CN113482636A - Reinforcement treatment method in side-through pile foundation hole - Google Patents
Reinforcement treatment method in side-through pile foundation hole Download PDFInfo
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- CN113482636A CN113482636A CN202110648425.3A CN202110648425A CN113482636A CN 113482636 A CN113482636 A CN 113482636A CN 202110648425 A CN202110648425 A CN 202110648425A CN 113482636 A CN113482636 A CN 113482636A
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- grouting
- water
- phosphoric acid
- drill rod
- drilling
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The invention discloses a reinforcement treatment method in a side-through pile foundation hole, which comprises the following steps: s1, setting up a working platform; s2, fixing a drilling machine; s3, drilling: in the affected area of the pile foundation, starting drilling operation; s4, water injection washing pipes; s5, injecting a mixed solution of phosphoric acid and water glass; s6, grouting operation; s7, hole sealing operation; and S8, withdrawing the drill rod. The invention adopts advanced grouting to reinforce the pile bottom and the periphery of the affected area of the pile foundation, and mainly aims to compact the soil body at the periphery of the pile foundation, reduce the water permeability of the soil body as much as possible, form a semicircular closed shell, greatly improve the overall stability and the disturbance resistance of the soil body, and change the passive prevention of the prior art into the active prevention. The process of injecting the phosphoric acid water glass mixed liquid into the holes is added, and the water-proof and water-leakage-proof effects are achieved; this patent adopts the slip casting and moves back the operation mode that the pole goes on in turn, has improved the slip casting effect.
Description
Technical Field
The invention relates to the technical field of subway engineering, in particular to a reinforcement treatment method in a side-through pile foundation hole.
Background
The shield machine may cause disturbance, damage and instability deformation of peripheral soil mass in the underpass express way and the overpass, thereby causing uneven settlement of the foundation and generating certain potential safety hazard to the passage of the express way and the overpass. The influence degree of the shield construction on the surrounding soil layer is controlled by a plurality of factors, mainly including the influence of construction parameters such as soil bin pressure, propelling speed, total thrust, soil discharging amount, cutter head rotating speed, grouting amount, grouting pressure and the like, so that main construction measures are selected according to the principle of continuous tunneling and smooth passing aiming at optimizing the construction parameters, a skilled manipulator is selected, main tunneling parameters (such as soil bin pressure, propelling speed, cutter head rotating speed, thrust and the like) are dynamically optimized and adjusted, muck is optimized and improved, the soil discharging amount is controlled, and synchronous grouting and secondary grouting are carried out after a wall is made, so that the influence degree of the shield construction on the surrounding soil layer is reduced.
The conventional methods can reduce the influence degree of shield construction on surrounding soil layers, but the problem of uneven settlement of the foundation needs to be solved better through a new method.
Disclosure of Invention
The present invention is directed to a method for reinforcing a lateral through pile foundation hole, which solves one or more of the problems of the prior art and provides at least one of the advantages of the present invention.
In order to solve the technical problems, the technical scheme adopted by the invention is as follows:
a reinforcement treatment method in a side-through pile foundation hole comprises the following steps:
s1, setting up a working platform: in a hole of a side-through pile foundation of the shield tunneling machine, a chain block is fixed in advance on a supporting shoe of a thrust cylinder of the shield tunneling machine, and a drilling machine is firstly pulled to the upper part of the assembling machine by the chain block and is fixed; when a construction operation platform is erected, the height is erected to be 1.1-1.3 m away from the top of the duct piece and 0.2-0.4 m below the top of the splicing machine, and the height of a drilling machine in a construction state is taken into consideration in the erection construction process;
s2, fixing a drilling machine: after the construction operation platform is laid, the drilling machine is pulled up in advance, the operation platform is placed and fixed, the position of the drilling machine and the angle of the drill rod are adjusted, and the horizontal elevation angle of the drill rod is 130—140The positions of the drilling machine and the drill rod are fixed;
s3, drilling: in the affected area of the pile foundation, drilling operation is started, and water is injected into the two pipelines simultaneously in the drilling process, so that the drill rod is prevented from being blocked, and the temperature of the drill rod is reduced; each drill rod is 1.8 m-2.2 m in length, and the corresponding number of drill rods can be connected according to the advanced grouting reinforcement range in the drilling process;
s4, water injection washing pipe: depth of drilled hole8m to 12m, and injecting 0.1m3—0.3m3Thoroughly cleaning the grouting pipe by water;
s5, injecting a phosphoric acid and water glass mixed solution: and (3) preparing phosphoric acid solution and water glass solution according to a ratio of 1:1, and injecting the phosphoric acid solution and the water glass solution into a drilled hole, wherein the water glass solution comprises the following components in parts by weight: water glass 1 (0.8-1.2), and the phosphoric acid liquid comprises the following components in percentage by weight: 1- (8-12), wherein the volume ratio of the two is equal to the volume ratio; the actual amount of the mixture to be injected was 0.2m3—0.3m3The injection amount standard is mainly based on the fact that the outer wall of the reference drilling hole does not continuously leak water;
s6, grouting: the grouting machine adopts a double-liquid variable grouting pump, the grouting pressure is controlled to be about 1-2 Mpa, and retreating type grouting is adopted; the injection amount of the double-liquid slurry reaches 0.3m3When the pressure of the soil bin begins to rise, the amount of the injected slurry reaches 1.5m3Stopping grouting when the pressure rises to 3.0bar, observing, rotating the cutter head at the speed of 0.5r/min, and continuing grouting if the pressure of the soil bin drops; rotating the drill rod to prevent the drill rod from being wrapped by the slurry every 2-4 min in the grouting process, wherein the rotation of the drill rod is not less than 8 revolutions each time; sequentially until the pressure of the soil bin rises to 3.0bar, pulling out about 10cm according to the pressure and fluctuation of the soil bin, grouting again, and repeating the operations; until the drill rod is withdrawn by 0.85m, grouting until the pressure of the soil bin is increased to 3.0bar, and continuously observing for 15min until the pressure of the soil bin is basically stable;
s7, sealing operation: injecting a pre-prepared mixed solution of phosphoric acid and water glass to perform hole sealing operation, and injecting the mixed solution of phosphoric acid and water glass prepared by phosphoric acid solution and water glass solution according to a ratio of 1:1 into a drilled hole, wherein the water glass solution comprises the following components in parts by weight: 1:1 of water glass, and the mixing ratio of phosphoric acid liquid is water: phosphoric acid 1:10, both in volume ratio, injected in an amount of about 0.2m3；
S8, withdrawing the drill rod: after the hole sealing operation is finished for 10min, slowly withdrawing the drill rod, and dismantling while withdrawing; after the drill rod is completely withdrawn, a rubber pad with the thickness of 100mm is timely padded in order to prevent running water from gushing mud, and the flange cover of the advanced grouting pipe is screwed tightly.
Further, in the step S2, the drill rod horizontal elevation angle is 13.50。
Further, the method can be used for preparing a novel materialIn step S4, the drilling depth is 10m, and the injection is 0.2m3The grouting pipe is thoroughly cleaned by water.
Further, in step S5, the phosphoric acid solution and the water glass solution are prepared according to a ratio of 1:1, and the phosphoric acid solution and the water glass solution are injected into the drilled hole, wherein the water glass solution comprises the following components: 1:1 of water glass, and the mixing ratio of phosphoric acid liquid is water: 1:10 of phosphoric acid, both in volume ratio; the actual amount of the mixture injected was 0.25m3The standard of the injection amount is mainly based on the condition that the outer wall of the reference drilling hole does not continuously leak water.
The invention has the beneficial effects that: the invention adopts advanced grouting to reinforce the pile bottom and the periphery of the affected area of the pile foundation, and mainly aims to compact the soil body at the periphery of the pile foundation, reduce the water permeability of the soil body as much as possible, form a semicircular closed shell, greatly improve the overall stability and the disturbance resistance of the soil body, and change the passive prevention of the prior art into the active prevention.
The process of injecting the phosphoric acid water glass mixed liquid into the holes is added, and the water-proof and water-leakage-proof effects are achieved;
this patent adopts the slip casting and moves back the operation mode that the pole goes on in turn, has improved the slip casting effect.
Drawings
The invention is further described with the aid of the accompanying drawings, in which the embodiments do not constitute any limitation, and for a person skilled in the art, without inventive effort, further drawings may be obtained from the following figures:
FIG. 1 is a flow chart of the present invention.
Detailed Description
In order to make those skilled in the art better understand the technical solution of the present invention, the following detailed description of the present invention is provided with reference to the accompanying drawings and specific embodiments, and it is to be noted that the embodiments and features of the embodiments of the present application can be combined with each other without conflict.
In the description of the present invention, it is to be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper surface", "lower surface", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "forward", "reverse", "axial", "radial", "circumferential", and the like, indicate orientations or positional relationships based on those shown in the drawings, and are used merely for convenience of description and for simplicity of description, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be considered as limiting the present invention.
As shown in fig. 1, a method for reinforcing a side-through pile foundation in a tunnel includes the following steps:
s1, setting up a working platform: when a shield machine side penetrates a pile, a chain block is fixed before a thrust oil cylinder supporting shoe of the shield machine is lifted, and a drilling machine is firstly pulled to the upper part of an assembling machine by the chain block and is fixed; when a construction operation platform is erected, the height is erected to be 1.1-1.3 m away from the top of the duct piece and 0.2-0.4 m below the top of the splicing machine, and the height of a drilling machine in a construction state is taken into consideration in the erection construction process;
s2, fixing a drilling machine: after the construction operation platform is laid, the drilling machine is pulled up in advance, the operation platform is placed and fixed, the position of the drilling machine and the angle of the drill rod are adjusted, and the horizontal elevation angle of the drill rod is 130—140The positions of the drilling machine and the drill rod are fixed;
s3, drilling: the drilling operation is started, and water is injected into the two pipelines simultaneously in the drilling process, so that the drill rod is prevented from being blocked, and the temperature of the drill rod is reduced; each drill rod is 1.8 m-2.2 m in length, and the corresponding number of drill rods can be connected according to the advanced grouting reinforcement range in the drilling process;
s4, water injection washing pipe: the depth of the drilled hole is 8 m-12 m, and the injection is 0.1m3—0.3m3Thoroughly cleaning the grouting pipe by water;
s5, injecting a phosphoric acid and water glass mixed solution: and (3) preparing phosphoric acid solution and water glass solution according to a ratio of 1:1, and injecting the phosphoric acid solution and the water glass solution into a drilled hole, wherein the water glass solution comprises the following components in parts by weight: water glass 1 (0.8-1.2), and the phosphoric acid liquid comprises the following components in percentage by weight: 1- (8-12) and the two are in volume ratio(ii) a The actual amount of the mixture to be injected was 0.2m3—0.3m3The injection amount standard is mainly based on the fact that the outer wall of the reference drilling hole does not continuously leak water;
s6, grouting: the grouting machine adopts a double-liquid variable grouting pump, the grouting pressure is controlled to be about 1-2 Mpa, and retreating type grouting is adopted; the injection amount of the double-liquid slurry reaches 0.3m3When the pressure of the soil bin begins to rise, the amount of the injected slurry reaches 1.5m3Stopping grouting when the pressure rises to 3.0bar, observing, rotating the cutter head at the speed of 0.5r/min, and continuing grouting if the pressure of the soil bin drops; rotating the drill rod to prevent the drill rod from being wrapped by the slurry every 2-4 min in the grouting process, wherein the rotation of the drill rod is not less than 8 revolutions each time; sequentially until the pressure of the soil bin rises to 3.0bar, pulling out about 10cm according to the pressure and fluctuation of the soil bin, grouting again, and repeating the operations; until the drill rod is withdrawn by 0.85m, grouting until the pressure of the soil bin is increased to 3.0bar, and continuously observing for 15min until the pressure of the soil bin is basically stable;
s7, sealing operation: injecting a pre-prepared mixed solution of phosphoric acid and water glass to perform hole sealing operation, and injecting the mixed solution of phosphoric acid and water glass prepared by phosphoric acid solution and water glass solution according to a ratio of 1:1 into a drilled hole, wherein the water glass solution comprises the following components in parts by weight: 1:1 of water glass, and the mixing ratio of phosphoric acid liquid is water: phosphoric acid 1:10, both in volume ratio, injected in an amount of about 0.2m3；
S8, withdrawing the drill rod: after the hole sealing operation is finished for 10min, slowly withdrawing the drill rod, and dismantling while withdrawing; after the drill rod is completely withdrawn, a rubber pad with the thickness of 100mm is timely padded in order to prevent running water from gushing mud, and the flange cover of the advanced grouting pipe is screwed tightly.
Further, in the step S2, the drill rod horizontal elevation angle is 13.50。
Further, in the step S4, the drilling depth is 10m, and the injection is 0.2m3The grouting pipe is thoroughly cleaned by water.
Further, in step S5, the phosphoric acid solution and the water glass solution are prepared according to a ratio of 1:1, and the phosphoric acid solution and the water glass solution are injected into the drilled hole, wherein the water glass solution comprises the following components: 1:1 of water glass, and the mixing ratio of phosphoric acid liquid is water: 1:10 of phosphoric acid, both in volume ratio; practice ofThe amount of the injected mixture was 0.25m3The standard of the injection amount is mainly based on the condition that the outer wall of the reference drilling hole does not continuously leak water.
When the shield constructs the side and wears the bridge pile, carry out sleeve valve pipe slip casting to influence pile foundation ground and consolidate, increase bridge pile and soil body frictional force, the shield constructs if the preceding settlement of blade disc appears in the work progress.
The application of this patent: the patent technology is applied to track traffic eleven lines in Guangzhou city. In the track traffic No. eleven line in Guangzhou city, the shield machine may cause disturbance, damage and instability deformation of peripheral soil mass in the viaduct crossing the south China expressway and the Zhongshan road overpass, thereby causing uneven settlement of the foundation, generating certain potential safety hazard for the passage of the south China expressway and the Zhongshan road overpass, and giving attention to the height by the owner. In the construction process, the construction units adopt necessary measures to reduce the influence on the traffic of the overpass of the expressway in south China and the middle mountain and large road to the greatest extent. In order to ensure that the operation safety of the expressway and the overpass of the Zhongshan road in south China performs effective protection measures on the existing buildings in the tunnel construction process and at the later stage, a construction scheme is specially designed according to a protection design drawing, and the shield is ensured to safely pass through the expressway and the overpass of the Zhongshan road.
This patent is at the implementation in-process, and when the bridge pile was worn to the shield side, carried out sleeve valve pipe slip casting to influence pile foundation ground and consolidated, increased bridge pile and soil body frictional force, the shield constructs if appearing the preceding settlement of blade disc in the work progress, adopts leading slip casting to carry out pile bottom and peripheral reinforcement to the pile foundation affected area. The main purpose is to reduce the water permeability of the soil body as much as possible in order to compact the soil body around the pile foundation, so that the soil body forms a semicircular closed shell, and the overall stability of the soil body is greatly improved. 8 advance grouting holes in the shield are utilized for grouting, the range of 12m in advance is recommended to be adopted for grouting reinforcement according to the requirement of the reinforcement range required by the shield, the grouting slurry adopts double-fluid slurry, and the grouting pressure is controlled in combination with the grouting amount, wherein the pressure control of the soil bin is mainly used.
And it is noted that: in the whole grouting process, an operator on duty in an operation room must pay attention to the soil bin pressure and the change of each parameter at any time, and pay close attention to the oil leakage of the gear oil from the oil tank and the sealing performance of the main bearing; during grouting, the cutter head must be rotated discontinuously to prevent the slurry from flowing into the tunnel face and being fixedly connected to clamp the cutter head.
Furthermore, various embodiments or examples and features of different embodiments or examples described in this specification can be combined and combined by one skilled in the art without contradiction. Although embodiments of the present invention have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting the present invention, and that variations, modifications, substitutions and alterations can be made to the above embodiments by those of ordinary skill in the art within the scope of the present invention.
Claims (4)
1. A reinforcement processing method in a side-through pile foundation hole is characterized by comprising the following steps:
s1, setting up a working platform: in a hole of a side-through pile foundation of the shield tunneling machine, a chain block is fixed in advance on a supporting shoe of a thrust cylinder of the shield tunneling machine, and a drilling machine is firstly pulled to the upper part of the assembling machine by the chain block and is fixed; when a construction operation platform is erected, the height is erected to be 1.1-1.3 m away from the top of the duct piece and 0.2-0.4 m below the top of the splicing machine, and the height of a drilling machine in a construction state is taken into consideration in the erection construction process;
s2, fixing a drilling machine: after the construction operation platform is laid, the drilling machine is pulled up in advance, the operation platform is placed and fixed, the position of the drilling machine and the angle of the drill rod are adjusted, and the horizontal elevation angle of the drill rod is 130—140The positions of the drilling machine and the drill rod are fixed;
s3, drilling: in the affected area of the pile foundation, drilling operation is started, and water is injected into the two pipelines simultaneously in the drilling process; each drill rod is 1.8 m-2.2 m in length, and the corresponding number of drill rods can be connected according to the advanced grouting reinforcement range in the drilling process;
s4, water injection washing pipe: the depth of the drilled hole is 8 m-12 m, and the injection is 0.1m3—0.3m3Thoroughly cleaning the grouting pipe by water;
s5, injecting a phosphoric acid and water glass mixed solution: preparing phosphoric acid solution and water glass solution according to the ratio of 1:1 to finish injection drillingWherein the water glass liquid comprises the following components in percentage by weight: water glass 1 (0.8-1.2), and the phosphoric acid liquid comprises the following components in percentage by weight: 1- (8-12), wherein the volume ratio of the two is equal to the volume ratio; the actual amount of the mixture to be injected was 0.2m3—0.3m3The injection amount standard is mainly based on the fact that the outer wall of the reference drilling hole does not continuously leak water;
s6, grouting: the grouting machine adopts a double-liquid variable grouting pump, the grouting pressure is controlled to be about 1-2 Mpa, and retreating type grouting is adopted; the injection amount of the double-liquid slurry reaches 0.3m3When the pressure of the soil bin begins to rise, the amount of the injected slurry reaches 1.5m3Stopping grouting when the pressure rises to 3.0bar, observing, rotating the cutter head at the speed of 0.5r/min, and continuing grouting if the pressure of the soil bin drops; rotating the drill rod to prevent the drill rod from being wrapped by the slurry every 2-4 min in the grouting process, wherein the rotation of the drill rod is not less than 8 revolutions each time; sequentially until the pressure of the soil bin rises to 3.0bar, pulling out about 10cm according to the pressure and fluctuation of the soil bin, grouting again, and repeating the operations; until the drill rod is withdrawn by 0.85m, grouting until the pressure of the soil bin is increased to 3.0bar, and continuously observing for 15min until the pressure of the soil bin is basically stable;
s7, sealing operation: injecting a pre-prepared mixed solution of phosphoric acid and water glass to perform hole sealing operation, and injecting the mixed solution of phosphoric acid and water glass prepared by phosphoric acid solution and water glass solution according to a ratio of 1:1 into a drilled hole, wherein the water glass solution comprises the following components in parts by weight: 1:1 of water glass, and the mixing ratio of phosphoric acid liquid is water: phosphoric acid 1:10, both in volume ratio, injected in an amount of about 0.2m3；
S8, withdrawing the drill rod: after the hole sealing operation is finished for 10min, slowly withdrawing the drill rod, and dismantling while withdrawing; after the drill rod is completely withdrawn, a rubber pad with the thickness of 100mm is timely padded in order to prevent running water from gushing mud, and the flange cover of the advanced grouting pipe is screwed tightly.
2. The reinforcement processing method in the side-through pile foundation hole according to claim 1, characterized in that: in the step S2, the drill rod horizontal elevation angle is 13.50。
3. Reinforcement treatment in a side-piercing pile foundation hole according to claim 1The method is characterized in that: in the step S4, the drilling depth is 10m, and the injection is 0.2m3The grouting pipe is thoroughly cleaned by water.
4. The reinforcement processing method in the side-through pile foundation hole according to claim 1, characterized in that: in the step S5, the phosphoric acid solution and the water glass solution are prepared according to a ratio of 1:1, and the injection drilling is completed, wherein the water glass solution comprises the following components in parts by weight: 1:1 of water glass, and the mixing ratio of phosphoric acid liquid is water: 1:10 of phosphoric acid, both in volume ratio; the actual amount of the mixture injected was 0.25m3The standard of the injection amount is mainly based on the condition that the outer wall of the reference drilling hole does not continuously leak water.
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| CN202110648425.3A CN113482636B (en) | 2021-06-10 | 2021-06-10 | Reinforcing treatment method in side-penetrating pile foundation hole |
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| CN202110648425.3A CN113482636B (en) | 2021-06-10 | 2021-06-10 | Reinforcing treatment method in side-penetrating pile foundation hole |
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| JP2000297428A (en) * | 1999-04-14 | 2000-10-24 | Daikyo Engineering:Kk | Method for carrying out work connected with ground through partition wall |
| JP2006336270A (en) * | 2005-06-01 | 2006-12-14 | Daiho Constr Co Ltd | Tunnel boring method and shield machine |
| CN104481555A (en) * | 2014-11-18 | 2015-04-01 | 中铁三局集团广东建设工程有限公司 | Method of grouting and drilling construction by passing through weak surrounding rock |
| CN110056361A (en) * | 2019-03-20 | 2019-07-26 | 中铁四局集团有限公司 | A kind of ultra-deep stratum shield export & import reinforcement means |
| CN110185453A (en) * | 2019-06-04 | 2019-08-30 | 中建八局轨道交通建设有限公司 | A kind of construction method of shield section end horizontal reinforcing |
| KR102181396B1 (en) * | 2020-09-01 | 2020-11-23 | 이평우 | Reinforcing method of pre-drilling before tunnel excavation and tunnel excavation method using the same |
| CN112228081A (en) * | 2020-10-24 | 2021-01-15 | 中铁一局集团有限公司 | Method for reinforcing pile foundation of shield tunnel side-through high-speed rail viaduct |
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2021
- 2021-06-10 CN CN202110648425.3A patent/CN113482636B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000297428A (en) * | 1999-04-14 | 2000-10-24 | Daikyo Engineering:Kk | Method for carrying out work connected with ground through partition wall |
| JP2006336270A (en) * | 2005-06-01 | 2006-12-14 | Daiho Constr Co Ltd | Tunnel boring method and shield machine |
| CN104481555A (en) * | 2014-11-18 | 2015-04-01 | 中铁三局集团广东建设工程有限公司 | Method of grouting and drilling construction by passing through weak surrounding rock |
| CN110056361A (en) * | 2019-03-20 | 2019-07-26 | 中铁四局集团有限公司 | A kind of ultra-deep stratum shield export & import reinforcement means |
| CN110185453A (en) * | 2019-06-04 | 2019-08-30 | 中建八局轨道交通建设有限公司 | A kind of construction method of shield section end horizontal reinforcing |
| KR102181396B1 (en) * | 2020-09-01 | 2020-11-23 | 이평우 | Reinforcing method of pre-drilling before tunnel excavation and tunnel excavation method using the same |
| CN112228081A (en) * | 2020-10-24 | 2021-01-15 | 中铁一局集团有限公司 | Method for reinforcing pile foundation of shield tunnel side-through high-speed rail viaduct |
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| CN113482636B (en) | 2023-05-26 |
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