帮和顶板的冒漏。
(6)在需回收中空杆体51时，可将中空杆体51向松开螺纹的方向进行旋转，将中空杆体51与锚筒3分离，回收中空杆体51，并可回收托盘6、紧固螺母7等零部件，以实现对零部件的循环利用，节约资源。
本实施例的大变形恒阻支护注浆锚杆，结构简单，便于加工，支护操作简单，注浆操作简单，无需注浆塞封口，简化工序。本实施例的大变形恒阻支护注浆锚杆，特别适合围岩大变形支护，通过注浆改变围岩内部松散结构，通过注浆-恒阻提高围岩自承能力且实现让-抗支护、主动-被动支护的有机结合。
本实施例还提供一种巷道定量支护方法，应用上述的大变形恒阻支护注浆锚杆，包括以下步骤：
步骤一、对巷道的地质条件进行数值模拟，通过数值模拟对巷道围岩采动应力分布进行计算分析，绘制巷道的采动应力曲线并得到巷道变形量ΔU，根据巷道变形量ΔU≥套管1吸能区A的长度，对套管1吸能区A的长度进行定量确定，套管1吸能区A的长度也就是套管1的中部位置至后端的长度；
步骤二、如图11所示，根据巷道的采动应力曲线及岩层的原岩应力线，选定关键节点包括巷道壁O、原岩应力点a、应力峰值b、原岩应力起始点d，同时继续细分其他关键节点包括Oa曲线的1/2处e、ab曲线的1/2处f、bd曲线的1/2处c；
步骤三、以步骤二中确定的各关键节点，使大变形恒阻支护注浆锚杆的锚固点位于不同的关键节点，以此来确定大变形恒阻支护注浆锚杆的支护长度L，支护长度L为关键节点与巷道壁的距离，利用数值模拟计算分析不同支护长度L下巷道的维护效果，确定最佳支护长度L；
步骤四、根据巷道围岩的岩性以及加固拱原理中锚杆的间距l≤0.5L的规定，并参考支护经验设计数组锚杆排距，利用数值模拟方法计算分析不同排距的巷道维护效果，确定最优的支护排距；
步骤五、根据巷道围岩的岩性以及步骤四中得出的最优的支护排距，通过数值模拟计算支护后的巷道顶板、底板和两帮的变形量U随等效塑性应变的变化曲线，根据当围岩最大等效塑性应变ε ps处于0.05≤ε ps≤0.10阶段时，巷道顶板、底板和两帮的变形量的区间即为以巷道变形量表示的巷道最佳注浆支护时机，以此确定出大变形恒阻支护注浆锚杆对支护后进行注浆时机的定量。
本实施例的巷道定量支护方法，应用大变形恒阻支护注浆锚杆进行支护，可以定量确定套管1吸能区A的长度，定量确定锚杆的支护长度L，定量确定锚杆支护排距，定量确定支护后的注浆时机，以此实现巷道的定量支护。
实施例2
如图6至图10所示，本实施例还提供一种大变形恒阻支护注浆锚索，其与实施例1的区别之处在于，钢索52替代中空杆体51，钢索52由若干根钢绞线环绕中空软管52编织而成，钢索52的前端的侧表面焊接锚筒3。浆液可以从中空软管52经套管1上的注浆孔11向破碎围岩注浆。
本实施例的大变形恒阻支护注浆锚索，结构简单，便于加工，支护操作简单，注浆操作简单，无需注浆塞封口，简化工序。本实施例的大变形恒阻支护注浆锚索，特别适合围岩大变形支护，支护强度更高，通过注浆改变围岩内部松散结构，提高围岩的自承能力，通过恒阻提供围岩的大变形支护，以实现让-抗支护、主动-被动支护的有机结合。
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。

Claims (10)

  1. 一种大变形恒阻支护注浆锚杆，其特征在于：包括套管、中空杆体、锚筒、托盘、紧固螺母和卡销，套管的前端密封，套管的后端开口，套管的中部位置开设有若干个注浆孔，套管的中部位置至套管的后端套管的内径逐渐变小，中空杆体的前端的侧表面套设锚筒，锚筒嵌于套管内且与套管活动连接，锚筒经卡销连接套管，中空杆体的后端依次装配连接托盘和紧固螺母。
  2. 根据权利要求1所述的大变形恒阻支护注浆锚杆，其特征在于：套管的中部位置至后端的内壁设置有细微螺纹。
  3. 根据权利要求1所述的大变形恒阻支护注浆锚杆，其特征在于：中空杆体的前端可拆卸连接锚筒。
  4. 根据权利要求3所述的大变形恒阻支护注浆锚杆，其特征在于：中空杆体的前端螺纹连接锚筒。
  5. 根据权利要求1所述的大变形恒阻支护注浆锚杆，其特征在于：套管的前端可拆卸地设置挡板以密封。
  6. 一种大变形恒阻支护注浆锚索，其特征在于：包括套管、钢索、锚筒、托盘、紧固螺母和卡销，套管的前端密封，套管的后端开口，套管的中部位置开设有若干个注浆孔，套管的中部位置至套管的后端套管的内径逐渐变小，钢索内嵌有中空软管，钢索的前端的侧表面套设锚筒，锚筒嵌于套管内且与套管活动连接，锚筒经卡销连接套管，钢索的后端依次装配连接托盘和紧固螺母。
  7. 根据权利要求6所述的大变形恒阻支护注浆锚索，其特征在于：套管的中部位置至后端的内壁设置有细微螺纹。
  8. 根据权利要求6所述的大变形恒阻支护注浆锚索，其特征在于：套管的前端可拆卸地设置挡板以密封。
  9. 根据权利要求6所述的大变形恒阻支护注浆锚索，其特征在于：钢索由若干根钢绞线环绕中空软管编织而成。
  10. 一种巷道定量支护方法，应用权利要求1至5所述大变形恒阻支护注浆锚杆或者应用权利要求6至9所述大变形恒阻支护注浆锚索，其特征在于，包括以下步骤：
    步骤一、对巷道的地质条件进行数值模拟，通过数值模拟对巷道围岩采动应力分布进行计算分析，绘制巷道的采动应力曲线并得到巷道变形量ΔU，根据巷道变形量ΔU≥套管吸能区的长度，对套管吸能区的长度进行定量确定；
    步骤二、根据巷道的采动应力曲线及岩层的原岩应力线，选定关键节点包括巷道壁O、原岩应力点a、应力峰值b、原岩应力起始点d，同时继续细分其他关键节点包括Oa曲线的 1/2处e、ab曲线的1/2处f、bd曲线的1/2处c；
    步骤三、以步骤二中确定的各关键节点，使大变形恒阻支护注浆锚杆或大变形恒阻支护注浆锚索的锚固点位于不同的关键节点，以此来确定大变形恒阻支护注浆锚杆或大变形恒阻支护注浆锚索的支护长度L，支护长度L为关键节点与巷道壁的距离，利用数值模拟计算分析不同支护长度L下巷道的维护效果，确定最佳支护长度L；
    步骤四、根据巷道围岩的岩性以及加固拱原理中锚杆或锚索的间距l≤0.5L的规定，并参考支护经验设计数组锚杆或锚索排距，利用数值模拟方法计算分析不同排距的巷道维护效果，确定最优的支护排距；
    步骤五、根据巷道围岩的岩性以及步骤四中得出的最优的支护排距，通过数值模拟计算支护后的巷道顶板、底板和两帮的变形量U随等效塑性应变的变化曲线，根据当围岩最大等效塑性应变ε ps处于0.05≤ε ps≤0.10阶段时，巷道顶板、底板和两帮的变形量的区间即为以巷道变形量表示的巷道最佳注浆支护时机，以此确定出大变形恒阻支护注浆锚杆或大变形恒阻支护注浆锚索对支护后进行注浆时机的定量。
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