CN113482636B - Reinforcing treatment method in side-penetrating pile foundation hole - Google Patents

Reinforcing treatment method in side-penetrating pile foundation hole Download PDF

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CN113482636B
CN113482636B CN202110648425.3A CN202110648425A CN113482636B CN 113482636 B CN113482636 B CN 113482636B CN 202110648425 A CN202110648425 A CN 202110648425A CN 113482636 B CN113482636 B CN 113482636B
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grouting
water
phosphoric acid
drilling
water glass
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CN113482636A (en
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高晓刚
崔凯
尹学鑫
许光耀
贺贤群
王振华
龚杨
马利鹏
王建喜
吕帅
杨彦勇
杨建强
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China Railway No 3 Engineering Group Co Ltd
Guangdong Construction Engineering Co Ltd of China Railway No 3 Engineering Group Co Ltd
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China Railway No 3 Engineering Group Co Ltd
Guangdong Construction Engineering Co Ltd of China Railway No 3 Engineering Group Co Ltd
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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
    • 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
    • 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
    • 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

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  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Geology (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Environmental & Geological Engineering (AREA)
  • Architecture (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Chemical Kinetics & Catalysis (AREA)
  • General Chemical & Material Sciences (AREA)
  • Soil Sciences (AREA)
  • Civil Engineering (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)

Abstract

The invention discloses a reinforcement treatment method in a side-penetrating pile foundation hole, which comprises the following steps: s1, building an operation platform; s2, fixing a drilling machine; s3, drilling operation: starting drilling operation in the area where the pile foundation is affected; s4, water injection pipe washing; s5, injecting phosphoric acid and water glass mixed solution; s6, grouting operation; s7, hole sealing operation; s8, withdrawing the drill rod. The invention adopts advanced grouting to strengthen the pile bottom and the periphery of the affected area of the pile foundation, and mainly aims to compact the soil body around the pile foundation, reduce the water permeability of the soil body as much as possible, form a semicircular airtight shell, greatly improve the overall stability and the disturbance resistance of the soil body, and change the passive pre-prevention of the prior art into the active pre-prevention. The process of injecting the phosphoric acid water glass mixed solution into the hole is added, so that the water leakage prevention effect is good; this patent adopts slip casting and moves back the operation mode that the pole was gone on in turn, has improved the slip casting effect.

Description

Reinforcing treatment method in side-penetrating pile foundation hole
Technical Field
The invention relates to the technical field of subway engineering, in particular to a reinforcement treatment method in a side-penetrating pile foundation hole.
Background
The shield machine can cause disturbance, damage, instability and deformation of surrounding soil bodies in the process of penetrating down the expressway and the overpass, so that uneven settlement of the foundation is caused, and certain potential safety hazards can be generated for the passing of the expressway and the overpass. The influence degree of shield construction on the surrounding soil layer is controlled by more factors, mainly including the influence of construction parameters such as soil bin pressure, propulsion speed, total thrust, soil output, cutter head rotating speed, grouting amount, grouting pressure and the like, so that the influence degree of shield construction on the surrounding soil layer is reduced by selecting main construction measures aiming at optimizing the construction parameters, following the principle of continuous tunneling and smooth passing, selecting a skilled manipulator, dynamically optimizing and adjusting main tunneling parameters (such as soil bin pressure, propulsion speed, cutter head rotating speed, thrust and the like), optimizing and improving the ballasted soil, controlling the soil output, and performing synchronous grouting and secondary grouting after wall making.
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 invention aims to provide a reinforcement treatment method in a side-through pile foundation hole, which solves one or more technical problems in the prior art and at least provides a beneficial selection or creation condition.
In order to solve the technical problems, the invention adopts the following technical scheme:
a reinforcement treatment method in a side-through pile foundation hole comprises the following steps:
s1, building an operation platform: the method comprises the steps that a hand hoist is fixed on a supporting shoe of a pushing oil cylinder of a shield machine in advance in a hole of a side-penetrating pile foundation, and a drilling machine is pulled to the upper part of a splicing machine by the hand hoist and fixed; when the construction operation platform is erected, the height is 1.1 m-1.3 m away from the top of the duct piece and 0.2 m-0.4 m below the top of the splicing machine, and the construction state height of the drilling machine should be considered in the construction process;
s2, fixing a drilling machine: after the construction operation platform is paved, the drilling machine placing operation platform is pulled up in advance and fixed, the position of the drilling machine and the angle of a drilling rod are adjusted, and the horizontal elevation angle of the drilling rod is 13 0 —14 0 The positions of the drilling machine and the drill rod are fixed;
s3, drilling operation: in the area where the pile foundation is affected, starting to perform drilling operation, and injecting water into two pipelines simultaneously in the drilling process, so that on one hand, a drill rod is prevented from being blocked, and on the other hand, the temperature of the drill rod is reduced; the length of each drill rod is 1.8 m-2.2 m, and the corresponding drill rods can be connected according to the advanced grouting reinforcement range in the drilling process;
s4, water injection pipe washing: drilling depth of 8 m-12 m, injecting 0.1m 3 —0.3m 3 Thoroughly cleaning the grouting pipe once by water;
s5, injecting phosphoric acid and water glass mixed solution: the phosphoric acid liquid and the water glass liquid are prepared according to a ratio of 1:1 to complete injection into a borehole, wherein the water glass liquid is prepared from the following components: water glass=1 (0.8-1.2), phosphoric acid liquid mixing ratio is water: phosphoric acid=1, (8-12), both in volume ratio; the actual injection mixing liquid amount is 0.2m 3 —0.3m 3 The injection quantity standard is based on the fact that water leakage is not continuous on the outer wall of the reference drilling hole;
s6, grouting operation: the grouting machine adopts a double-liquid variable grouting pump, the grouting pressure is controlled to be 1 Mpa-2 Mpa, and the back grouting is adopted; the injection quantity of the double slurry reaches 0.3m 3 The pressure of the soil bin begins to rise, and the slurry is injected to 1.5m 3 When the pressure rises to 3.0bar, grouting is stopped and observation is carried out, meanwhile, the cutter head is rotated at the speed of 0.5r/min, and grouting is continued if the pressure of the soil bin is reduced; rotating the drill rod to prevent the drill rod from being wrapped by slurry every 2-4 min in the grouting process, wherein the rotation of the drill rod is not less than 8 turns 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 above 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, hole sealing operation: injecting a pre-prepared phosphoric acid and water glass mixed solution for hole sealing operation, and injecting the phosphoric acid and water glass mixed solution prepared by phosphoric acid liquid and water glass liquid according to a ratio of 1:1 into a drill hole, wherein the water glass liquid is prepared from the following components in percentage by weight: water glass=1:1, phosphoric acid liquid mixing ratio is water: phosphoric acid=1:10, both in volume ratio, with an injection quantity of about 0.2m 3 ；
S8, exiting the drill rod: after the hole sealing operation is completed for 10min, the drill rod is slowly withdrawn, and the drill rod is removed while withdrawing; after the drill rods are all withdrawn, a rubber pad with the thickness of 100mm is timely screwed on the flange cover of the advanced grouting pipe to prevent the water from flowing and mud from gushing.
Further, in the step S2, the horizontal elevation angle of the drill rod is 13.5 0 。
Further, in the step S4, the drilling depth is 10m, and the injection is 0.2m 3 The grouting pipe is thoroughly cleaned by water.
Further, in the step S5, the injection of the phosphoric acid solution and the water glass solution is completed according to a ratio of 1:1, wherein the water glass solution is prepared from the following components: water glass=1:1, phosphoric acid liquid mixing ratio is water: phosphoric acid=1:10, both in volume ratio; the actual injection mixing liquid amount was 0.25m 3 The injection amount standard is based on the reference borehole outer wall without continuous water leakage.
The invention has the beneficial effects that: the invention adopts advanced grouting to strengthen the pile bottom and the periphery of the affected area of the pile foundation, and mainly aims to compact the soil body around the pile foundation, reduce the water permeability of the soil body as much as possible, form a semicircular airtight shell, greatly improve the overall stability and the disturbance resistance of the soil body, and change the passive pre-prevention of the prior art into the active pre-prevention.
The invention adds the procedure of injecting the phosphoric acid water glass mixed solution into the hole, thereby playing a good role in preventing water leakage;
the invention adopts the operation mode of alternately grouting and rod withdrawal, thereby improving grouting effect.
Drawings
The invention will be further described with reference to the accompanying drawings, in which embodiments do not constitute any limitation of the invention, and other drawings can be obtained by one skilled in the art without inventive effort from the following figures:
FIG. 1 is a flow chart of the present invention.
Detailed Description
In order to better understand the technical solutions of the present invention, the following description will be made in detail with reference to the accompanying drawings and specific embodiments, and it should be noted that, without conflict, the embodiments of the present application and features in the embodiments may be combined with each other.
In the description of the present invention, it should 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 rotation", "reverse", "axial", "radial", "circumferential", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are merely for convenience in describing the present invention and simplify the description, and do not indicate or imply that the device or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the present invention.
As shown in FIG. 1, the reinforcing treatment method in the side-through pile foundation hole comprises the following steps:
s1, building an operation platform: when the side of the shield machine penetrates through the pile, a chain block is fixed on a supporting shoe of a pushing oil cylinder of the shield machine in advance, and a drilling machine is pulled to the upper part of the splicing machine by adopting the chain block and is fixed; when the construction operation platform is erected, the height is 1.1 m-1.3 m away from the top of the duct piece and 0.2 m-0.4 m below the top of the splicing machine, and the construction state height of the drilling machine should be considered in the construction process;
s2, fixing a drilling machine: after the construction operation platform is paved, the drilling machine placing operation platform is pulled up in advance and fixed, the position of the drilling machine and the angle of a drilling rod are adjusted, and the horizontal elevation angle of the drilling rod is 13 0 —14 0 The positions of the drilling machine and the drill rod are fixed;
s3, drilling operation: starting drilling operation, wherein two pipelines are injected with water simultaneously in the drilling process, so that on one hand, the drill rod is prevented from being blocked, and on the other hand, the temperature of the drill rod is reduced; the length of each drill rod is 1.8 m-2.2 m, and the corresponding drill rods can be connected according to the advanced grouting reinforcement range in the drilling process;
s4, water injection pipe washing: drilling depth of 8 m-12 m, injecting 0.1m 3 —0.3m 3 Thoroughly cleaning the grouting pipe once by water;
s5, injecting phosphoric acid and water glass mixed solution: the phosphoric acid liquid and the water glass liquid are prepared according to a ratio of 1:1 to complete injection into a borehole, wherein the water glass liquid is prepared from the following components: water glass=1 (0.8-1.2), phosphoric acid liquid mixing ratio is water: phosphoric acid=1, (8-12), both in volume ratio; the actual injection mixing liquid amount is 0.2m 3 —0.3m 3 The injection quantity standard is based on the fact that water leakage is not continuous on the outer wall of the reference drilling hole;
s6, grouting operation: the grouting machine adopts a double-liquid variable grouting pump, the grouting pressure is controlled to be 1 Mpa-2 Mpa, and the back grouting is adopted; the injection quantity of the double slurry reaches 0.3m 3 The pressure of the soil bin begins to rise, and the slurry is injected to 1.5m 3 When the pressure rises to 3.0bar, grouting is stopped and observation is carried out, meanwhile, the cutter head is rotated at the speed of 0.5r/min, and grouting is continued if the pressure of the soil bin is reduced; rotating the drill rod to prevent the drill rod from being wrapped by slurry every 2-4 min in the grouting process, wherein the rotation of the drill rod is not less than 8 turns each time; sequentially until the pressure of the soil bin rises to 3.0bar, according to the pressure and fluctuation of the soil binPulling out about 10cm, grouting again, and repeating the above operation; 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, hole sealing operation: injecting a pre-prepared phosphoric acid and water glass mixed solution for hole sealing operation, and injecting the phosphoric acid and water glass mixed solution prepared by phosphoric acid liquid and water glass liquid according to a ratio of 1:1 into a drill hole, wherein the water glass liquid is prepared from the following components in percentage by weight: water glass=1:1, phosphoric acid liquid mixing ratio is water: phosphoric acid=1:10, both in volume ratio, with an injection quantity of about 0.2m 3 ；
S8, exiting the drill rod: after the hole sealing operation is completed for 10min, the drill rod is slowly withdrawn, and the drill rod is removed while withdrawing; after the drill rods are all withdrawn, a rubber pad with the thickness of 100mm is timely screwed on the flange cover of the advanced grouting pipe to prevent the water from flowing and mud from gushing.
Further, in the step S2, the horizontal elevation angle of the drill rod is 13.5 0 。
Further, in the step S4, the drilling depth is 10m, and the injection is 0.2m 3 The grouting pipe is thoroughly cleaned by water.
Further, in the step S5, the injection of the phosphoric acid solution and the water glass solution is completed according to a ratio of 1:1, wherein the water glass solution is prepared from the following components: water glass=1:1, phosphoric acid liquid mixing ratio is water: phosphoric acid=1:10, both in volume ratio; the actual injection mixing liquid amount was 0.25m 3 The injection amount standard is based on the reference borehole outer wall without continuous water leakage.
When the shield laterally penetrates through the bridge pile, sleeve valve pipe grouting reinforcement is carried out on the ground which affects the pile foundation, friction force between the bridge pile and soil is increased, and the shield is settled in front of a cutterhead in the construction process.
The application of the invention: the technology of the invention is applied to the rail transit line eleven in Guangzhou city. In the rail transit eleventh line in Guangzhou city, the shield machine can cause disturbance, damage and instability deformation of peripheral soil bodies in the process of penetrating through the south China expressway and the mountain great road overpass viaduct, so that uneven settlement of the foundation is caused, certain potential safety hazards can be generated for the passing of the south China expressway and the mountain great road overpass, and owners pay great importance to the highway. In the construction process, the construction unit takes necessary measures to reduce the influence on the overpass traffic of the expressway and the great road of the Zhongshan. In order to ensure the safe operation of the south China expressway and the mountain great road overpass in the tunnel construction process and later period, effective protection measures are implemented on the existing building, and the special construction scheme is set according to the protection design drawing, so that the shield is ensured to safely pass through the south China expressway and the mountain great road overpass.
In the implementation process, when the shield laterally penetrates through the bridge pile, sleeve valve pipe grouting reinforcement is carried out on the ground of the pile foundation, the friction force between the bridge pile and the soil body is increased, if the shield is settled in front of a cutterhead in the construction process, advanced grouting is adopted to reinforce the pile bottom and the periphery of an affected area of the pile foundation. The main purpose is to compact the soil around the pile foundation, reduce the water permeability of the soil as much as possible, form a semicircular airtight shell, and greatly improve the overall stability of the soil. Grouting is carried out by utilizing 8 advanced grouting holes on the shield, grouting reinforcement is recommended to be carried out in an advanced 12m range according to the requirement of a required reinforcement range, grouting slurry adopts double-liquid slurry, and grouting pressure is combined with grouting quantity double control, wherein the control of soil bin pressure is the main control.
And it should be noted that: in the whole grouting process, a driver on duty in an operating room must pay attention to the pressure of a soil bin and the change of various parameters all the time, and pay close attention to the oil quality of a gear oil leakage oil tank and the sealing performance of a main bearing; the cutterhead must be intermittently rotated during grouting to prevent slurry from flowing into the face to solidify and clamp the cutterhead.
Furthermore, the different embodiments or examples described in this specification and the features of the different embodiments or examples may be combined and combined by those skilled in the art without contradiction. While embodiments of the present invention have been shown and described above, it will be understood that the above embodiments are illustrative and not to be construed as limiting the invention, and that variations, modifications, alternatives and variations may be made to the above embodiments by one of ordinary skill in the art within the scope of the invention.

Claims (4)

1. The reinforcing treatment method in the side-penetrating pile foundation hole is characterized by comprising the following steps of:
s1, building an operation platform: the method comprises the steps that a hand hoist is fixed on a supporting shoe of a pushing oil cylinder of a shield machine in advance in a hole of a side-penetrating pile foundation, and a drilling machine is pulled to the upper part of a splicing machine by the hand hoist and fixed; when the construction operation platform is erected, the height is 1.1 m-1.3 m away from the top of the duct piece and 0.2 m-0.4 m below the top of the splicing machine, and the construction state height of the drilling machine should be considered in the construction process;
s2, fixing a drilling machine: after the construction operation platform is paved, the drilling machine placing operation platform is pulled up in advance and fixed, the position of the drilling machine and the angle of a drilling rod are adjusted, and the horizontal elevation angle of the drilling rod is 13 0 —14 0 The positions of the drilling machine and the drill rod are fixed;
s3, drilling operation: in the affected area of the pile foundation, starting drilling operation, and injecting water into two pipelines simultaneously in the drilling process; the length of each drill rod is 1.8 m-2.2 m, and the corresponding drill rods can be connected according to the advanced grouting reinforcement range in the drilling process;
s4, water injection pipe washing: drilling depth of 8 m-12 m, injecting 0.1m 3 —0.3m 3 Thoroughly cleaning the grouting pipe once by water;
s5, injecting phosphoric acid and water glass mixed solution: the phosphoric acid liquid and the water glass liquid are prepared according to a ratio of 1:1 to complete injection into a borehole, wherein the water glass liquid is prepared from the following components: water glass=1 (0.8-1.2), phosphoric acid liquid mixing ratio is water: phosphoric acid=1, (8-12), both in volume ratio; the actual injection mixing liquid amount is 0.2m 3 —0.3m 3 The injection quantity standard is based on the fact that water leakage is not continuous on the outer wall of the reference drilling hole;
s6, grouting operation: the grouting machine adopts a double-liquid variable grouting pump, the grouting pressure is controlled to be 1 Mpa-2 Mpa, and the back grouting is adopted; the injection quantity of the double slurry reaches 0.3m 3 The pressure of the soil bin begins to rise, and the slurry is injected to 1.5m 3 When the pressure rises to 3.0bar, grouting is stopped and observation is carried out, meanwhile, the cutter head is rotated at the speed of 0.5r/min, and grouting is continued if the pressure of the soil bin is reduced; every 2 min-4 min in the grouting process, the drill rod is rotated to prevent the grouting from being wrapped by slurryWrapping, wherein the rotation of the drill rod is not less than 8 turns 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 above 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, hole sealing operation: injecting a pre-prepared phosphoric acid and water glass mixed solution for hole sealing operation, and injecting the phosphoric acid and water glass mixed solution prepared by phosphoric acid liquid and water glass liquid according to a ratio of 1:1 into a drill hole, wherein the water glass liquid is prepared from the following components in percentage by weight: water glass=1:1, phosphoric acid liquid mixing ratio is water: phosphoric acid=1:10, both in volume ratio, with an injection quantity of about 0.2m 3 ；
S8, exiting the drill rod: after the hole sealing operation is completed for 10min, the drill rod is slowly withdrawn, and the drill rod is removed while withdrawing; after the drill rods are all withdrawn, a rubber pad with the thickness of 100mm is timely screwed on the flange cover of the advanced grouting pipe to prevent the water from flowing and mud from gushing.
2. The reinforcement treatment method in a side-through pile hole according to claim 1, characterized in that: in the step S2, the horizontal elevation angle of the drill rod is 13.5 0 。
3. The reinforcement treatment method in a side-through pile hole according to claim 1, characterized in that: in the step S4, the drilling depth is 10m, and 0.2m is injected 3 The grouting pipe is thoroughly cleaned by water.
4. The reinforcement treatment method in a side-through pile hole according to claim 1, characterized in that: in the step S5, the phosphoric acid liquid and the water glass liquid are prepared according to a ratio of 1:1 to complete injection into a borehole, wherein the water glass liquid is prepared from the following components: water glass=1:1, phosphoric acid liquid mixing ratio is water: phosphoric acid=1:10, both in volume ratio; the actual injection mixing liquid amount was 0.25m 3 The injection amount standard is based on the reference borehole outer wall without continuous water leakage.
CN202110648425.3A 2021-06-10 2021-06-10 Reinforcing treatment method in side-penetrating pile foundation hole Active CN113482636B (en)

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Citations (7)

* Cited by examiner, † Cited by third party
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

Patent Citations (7)

* Cited by examiner, † Cited by third party
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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