Tunnel Vibration Isolation Barrier Method Based on Water Jet Cutting and Gradient Damping Filling

Abstract

This invention provides a method for creating a tunnel vibration isolation barrier based on water jet cutting and gradient damping filling. The method includes: drilling a guide hole; inserting a water jet cutter equipped with a rotating nozzle into the guide hole to cut the guide hole and obtain a vibration-damping deep groove; cleaning the vibration-damping deep groove and inserting a composite geotextile bag, the composite geotextile bag being divided into parallel front, middle, and rear cavities by a longitudinal diaphragm; layered filling of the composite geotextile bag; and injecting high-pressure fluid into a pre-placed hydraulic bladder inside the middle cavity after the middle cavity material has been filled but before it has fully set, maintaining the pressure until all filling material has completely solidified. This invention enables the establishment of an active vibration isolation wall that can maintain its physical form for a long time and efficiently cut off vibration propagation without damaging the existing tunnel surrounding rock, effectively solving the problems of vibration isolation and rock protection in ultra-close-range tunnel expansion.

Description

Technical Field

[0001] This invention relates to the field of tunnel vibration isolation barrier technology, specifically to a tunnel vibration isolation barrier method based on water jet cutting and gradient damping filling. Background Technology

[0002] With the rapid development of transportation infrastructure construction, the number of highway tunnel expansions and new double-track tunnel projects is increasing. When the distance between the new tunnel and the existing tunnel is small, the strong shock waves and seismic waves generated by the drill-and-blast method of the new tunnel can propagate to the existing tunnel through the intermediate rock pillar, causing cracking, spalling, or even overall instability of the existing tunnel lining. Existing vibration isolation and reduction technologies mainly include: pre-splitting blasting technology: before the main blasting zone, a row of pre-splitting holes is detonated to form cracks. However, pre-splitting blasting itself requires a large amount of explosives, and the vibrations it generates often exceed the impact of the main blast on the existing tunnel, causing certain damage to the surrounding rock, and the cracking effect is poor in loose surrounding rock; void hole vibration reduction technology: by drilling a row of void holes to reflect stress waves. However, under conditions of deep burial, high ground stress, or weak and fractured surrounding rock, the void holes are very prone to collapse and closure due to the rheology of the surrounding rock, causing the vibration isolation function to fail in a short time. In addition, although air as a medium has low wave impedance, it cannot dissipate transmitted energy and cannot provide lateral support for the rock column, which can easily induce instability of the rock column.

[0003] Therefore, there is an urgent need for a tunnel vibration isolation barrier method based on water jet cutting and gradient damping filling to address the shortcomings of existing technologies. Summary of the Invention

[0004] The purpose of this invention is to provide a method and system for a tunnel vibration isolation barrier based on water jet cutting and gradient damping filling, so as to solve the technical problems mentioned in the background art.

[0005] To achieve the above objectives, the first aspect of this invention proposes a tunnel vibration isolation barrier method based on water jet cutting and gradient damping filling, comprising: Step 1: Determine the location of the guide hole on the drilling plane and drill the guide hole; the guide hole includes the side wall guide hole, the arch guide hole and the side wall bottom guide hole; Step 2: Insert the water jet cutter equipped with a rotating nozzle into the guide hole to cut the guide hole and obtain a vibration damping groove; Step 3: Clean the vibration damping trench and send it into the composite geotextile bag. The interior of the composite geotextile bag is divided into parallel front cavity, middle cavity and rear cavity by longitudinal diaphragms. The composite geotextile bag is then injected in layers. Step 4: After the cavity material has been poured but has not yet fully set, high-pressure fluid is injected into the pre-installed hydraulic bladder inside the cavity using a hydraulic pump. The pressure is maintained until all the filling material has completely solidified, forming a pre-compressed integral vibration isolation wall.

[0006] Furthermore, in step 1, the diameter of the guide hole is 90mm-110mm, the hole spacing is 30cm-50cm, and the hole inclination angle is 10°. ° -15 ° .

[0007] Furthermore, the expression for the actual drilling depth of the pilot hole in step 1 is: Where a is the inclination angle of the guide hole, λ is the safety factor, L is the single tunneling length, and L0 is the distance to the free face behind the tunnel face.

[0008] Furthermore, step 2, cutting the guide hole to obtain the vibration-damping deep groove, includes: Cut the inter-hole rock bridge between the guide holes of the sidewall to obtain a vibration reduction deep groove with an inclination angle of α between the guide holes of the sidewall and the tunnel running direction; The inter-hole rock bridges between the guide holes at the top of the arch and between the guide holes at the bottom of the side wall are cut separately to obtain a vibration-damping deep groove that is a quarter-circle in plan.

[0009] Furthermore, step 3, the layered grouting of the composite geotextile bag, includes: High-strength early-strength resin concrete was poured into the front cavity, polyurethane-waste rubber particle composite material was poured into the middle cavity, and micro-expansion cement mortar was poured into the rear cavity.

[0010] Furthermore, the polyurethane-waste rubber particle composite material uses hydrophilic polyurethane as the matrix and incorporates waste tire rubber particles with a particle size of 2mm-5mm, with a volume content of 40%-60%.

[0011] Furthermore, the front cavity of the composite geotextile bag is the blast-facing side, with a thickness of 2-3 cm; the middle cavity is the core energy-absorbing layer, with a thickness of 5-8 cm; and the rear cavity is the blast-averse side, with a thickness of 2-3 cm.

[0012] Furthermore, in step 4, the high-pressure fluid is cement slurry or polymer slurry, and the pressurization pressure is 1.5MPa-3.0MPa.

[0013] A second aspect of the present invention provides an electronic device comprising: a memory, a processor, and a computer program, the computer program being stored in the memory and configured to be executed by the processor to implement the method described thereon.

[0014] A third aspect of the present invention provides a computer-readable storage medium storing a computer program that is executed by a processor to implement the method.

[0015] The beneficial effects of the technical solution of this invention include: 1. This invention completely abandons the traditional explosive-based method of creating joints. By utilizing water jet technology, the construction process is free of blasting vibration and dust, and causes almost zero disturbance to the surrounding rock of existing tunnels, thus solving the problem of associated shock damage from pre-splitting blasting.

[0016] 2. This invention constructs a multi-impedance interface. Explosive stress waves undergo multiple reflections and transmissions upon entering the low-impedance layer, extending the propagation path; the viscoelastic hysteresis effect of the rubber particles converts a large amount of mechanical energy into heat energy for dissipation.

[0017] 3. This invention introduces active pressure bag technology, solving the problem of easy closure and failure of vibration isolation joints under high ground stress in deeply buried tunnels. The presence of prestress enables the vibration isolation barrier to also function as a support pile, effectively controlling the rheology and relaxation of the rock column and ensuring the long-term stability of existing tunnels. Attached Figure Description

[0018] Figure 1 This is a flowchart illustrating an embodiment of the present invention; Figure 2 This is a schematic diagram of the guide hole arrangement according to an embodiment of the present invention; Figure 3 This is a schematic diagram of a vibration isolation barrier structure according to an embodiment of the present invention.

[0019] Figure 4 This is a schematic diagram of the arrangement of guide holes in the sidewall according to an embodiment of the present invention; Figure 5 This is a schematic diagram of the arrangement of the guide holes in the arch of an embodiment of the present invention; Figure 6 This is a schematic diagram of the arrangement of guide holes at the bottom of the side wall according to an embodiment of the present invention; Figure 7 This is a schematic cross-sectional view of the cavity of a composite geotextile bag according to an embodiment of the present invention.

[0020] In the diagram: 1: Grouting pipe; 2: Filling material injection port; 3: Middle cavity; 4: High-strength early-strength resin concrete; 5: Composite geotextile bag; 6: Front cavity; 7: Rubber hydraulic bladder bag; 8: Polyurethane-waste rubber granules; 9: Rear cavity; 10: Micro-expansion cement mortar; 11: Surrounding rock; 12: Arch top guide hole; 13: Side wall guide hole; 14: Side wall bottom guide hole; 15: Tunnel centerline; 16: Excavated tunnel; 17: Adjacent protected tunnel; 18: Guide hole; 19: Inter-hole rock bridge; 20: Excavation face; 21: Free face; 22: Guide hole drilling plane. Detailed Implementation

[0021] To enable those skilled in the art to better understand the present invention, the technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0022] Example 1 In this embodiment, a highway expansion project requires the construction of a new left tunnel at section ZK12+300, which needs to be excavated by blasting adjacent to the existing right tunnel, with a single excavation advance of 3 meters. The net distance between the two tunnels is only 12 meters, and the surrounding rock is Class IV strongly weathered limestone with well-developed joints. The existing tunnel has been in operation for a long time, and the lining has micro-cracks, making it extremely sensitive to vibration.

[0023] The first aspect of this invention proposes a tunnel vibration isolation barrier method based on water jet cutting and gradient damping filling, such as... Figure 1 As shown, the method includes: Step 1: Determine the location of the guide hole on the drilling plane 22 and drill the guide hole 18; the guide hole 18 includes the side wall guide hole 13, the arch guide hole 12 and the side wall bottom guide hole 14; In this embodiment, as Figure 2 As shown, the pilot hole drilling plane 22 is located with the tunnel centerline 15 of the excavated tunnel 16 as a reference, close to the side of the adjacent protected tunnel 17.

[0024] Specifically, Figure 3 Section I-I represents the arch top guide hole 12, section II-II represents the side wall bottom guide hole 14, and section III-III represents the side wall guide hole 13. This is to ensure that the shock wave from the excavation blasting at the excavation face 20 away from the protected tunnel is routed around the continuous deep trench formed by the side wall guide hole 13 to impact the protected tunnel.

[0025] The side wall guide hole 13 is arranged as follows Figure 4 As shown, the guide holes 12 at the top of the arch are arranged as follows: Figure 5 As shown, the guide holes 14 at the bottom of the side wall are arranged as follows: Figure 6 As shown, six guide holes are made at the arch top and the bottom of the sidewalls along the plane at angles of 10°, 20°, 35°, 50°, 65° and 80° respectively. This forms a fan-shaped guide hole area higher than the tunnel arch top and lower than the bottom of the tunnel sidewalls on the plane formed by the tunnel centerline 15 and the tunnel direction. This ensures that all blast shock waves pass through the curtain formed by the guide holes 18 when they propagate to the protected tunnel, thus achieving a vibration reduction effect.

[0026] After determining the layout of all pilot holes 18, the positions of each pilot hole 18 are marked with red paint, and all pilot holes 18 are drilled using a geological drilling machine.

[0027] Furthermore, in step 1, the diameter of the guide hole is 90mm-110mm, the hole spacing is 30cm-50cm, and the hole inclination angle is 10°. ° -15 ° .

[0028] Furthermore, the expression for the actual drilling depth of the pilot hole in step 1 is: Where a is the inclination angle of the guide hole, λ is the safety factor, L is the single tunneling length, and L0 is the distance from the open face 21 behind the excavation face 20.

[0029] In this embodiment, as Figure 4 As shown in the figure, H represents the distance from the end of the guide hole to the tunnel outline at the guide hole location, in the plane formed by the tunnel direction and the normal to the tangent of the tunnel outline at the guide hole location. A geological drilling rig is used at the guide hole 13 location on the sidewall, aligning with the tangent of the tunnel excavation path and the excavation face 20 outline to ensure the bottom connectivity of the hole.

[0030] The minimum drilling depth D can be obtained based on geometric relationships. min : Introducing a safety factor λ, the margin of error in borehole depth D can be obtained. ex : The actual drilling depth D can be obtained: The 210.6m free face behind the excavation face 20 was designated as the drilling plane 22 for the pilot hole. Based on different pilot hole layout requirements and depths, a pilot hole drilling scheme was designed, resulting in a 90mm diameter pilot hole 18 with an inclination angle α of 10° and a safety factor λ of 0.2. The calculations yielded the following: ; The actual hole depth was 4.5m, and the spacing was 40cm.

[0031] Step 2: Insert the water jet cutter equipped with a rotating nozzle into the guide hole 18 to cut the guide hole 18 and obtain a vibration damping groove; Furthermore, the process of cutting the guide hole 18 in step 2 to obtain the vibration-damping deep groove includes: Cut the inter-hole rock bridge 19 between the side wall guide holes 13 to obtain a vibration reduction deep groove with an inclination angle of a between the side wall guide holes 13 and the guide holes 18 in the tunnel running direction; Cut the inter-hole rock bridge 19 between the arch guide holes 12 and the inter-hole rock bridge 19 between the side wall bottom guide holes 14 respectively to obtain a vibration damping deep groove that is a quarter-circle on the plane.

[0032] In this embodiment, an ultra-high pressure water jet cutting machine with a rated pressure of 280MPa is used, along with 80-mesh garnet abrasive, and the cutting speed is set to 20mm / s.

[0033] During the lifting process of the rotating nozzle, it swings left and right or rotates to cut the rock bridge 19 between the guide holes 13 on the side wall, and obtains a vibration reduction deep groove with an inclination angle of a between the guide holes 13 on the side wall and the guide holes 18 in the tunnel running direction. The inter-hole rock bridge 19 between the arch guide holes 12 and the inter-hole rock bridge 19 between the side wall bottom guide holes 14 were cut separately to obtain a vibration-damping deep groove in the plane, which is a quarter-circle. During the cutting process, due to the extremely small recoil force of the water jet and the concentrated range of action, the process does not produce vibration damage to the surrounding rock 11, thus achieving true silent joint creation.

[0034] After cutting, endoscopic examination revealed a continuous trench wall approximately 6 cm wide with good penetration.

[0035] Step 3: Clean the vibration damping deep trench and send it into the composite geotextile bag 5. The interior of the composite geotextile bag 5 is divided into parallel front cavity 6, middle cavity 3 and rear cavity 9 by longitudinal diaphragms. The composite geotextile bag 5 is then injected in layers. Specifically, such as Figure 7 As shown, a specially made composite geotextile bag 5 is inserted into the deep trench after cutting and cleaning. The bag is made of high-strength geotextile and is divided into three parallel chambers: a front chamber 6, a middle chamber 3, and a rear chamber 9 by a longitudinal diaphragm. A flat rubber hydraulic bladder 7 is pre-placed inside the middle chamber 3. The rubber hydraulic bladder 7 is connected to a grouting pipe 1 that extends to the orifice. The surface of the rubber hydraulic bladder 7 is covered with micropores or made of permeable material to facilitate subsequent pressure transmission.

[0036] Furthermore, step 3, the layered grouting of the composite geotextile bag 5, includes: High-strength early-strength resin concrete 4 is poured into the front cavity 6, polyurethane-waste rubber particle composite material 8 is poured into the middle cavity 3, and micro-expansion cement mortar 10 is poured into the rear cavity 9.

[0037] Furthermore, the polyurethane-waste rubber particle 8 composite material uses hydrophilic polyurethane as the matrix and incorporates waste tire rubber particles with a particle size of 2mm-5mm, with a volume content of 40%-60%.

[0038] Furthermore, the front cavity 6 of the composite geotextile bag 5 is the blast-facing side, with a thickness of 2-3cm; the middle cavity 3 is the core energy-absorbing layer, with a thickness of 5-8cm; and the rear cavity 9 is the blast-averse side, with a thickness of 2-3cm.

[0039] In this embodiment, a customized three-chamber polyester fiber molded bag is inserted, C40 resin concrete is injected into the chamber closest to the newly constructed tunnel, and a density of 0.85 g / cm³ is injected into the middle chamber. 3 A polyurethane-rubber particle mixture with a rubber volume ratio of 50% was injected into the side chamber of the existing tunnel using M10 cement mortar.

[0040] The front cavity 6 has a high impedance, close to that of the surrounding rock 11, in order to allow the shock wave to enter the barrier smoothly and avoid premature reflection at the rock wall interface, which would cause the rock wall to peel off. At the same time, it serves as an impact-resistant protective layer.

[0041] The middle cavity 3 has extremely low wave impedance and high damping ratio, and is the main energy absorption and reflection interface.

[0042] The rear cavity 9 is used to fit tightly against the existing tunnel sidewalls, transmitting the pressure of the surrounding rock 11. This ultimately forms a shape like... Figure 5 The three-layer composite geotextile bag shown has 5 chambers.

[0043] Step 4: After the material in the middle cavity 3 has been poured but has not yet fully solidified, high-pressure fluid is injected into the pre-installed hydraulic bladder inside the middle cavity 3 using a hydraulic pump. The pressure is maintained until all the filling material is completely cured, forming a pre-compressed integral vibration isolation wall.

[0044] Furthermore, in step 4, the high-pressure fluid is cement slurry or polymer slurry, and the pressurization pressure is 1.5MPa-3.0MPa.

[0045] In this embodiment, within 1 hour after the intermediate layer is injected, the hydraulic pump is started to inject cement slurry into the pre-embedded bag, and the pressure is gradually increased to 2.0 MPa and stabilized for 24 hours.

[0046] The expansion of the infill bag forces the damping material and concrete layers on both sides to press against the rock wall. This eliminates any voids that might exist in the cut joints and applies active support to the rock column, preventing rock mass loosening. Pressure is maintained until all the filling material is fully cured, forming a pre-compressed monolithic vibration isolation wall.

[0047] This invention utilizes the cold-cutting characteristics of high-pressure abrasive water jets to create a continuous deep trench at the excavation face 20 near the protected tunnel side of the excavated tunnel 16, with the tunnel centerline 15 as the dividing line. Guide holes 18 are drilled and drilled through this trench to form a continuous deep trench. Subsequently, multi-chamber geotextile bags are inserted into the trench and filled with damping material exhibiting a high-low-high wave impedance gradient along the wave propagation direction. Finally, the filling material is actively pressurized using built-in hydraulic bladders, prestressing the rock wall before solidification, thus forming an active artificial composite rock wall that can both isolate vibrations and bear loads.

[0048] Example 2 A second aspect of the present invention provides an electronic device comprising: a memory, a processor, and a computer program, the computer program being stored in the memory and configured to be executed by the processor to implement the method described in Embodiment 1.

[0049] Example 3 A third aspect of the present invention provides a computer-readable storage medium storing a computer program that is executed by a processor to implement the method described in Embodiment 1.

[0050] The contents not described in detail in this specification are prior art known to those skilled in the art. Those skilled in the art will understand that embodiments of the present invention can be provided as methods, systems, or computer program products. Therefore, the present invention can take the form of a completely hardware embodiment, a completely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, the present invention can take the form of a computer program product embodied on one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0051] This invention is described with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of the invention. It will be understood that each block of the flowchart illustrations and / or block diagrams, and combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, generate instructions for implementing the flowchart illustrations and / or block diagrams. Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0052] These computer program instructions may also be stored in a computer-readable storage medium that can direct a computer or other programmable data processing device to function in a particular manner, such that the instructions stored in the computer-readable storage medium produce an article of manufacture including instruction means, which are implemented in a process Figure 1 One or more processes and / or boxes Figure 1 The function specified in one or more boxes.

[0053] These computer program instructions may also be loaded onto a computer or other programmable data processing equipment to cause a series of operational steps to be performed on the computer or other programmable equipment to produce a computer-implemented process, thereby providing instructions that execute on the computer or other programmable equipment for implementing the process. Figure 1 One or more processes and / or boxes Figure 1 The steps of the function specified in one or more boxes.

[0054] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and not to limit its scope of protection. Although the present invention has been described in detail with reference to the above embodiments, those skilled in the art should understand that after reading the present invention, they can still make various changes, modifications or equivalent substitutions to the specific implementation of the invention, but these changes, modifications or equivalent substitutions are all within the scope of protection of the pending claims of the invention.

Claims

1. A method for creating a tunnel vibration isolation barrier based on water jet cutting and gradient damping filling, characterized in that, include: Step 1: Determine the location of the guide hole on the drilling plane and drill the guide hole; the guide hole includes the side wall guide hole, the arch guide hole and the side wall bottom guide hole; Step 2: Insert the water jet cutter equipped with a rotating nozzle into the guide hole to cut the guide hole and obtain a vibration damping groove; Step 3: Clean the vibration damping trench and send it into the composite geotextile bag. The interior of the composite geotextile bag is divided into parallel front cavity, middle cavity and rear cavity by longitudinal diaphragms. The composite geotextile bag is then injected in layers. Step 4: After the cavity material has been poured but has not yet fully set, high-pressure fluid is injected into the pre-installed hydraulic bladder inside the cavity using a hydraulic pump. The pressure is maintained until all the filling material has completely solidified, forming a pre-compressed integral vibration isolation wall.

2. The tunnel vibration isolation barrier method based on water jet cutting and gradient damping filling according to claim 1, characterized in that, In step 1, the diameter of the guide hole is 90mm-110mm, the hole spacing is 30cm-50cm, and the hole inclination angle is 10°. ° -15 ° .

3. The tunnel vibration isolation barrier method based on water jet cutting and gradient damping filling according to claim 1, characterized in that, The expression for the actual drilling depth of the pilot hole in step 1 is: Where a is the inclination angle of the guide hole, λ is the safety factor, L is the single tunneling length, and L0 is the distance to the free face behind the tunnel face.

4. The tunnel vibration isolation barrier method based on water jet cutting and gradient damping filling according to claim 1, characterized in that, Step 2, cutting the guide hole to obtain the vibration damping groove, includes: Cut the inter-hole rock bridge between the guide holes of the sidewall to obtain a vibration reduction deep groove with an inclination angle of α between the guide holes of the sidewall and the tunnel running direction; The inter-hole rock bridges between the guide holes at the top of the arch and between the guide holes at the bottom of the side wall are cut separately to obtain a vibration-damping deep groove that is a quarter-circle in plan.

5. The tunnel vibration isolation barrier method based on water jet cutting and gradient damping filling according to claim 1, characterized in that, Step 3, the layered grouting of the composite geotextile bag, includes: High-strength early-strength resin concrete was poured into the front cavity, polyurethane-waste rubber particle composite material was poured into the middle cavity, and micro-expansion cement mortar was poured into the rear cavity.

6. The tunnel vibration isolation barrier method based on water jet cutting and gradient damping filling according to claim 5, characterized in that, The polyurethane-waste rubber particle composite material uses hydrophilic polyurethane as the matrix and incorporates waste tire rubber particles with a particle size of 2mm-5mm, with a volume content of 40%-60%.

7. The tunnel vibration isolation barrier method based on water jet cutting and gradient damping filling according to claim 1, characterized in that, The front cavity of the composite geotextile bag is the blast-facing side, with a thickness of 2-3cm; the middle cavity is the core energy-absorbing layer, with a thickness of 5-8cm; and the rear cavity is the blast-averse side, with a thickness of 2-3cm.

8. The tunnel vibration isolation barrier method based on water jet cutting and gradient damping filling according to claim 1, characterized in that, In step 4, the high-pressure fluid is cement slurry or polymer slurry, and the pressurization pressure is 1.5MPa-3.0MPa.

9. An electronic device, characterized in that, include: A memory, a processor, and a computer program, the computer program being stored in the memory and configured to be executed by the processor to implement the method of claims 1-8.

10. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores a computer program that is executed by a processor to implement the method of claims 1-8.

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