WO2020007055A1 - 用于围岩大变形的拉压耦合让压吸能注浆锚杆及工作方法 - Google Patents

用于围岩大变形的拉压耦合让压吸能注浆锚杆及工作方法 Download PDF

Info

Publication number
WO2020007055A1
WO2020007055A1 PCT/CN2019/076540 CN2019076540W WO2020007055A1 WO 2020007055 A1 WO2020007055 A1 WO 2020007055A1 CN 2019076540 W CN2019076540 W CN 2019076540W WO 2020007055 A1 WO2020007055 A1 WO 2020007055A1
Authority
WO
WIPO (PCT)
Prior art keywords
grouting
pressure
anchor
energy
absorbing
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Ceased
Application number
PCT/CN2019/076540
Other languages
English (en)
French (fr)
Inventor
刘学生
范德源
谭云亮
宋世琳
宁建国
胡善超
江宁
王俊
顾清恒
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Shandong University of Science and Technology
Original Assignee
Shandong University of Science and Technology
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Shandong University of Science and Technology filed Critical Shandong University of Science and Technology
Priority to JP2020545851A priority Critical patent/JP6915931B2/ja
Publication of WO2020007055A1 publication Critical patent/WO2020007055A1/zh
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D20/00—Setting anchoring-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
    • 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

Definitions

  • the invention belongs to the field of geotechnical engineering support, and particularly relates to a tension-pressure coupling pressure-absorbing energy grouting anchor used in the case of large deformation of deep surrounding rocks and a working method thereof.
  • Grouting anchor support technology is a combination of anchor and grouting technology to make the anchored surrounding rock cement into a whole, thereby improving the loose structure inside the surrounding rock, increasing the strength and bearing capacity of the surrounding rock.
  • Geotechnical Engineering In the prior art, grouting anchors are classified into tension-type grouting anchors and pressure-type grouting anchors according to the stress characteristics of the anchor rod.
  • the tensile grouting anchor uses the adhesion of the anchor rod body and the grouting slurry to provide corresponding support resistance, while the pressure grouting anchor uses the side friction of the grouting slurry and surrounding rocks to provide the required support. Protection resistance.
  • tension-type grouting anchor or a pressure-type grouting anchor there will be a large stress concentration at the end, and in severe cases, the anchoring phenomenon will occur, causing the grouting anchor to fail.
  • coal mining is gradually shifting to the deep part. Unlike the shallow part, in the process of deep mining, the high ground stress and strong mining stress interact, which makes the surrounding rock deformation and damage serious and the support difficult. Because the anchor rod body is a rigid structure, the elongation rate is poor, and the amount of deformation provided is small. Therefore, in the case of large deformation of deep surrounding rocks (such as when the deformation amount of the surrounding rock is greater than or equal to 120 mm), when the deformation amount of the anchor rod body exceeds its capacity, When it can withstand the range, the anchor rod body will break and break, and then lose the anchoring effect, which seriously threatens the safety of production in the coal mine.
  • the present invention devises a tension and compression coupling for pressure-absorbing energy grouting anchor for large deformation of surrounding rock and a working method thereof.
  • the present invention provides a tension and compression coupling for pressure-absorbing energy grouting anchor for large deformation of surrounding rock and a working method for solving the failure of the anchor due to high stress and deformation of the surrounding rock. Insufficient grouting.
  • a tension-compression coupling pressure-absorbing energy grouting anchor rod for large deformation of surrounding rocks is characterized in that it comprises a hollow grouting anchor rod, an anchor rod locking device, a plurality of pressure-pressure grouting devices, and an energy-absorbing anchor. Head, where:
  • the hollow grouting anchor rod includes a stopper, a rod body and a protective sleeve; the protective sleeve is tightly sleeved on the rod body, and the role of the protective sleeve is to prevent the slurry flowing into the borehole from contacting the rod body and thus The friction force between the slurry and the rod body is basically eliminated, and a plurality of first grouting holes are provided on the rod body. The first grouting holes penetrate the protective sleeve and communicate with the drilling hole;
  • the plurality of pressure grouting devices are sleeved on the rod body of the anchor rod at intervals, and the surface of the pressure grouting device is provided with a second grouting hole, which is required to allow relative sliding between the pressure grouting device and the anchor rod body;
  • the energy-absorbing anchor head is fixed at the end of the anchor rod and is used to provide support resistance for the anchor rod body.
  • the outer diameter of the energy-absorbing anchor head is required to be less than or equal to the outer diameter of the pressure grouting device;
  • the anchor rod locking device is provided at the free end of the anchor rod and includes a tray and a fastening nut.
  • the pressure-injection grouting device includes a cylindrical shell and a piston ring provided in the cylindrical shell; the cylindrical shell is tightly sleeved on a protective sleeve, and the protective sleeve may be opposite to the cylindrical shell. Sliding, the piston ring is welded and fixed on the anchor rod body. It is required that the outer diameter of the piston ring is compatible with the inner diameter of the cylindrical shell and can be moved outward along the inner wall of the cylindrical shell toward the orifice end, so that the side wall of the cylindrical shell A grouting space is formed between the protective sleeve and the protective sleeve; a second grouting hole is provided on the surface of the cylindrical shell.
  • the energy-absorbing anchor head includes a cylinder, a pressure rod and a plurality of high-strength springs; the top end of the cylinder is closed, and the bottom end is provided with a central hole; the outer diameter of the cylinder is less than or equal to the outer diameter of the cylindrical shell
  • the pressure rod is arranged in the sleeve, and its structure is a rod body with a disc at the top, the bottom of the rod body is penetrated from the central hole and fixed at the end of the anchor rod; the plurality of high-strength springs surround the pressure rod
  • the upper and lower ends of the high-strength spring are respectively fixed to the lower part of the disc at the top of the compression rod and the bottom end of the cylinder.
  • the outer wall of the cylinder of the energy-absorbing anchor head is rough, and preferably a screw shape.
  • a pressure diaphragm is provided on the second grouting hole, and the purpose of providing the pressure diaphragm is to allow the slurry to be injected into the drilling hole from the second grouting hole when the slurry pressure of the cylindrical shell reaches a certain level.
  • the protective sleeve is a PPR sleeve.
  • the cylinder of the energy-absorbing anchor head and the cylindrical shell of the pressure grouting device are made of corrosion-resistant metal material.
  • the pressing rod of the present invention can be fixed to the end of the rod body by means of screw connection or welding.
  • the pressing rod can also be made into an integrated structure with the rod body.
  • the hole diameter of the hole should ensure the coupling of tension and pressure to allow the pressure-absorbing energy grouting anchor to be fed into the hole to allow the pressure grouting device to be tightly tightened by the wall of the hole. Squeeze tight
  • Step 2 Install the anchor
  • the anchor installation machine is used to couple the tension and compression to let the pressure-absorbing energy grouting anchor rod be sent to the bottom of the hole together with the anchoring agent roll.
  • the anchoring agent roll is crushed by the energy-absorbing anchor head and ruptures.
  • install a stopper at the back of the anchor rod then install the tray and tighten the fastening nut, and then plug the stopper at the rear of the anchor rod body.
  • the fastening nut not only fixes the tray, but also Grouting anchors apply a certain pre-tensioning force;
  • the grouting construction is carried out when large deformation of the surrounding rock is detected.
  • the grouting plug is first removed, and then the grouting device is connected to the hollow grouting anchor rod body for grouting construction.
  • part of the grouting slurry Through the first grouting hole on the hollow grouting anchor to enter the pressure grouting device, a part directly enters the borehole through the first grouting hole and fills the surrounding rock fissures; due to the deformation of the surrounding rock during the support process Larger, the hollow grouting anchor is pulled to move the piston ring to the orifice end, and squeezes the grouting slurry inside the grouting device, which increases the pressure of the grouting slurry, so that the deformation of the surrounding rock can be injected to the grouting.
  • the pressure-injection grouting device can convert the concentrated force received by the anchor rod into tension and pressure, respectively, so that the grouting anchor rod is divided into several tension and pressure sections.
  • the tension section the anchoring force provided by the grouting anchor rod is shared by the energy-absorbing anchor head and the pull force provided by the pressure-injection grouting device; in the pressure section, the hollow grouting anchor rod body is caused by the blockage of the PPR sleeve.
  • the anchoring force provided by the grouting anchor is provided by the side frictional resistance between the grouting slurry and the surrounding rock, and the pressure of the let-down device on the grouting slurry.
  • the stress state of the grouting anchor is effectively improved, the stepwise dispersion of the stress is realized, and the anchoring performance is effectively improved.
  • the present invention also has the following advantages:
  • the present invention allows the grouting grouting device to be distributed at different depth positions of the borehole, and divides the grouting anchor into several tension sections and pressure sections, which effectively eliminates the phenomenon of stress concentration and greatly improves the anchoring of the grouting anchor. Effect.
  • the pressure-injection grouting device in the present invention can convert the deformation energy of the surrounding rock to the pressure energy of the grouting slurry, and sequentially inject the high-pressure grouting slurry into the surrounding rock through the pressure diaphragm, not only realizing the initial deformation of the surrounding rock.
  • the real-time reinforcement support also plays the role of automatic "giving pressure” step by step.
  • the surface of the energy-absorbing anchor head in the present invention is provided with a thread, which can be fully combined with the anchoring agent, and provides greater support resistance for the anchor rod body.
  • the invention has convenient operation, high feasibility, and the components are tightly and reliably fixed, which greatly improves the anchoring efficiency of the grouting anchor cable and effectively improves the stability of the anchored solid.
  • FIG. 1 is a schematic diagram of an assembly structure of a pressure-absorbing energy-injection grouting anchor coupled with tension and compression;
  • FIG. 2 is a structural diagram of a grouting anchor rod body
  • FIG. 3 is a sectional view at A in FIG. 2;
  • Figure 4 is a sectional view of a pressure-injection grouting device
  • FIG. 5 is a sectional view of an energy-absorbing anchor head
  • FIG. 6 is a schematic diagram of an internal pressure rod of an energy-absorbing anchor head
  • FIG. 7 is a structural diagram of a fastening nut and a tray
  • Figure 8 shows the structure of the slurry plug.
  • 6-hollow grouting anchor 61-rod body, 62-slurry circulation channel, 63-first grouting hole, 64-protective sleeve, 65-lead screw;
  • the tension-pressure coupling for pressure-absorbing energy grouting anchor for large deformation of surrounding rock includes a hollow grouting anchor 6, an anchor locking device, and a plurality of pressure-releasing grouting devices. 5 and energy-absorbing anchor head 7, of which:
  • the hollow grouting anchor 6 includes a stopper plug 4, a hollow rod body 61, and a protective sleeve 64.
  • the protective sleeve 64 is tightly sleeved on the rod body 61.
  • the purpose of the protective sleeve 64 is to prevent The grouting slurry 8 flowing into the borehole comes into contact with the rod body 61 to fundamentally eliminate the friction between the grouting slurry 8 and the rod body 61; the hollow of the hollow rod body 61 is used as a slurry circulation channel 62, and a number of rod bodies 61 are provided
  • the first grouting hole 63, the first grouting hole 63 penetrates the protective sleeve 64 and communicates with the drilling;
  • the stopper plug 4 is shown in FIG. 8, which is a circular table structure with a through hole in the middle, and is sleeved
  • the anchor body at the end of the hole is used to seal the hole and prevent slurry leakage.
  • the plurality of pressure grouting devices 5 are sleeved on the rod body 61 of the hollow grouting anchor 6 at intervals.
  • the surface of the pressure grouting device 5 is provided with a second grouting hole 53. It is required that the pressure grouting device 5 and Relative sliding between anchor rod bodies 61
  • the energy-absorbing anchor head 7 is fixed at the end of the hollow grouting anchor rod 6 and is used to provide support resistance for the hollow grouting anchor rod 6 rod 61.
  • the outer diameter of the energy-absorbing anchor head 7 is required to be less than or equal to the pressure injection. Outer diameter of the pulp device 5;
  • the anchor rod locking device is provided at the free end of the hollow grouting anchor rod 6 and includes a tray 3 and a fastening nut 2. It can be seen from FIG. 7 that the tray 3 is an outwardly convex disk-like structure with a through-hole 9. The tray 3 is sleeved on the anchor rod body 61 through the through-hole 9 and locked by the fastening nut 2 and the lead screw 65. The anchor rod applies a certain pre-tightening force as a whole, and the tray 3 is an outwardly convex disk-like structure, which can provide pressure.
  • the structure of the pressure-injection grouting device 5 is shown in FIG. 4. It includes a cylindrical casing 51 and a piston ring 52 provided in the cylindrical casing 51.
  • the cylindrical casing 51 is sleeved on the protective sleeve 64.
  • the piston ring 52 is fixedly sleeved on the protective sleeve 64 of the anchor rod body 61. It is required that the outer diameter of the piston ring 52 is adapted to the inner diameter of the cylindrical casing 51 and can slide down the cylindrical casing 51, so that the side of the cylindrical casing 51 A grouting space is formed between the wall and the protective sleeve 64.
  • the second grouting hole 53 is provided on the surface of the cylindrical casing 51.
  • the second grouting hole 53 is provided with a pressure diaphragm 54 and a pressure diaphragm 54.
  • the purpose is to allow the grouting slurry 8 to be injected into the drilled hole from the second grouting hole 53 when the slurry pressure of the cylindrical casing 51 reaches a certain level.
  • the structure of the energy absorbing anchor head 7 shown in FIG. 5-6 includes a cylinder 75, a pressure rod 71, and a plurality of high-strength springs 72.
  • the cylinder 75 has a closed top end and a central hole at the bottom end. The outer diameter of the cylinder 75 is less than or equal to the outer diameter of the cylindrical shell 51.
  • the pressing rod 71 is provided in the cylinder 75. It is a rod-shaped structure with a disc 74 on the top. After the 75 center hole is penetrated, it is welded to the end of the hollow grouting anchor 6.
  • a plurality of high-strength springs 72 surround the circumference of the pressure rod 71.
  • the upper and lower ends of the high-strength spring 72 are fixed to the lower part of the disc 74 and the cylinder 75, respectively. Bottom. It can also be seen from FIG. 5 that the outer wall of the cylinder 75 of the energy absorbing anchor head 7 is roughened, and the screw structure 73 shown in FIG. 5 is preferred.
  • the bottom of the pressing rod 71 is welded to the end of the rod body 61 of the hollow grouting anchor rod 6, but it does not mean that welding is the only fixing method.
  • the pressing rod 71 of the present invention can also be connected to the hollow by means of screw connection.
  • the end of the rod body 61 of the grouting anchor rod 6 is fixed.
  • the pressing rod 71 can also be made into an integrated structure with the anchor rod body 61. At this time, the end portion of the anchor rod body 61 extends into the cylinder 75 and is fixed to the disc. 74 Lower.
  • the protective sleeve 64 of the present invention is a PPR sleeve
  • the cylinder 75 of the energy absorbing anchor head 7 the cylindrical shell 51 of the letting grouting device 5, the tray 3 and the fastening nut 2 are all corrosion-resistant metals. Material.
  • the hole diameter of the hole should ensure the coupling of tension and pressure to allow the pressure-absorbing energy grouting anchor to be fed into the hole to allow the pressure grouting device to be tightly tightened by the wall of the hole. Squeeze tight
  • Step 2 Install the anchor
  • the anchor installation machine uses the anchor installation machine to send the hollow grouting anchor 6 with the energy-absorbing anchor head 7 into the bottom of the hole together with the anchoring agent roll.
  • the anchoring agent roll is crushed by the energy-absorbing anchor head 7 and ruptures.
  • a stopper plug 4 is installed at the rear of the hollow grouting anchor rod 6, and then the tray 3 is installed and the fastening nut 2 is tightened, and then a plugging plug is inserted at the rear portion of the rod body 61 of the hollow grouting anchor rod 6. 1.
  • the tightening nut 2 not only fixes the tray 3, but also exerts a certain pre-tensioning force on the hollow grouting anchor 6;
  • the grouting construction is carried out when large deformation of the surrounding rock is detected.
  • the grouting plug 1 is first removed, and then the grouting device is connected to the hollow grouting anchor 6 rod body 61 for grouting construction.
  • a part of the grouting slurry 8 enters the pressure grouting device 5 through the first grouting hole 63 on the hollow grouting anchor 6, and a part directly enters the surrounding rock fracture through the first grouting hole 63.
  • the cylindrical shell 51 of the grouting device 5 is tightly squeezed by the borehole wall, so that the hollow grouting anchor rod 6 is pulled to drive the piston ring 52 toward The movement of the orifice end causes the squeeze to allow the grouting slurry 8 inside the grouting device 5 to increase the pressure of the grouting slurry 8 so as to convert the deformation energy of the surrounding rock to the pressure energy of the grouting slurry 8;
  • the grout pressure in the grouting device 5 reaches a certain level, the high-pressure grouting slurry 8 bulges out the pressure film and ejects from the second grouting hole 53 into the surrounding rock fracture, not only realizing the real-time strengthening of the grouting support for the surrounding rock.
  • the tension-compression coupling mechanism of the pressure grouting device 5 is: when the surrounding rock undergoes large deformation, the tensile force received by the hollow grouting anchor rod 6 is transmitted outward through the rod body 61.
  • the let-down grouting device 5 can convert the concentrated force received by the hollow grouting anchor rod 6 into a pulling force and a pressure, respectively, so that the hollow grouting anchor rod 6 is divided into several pulling force segments. 10 ⁇ ⁇ ⁇ 11 ⁇ 10 and the pressure section 11.
  • the anchoring force provided by the hollow grouting anchor rod 6 is shared by the energy-absorbing anchor head 7 and the tension provided by the pressure grouting device 5.
  • the anchoring force provided by the hollow grouting anchor 6 is determined by the side friction resistance between the grouting slurry 8 and the surrounding rock and the pressure-injection grouting device 5.
  • the pressure on the grouting slurry 8 is provided together.
  • the stress state of the hollow grouting anchor 6 is effectively improved, the stepwise dispersion of the stress is realized, and the anchoring performance is effectively improved.

Landscapes

  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

一种用于围岩大变形的拉压耦合让压吸能注浆锚杆，包括中空注浆锚杆（6）、锚杆锁紧装置、多个让压注浆装置（5）和吸能锚头（7），中空注浆锚杆（6）的杆体（61）上设有保护套筒（64）和若干第一注浆孔（63），第一注浆孔（63）穿透保护套筒（64）与钻孔相通，多个让压注浆装置（5）间隔套设在中空注浆锚杆（6）的杆体（61）上，让压注浆装置（5）表面设有第二注浆孔（53），吸能锚头（7）固定在中空注浆锚杆（6）的端部，锚杆锁紧装置设在中空注浆锚杆（6）的自由端。所述让压吸能注浆锚杆通过让压注浆装置（5）不仅实现了对围岩变形初期的实时补强支护，还起到了逐级自动让压的作用，通过吸能锚头（7）为锚杆杆体提供较大的支护阻力，解决了因围岩应力高、变形大导致的锚杆失效、注浆不充分的技术难题。还公开了该让压吸能注浆锚杆的工作方法。

Description

用于围岩大变形的拉压耦合让压吸能注浆锚杆及工作方法 技术领域
本发明属于岩土工程支护领域，特别涉及一种用于深部围岩大变形情况下的拉压耦合让压吸能注浆锚杆及其工作方法。
背景技术
注浆锚杆支护技术是将锚杆和注浆技术相结合，使得被锚固围岩胶结成一个整体，从而改善围岩内部松散结构，提高围岩强度和承载能力，目前已广泛应用于岩土工程领域。在现有技术中，根据锚杆受力特点将注浆锚杆分为拉力型注浆锚杆和压力型注浆锚杆。其中拉力型注浆锚杆利用锚杆杆体与注浆浆液的粘结性提供相应的支护阻力，而压力型注浆锚杆则利用注浆浆液与围岩的侧摩擦力提供所需的支护阻力。然而，无论是拉力型注浆锚杆还是压力型注浆锚杆，都会在端部产生较大的应力集中，严重时还会出现脱锚现象，造成注浆锚杆失效。
当前，煤矿开采正逐渐向深部转移，与浅部不同的是在深部开采过程中，高地应力和强采动应力相互作用，使得围岩变形破坏严重，支护难度极大。由于锚杆杆体为刚性结构，延伸率差，所提供的变形量很小，因此在深部围岩大变形情况下(比如围岩变形量≥120mm时)，当锚杆杆体变形量超出了其所能承受的范围时，锚杆杆体会发生断裂破坏，进而失去锚固作用，严重威胁煤矿井下的安全生产。
为了解决上述难题，现有技术中有一种拉压耦合型高强大变形锚杆及其使用方法(专利号：201210353286.2)，该设计方案利用承压板将注浆锚杆锚固段分为拉力锚固段和压力锚固段，有效改善了锚杆杆体的受力分布情况。然而，当围岩应力高、变形量大时，锚杆杆体由于延伸率差易发生内部断裂， 无法发挥其支护性能，另外该锚杆端部表面积小，无法保证锚杆端部与锚固剂的充分接触，不能有效的对锚杆端部进行固定。
现有技术中还有一种加固大变形岩体的恒阻吸能锚杆(专利号：201110187361.8)，该设计方案通过恒阻吸能装置为锚杆提供初始值高且恒定的阻力，并起到了吸能的作用。然而，该装置在恒阻吸能装置处易产生应力集中，当可扩径圆筒全部扩径后，锥形筒不再向孔外移动，因此吸能效果有限，锚杆依然存在断裂失效的风险。
现有技术中还有一种矿用可伸缩吸能防冲粘滞阻尼锚杆及其支护方法(专利号：201310566306.9)，该设计方案利用液压阻尼原理实现锚杆的快速让位吸能。然而，该装置只能实现对孔口附近围岩变形能的吸收，无法实现对锚杆结构整体的保护，另外，该装置容易在缓冲液压缸处产生应力集中，导致锚杆整体受力不均，使得锚杆发生断裂破坏，进而失去锚固效能。
现有技术中还有一种用于深部分区破裂巷道支护的多点让压注浆锚杆(专利号：201610689590.2)，该设计方案针对巷道围岩分区破裂现象，利用波纹状恒阻让压杆实现多点恒阻让压。然而，该装置中的恒阻让压杆与让压注浆连接件处设计繁琐，结构复杂，另外该装置只有当锚杆受力伸长量达到一定值时，恒阻让压杆上的注浆孔才会露出来进行注浆，在一定程度降低了注浆浆液的流通性，进而无法保证注浆效果。
针对上述问题，本发明设计了一种用于围岩大变形的拉压耦合让压吸能注浆锚杆及工作方法。
发明内容
针对现有技术的不足，本发明提供一种用于围岩大变形的拉压耦合让压吸能注浆锚杆及工作方法，用于解决因围岩应力高、变形大导致的锚杆失效、注浆不充分的问题。
本发明通过以下技术方案予以实现：
一种用于围岩大变形的拉压耦合让压吸能注浆锚杆，其特征在于，它包括中空注浆锚杆、锚杆锁紧装置、多个让压注浆装置和吸能锚头，其中：
所述的中空注浆锚杆包括止浆塞、杆体和保护套筒；所述的保护套筒紧紧套在杆体上，设置保护套筒的作用是为了防止流入钻孔的浆液与杆体接触从而从根本上消除浆液与杆体间的摩擦力，在杆体上设有若干第一注浆孔，第一注浆孔穿透保护套筒与钻孔相通；
所述的多个让压注浆装置间隔套设在锚杆的杆体上，让压注浆装置表面设有第二注浆孔，要求让压注浆装置与锚杆杆体之间可以相对滑动；
所述的吸能锚头固定在锚杆的端部，用于为锚杆杆体提供支护阻力，要求吸能锚头的外径小于等于让压注浆装置的外径；
所述的锚杆锁紧装置设在锚杆的自由端，其包括托盘和紧固螺母。
进一步：所述的让压注浆装置包括筒状外壳和设在筒状外壳内的活塞环；所述的筒状外壳紧紧套设在保护套筒上且保护套筒相对于筒状外壳可以滑动，所述的活塞环焊接固定在锚杆杆体上，要求活塞环外径与筒状外壳内径相适应且能沿着筒状外壳内壁向孔口端外移，从而使得筒状外壳的侧壁和保护套筒之间形成了注浆空间；第二注浆孔设在筒状外壳表面。
进一步：所述的吸能锚头包括一个圆筒、压杆和多根高强弹簧；所述的圆筒顶端封闭、底端设有中心孔，圆筒的外径小于等于筒状外壳的外径；所述的压杆设在套筒内，其结构是一个顶部带圆盘的杆体，杆体底部从中心孔穿出后固定在在锚杆端部；所述的多根高强弹簧围绕在压杆的周圈，高强弹簧的上下两端分别固定在压杆顶部圆盘的下部和圆筒的底端。
进一步，所述的吸能锚头的圆筒外壁设为粗糙状，优选螺纹状。
进一步，在第二注浆孔上设有压力膜片，设置压力膜片的作用是为了让筒状外壳的浆液压力达到一定程度时浆液才可以从第二注浆孔注入钻孔中。
进一步，所述的保护套筒为PPR套筒。
进一步，所述的吸能锚头的圆筒以及让压注浆装置的筒状外壳为耐腐蚀的金属材质。
进一步，本发明的压杆可以通过螺纹连接或者焊接的方式与杆体端部固定，在实际中，压杆也可以做成和杆体一体的结构。
本发明用于围岩大变形的拉压耦合让压吸能注浆锚杆的工作方法如下：
第一步：钻孔
在待支护的围岩大变形岩体上打钻孔，其中钻孔的孔径应保证拉压耦合让压吸能注浆锚杆送进钻孔后让压注浆装置能被钻孔壁紧紧挤住；
第二步：安装锚杆
用锚杆安装机将拉压耦合让压吸能注浆锚杆，连同锚固剂药卷一同送入孔底，锚固剂药卷受到吸能锚头的挤压发生破裂，待孔底锚固剂凝固后，在锚杆后部装入止浆塞，之后安装托盘并拧紧紧固螺母，然后在锚杆杆体后部塞上堵浆塞，此时紧固螺母不仅对托盘起到固定作用，还对注浆锚杆施加了一定的预紧力；
第三步：向钻孔中注浆
当监测到围岩发生大变形时进行注浆施工，首先将堵浆塞卸下，然后将注浆器连接在中空注浆锚杆杆体上进行注浆施工在注浆过程中，一部分注浆浆液通过中空注浆锚杆上的第一注浆孔进入到让压注浆装置内部，一部分直接通过第一注浆孔进入钻孔并充填至围岩裂隙中；在支护过程中由于围岩变形较大，中空注浆锚杆受拉带动活塞环向孔口端运动，挤压让压注浆装置内部的注浆浆液，使得注浆浆液的压力升高，从而实现围岩变形能向注浆浆液压力能的转化；当让压注浆装置内的浆液压力达到一定大小时，高压注浆浆液鼓开压力膜片从第二注浆孔喷出进入围岩裂隙中，不仅实现了对围岩的实时补强注浆支护，还起到了逐级自动“让压”的作用；另外，当围岩变形量较大时，中空注浆锚杆受拉带动吸能锚头内部的压杆一同向孔口端运动，挤 压高强弹簧，使锚杆杆体在保持较高工作阻力状态下受拉伸长，从而将围岩的变形能转化为弹簧的弹性势能，实现“吸能”的目的；当注浆完成后将堵浆塞重新拧紧，防止浆液漏出。
下面通过让压拉压耦合机理说明本发明的优点：
当围岩发生变形时，注浆锚杆所受拉力通过杆体向孔外传递。当拉力传递到让压注浆装置时，让压注浆装置可将锚杆受到的集中力分别转换成拉力和压力，使得注浆锚杆被分成若干个拉力段和压力段。其中在拉力段上，注浆锚杆所提供的锚固力由吸能锚头和让压注浆装置提供的拉力共同承担；在压力段上，由于PPR套筒的阻隔使得中空注浆锚杆杆体与注浆浆液无法直接接触，因此注浆锚杆所提供的锚固力由注浆浆液与围岩间的侧摩阻力和让压装置对注浆浆液的压力共同提供。有效改善了注浆锚杆的受力状态，实现了应力的逐级分散，有效提高了锚固性能。
另外，本发明还具有以下优点：
1、本发明中的让压注浆装置分布在钻孔的不同深度位置，将注浆锚杆分成若干拉力段和压力段，有效消除了应力集中现象，极大提高了注浆锚杆的锚固效力。
2、本发明中的让压注浆装置可实现围岩变形能向注浆浆液压力能的转化，并通过压力膜片依次将高压注浆浆液注入围岩中，不仅实现了对围岩变形初期的实时补强支护，还起到了逐级自动“让压”的作用。
3、本发明中的吸能锚头表面设有螺纹，可与锚固剂充分结合，为锚杆杆体提供较大的支护阻力。在支护过程中围岩变形较大时，通过吸能锚头内部高强弹簧的压缩，可将围岩的变形能转化为弹簧的弹性势能，从而起到“吸能”的作用。
4、本发明操作便捷，可行性高，各部件固定紧密可靠，极大地提高了注浆锚索的锚固效力，有效改善了被锚固体的稳定性。
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，下面描述中的附图仅仅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为一种拉压耦合让压吸能注浆锚杆装配结构示意图；
图2为注浆锚杆杆体结构示意图；
图3为图2的A处剖面图；
图4让压注浆装置剖面图；
图5为吸能锚头剖面图；
图6为吸能锚头内部压杆示意图；
图7为紧固螺母及托盘结构示意图；
图8为止浆塞结构示意图。
图中：
1-堵浆塞；
2-紧固螺母
3-托盘；
4-止浆塞；
5-让压注浆装置，51-筒状外壳，52-活塞环，53-第二注浆孔，54-压力膜片；
6-中空注浆锚杆，61-杆体，62-浆液流通通道，63-第一注浆孔，64-保护套筒，65-丝杠；
7-吸能锚头，71-压杆，72-高强弹簧，73-螺纹结构，74-圆盘，75-圆筒；
8-注浆浆液；
9-通孔；
10-拉力段
11-压力段。
具体实施方式
下面结合附图对本发明的优选实施例进行详细阐述，以使本发明的优点和特征能更易于被本领域技术人员理解，从而对本发明的保护范围做出更为清楚明确的界定。
如图1-8，本发明的用于围岩大变形的拉压耦合让压吸能注浆锚杆，它包括中空注浆锚杆6、锚杆锁紧装置、多个让压注浆装置5和吸能锚头7，其中：
所述的中空注浆锚杆6包括止浆塞4、中空的杆体61和保护套筒64，所述的保护套筒64紧紧套在杆体61上，设置保护套筒64的作用是为了防止流入钻孔的注浆浆液8与杆体61接触从而从根本上消除注浆浆液8与杆体61间的摩擦力；所述的中空的杆体61的空心作为浆液流通通道62，杆体61上设有若干第一注浆孔63，第一注浆孔63穿透保护套筒64与钻孔相通；所述的止浆塞4见图8，它为中部设有通孔的圆台体结构，其套设在孔口端的锚杆体上，用于封住钻孔口，防止漏浆。
所述的多个让压注浆装置5间隔套设在中空注浆锚杆6的杆体61上，让压注浆装置5表面设有第二注浆孔53，要求让压注浆装置5与锚杆杆体61之间可以相对滑动
所述的吸能锚头7固定在中空注浆锚杆6的端部，用于为中空注浆锚杆6杆体61提供支护阻力，要求吸能锚头7的外径小于等于让压注浆装置5的外径；
所述的锚杆锁紧装置设在中空注浆锚杆6的自由端，其包括托盘3和紧固螺母2。从图7可以看出，托盘3为带有通孔9的外凸盘状结构，托盘3通过通孔9套设在锚杆杆体61后通过紧固螺母2和丝杠65锁紧，从而对锚杆整体施加一定的预紧力，托盘3为外凸盘状结构可起到让压作用。
具体的，所述的让压注浆装置5结构如图4所示，它包括筒状外壳51和设在筒状外壳51内的活塞环52，筒状外壳51套在保护套筒64上，活塞环52固定套设在锚杆杆体61的保护套筒64上，要求活塞环52外径与筒状外壳51内经相适应且能沿着筒状外壳51下滑，从而使得筒状外壳51的侧壁和保护套筒64之间形成了注浆空间，第二注浆孔53设在筒状外壳51表面，在第二注浆孔53上设有压力膜片54，设置压力膜片54的作用是为了让筒状外壳51的浆液压力达到一定程度时注浆浆液8才可以从第二注浆孔53注入钻孔中。
具体的，所述的吸能锚头7结构如图5-6所示，包括圆筒75、压杆71和多根高强弹簧72；所述的圆筒75顶端封闭、底端设有中心孔，圆筒75的外径小于等于筒状外壳51的外径；所述的压杆71设在圆筒75内，它是一个顶部带圆盘74的杆状结构，压杆71底部从圆筒75中心孔穿出后焊接在中空注浆锚杆6端部，多根高强弹簧72围绕在压杆71的周圈，高强弹簧72的上下两端分别固定在圆盘74下部和圆筒75的底端。从图5还可以看出，吸能锚头7的圆筒75外壁设为粗糙状，优选图5所示的螺纹结构73。在本实施例中，压杆71底部焊接在中空注浆锚杆6杆体61端部，但是并不意味着焊接是唯一的固定方式，本发明的压杆71也可以通过螺纹连接的方式与中空注浆锚杆6的杆体61端部固定，在实际中，压杆71也可以做成和锚杆杆体61一体的结构，这时，锚杆杆体61端部伸入圆筒75固定在圆盘74下部。
具体的，本发明的保护套筒64为PPR套筒，吸能锚头7的圆筒75、让压注浆装置5的筒状外壳51、托盘3和紧固螺母2均为耐腐蚀的金属材质。
下面叙述本发明拉压耦合让压吸能注浆锚杆用于围岩大变形时的的工作方法，具体包括以下步骤：
第一步：钻孔
在待支护的围岩大变形岩体上打钻孔，其中钻孔的孔径应保证拉压耦合 让压吸能注浆锚杆送进钻孔后让压注浆装置能被钻孔壁紧紧挤住；
第二步：安装锚杆
用锚杆安装机将安装有吸能锚头7的中空注浆锚杆6连同锚固剂药卷一同送入孔底，锚固剂药卷受到吸能锚头7的挤压发生破裂，待孔底锚固剂凝固后，在中空注浆锚杆6后部装入止浆塞4，之后安装托盘3并拧紧紧固螺母2，然后在中空注浆锚杆6的杆体61后部塞上堵浆塞1，此时紧固螺母2不仅对托盘3起到固定作用，还对中空注浆锚杆6施加了一定的预紧力；
第三步：向钻孔中注浆
当监测到围岩发生大变形时进行注浆施工，注浆施工时，首先将堵浆塞1卸下，然后将注浆器连接在中空注浆锚杆6杆体61上进行注浆施工，在注浆过程中，一部分注浆浆液8通过中空注浆锚杆6上的第一注浆孔63进入到让压注浆装置5内部，一部分直接通过第一注浆孔63进入围岩裂隙中进行支护，在支护过程中由于围岩变形较大，而且让压注浆装置5的筒状外壳51被钻孔壁紧紧挤压，促使中空注浆锚杆6受拉带动活塞环52向孔口端运动，促使挤压让压注浆装置5内部的注浆浆液8，使得注浆浆液8的压力升高，从而实现围岩变形能向注浆浆液8压力能的转化；当让压注浆装置5内的浆液压力达到一定大小时，高压注浆浆液8鼓开压力膜片从第二注浆孔53喷出进入围岩裂隙，不仅实现了对围岩的实时补强注浆支护，还起到了逐级自动“让压”的作用；另外，当围岩变形量较大时，中空注浆锚杆6受拉向孔口端运动，带动吸能锚头7内部的压杆71一同向孔口端，挤压高强弹簧72，使中空注浆锚杆6的杆体61在保持较高工作阻力状态下受拉伸长，从而将围岩的变形能转化为高强弹簧72的弹性势能，实现“吸能”的目的；当注浆完成后将堵浆塞1重新拧紧，防止注浆浆液8漏出。
本发明中，让压注浆装置5的拉压耦合让压机理是：当围岩发生大变形时，中空注浆锚杆6所受拉力通过杆体61向外传递。当拉力传递到让压注浆 装置5时，让压注浆装置5可将中空注浆锚杆6受到的集中力分别转换成拉力和压力，使得中空注浆锚杆6被分成若干个拉力段10和压力段11。其中在拉力段10上，中空注浆锚杆6所提供的锚固力由吸能锚头7和让压注浆装置5提供的拉力共同承担；在压力段11上，由于保护套筒64的阻隔使得中空注浆锚杆6杆体61与注浆浆液8无法直接接触，因此中空注浆锚杆6所提供的锚固力由注浆浆液8与围岩间的侧摩阻力和让压注浆装置5对注浆浆液8的压力共同提供。有效改善了中空注浆锚杆6的受力状态，实现了应力的逐级分散，有效提高了锚固性能。
以上所述，仅为本发明的具体实施方式，但本发明的保护范围并不局限于此，任何不经过创造性劳动想到的变化或替换，都应涵盖在本发明的保护范围之内。因此，本发明的保护范围应该以权利要求书所限定的保护范围为准。

Claims (10)

  1. 一种用于围岩大变形的拉压耦合让压吸能注浆锚杆，其特征在于，它包括中空注浆锚杆、锚杆锁紧装置、多个让压注浆装置和吸能锚头，其中：
    所述的中空注浆锚杆包括止浆塞、杆体和保护套筒；所述的保护套筒紧紧套在杆体上，设置保护套筒的作用是为了防止流入钻孔的浆液与杆体接触从而从根本上消除浆液与杆体间的摩擦力，在杆体上设有若干第一注浆孔，第一注浆孔穿透保护套筒与钻孔相通；
    所述的多个让压注浆装置间隔套设在锚杆的杆体上，让压注浆装置表面设有第二注浆孔，要求让压注浆装置与锚杆杆体之间可以相对滑动；
    所述的吸能锚头固定在锚杆的端部，用于为锚杆杆体提供支护阻力，要求吸能锚头的外径小于等于让压注浆装置的外径；
    所述的锚杆锁紧装置设在锚杆的自由端，其包括托盘和紧固螺母。
  2. 如权利要求1所述的用于围岩大变形的拉压耦合让压吸能注浆锚杆，其特征在于，所述的让压注浆装置包括筒状外壳和设在筒状外壳内的活塞环；所述的筒状外壳紧紧套设在保护套筒上且保护套筒相对于筒状外壳可以滑动，所述的活塞环焊接固定在锚杆杆体上，要求活塞环外径与筒状外壳内径相适应且能沿着筒状外壳内壁向孔口端外移，从而使得筒状外壳的侧壁和保护套筒之间形成了注浆空间；第二注浆孔设在筒状外壳表面。
  3. 如权利要求2所述的用于围岩大变形的拉压耦合让压吸能注浆锚杆，其特征在于，所述的吸能锚头包括一个圆筒、压杆和多根高强弹簧；所述的圆筒顶端封闭、底端设有中心孔，圆筒的外径小于等于筒状外壳的外径；所述的压杆设在套筒内，其结构是一个顶部带圆盘的杆体，杆体底部从中心孔穿出后固定在在锚杆端部；所述的多根高强弹簧围绕设在压杆的周圈，高强弹簧的上下两端分别固定在压杆顶部圆盘的下部和圆筒的底端。
  4. 如权利要求1所述的用于围岩大变形的拉压耦合让压吸能注浆锚杆，其特征在于，所述的吸能锚头的圆筒外壁设为粗糙状。
  5. 如权利要求4所述的用于围岩大变形的拉压耦合让压吸能注浆锚杆，其特征在于，所述的吸能锚头的圆筒外壁为螺纹状。
  6. 如权利要求1所述的用于围岩大变形的拉压耦合让压吸能注浆锚杆，其特征在于，在第二注浆孔上设有压力膜。
  7. 如权利要求1所述的用于围岩大变形的拉压耦合让压吸能注浆锚杆，其特征在于，所述的保护套筒为PPR套筒。
  8. 如权利要求1所述的用于围岩大变形的拉压耦合让压吸能注浆锚杆，其特征在于，所述的压杆通过螺纹连接或者焊接的方式或者与杆体一体的方式与杆体端部固定。
  9. 如权利要求3所述的用于围岩大变形的拉压耦合让压吸能注浆锚杆，其特征在于，所述的吸能锚头的圆筒以及让压注浆装置的筒状外壳为耐腐蚀的金属材质。
  10. 一种利用权利要求1-9任一所述的拉压耦合让压吸能注浆锚杆用于围岩大变形的工作方法，其特征在于，包括以下步骤：
    第一步：钻孔
    在待支护的围岩大变形岩体上打钻孔，其中钻孔的孔径应保证拉压耦合让压吸能注浆锚杆送进钻孔后让压注浆装置能被钻孔壁紧紧挤住；
    第二步：安装锚杆
    用锚杆安装机将拉压耦合让压吸能注浆锚杆，连同锚固剂药卷一同送入孔底，锚固剂药卷受到吸能锚头的挤压发生破裂，待孔底锚固剂凝固后，在锚杆后部装入止浆塞，之后安装托盘并拧紧紧固螺母，然后在锚杆杆体后部塞上堵浆塞，此时紧固螺母不仅对托盘起到固定作用，还对注浆锚杆施加了一定的预紧力；
    第三步：向钻孔中注浆
    当监测到围岩发生大变形时进行注浆施工，首先将堵浆塞卸下，然后将 注浆器连接在中空注浆锚杆杆体上进行注浆施工在注浆过程中，一部分注浆浆液通过中空注浆锚杆上的第一注浆孔进入到让压注浆装置内部，一部分直接通过第一注浆孔进入钻孔并充填至围岩裂隙中；在支护过程中由于围岩变形较大，中空注浆锚杆受拉带动活塞环向孔口端运动，挤压让压注浆装置内部的注浆浆液，使得注浆浆液的压力升高，从而实现围岩变形能向注浆浆液压力能的转化；当让压注浆装置内的浆液压力达到一定大小时，高压注浆浆液鼓开压力膜片从第二注浆孔喷出进入围岩裂隙中，不仅实现了对围岩的实时补强注浆支护，还起到了逐级自动让压的作用；另外，当围岩变形量较大时，中空注浆锚杆受拉带动吸能锚头内部的压杆一同向孔口端运动，挤压高强弹簧，使锚杆杆体在保持较高工作阻力状态下受拉伸长，从而将围岩的变形能转化为弹簧的弹性势能，实现吸能的目的，当注浆完成后将堵浆塞重新拧紧，防止浆液漏出。
PCT/CN2019/076540 2018-12-27 2019-02-28 用于围岩大变形的拉压耦合让压吸能注浆锚杆及工作方法 Ceased WO2020007055A1 (zh)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2020545851A JP6915931B2 (ja) 2018-12-27 2019-02-28 周囲の岩石の大きな変形に適用する引張・圧縮組み合わせタイプの降伏エネルギー吸収のグラウトアンカーとその作業方法

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
CN201811612956.1A CN109723480B (zh) 2018-12-27 2018-12-27 用于围岩大变形的拉压耦合让压吸能注浆锚杆及工作方法
CN201811612956.1 2018-12-27

Publications (1)

Publication Number Publication Date
WO2020007055A1 true WO2020007055A1 (zh) 2020-01-09

Family

ID=66297312

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/CN2019/076540 Ceased WO2020007055A1 (zh) 2018-12-27 2019-02-28 用于围岩大变形的拉压耦合让压吸能注浆锚杆及工作方法

Country Status (3)

Country Link
JP (1) JP6915931B2 (zh)
CN (1) CN109723480B (zh)
WO (1) WO2020007055A1 (zh)

Cited By (13)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112177647A (zh) * 2020-09-23 2021-01-05 中铁第四勘察设计院集团有限公司 一种隧道拱部锚杆孔注浆排气与稳压装置及施工方法
CN112682080A (zh) * 2021-01-07 2021-04-20 安徽理工大学 一种活塞式分级注浆锚索及注浆方法
CN113803094A (zh) * 2021-09-09 2021-12-17 中铁建设集团华北工程有限公司 一种注浆锚杆结构及其使用方法
CN114233352A (zh) * 2021-12-02 2022-03-25 中煤科工开采研究院有限公司 多段切槽和劈裂注浆改性围岩协同控制方法及结构
CN115126515A (zh) * 2021-05-31 2022-09-30 安徽理工大学 一种分段压裂式特种锚杆
CN115419078A (zh) * 2022-08-19 2022-12-02 广州地铁设计研究院股份有限公司 基坑围护结构锚索端头渗漏水封堵装置及施工方法
CN116044464A (zh) * 2022-12-29 2023-05-02 中铁七局集团有限公司 一种中空锚杆结构及其支护施工方法
CN116498360A (zh) * 2023-03-30 2023-07-28 山东高速基础设施建设有限公司 注浆锚杆及锚固注浆方法
CN116792132A (zh) * 2023-07-10 2023-09-22 中国矿业大学 一种可回收喷洒式分段注浆让压锚杆装置及其使用方法
CN118531789A (zh) * 2024-07-17 2024-08-23 集美大学 一种岩土锚固机构
CN118911130A (zh) * 2024-10-11 2024-11-08 中国电建集团西北勘测设计研究院有限公司 用于软岩支护的可伸缩锚杆
CN120739527A (zh) * 2025-08-27 2025-10-03 中铁五局集团电务工程有限责任公司 一种隧道联络通道软弱围岩预处理装置
CN121205194A (zh) * 2025-12-01 2025-12-26 上海市基础工程集团有限公司 一种钢管桩注浆系统及钢管桩施工方法

Families Citing this family (36)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN109723480B (zh) * 2018-12-27 2020-04-24 山东科技大学 用于围岩大变形的拉压耦合让压吸能注浆锚杆及工作方法
CN110004950A (zh) * 2019-05-10 2019-07-12 中国地质科学院探矿工艺研究所 双向自动调节式预应力锚索的施工方法
CN110439599B (zh) * 2019-07-23 2024-03-08 河南理工大学 锚杆径向限位碎袋装置及其工作方法
CN111075487B (zh) * 2019-12-31 2024-05-24 西南石油大学 具有测定围岩应变与温度耦合功能的锚杆
CN111156034B (zh) * 2020-02-24 2020-12-18 山东大学 一种预埋式注浆单元及软弱地层沉降控制系统、方法
CN111425231B (zh) * 2020-03-31 2021-03-26 中国矿业大学 一种长短锚索协调吸能让压装置及施工方法
CN111594244B (zh) * 2020-06-11 2021-11-09 新汶矿业集团有限责任公司华丰煤矿 深部让压支护用ⅲ型增阻变形锚索及装配和工作方法
CN111648804B (zh) * 2020-06-11 2022-03-11 新汶矿业集团有限责任公司华丰煤矿 深部让压支护用增阻变形锚索及装配和工作方法
CN111577360B (zh) * 2020-06-12 2021-04-27 中南大学 一种采场围岩受力特性和振动特性实时观测的可回收式采集仪的使用方法
CN111878136B (zh) * 2020-08-03 2022-05-10 中国电建集团昆明勘测设计研究院有限公司 一种分段式中空排水预应力让压锚杆及其支护方法
CN112160780B (zh) * 2020-09-25 2022-06-17 辽宁工程技术大学 一种智能监测震冲速度型防冲锚索装置
CN112814714B (zh) * 2020-12-08 2022-02-01 绍兴文理学院 一种具有拉胀效应的预应力全长锚固中空注浆锚杆
CN113217053A (zh) * 2021-05-14 2021-08-06 江苏科技大学 一种自适应大变形预应力锚杆
CN113294187B (zh) * 2021-05-24 2023-08-04 上海应用技术大学 一种伸缩锚杆及其施工方法
CN114320409B (zh) * 2021-11-25 2024-02-06 淮北矿业股份有限公司 一种可控压兼让压功能的注浆锚索
CN114320410A (zh) * 2021-11-25 2022-04-12 淮北矿业股份有限公司 一种深部巷道抗拔注浆锚杆
CN113931181B (zh) * 2021-12-01 2025-09-02 中建东设岩土工程有限公司 一种改进的后拉式拉压复合型锚杆及其施工方法
CN114412527B (zh) * 2021-12-10 2024-08-09 成都现代万通锚固技术有限公司 多点注浆锚杆及多点注浆工艺
CN114542143B (zh) * 2022-01-13 2025-07-25 中国铁道科学研究院集团有限公司铁道建筑研究所 一步式树脂卷预应力中空锚杆及其使用方法
CN114542144B (zh) * 2022-02-22 2023-02-03 中国矿业大学 破碎围岩扩大型端头锚固多级让压恒阻大变形锚杆及方法
CN114607429A (zh) * 2022-03-24 2022-06-10 淮北矿业股份有限公司 一种兼具控压与让压功能的注浆锚索
CN115110975B (zh) * 2022-06-29 2024-11-01 中铁第六勘察设计院集团有限公司 一种侵入盾构区间范围预应力锚索处理方法
CN115341937B (zh) * 2022-08-23 2025-04-11 山东科技大学 抗冲击多级协同让压锚杆及其实现方法
CN115217521A (zh) * 2022-08-30 2022-10-21 田栋 适用于离层注浆的自适应钻孔套管
CN115748758B (zh) * 2022-11-30 2025-10-28 中煤科工重庆设计研究院(集团)有限公司 一种复合支挡结构
CN116066161B (zh) * 2023-03-21 2025-10-31 中国矿业大学 一种预应力可视化大变形让压锚杆及其使用方法
CN116906100B (zh) * 2023-09-12 2023-11-28 中国矿业大学(北京) 智能预紧让压锚索与应用方法
CN116988825B (zh) * 2023-09-25 2023-12-05 中国矿业大学(北京) 增阻大变形注浆锚杆与应用方法
CN118654974B (zh) * 2024-05-14 2025-03-07 中交第三公路工程局有限公司 一种用于室内注浆体强度测试的注浆装置
CN118223469B (zh) * 2024-05-27 2024-08-27 山东鹏程路桥集团有限公司 一种桥梁施工用注浆装置
CN118327648B (zh) * 2024-06-12 2024-10-11 中国水利水电第一工程局有限公司 一种隧道软岩大变形监测锚杆
CN119466914B (zh) * 2024-11-22 2026-01-30 鹤壁煤电股份有限公司 一种可二次注浆的防脱锚让压锚杆装置及其使用方法
CN119712184B (zh) * 2024-12-14 2025-11-11 东北大学 一种智能吸能锚杆和具有其的监测系统
CN119777978B (zh) * 2025-01-20 2025-09-26 太原理工大学 定点让压支护锚杆索及巷道定点让压支护方法
CN120350973B (zh) * 2025-06-24 2025-10-28 中国铁建重工集团股份有限公司 一种注-锚-喷协同支护分级让压施工方法
CN120968699B (zh) * 2025-10-20 2025-12-30 长春黄金研究院有限公司 仿生式负泊松比多级吸能锚杆及其施工方法

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB2138528A (en) * 1983-04-16 1984-10-24 Perard Torque Tension Ltd Rock Bolt Assembly
WO2012101433A2 (en) * 2011-01-27 2012-08-02 Minova International Limited Drilling device for percussion or rotary percussion drilling having a coupling sleeve
CN103643977A (zh) * 2013-11-21 2014-03-19 中国矿业大学 一种全锚分区让压注浆锚杆及其使用方法
CN105863695A (zh) * 2016-05-03 2016-08-17 许国安 一种分段式模块化抗大变形和抗冲击组合锚杆及其组装方法
CN206530353U (zh) * 2017-02-28 2017-09-29 河南际龙工程技术咨询有限公司 一种让压注浆锚杆
CN207004554U (zh) * 2017-08-02 2018-02-13 中铁十四局集团第二工程有限公司 一种多级让压注浆锚杆
CN109723480A (zh) * 2018-12-27 2019-05-07 山东科技大学 用于围岩大变形的拉压耦合让压吸能注浆锚杆及工作方法

Family Cites Families (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4318340B2 (ja) * 1999-03-25 2009-08-19 株式会社エスイー 無受圧版アンカーとその工法
KR100488118B1 (ko) * 2002-07-05 2005-05-09 최영근 압축확장 지압형 어스앵커 정착체
CN102865088B (zh) * 2012-09-12 2015-04-08 山东科技大学 拉压耦合型高强大变形锚杆及其使用方法
CN205349389U (zh) * 2015-11-24 2016-06-29 山东科技大学 一种加保护套筒的变径中空注浆锚杆
CN105317452A (zh) * 2015-12-07 2016-02-10 山东科技大学 一种增阻让压大变形锚杆及其施工方法
FI20185933A1 (en) * 2016-04-05 2018-11-05 Infra Man I Norr Ab Reinforcement means for insertion and attachment to the drill hole
CN107829767B (zh) * 2017-11-30 2024-02-27 安徽理工大学 一种分段装配式让压中空注浆锚杆及其施工方法

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
GB2138528A (en) * 1983-04-16 1984-10-24 Perard Torque Tension Ltd Rock Bolt Assembly
WO2012101433A2 (en) * 2011-01-27 2012-08-02 Minova International Limited Drilling device for percussion or rotary percussion drilling having a coupling sleeve
CN103643977A (zh) * 2013-11-21 2014-03-19 中国矿业大学 一种全锚分区让压注浆锚杆及其使用方法
CN105863695A (zh) * 2016-05-03 2016-08-17 许国安 一种分段式模块化抗大变形和抗冲击组合锚杆及其组装方法
CN206530353U (zh) * 2017-02-28 2017-09-29 河南际龙工程技术咨询有限公司 一种让压注浆锚杆
CN207004554U (zh) * 2017-08-02 2018-02-13 中铁十四局集团第二工程有限公司 一种多级让压注浆锚杆
CN109723480A (zh) * 2018-12-27 2019-05-07 山东科技大学 用于围岩大变形的拉压耦合让压吸能注浆锚杆及工作方法

Cited By (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN112177647A (zh) * 2020-09-23 2021-01-05 中铁第四勘察设计院集团有限公司 一种隧道拱部锚杆孔注浆排气与稳压装置及施工方法
CN112682080A (zh) * 2021-01-07 2021-04-20 安徽理工大学 一种活塞式分级注浆锚索及注浆方法
CN115126515A (zh) * 2021-05-31 2022-09-30 安徽理工大学 一种分段压裂式特种锚杆
CN113803094A (zh) * 2021-09-09 2021-12-17 中铁建设集团华北工程有限公司 一种注浆锚杆结构及其使用方法
CN114233352A (zh) * 2021-12-02 2022-03-25 中煤科工开采研究院有限公司 多段切槽和劈裂注浆改性围岩协同控制方法及结构
CN115419078B (zh) * 2022-08-19 2023-11-24 广州地铁设计研究院股份有限公司 基坑围护结构锚索端头渗漏水封堵装置及施工方法
CN115419078A (zh) * 2022-08-19 2022-12-02 广州地铁设计研究院股份有限公司 基坑围护结构锚索端头渗漏水封堵装置及施工方法
CN116044464A (zh) * 2022-12-29 2023-05-02 中铁七局集团有限公司 一种中空锚杆结构及其支护施工方法
CN116498360A (zh) * 2023-03-30 2023-07-28 山东高速基础设施建设有限公司 注浆锚杆及锚固注浆方法
CN116792132A (zh) * 2023-07-10 2023-09-22 中国矿业大学 一种可回收喷洒式分段注浆让压锚杆装置及其使用方法
CN118531789A (zh) * 2024-07-17 2024-08-23 集美大学 一种岩土锚固机构
CN118911130A (zh) * 2024-10-11 2024-11-08 中国电建集团西北勘测设计研究院有限公司 用于软岩支护的可伸缩锚杆
CN120739527A (zh) * 2025-08-27 2025-10-03 中铁五局集团电务工程有限责任公司 一种隧道联络通道软弱围岩预处理装置
CN121205194A (zh) * 2025-12-01 2025-12-26 上海市基础工程集团有限公司 一种钢管桩注浆系统及钢管桩施工方法

Also Published As

Publication number Publication date
JP2021504612A (ja) 2021-02-15
JP6915931B2 (ja) 2021-08-11
CN109723480A (zh) 2019-05-07
CN109723480B (zh) 2020-04-24

Similar Documents

Publication Publication Date Title
WO2020007055A1 (zh) 用于围岩大变形的拉压耦合让压吸能注浆锚杆及工作方法
CN205422779U (zh) 一种侧向支撑让压式注浆锚杆
US11041385B2 (en) Mining hydraulic constant-resistance deforming and automatic pressure relieving anchor rod and working method thereof
CN113153394B (zh) 窄煤柱沿空顺槽端头自膨胀增强锚固型锚杆结构及方法
CN113944492B (zh) 一种涨壳式让压锚索及其施工方法
CN110185484A (zh) 隧道围岩变形快速控制的组合式锚杆装置及施工方法
CN111927516B (zh) 一种端头扩大锚固增强型让压锚索及其工作方法
WO2023142654A1 (zh) 一种大变形恒阻支护注浆锚索
CN113047879B (zh) 一种可伸展的双重让压锚索结构及其使用方法
CN109441507B (zh) 一种具有自适应功能的二次支护注浆锚杆
CN115822671B (zh) 一种预应力锚注一体化装置及其施工方法
CN114320410A (zh) 一种深部巷道抗拔注浆锚杆
CN103758550A (zh) 一种液胀式让压抗震抗高地温锚杆
CN105840223A (zh) 一种大变形自修复抗岩爆锚杆
CN107780955A (zh) 一种用于破碎围岩巷道的可控注浆加固装置及施工方法
CN205778963U (zh) 一种大变形自修复抗岩爆锚杆
CN209838457U (zh) 隧道围岩变形快速控制的组合式锚杆装置
CN205117379U (zh) 一种自进式大变形让压锚杆
CN113969798A (zh) 一种用于煤矿巷道顶板支护的锚固装置
CN115788538B (zh) 一种恒阻大变形中空注浆-树脂耦合锚固锚杆
CN210396775U (zh) 一种变形自恢复的让压锚杆
CN205618183U (zh) 一种矿用让位摩擦式吸能防冲锚杆
CN202325585U (zh) 一种适用于端部锚固的锚杆紧固锚头
CN116220775A (zh) 一种基于气压调节的让压锚杆及其使用方法
CN116427975A (zh) 一种新型分级增阻让压装置

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 19830506

Country of ref document: EP

Kind code of ref document: A1

ENP Entry into the national phase

Ref document number: 2020545851

Country of ref document: JP

Kind code of ref document: A

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 19830506

Country of ref document: EP

Kind code of ref document: A1