Pressure-yielding constant resistance anchoring device for earthquake resistance and early warning of large slopes and its application method

Abstract

This invention provides a pressure-yielding constant-resistance anchoring device and its usage method for earthquake resistance and early warning of large slopes. The device comprises an external locking device, a steel sleeve, and steel strands arranged sequentially along the axial direction. The external locking device is installed on the slope surface for anchor cable tension locking and external pressure yielding buffering. The steel sleeve is located inside the anchor hole, with one end extending out of the slope surface and connected to the external locking device. The steel strands are threaded inside the steel sleeve and connected to a conical body. The steel sleeve contains a pressure yielding section, a constant-resistance section, and a free section arranged axially. The pressure yielding section is used to achieve spring-buffered pressure yielding energy dissipation. This application, by forming a multi-stage energy dissipation mechanism with step-by-step triggering, can efficiently absorb impact energy from earthquakes, blasting vibrations, etc., while allowing controllable axial deformation of the anchor cable, effectively mitigating instantaneous impact loads, preventing brittle tensile or shear failure of the rod, and ensuring stable and reliable anchoring force under dynamic loads.

Description

Technical Field

[0001] This invention relates to the field of rock and soil anchoring technology, and in particular to a pressure-yielding constant resistance anchoring device and its usage method for large-scale slope earthquake resistance and early warning. Background Technology

[0002] With the continuous advancement of infrastructure construction, large-scale slope engineering projects in fields such as railways, highways, water conservancy, and mining are increasing. Slope stability has always been a key factor affecting the safety of engineering projects. Especially under extreme natural disasters such as earthquakes and heavy rainfall, slope instability can easily induce secondary disasters such as landslides and collapses.

[0003] Traditional slope reinforcement technologies, such as ordinary anchor bolts and anchor cables, perform well under static load conditions, but when faced with dynamic loads such as earthquakes and blasting vibrations, they often suffer brittle failure due to insufficient impact resistance and poor ductility, leading to the failure of the anchoring system. At the same time, current monitoring methods are mostly focused on static deformation or local stress monitoring, which makes it difficult to achieve real-time early warning of the slope dynamic response process and cannot meet the urgent needs of seismic design and disaster prevention.

[0004] Specifically, ordinary anchor bolts have significant shortcomings in terms of seismic and impact load resistance. Their deformation capacity is poor, and they are prone to failure under earthquake or impact loads. The specific failure modes mainly include: the bolt body is prone to tensile or shear fracture due to its limited plastic deformation capacity, exhibiting typical brittle failure characteristics; the outer anchor plate and nut suffer strength failure under stress concentration; and the anchoring section fails, manifested as debonding between the bolt body and the anchoring agent, or debonding between the anchoring agent and the rock mass. These failure modes not only cause the anchor bolt to lose its own support function, but may also trigger a chain reaction, causing the surrounding support structure to bear additional loads, ultimately leading to the instability of the entire support system and posing a serious threat to the safety of the project.

[0005] To address the aforementioned issues, a pressure-yielding constant resistance anchoring device for large-scale slope seismic resistance and early warning, along with its application method, is now designed. Summary of the Invention

[0006] This application provides a pressure-yielding constant resistance anchoring device and its usage method for large-scale slope seismic resistance and early warning, in order to solve the problem that ordinary anchors in related technologies have obvious deficiencies in seismic resistance and impact load resistance, poor deformation capacity, and are prone to failure under earthquake or impact load.

[0007] To achieve the above objectives, the technical solution adopted by this invention is: a pressure-yielding constant-resistance anchoring device for large-scale slope earthquake resistance and early warning, comprising: External locking device, steel sleeve, and steel strand are arranged sequentially along the axis; An external locking device is installed on the slope surface for anchor cable tension locking and outer end pressure buffering; The steel sleeve is set inside the anchor hole and one end extends out of the slope to connect with the external locking device; the steel strand is run through the steel sleeve and connected to the cone-shaped body; The steel sleeve is axially arranged with a pressure relief section, a constant resistance section and a free section. The pressure relief section is used to realize the spring buffer pressure relief and energy dissipation, the constant resistance section is used to realize the constant friction resistance and energy dissipation, and the free section is used for the initial limit of the conical body and friction energy dissipation. The other end of the steel strand is equipped with a toothed anchor head, which is placed at the bottom of the anchor hole to form a high-bond anchoring structure with the grouting body.

[0008] Preferably, the pressure relief section includes a movable pressure plate, a high-pressure spring, a rubber pad, and a steel pad; the steel pad is disposed at the end of the steel sleeve away from the slope, and the steel pad and the steel sleeve are integrally formed; the rubber pad is disposed inside the steel sleeve on the side close to the steel pad; the high-pressure spring is disposed inside the steel sleeve; the movable pressure plate is slidably disposed inside the steel sleeve; one end of the high-pressure spring abuts against the surface of the rubber pad; the other end of the high-pressure spring is on the movable pressure plate; the movable pressure plate can slide along the axial direction of the steel sleeve and compress the high-pressure spring.

[0009] Preferably, the constant resistance section includes an extrusion tube, which is an expansion extrusion tube. An adhesive is coated between the outer wall of the extrusion tube and the inner wall of the steel sleeve. The end face of the extrusion tube near the free section abuts and limits the second wedge. The outer diameter of the smaller diameter end of the cone matches and fits the inner diameter of the extrusion tube.

[0010] Preferably, the free segment includes a first wedge and a second wedge; both the first wedge and the second wedge are disposed on the inner wall of the steel sleeve, and there are two of each first wedge and two second wedges, with limiting spaces formed between the two first wedges and the two second wedges respectively, which are adapted to the outer contour of the conical shape.

[0011] Preferably, the external locking device includes a screw, multiple clamps, and an anchor ring. The multiple clamps are arranged in a ring on the outside of one end of the screw, and the anchor ring is sleeved on the outside of the multiple clamps. The clamps and the anchor ring are fitted together and sleeved on the outer end of the screw to realize the tensioning and locking of the steel strand.

[0012] Preferably, the external locking device further includes a pressure pad and a relief ring. The pressure pad is fixed to the slope surface, and the relief ring is provided with a first expansion screw and a second expansion screw. The relief ring and the pressure pad are fixed by the first expansion screw and the second expansion screw. The pressure pad has a through hole in the center for the steel sleeve to pass through, and the relief ring has an anchor hole in the center for the steel sleeve to pass through.

[0013] Preferably, the external locking device further includes a nut, a plug-in rod is provided at the end of the screw away from the clamping plate, the end of the steel sleeve away from the steel pad is plugged into the plug-in rod, the middle of the screw is threaded, the thread on the inner hole of the nut is adapted to the thread, the nut is threaded on the thread, and the inner hole of the nut is adapted to the outer diameter of the steel sleeve, and at least half of the inner hole of the nut is fitted on the outer wall of the steel sleeve. The nut mates with the outer wall of the steel sleeve, with at least half of the nut covering the outer wall of the steel sleeve, and the pressure relief ring is pressed and limited between the pressure pad and the nut, which is used to realize secondary pressure relief energy dissipation at the outer anchor end.

[0014] Preferably, the tapered end has a threaded hole, and the outer surface of the end of the steel strand away from the toothed anchor head has a second thread, which is adapted to the threaded hole. The end of the steel strand away from the toothed anchor head is threadedly connected to the threaded hole.

[0015] Preferably, the extrusion tube is equipped with a displacement warning component, which includes at least two displacement sensors and a wireless transmission module adapted to the displacement sensors. The displacement sensors are used to collect axial displacement data of the cone, and when the displacement reaches the warning threshold, an alarm signal is remotely sent through the wireless transmission module.

[0016] A method for using a pressure-yielding constant resistance anchoring device for earthquake resistance and early warning of large slopes includes the following steps: S1: Conduct on-site geological surveys, accurately locate anchor points based on the survey report, and verify the quality of materials and equipment; use geological drilling rigs to perform drilling operations according to design parameters, with the borehole diameter larger than the outer diameter of the toothed anchor head; clean the borehole after drilling, and check that the borehole depth, borehole diameter, and borehole quality meet the specifications. S2: Install the steel pad, rubber pad, and high-pressure spring at the bottom of the steel sleeve. Weld the steel pad to the steel sleeve and fix it. Install the movable pressure plate into the steel sleeve and attach it to the high-pressure spring. Insert the third pressure plate into the steel sleeve at the set position and weld it to fix it. Place the two miniature displacement sensors into the predetermined position of the extrusion tube. Apply adhesive to the outer wall of the extrusion tube and then install it into the steel sleeve. Insert the second pressure plate into the steel sleeve at the set position and weld it to fix it. Install the second wedge into the steel sleeve and lock it. Insert the first pressure plate into the steel sleeve at the set position and weld it to fix it. Then install the first wedge into the steel sleeve and lock it. Pass the steel strand along the center of the steel sleeve until the cone and the first wedge are attached to each other, and complete the main assembly of the anchor cable. S3: The assembled anchoring device is lowered into the anchor hole to the design depth and the hole opening is temporarily fixed. Pressure grouting is carried out through the hollow channel between the toothed anchor head and the steel strand. The grout returns from the bottom of the anchoring section and wraps the toothed anchor head and the hole wall. Grouting is stopped after the grout returns evenly from the hole opening. S4: After grouting is completed, it should be cured for at least 10 days. After the grout reaches the design strength, the steel strands should be passed through the external locking device and tensioned and locked according to the design prestress value. The pressure bearing pad and the pressure relief ring should be installed so that the steel sleeve passes through the reserved hole of the pressure relief ring. The steel sleeve should be tightly fitted with the screw and the nut should be tightened to complete the installation and locking of the device. S5: After installation, debug the cloud monitoring software to monitor the displacement of the cone in real time.

[0017] This invention provides a pressure-yielding constant resistance anchoring device and its usage method for large-scale slope earthquake resistance and early warning, with the following beneficial effects: By forming a multi-stage energy dissipation mechanism with step-by-step triggering, it can efficiently absorb the impact energy of earthquakes, blasting vibrations, etc., while allowing the anchor cable to undergo controllable axial deformation, effectively mitigating instantaneous impact loads, avoiding brittle tensile or shear failure of the rod, and ensuring stable and reliable anchoring force under dynamic loads. The high-friction rubber extrusion tube in the constant-resistance section works synergistically with the conical body to generate continuous and stable frictional resistance to dissipate energy; the pressure-relief section achieves buffering and energy absorption through the elastic deformation of the high-pressure spring and rubber pad; the outer anchor end is equipped with a pressure-relief ring. When the internal conical body displacement reaches its limit, the external anchoring device compresses the pressure-relief ring, causing deformation and further enhancing the pressure-relief energy dissipation effect, forming a multi-stage seismic protection system.

[0018] By setting a pressure-bearing pad and a high-toughness spring steel relief ring at the outer anchor end, and tightening and limiting it with a nut, the outer anchor end has a controllable buffer deformation capacity, which can effectively disperse stress concentration under dynamic load, avoid the strength failure of traditional anchor plate and nut due to instantaneous impact, and improve the stress reliability of the outer anchoring system.

[0019] By employing a toothed anchor head structure in the anchoring section, which is composed of multiple steel plates with different cross-sections, compared to traditional tension anchor cables, it can form a tight mechanical interlock with the grout, significantly improving the bonding effect between the anchoring section and the grout, effectively avoiding debonding failure between the rod and the anchoring agent, and between the anchoring agent and the rock mass, and ensuring the long-term stability of the foundation bearing capacity of the anchoring system.

[0020] With built-in displacement monitoring, real-time intelligent early warning is achieved. The constant resistance section has a built-in high-precision miniature displacement sensor that can collect millimeter-level axial displacement data of the cone in real time. When the displacement reaches the warning threshold, an alarm is automatically triggered, and the data is remotely transmitted to the receiving terminal through a wireless transmission module. This enables all-time intelligent monitoring and early warning of the anchoring status, making up for the inadequacy of traditional monitoring methods in responding to slope dynamic processes and providing data support for emergency prevention and control of slope disasters. Attached Figure Description

[0021] To more clearly illustrate the technical solutions in the embodiments of this application, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of this application. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0022] Figure 1 This is a schematic diagram of the structure provided for an embodiment of this application; Figure 2 This is a schematic diagram of the deformed structure of the anchoring device provided in the embodiments of this application. Figure 1 ; Figure 3 This is a schematic diagram of the deformed structure of the anchoring device provided in the embodiments of this application. Figure 2 ; Figure 4 This is a schematic diagram of the deformed structure of the anchoring device provided in the embodiments of this application. Figure 3 ; Figure 5 This is a schematic diagram of the deformed structure of the anchoring device provided in the embodiments of this application. Figure 4 ; Figure 6 This is a three-dimensional schematic diagram of the external anchoring device provided in the embodiments of this application; Figure 7 This is a three-dimensional schematic diagram of the pressure relief ring provided in an embodiment of this application; Figure 8 A three-dimensional schematic diagram of the wedge shape provided in the embodiments of this application; Figure 9 This is a three-dimensional sectional view of the extruded tube and steel sleeve connection structure provided in an embodiment of this application; Figure 10 This is a front sectional view of the extruded tube and steel sleeve connection structure provided in the embodiments of this application; Figure 11 This is a three-dimensional schematic diagram of the connection structure between the cone-shaped body and the steel strand provided in the embodiments of this application; Figure 12 A three-dimensional schematic diagram of the toothed anchor head and steel strand hinged connection structure provided in the embodiments of this application; In the diagram: 1. Screw; 2. Clamping plate; 3. Anchor ring; 4. Nut; 5. Pressure relief ring; 6. Conical body; 7. First wedge; 8. Second wedge; 9. Extrusion tube; 10. Steel sleeve; 11. Movable pressure plate; 12. High-pressure spring; 13. Rubber pad; 14. Steel pad; 15. Steel strand; 16. Toothed anchor head; 17. Pressure pad; 501. Anchor hole; 502. First expansion bolt; 503. Second expansion bolt; 602. Threaded hole; 101. Thread; 102. Connecting rod; 1501. Thread two; 701. First friction surface; 702. Third bolt; 801. Second friction surface; 802. Fourth bolt; 901. Displacement sensor; 1001. First pressure plate; 1002. Second pressure plate; 1003. Third pressure plate. Detailed Implementation

[0023] To make the objectives, technical solutions, and advantages of the embodiments of this application clearer, the technical solutions of the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of this application, not all embodiments. Based on the embodiments of this application, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this application.

[0024] This application provides a pressure-yielding constant resistance anchoring device and its usage method for earthquake resistance and early warning of large slopes. It can solve the problem that ordinary anchors in related technologies have obvious deficiencies in earthquake resistance and impact load resistance, poor deformation capacity, and are prone to failure under earthquake or impact load.

[0025] like Figure 1-2 As shown, a pressure-yielding constant-resistance anchoring device for large-scale slope seismic resistance and early warning includes: an external locking device, a steel sleeve 10, and a steel strand 15 arranged sequentially along the axis; the external locking device is installed on the slope surface and is used for anchor cable tensioning and locking and external pressure yielding buffer; the steel sleeve 10 is set inside the anchor hole and one end extends out of the slope surface and is connected to the external locking device; the steel strand 15 is passed inside the steel sleeve 10 and connected to the conical body 6; the steel sleeve 10 is provided with a pressure yielding section, a constant-resistance section and a free section along the axial direction. The pressure yielding section is used to realize spring buffer pressure yielding energy dissipation, the constant-resistance section is used to realize frictional constant-resistance energy dissipation, and the free section is used for initial limiting of the conical body 6 and frictional energy dissipation; the other end of the steel strand 15 is provided with a toothed anchor head 16, which is placed at the bottom of the anchor hole and is used to form a high-bond anchoring load-bearing structure with the grouting body.

[0026] like Figure 2 , Figure 3 and Figure 4 As shown, in actual use, the toothed anchor head 16 is set at the bottom of the anchor hole and combines with the grouting body to form a high-bond anchoring load-bearing structure, which serves as the load-bearing foundation of the entire anchoring system. The steel strand 15 is inserted inside the steel sleeve 10. The cone 6 connected to one end is initially limited to the free section inside the steel sleeve 10. The external locking device is installed on the slope surface to complete the tensioning and locking of the steel strand 15 and has the ability to buffer the pressure at the outer end, providing a stable initial anchoring force for the slope.

[0027] like Figure 2 , Figure 3 and Figure 5 As shown, when an earthquake generates axial tensile force and transmits it through steel strand 15, the device sequentially triggers various energy dissipation functions along the axial direction to gradually dissipate earthquake energy, including: First stage: Axial tension drives the cone 6 to bear force. When the load exceeds the preset safety threshold, the cone 6 breaks through the initial limit constraint of the free section and dissipates energy through friction in the free section, completing the first stage of friction energy dissipation. Second stage: Conical body 6 enters the constant resistance section, where it maintains stable anchoring resistance through continuous friction, continuously dissipating seismic energy and achieving constant resistance energy dissipation. Third stage: After the conical body 6 completes the constant resistance section stroke, it acts on the pressure relief section. The pressure relief section absorbs the impact load through buffer deformation, realizing spring buffer pressure relief energy dissipation. Level 4: When the pressure relief section inside the steel sleeve 10 reaches the deformation limit, the entire steel sleeve 10 is under tension and acts on the external locking device. The pressure relief buffer structure at the outer end of the external locking device further dissipates the energy and plays the final pressure relief protection role.

[0028] Throughout the entire energy-dissipating deformation process, the toothed anchor head 16 maintains a tight bond and lock with the grouting body, maintains the foundation bearing capacity of the anchoring section, avoids the anchoring section from debonding and failing, and ensures that the device can maintain reliable anchoring performance under dynamic load.

[0029] like Figure 5 As shown, in one embodiment, the pressure relief section includes a movable pressure plate 11, a high-pressure spring 12, a rubber pad 13, and a steel pad 14. The steel pad 14 is disposed at the end of the steel sleeve 10 away from the slope, and the steel pad 14 and the steel sleeve 10 are integrally formed. The rubber pad 13 is disposed inside the steel sleeve 10 on the side close to the steel pad 14. The high-pressure spring 12 is disposed inside the steel sleeve 10. The movable pressure plate 11 is slidably disposed inside the steel sleeve 10. One end of the high-pressure spring 12 abuts against the surface of the rubber pad 13, and the other end of the high-pressure spring 12 is on the movable pressure plate 11. The movable pressure plate 11 can slide along the axial direction of the steel sleeve 10 and compress the high-pressure spring 12.

[0030] The steel pad 14 is integrally formed at the end of the steel sleeve 10 away from the slope, forming a sealing and support structure at that end of the steel sleeve; The rubber pad 13 is set inside the steel sleeve 10 and close to the inner side of the steel pad plate 14. The high pressure spring 12 is arranged along the axial direction of the steel sleeve 10, with one end abutting against the surface of the rubber pad 13. The movable bearing plate 11 is slidably assembled inside the steel sleeve 10, and the other end of the high pressure spring 12 abuts against the movable bearing plate 11. The movable bearing plate 11 can slide along the axial direction of the steel sleeve 10 and compress the high pressure spring 12.

[0031] When the conical body 6 is dislodged from the constant resistance section, it will impact the movable bearing plate 11 under axial tension. After being impacted, the movable bearing plate 11 slides along the steel sleeve 10 towards the steel pad 14, simultaneously compressing the high-pressure spring 12. The impact energy is absorbed through the elastic deformation of the high-pressure spring 12, while the rubber pad 13 cooperates to bear the pressure at the end of the spring, assisting in buffering and absorbing energy. Together, the spring buffers and dissipates the pressure, alleviating the impact of the instantaneous impact load on the anchoring system.

[0032] Furthermore, the steel sleeve 10 is precision machined from high-strength alloy material, the movable bearing plate 11 is precision machined from high-strength alloy material and can withstand large tonnage loads, and the rubber pad 13 is made of special high-elasticity rubber material to further assist in pressure relief and buffering. Holes are reserved at the center of the movable steel pad, the rubber pad and the steel pad to facilitate the insertion of anchor cables and make construction and operation convenient.

[0033] In one embodiment, the constant resistance section includes an extrusion tube 9, which is an expansion extrusion tube made of high-friction rubber. An adhesive is coated between the outer wall of the extrusion tube 9 and the inner wall of the steel sleeve 10. The end face of the extrusion tube 9 near the free section abuts against and limits the second wedge 8. The outer diameter of the smaller diameter end of the cone 6 matches and fits the inner diameter of the extrusion tube 9.

[0034] The extrusion tube 9 is tightly fitted to the steel sleeve 10. The inner wall of the steel sleeve 10 is coated with adhesive to increase frictional resistance. The wall thickness of the steel sleeve 10 is about 3-5cm, which can be adjusted according to the support environment.

[0035] The extrusion tube 9 is a tubular structure, integrally formed by a mold. The outer diameter of the extrusion tube is the same as the inner diameter of the steel sleeve 10, which can achieve a close fit. The wall thickness of the tube is about 3-5cm, which can be adjusted according to the support environment.

[0036] The end face of the extrusion tube 9 near the free section abuts against the second wedge 8 to achieve axial positioning. The outer diameter of the smaller diameter end of the tapered tube 6 matches the inner diameter of the extrusion tube 9, and the two fit together.

[0037] When the conical body 6 enters the constant resistance section under axial tension, as it travels along the axial direction of the extrusion tube 9, the gradually increasing outer diameter of the conical body 6 will continuously squeeze the expansion extrusion tube 9, causing the extrusion tube 9 to undergo radial expansion deformation. At the same time, the extrusion of the high-friction rubber material and the continuous contact and friction between the inner wall of the extrusion tube 9 and the outer wall of the conical body 6, combined with the frictional resistance provided by the adhesive between the extrusion tube 9 and the inner wall of the steel sleeve 10, form a stable resistance during the deformation process, continuously dissipating impact energy and achieving constant frictional resistance energy dissipation.

[0038] like Figure 5 and Figure 8 As shown, in one embodiment, the free segment includes a first wedge 7 and a second wedge 8; both the first wedge 7 and the second wedge 8 are disposed on the inner wall of the steel sleeve 10, and there are two of each of the first wedge 7 and the second wedge 8. The two first wedge 7 and the two second wedge 8 respectively form a limiting space that is adapted to the outer contour of the cone 6.

[0039] Two threaded holes are provided at one end of the first wedge 7 and the second wedge 8 respectively. Four through holes are provided on the steel sleeve 10 respectively. The first wedge 7 is fixed to the inner wall of the steel sleeve 10 by two third bolts 702, and the second wedge 8 is fixed to the inner wall of the steel sleeve 10 by two fourth bolts 802.

[0040] Both the first wedge 7 and the second wedge 8 are made of special steel. The opposite side of the two first wedges 7 is provided with a first friction surface 701 for friction with the cone 6, and the opposite side of the two second wedges 8 is provided with a second friction surface 801 for friction with the cone 6.

[0041] In the initial state, the conical body 6 is contained within the limiting space formed by the first wedge body 7 and the second wedge body 8. The wedge body forms an initial locking limit on the conical body 6, maintaining the initial stress state of the anchoring system.

[0042] When the axial tensile force exceeds the preset threshold, the conical body 6 breaks free from the limiting constraint along the axial direction and comes out of the limiting space of the two sets of wedges. During the release process, the outer surface of the conical body 6 continues to contact and rub against the friction surface of the wedges, dissipating energy through friction.

[0043] In one embodiment, the external locking device includes a screw 1, multiple clamping pieces 2, and an anchor ring 3. The multiple clamping pieces 2 are arranged in a ring on the outside of one end of the screw 1, and the anchor ring 3 is sleeved on the outside of the multiple clamping pieces 2. The clamping pieces 2 and the anchor ring 3 cooperate to be sleeved on the outer end of the screw 1 to realize the tensioning and locking of the steel strand 15.

[0044] During anchor cable tensioning, the steel strand 15 is inserted into the central channel of the screw rod 1, and multiple clamping plates 2 are wrapped around and held around the outer periphery of the steel strand 15. Then, the anchor ring 3 is placed on the outside of the clamping plates 2. The tensioning equipment applies the designed prestress to the steel strand 15. After tensioning to the set value, the anchor ring 3 tightens inward and squeezes the clamping plates 2, so that the clamping plates 2 tightly bite the outer wall of the steel strand 15. At the same time, the clamping plates 2 cooperate with the outer end of the screw rod 1 for limiting, and the steel strand 15 is firmly locked on the screw rod 1, completing the tensioning and locking, so that the anchoring system maintains the preset prestress state and transmits the anchoring tension.

[0045] like Figure 2 and Figure 7 As shown, in one embodiment, the external locking device further includes a pressure-bearing pad 17 and a pressure-relieving ring 5. The pressure-bearing pad 17 is fixed to the slope surface, and the pressure-relieving ring 5 is provided with a first expansion screw 502 and a second expansion screw 503 opposite to each other. The pressure-relieving ring 5 and the pressure-bearing pad 17 are fixed by the first expansion screw 502 and the second expansion screw 503. The pressure-bearing pad 17 has an anchor hole 2 for the steel sleeve 10 to pass through in its center, and the pressure-relieving ring 5 has an anchor hole 501 for the steel sleeve 10 to exit in its center. The main body of the pressure-relieving ring 5 is made of high-toughness spring steel.

[0046] In the initial state, the pressure pad 17 conforms to the slope surface to distribute the surface pressure, and the pressure ring 5 is firmly connected to the pressure pad 17 through the expansion bolts. The steel sleeve 10 passes through the anchor hole 2 of the pressure pad and the anchor hole 501 of the pressure ring in sequence to form the support foundation of the outer anchor end.

[0047] When the multi-stage energy dissipation structure inside the steel sleeve 10 reaches its deformation limit, the steel sleeve 10 as a whole is stretched and displaced in the direction of the slope, thereby squeezing the pressure relief ring 5; the pressure relief ring 5, made of high-toughness spring steel, undergoes controllable plastic deformation after being squeezed, dissipating the remaining impact energy, realizing the secondary pressure relief buffer of the outer anchor end, and avoiding the external locking device from strength failure due to stress concentration.

[0048] In one embodiment, to improve seismic performance, the main body of the pressure ring 5 is made of high-toughness spring steel, including a reserved anchor hole 501 and a first expansion screw 502 and a second expansion screw 503, to ensure reliable tensioning and locking and to have primary buffering capacity.

[0049] In one embodiment, the pressure ring 5 is tightly fitted with the nut 4 and the pressure pad 17, and the pressure ring 5 and the pressure pad 17 are connected by bolts or integrally molded in the factory, making assembly convenient.

[0050] like Figure 6As shown, in one embodiment, the external locking device further includes a nut 4, a plug-in rod 102 is provided at the end of the screw 1 away from the clamp 2, and the end of the steel sleeve 10 away from the steel pad 14 is plugged into the plug-in rod 102. A thread 101 is provided in the middle of the screw 1, and the thread on the inner hole of the nut 4 is adapted to the thread 101. The nut 4 is threadedly connected to the thread 101, and the inner hole of the nut 4 is adapted to the outer diameter of the steel sleeve 10. At least half of the inner hole of the nut 4 is fitted on the outer wall of the steel sleeve 10. Nut 4 mates with the outer wall of steel sleeve 10, with at least half of nut 4 covering the outer wall of steel sleeve 10, and pressing and limiting pressure ring 5 between pressure pad 17 and nut 4, in order to realize secondary pressure relief energy dissipation at the outer anchor end.

[0051] The screw 1 is positioned by inserting the end plug rod 102 into the steel sleeve 10 to ensure that the axes of the two are aligned; the nut 4 is screwed in so that it moves axially along the thread 101 of the screw 1. The nut part covers the outer wall of the steel sleeve 10 and gradually presses the pressure relief ring 5, so that the pressure relief ring 5 is stably clamped between the pressure pad 17 and the nut 4, completing the assembly and fixing of the outer anchor end and maintaining the initial prestress state of the anchoring system.

[0052] When the energy-dissipating structure inside the steel sleeve 10 reaches its deformation limit, the steel sleeve 10 is displaced towards the slope under the action of axial tension, which drives the nut 4 that it is paired with to move synchronously towards the slope side, continuously squeezing the pressure ring 5; the pressure ring is compressed and deforms to dissipate impact energy, realizing secondary pressure dissipation at the outer anchor end, and avoiding damage to the external locking device due to stress concentration.

[0053] In one embodiment, the screw 1 is hardened to have high strength, and its diameter is slightly smaller than the inner wall size of the steel sleeve 10 to ensure a tight fit with the steel sleeve. The steel sleeve is fixed to the screw by the nut 4, and tensioning and locking are achieved by the anchor consisting of the clamp 2 and the anchor ring 3.

[0054] like Figure 2 and Figure 11 As shown, in one embodiment, the tapered body 6 has a threaded hole 602 at its smaller diameter end, and the outer surface of the end of the steel strand 15 away from the toothed anchor head 16 is provided with a second thread 1501. The second thread 1501 is adapted to the threaded hole 602, and the end of the steel strand 15 away from the toothed anchor head 16 is threadedly connected to the threaded hole 602.

[0055] Both the steel pad 14 and the rubber pad 13 have a through hole 2 at their center that matches the diameter of the steel strand 15. The inner diameter of the extrusion tube 9 is not less than the diameter of the steel strand 15. The end of the steel strand 15 away from the toothed anchor head 16 passes through the through hole 2 at the center of the steel pad 14, the center of the high pressure spring 12, the through hole 2 at the center of the rubber pad 13, the inner diameter of the extrusion tube 9, the limiting space between the two first wedges 7, and the limiting space between the two second wedges 8 in sequence, and finally is threadedly connected to the threaded hole 602 at the smaller diameter end of the conical body 6.

[0056] When the steel strand 15 is subjected to axial tension, the tension is stably transmitted to the conical body 6 through the threaded connection, which drives the conical body 6 to move along the axial direction. This triggers a multi-stage working mechanism in sequence, including free section limiting friction, constant resistance section friction energy consumption, and pressure relief section buffer energy consumption, ensuring the coordinated operation of tension transmission and energy consumption functions at each stage.

[0057] like Figure 3 , Figure 5 and Figure 9 As shown, in one embodiment, a displacement early warning component is provided inside the extrusion tube 9. The displacement early warning component includes at least two displacement sensors 901 and a wireless transmission module adapted to the displacement sensors 901. The displacement sensors 901 are used to collect axial displacement data of the cone 6. When the displacement reaches the early warning threshold, an alarm signal is remotely sent through the wireless transmission module. The displacement early warning component consists of two high-precision miniature displacement sensors 901 and a wireless transmission module. The sensors are directly built into the extrusion tube 9 and can monitor the millimeter-level displacement changes of the cone in real time.

[0058] In practical use, during the operation of the anchoring device, the displacement sensor 901 inside the extrusion tube 9 monitors the millimeter-level axial displacement change of the cone 6 in real time; when the axial displacement of the cone 6 reaches the preset warning threshold, the wireless transmission module adapted to the displacement sensor 901 remotely sends an alarm signal and remotely transmits the displacement data to the receiving terminal, realizing real-time early warning monitoring of the anchoring status.

[0059] like Figure 2 and Figure 12 As shown, in one embodiment, the two ends of the steel strand 15 are connected to the conical body 6 and the toothed anchor head 16 respectively. The connection method is threaded connection, which is convenient for assembly. It can also be integrated into the factory. The toothed anchor head 16 is composed of steel plates with different cross sections. The assembly method with the anchor cable is welding or integrated into the factory.

[0060] The steel strand 15, the conical body 6, and the toothed anchor head 16 form an integral whole, ensuring that the axial tensile force can be stably transmitted among the three. At the same time, the toothed anchor head 16, which is made of steel plates with different cross sections, is placed at the bottom of the anchor hole. After grouting, it can form a tight mechanical interlock with the grouting body, improve the bonding and anchoring performance of the anchoring section, and provide a stable foundation load-bearing structure for the entire anchoring system.

[0061] In one embodiment, the cone 6 and the steel strand 15 are connected by a through-hole connection. The steel strand 15 is in close contact with the inner wall of the extrusion tube 9, while the outer wall of the extrusion tube 9 is in close contact with the inner wall of the steel sleeve 10. The axes of the three are strictly coincident to ensure uniform force distribution.

[0062] like Figure 2 and Figure 10 As shown, in one embodiment, it also includes two first pressure plates 1001, two second pressure plates 1002, and two third pressure plates 1003 disposed opposite to each other inside the steel sleeve 10. The first pressure plates 1001 and the second pressure plates 1002 are located at the end of the extrusion tube 9 away from the movable pressure plate 11, and the third pressure plate 1003 is located at the end of the extrusion tube 9 close to the movable pressure plate 11. One side of the first pressure plate 1001 is attached to the side of the first wedge 7, and one side of the second pressure plate 1002 is attached to the side of the second wedge 8. The second pressure plate 1002 and the two third pressure plates 1003 respectively contact the two ends of the extrusion tube 9 and are used as limiters for the extrusion tube 9.

[0063] The distance between the two first bearing plates 1001 and the distance between the two second bearing plates 1002 are not less than the diameter of the larger end of the cone 6, thereby allowing the cone 6 to pass between the first bearing plates 1001 and the second bearing plates 1002. A method for using a pressure-yielding constant resistance anchoring device for earthquake resistance and early warning of large slopes includes the following steps: S1: Conduct on-site geological surveys, accurately locate anchor points based on the survey report, and verify the quality of materials and equipment; use geological drilling rigs to perform drilling operations according to design parameters, with the borehole diameter being 16mm larger than the outer diameter of the toothed anchor head; after drilling, clean the borehole and check that the borehole depth, diameter, and borehole quality meet the specifications. S2: Install the steel pad 14, rubber pad 13, and high-pressure spring 12 at the bottom of the steel sleeve 10. Weld the steel pad 14 to the steel sleeve 10 and fix it. Install the movable pressure plate 11 into the steel sleeve 10 and attach it to the high-pressure spring 12. Insert the third pressure plate 1003 into the steel sleeve 10 at the set position and weld it to fix it. Place the two miniature displacement sensors 901 into the predetermined position of the extrusion tube 9. Apply adhesive to the outer wall of the extrusion tube 9 and then install it into the steel sleeve 10. Insert the second pressure plate 1002 into the steel sleeve 10 at the set position and weld it to fix it. Install the second wedge 8 into the steel sleeve 10 and lock it. Insert the first pressure plate 1001 into the steel sleeve 10 at the set position and weld it to fix it. Then install the first wedge 7 into the steel sleeve 10 and lock it. Pass the steel strand 15 through the center of the steel sleeve 10 until the cone 6 and the first wedge 7 are attached to each other, and complete the main assembly of the anchor cable. S3: The assembled anchoring device is lowered into the anchor hole to the designed depth and the hole opening is temporarily fixed. Pressure grouting is carried out through the hollow channel between the toothed anchor head 16 and the steel strand 15. The grout returns from the bottom of the anchoring section and wraps the toothed anchor head 16 and the hole wall. Grouting is stopped after the grout returns uniformly from the hole opening. S4: After grouting is completed, the grout should be cured for at least 28 days. After the grout reaches the design strength, the steel strand 15 should be passed through the external locking device and tensioned and locked according to the design prestress value. The pressure bearing pad 17 and the pressure relief ring 5 should be installed so that the steel sleeve 10 passes through the reserved hole of the pressure relief ring 5. The steel sleeve 10 should be tightly fitted with the screw 1, and the nut 4 should be tightened to complete the installation and locking of the device. S5: After installation, debug the cloud monitoring software to monitor the displacement of cone 6 in real time.

[0064] In practice, the first step is to conduct on-site geological surveys, accurately locate the anchoring points based on the survey report, and comprehensively verify the quality of materials and equipment. Then, a geological drilling rig is used to carry out drilling operations according to the design parameters. The borehole diameter is greater than the outer diameter of the toothed anchor head by 16. After the hole is formed, the hole is cleaned immediately, and the hole depth, diameter, and quality of the hole are strictly tested to ensure that they meet the specifications.

[0065] The steel pad 14, rubber pad 13, and high-pressure spring 12 are precisely installed at the bottom of the steel sleeve 10, and the steel pad 14 is welded firmly to the steel sleeve 10 using a welding method. Install the movable steel plate 11 inside the steel sleeve 10 and fit it tightly against the high-pressure spring 12. Insert the pressure plate 1003 into the designated position inside the steel sleeve 10 and weld it firmly. Place the miniature displacement sensors 901 and 902 into the predetermined positions of the extrusion tube 9; Apply adhesive to the outer wall of the extrusion tube 9 and place it into the steel sleeve 10. Insert the pressure plate 1002 into the designated position inside the steel sleeve 10 and weld it firmly. Insert the wedge 8 into the steel sleeve and lock it in place; Insert the pressure plate 1001 into the designated position inside the steel sleeve 10 and weld it securely; Insert the wedge 9 into the steel sleeve 10 and lock it in place; insert the anchor cable 15 along the center of the steel sleeve 10 until the cone 6 and the wedge 7 fit together, thus completing the precision assembly of the main structure of the anchor cable.

[0066] After the above work is completed, the device can be lowered into the anchor hole; After assembly, the entire device is lowered into the anchor hole to the designed depth, and the hole opening is temporarily fixed. During anchor installation, a special hoisting device is used to slowly lower the assembled anchor body along the anchor hole axis to ensure that the toothed anchor head 17 is accurately positioned at the bottom of the hole. After checking that the installation position is correct, grout is injected through the grouting port using a high-pressure grouting machine. The grouting process must be carried out continuously to ensure that the grout fills the entire anchor hole. Pressure grouting is carried out using the hollow channel of the toothed anchor head 16 and the anchor cable 15. The grout returns from the bottom of the anchoring section, fully covering the toothed anchor head 16 and the hole wall. Grouting is stopped after uniform grout returns from the hole opening. The pressure grouting process, in synergy with the toothed anchor head 16, significantly enhances the bonding performance between the anchoring section and the soil and rock, effectively solving the problem of easy detachment of traditional anchor rods.

[0067] After grouting is completed and cured for 28 days, once the grout reaches the design strength, tensioning and locking and external anchor head installation are carried out: the anchor cable 15 is passed through the external locking device and tensioned according to the design prestress value. After locking, the pressure bearing pad 17 and the pressure relief ring 5 are installed, and the external steel sleeve 10 is passed through the reserved hole of the pressure relief ring 5. The external steel sleeve 10 is tightly fitted to the screw rod 1, and the nut 4 is tightened to reliably connect it with the external anchoring device, thus completing the installation and locking operation of the entire device.

[0068] In the description of this application, it should be noted that the terms "upper," "lower," etc., indicating the orientation or positional relationship are based on the orientation or positional relationship shown in the accompanying drawings, and are only for the convenience of describing this application and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of this application. Unless otherwise expressly specified and limited, the terms "installed," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication between two elements. For those skilled in the art, the specific meaning of the above terms in this application can be understood according to the specific circumstances.

[0069] It should be noted that in this application, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0070] The above description is merely a specific embodiment of this application, enabling those skilled in the art to understand or implement this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features claimed herein.

Claims

1. A pressure-relief constant-resistance anchoring device for large-scale slope seismic resistance and early warning, characterized in that, include: An external locking device, a steel sleeve (10), and a steel strand (15) are arranged sequentially along the axis. An external locking device is installed on the slope surface for anchor cable tension locking and outer end pressure buffering; The steel sleeve (10) is set inside the anchor hole and one end extends out of the slope and is connected to the external locking device; the steel strand (15) is run through the steel sleeve (10) and connected to the cone (6); The steel sleeve (10) has a pressure relief section, a constant resistance section and a free section arranged axially inside. The pressure relief section is used to realize the spring buffer pressure relief energy dissipation, the constant resistance section is used to realize the friction constant resistance energy dissipation, and the free section is used for the initial limit of the cone (6) and friction energy dissipation. The other end of the steel strand (15) is provided with a toothed anchor head (16), which is placed at the bottom of the anchor hole to form a high-bond anchoring structure with the grouting body.

2. The pressure-relief constant resistance anchoring device for large-scale slope seismic resistance and early warning as described in claim 1, characterized in that: The pressure relief section includes a movable pressure plate (11), a high-pressure spring (12), a rubber pad (13), and a steel pad (14). The steel pad (14) is located at the end of the steel sleeve (10) away from the slope. The steel pad (14) and the steel sleeve (10) are integrally formed. The rubber pad (13) is located inside the steel sleeve (10) on the side close to the steel pad (14). The high-pressure spring (12) is arranged inside the steel sleeve (10). The movable pressure plate (11) is slidably located inside the steel sleeve (10). One end of the high-pressure spring (12) abuts against the surface of the rubber pad (13), and the other end of the high-pressure spring (12) is on the movable pressure plate (11). The movable pressure plate (11) can slide along the axial direction of the steel sleeve (10) and compress the high-pressure spring (12).

3. The pressure-relief constant resistance anchoring device for large-scale slope seismic resistance and early warning as described in claim 1, characterized in that: The constant resistance section includes an extrusion tube (9), which is an expansion extrusion tube. An adhesive is coated between the outer wall of the extrusion tube (9) and the inner wall of the steel sleeve (10). The end face of the extrusion tube (9) near the free section abuts against and limits the second wedge (8). The outer diameter of the smaller diameter end of the cone (6) matches and fits the inner diameter of the extrusion tube (9).

4. The pressure-relief constant resistance anchoring device for large-scale slope seismic resistance and early warning as described in claim 1, characterized in that: The free segment includes a first wedge (7) and a second wedge (8); both the first wedge (7) and the second wedge (8) are disposed on the inner wall of the steel sleeve (10), and there are two of each of the first wedge (7) and the second wedge (8). The two first wedges (7) and the two second wedges (8) respectively form a limiting space that is adapted to the outer contour of the cone (6).

5. The pressure-relief constant resistance anchoring device for large-scale slope seismic resistance and early warning as described in claim 1, characterized in that: The external locking device includes a screw (1), multiple clamps (2), and an anchor ring (3). The multiple clamps (2) are arranged in a ring on the outside of one end of the screw (1). The anchor ring (3) is sleeved on the outside of the multiple clamps (2). The clamps (2) and the anchor ring (3) are fitted together and sleeved on the outer end of the screw (1) to realize the tensioning and locking of the steel strand (15).

6. The pressure-relief constant resistance anchoring device for large-scale slope seismic resistance and early warning as described in claim 1, characterized in that: The external locking device also includes a pressure pad (17) and a pressure relief ring (5). The pressure pad (17) is fixed to the slope surface. The pressure relief ring (5) is provided with a first expansion screw (502) and a second expansion screw (503) opposite to each other. The pressure relief ring (5) and the pressure pad (17) are fixed by the first expansion screw (502) and the second expansion screw (503). The pressure pad (17) has a through hole in the center for the steel sleeve (10) to pass through, and the pressure relief ring (5) has an anchor hole (501) in the center for the steel sleeve (10) to pass through.

7. A pressure-relief constant-resistance anchoring device for large-scale slope seismic resistance and early warning as described in claim 1, characterized in that: The external locking device also includes a nut (4), a plug-in rod (102) is provided at the end of the screw (1) away from the clamp (2), the end of the steel sleeve (10) away from the steel pad (14) is plugged into the plug-in rod (102), the middle part of the screw (1) is provided with a thread (101), the thread on the inner hole of the nut (4) is adapted to the thread (101), the nut (4) is threaded on the thread (101), and the inner hole of the nut (4) is adapted to the outer diameter of the steel sleeve (10), and at least half of the inner hole of the nut (4) is fitted on the outer wall of the steel sleeve (10); The nut (4) fits with the outer wall of the steel sleeve (10), with at least half of the nut (4) covering the outer wall of the steel sleeve (10), and pressing the pressure relief ring (5) between the pressure pad (17) and the nut (4) to achieve secondary pressure relief energy dissipation at the outer anchor end.

8. A pressure-relief constant-resistance anchoring device for large-scale slope seismic resistance and early warning as described in claim 1, characterized in that: The tapered body (6) has a threaded hole (602) at its smaller diameter end. The outer surface of the end of the steel strand (15) away from the toothed anchor head (16) is provided with a second thread (1501). The second thread (1501) is adapted to the threaded hole (602). The end of the steel strand (15) away from the toothed anchor head (16) is threadedly connected to the threaded hole (602).

9. A pressure-relief constant-resistance anchoring device for large-scale slope seismic resistance and early warning as described in claim 1, characterized in that: The extrusion tube (9) is equipped with a displacement warning component. The displacement warning component includes at least two displacement sensors (901) and a wireless transmission module adapted to the displacement sensors (901). The displacement sensors (901) are used to collect the axial displacement data of the cone (6). When the displacement reaches the warning threshold, an alarm signal is sent remotely through the wireless transmission module.

10. A method of using a pressure-yielding constant resistance anchoring device for earthquake resistance and early warning of large slopes, based on the pressure-yielding constant resistance anchoring device for earthquake resistance and early warning of large slopes as described in any one of claims 1-9, characterized in that... Includes the following steps: S1: Conduct on-site geological surveys, accurately locate anchor points based on the survey report and verify the quality of materials and equipment; use geological drilling rigs to perform drilling operations according to design parameters, with the borehole diameter being larger than the outer diameter of the toothed anchor head (16), and perform hole cleaning after hole formation, and check that the hole depth, hole diameter and hole formation quality meet the specifications. S2: Install the steel pad (14), rubber pad (13), and high-pressure spring (12) at the bottom of the steel sleeve (10), weld the steel pad (14) to the steel sleeve (10) and fix it, install the movable pressure plate (11) into the steel sleeve (10) and attach it to the high-pressure spring (12), insert the third pressure plate (1003) into the steel sleeve (10) and fix it in place, place the two miniature displacement sensors (901) into the predetermined position of the extrusion tube (9), and apply adhesive to the outer wall of the extrusion tube (9). Then, insert the second pressure plate (1002) into the steel sleeve (10), set the position and weld it in place. Insert the second wedge (8) into the steel sleeve (10) and lock it in place. Insert the first pressure plate (1001) into the steel sleeve (10) and set the position and weld it in place. Then, insert the first wedge (7) into the steel sleeve (10) and lock it in place. Insert the steel strand (15) along the center of the steel sleeve (10) until the cone (6) fits against the first wedge (7) to complete the main assembly of the anchor cable. S3: The assembled anchoring device is lowered into the anchor hole to the design depth and the hole opening is temporarily fixed. Pressure grouting is carried out through the hollow channel between the toothed anchor head (16) and the steel strand (15). The grout returns from the bottom of the anchoring section and wraps the toothed anchor head (16) and the hole wall. Grouting is stopped after the uniform grout returns from the hole opening. S4: After grouting, cure for at least 28 days. After the grout reaches the design strength, pass the steel strand (15) through the external locking device and tension and lock it according to the design prestress value; install the pressure pad (17) and the pressure relief ring (5), so that the steel sleeve (10) passes through the reserved hole of the pressure relief ring (5), and fit the steel sleeve (10) tightly with the screw (1), tighten the nut (4), and complete the installation and locking of the device; S5: After installation, debug the cloud monitoring software to monitor the displacement of the cone (6) in real time.

Images