CN114370279A - Method for reinforcing shield launching and receiving soil body - Google Patents
Method for reinforcing shield launching and receiving soil body Download PDFInfo
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- CN114370279A CN114370279A CN202111611303.3A CN202111611303A CN114370279A CN 114370279 A CN114370279 A CN 114370279A CN 202111611303 A CN202111611303 A CN 202111611303A CN 114370279 A CN114370279 A CN 114370279A
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- 238000000034 method Methods 0.000 title claims abstract description 31
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 26
- 238000007710 freezing Methods 0.000 claims abstract description 83
- 230000008014 freezing Effects 0.000 claims abstract description 80
- 239000004568 cement Substances 0.000 claims abstract description 36
- 238000010276 construction Methods 0.000 claims abstract description 30
- 238000005520 cutting process Methods 0.000 claims abstract description 22
- 230000002787 reinforcement Effects 0.000 claims abstract description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 21
- 239000002002 slurry Substances 0.000 claims abstract description 20
- 238000005507 spraying Methods 0.000 claims abstract description 19
- 238000005070 sampling Methods 0.000 claims abstract description 13
- 230000006872 improvement Effects 0.000 claims abstract description 12
- 238000012544 monitoring process Methods 0.000 claims abstract description 12
- 238000004080 punching Methods 0.000 claims abstract description 8
- 230000008569 process Effects 0.000 claims abstract description 7
- 239000004576 sand Substances 0.000 claims abstract description 7
- 230000005641 tunneling Effects 0.000 claims abstract description 7
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- 239000007788 liquid Substances 0.000 claims description 18
- 229920000642 polymer Polymers 0.000 claims description 17
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- HPALAKNZSZLMCH-UHFFFAOYSA-M sodium;chloride;hydrate Chemical compound O.[Na+].[Cl-] HPALAKNZSZLMCH-UHFFFAOYSA-M 0.000 claims description 5
- 239000007921 spray Substances 0.000 claims description 5
- 239000003795 chemical substances by application Substances 0.000 claims description 4
- 239000011440 grout Substances 0.000 claims description 4
- 230000035699 permeability Effects 0.000 claims description 4
- UXVMQQNJUSDDNG-UHFFFAOYSA-L Calcium chloride Chemical compound [Cl-].[Cl-].[Ca+2] UXVMQQNJUSDDNG-UHFFFAOYSA-L 0.000 claims description 3
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 229910001628 calcium chloride Inorganic materials 0.000 claims description 3
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- NLYAJNPCOHFWQQ-UHFFFAOYSA-N kaolin Chemical compound O.O.O=[Al]O[Si](=O)O[Si](=O)O[Al]=O NLYAJNPCOHFWQQ-UHFFFAOYSA-N 0.000 claims description 3
- 238000004519 manufacturing process Methods 0.000 claims description 3
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- 238000007599 discharging Methods 0.000 claims description 2
- 241000883966 Astrophytum capricorne Species 0.000 claims 1
- 238000005057 refrigeration Methods 0.000 abstract description 3
- 229910000975 Carbon steel Inorganic materials 0.000 abstract description 2
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Images
Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/14—Restraining of underground water by damming or interrupting the passage of underground water by freezing the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/11—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means
- E02D3/115—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means by freezing
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/36—Concrete or concrete-like piles cast in position ; Apparatus for making same making without use of mouldpipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/18—Drilling by liquid or gas jets, with or without entrained pellets
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
- E21D9/087—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/10—Making by using boring or cutting machines
- E21D9/1066—Making by using boring or cutting machines with fluid jets
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- Geochemistry & Mineralogy (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Paleontology (AREA)
- Hydrology & Water Resources (AREA)
- Physics & Mathematics (AREA)
- Fluid Mechanics (AREA)
- Chemical & Material Sciences (AREA)
- Chemical Kinetics & Catalysis (AREA)
- General Chemical & Material Sciences (AREA)
- Agronomy & Crop Science (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to a method for reinforcing a shield launching and receiving soil body, which comprises the following steps: step one, punching and sampling; step two, soil body improvement pretreatment and reinforcement; step three, reinforcing the freezing wall; and step four, monitoring tunneling. The invention relates to a method for reinforcing a shield launching and receiving soil body, which is characterized in that after a hole is drilled, the soil body is subjected to adaptive improvement by an ultrahigh pressure cutting and rotary spraying cement slurry construction method, and then the reinforcement is completed by performing slurry spraying pile forming. A freezing hole is drilled at the center of an equilateral triangle limiting structure formed by cement piles, and a drawing-free refrigeration pipeline is arranged to form a freezing wall of a stable soil body structure. The process of temporary unfreezing and temperature returning before shield starting and receiving can be avoided by freezing the frozen wall formed by reinforcing the drawing-free pipe. The risks of pipe breakage and sand gushing and water bleeding caused by embrittlement of conventional carbon steel under a low-temperature condition during pulling operation are avoided. The safety of the shield tunneling machine in the tunnel is improved.
Description
Technical Field
The invention relates to a shield construction method, in particular to a method for reinforcing a shield launching and receiving soil body.
Background
The starting and receiving are stages with more potential risks and frequent accidents in the shield construction process. According to statistics, accidents caused by shield launching and receiving are high, particularly the accident ratio caused by construction of strata containing high confined water is high. When the risk occurs, the most prominent, most common manifestations are water gushes, sand gushes and ground collapse at the hole. Therefore, in the early stage of engineering, the soil body reinforcing quality of the opening is the first protective wall for preventing risks.
The common hole reinforcing technology at present comprises cement-based reinforcement and freezing reinforcement. When cement reinforcement is carried out, peripheral soil body disturbance is large, and quality problems such as hole collapse, pile breakage and the like are easily caused; the freezing reinforcement construction is easy to cause the condition of pipeline breakage caused by extrusion, thereby influencing the refrigeration effect and the reinforcement quality of soil body. Therefore, the method for reinforcing the shield launching and receiving soil body is required to be provided, the soil body is firstly subjected to adaptive improvement after the hole is drilled by the ultrahigh pressure cutting and rotary spraying cement slurry construction method, and then the reinforcement is completed by performing slurry spraying pile forming. A freezing hole is drilled at the center of an equilateral triangle limiting structure formed by cement piles, and a drawing-free refrigeration pipeline is arranged to form a freezing wall of a stable soil body structure. Effectively ensuring the reinforcement quality of the soil body in front of the shield construction opening.
Disclosure of Invention
Aiming at the defects of the prior art, the invention provides a method for reinforcing a shield launching and receiving soil body, which solves the problems in the prior art.
In order to achieve the purpose, the invention provides the following technical scheme:
a method for reinforcing shield launching and receiving soil bodies comprises the following steps:
step one, punching and sampling: punching and sampling the starting and receiving areas of the shield at intervals, analyzing the sampled soil in groups, observing the conditions of the sampling holes, and matching a polymer solution which is suitable for the soil structure and the characteristics as a modifier;
step two, soil body improvement pretreatment and reinforcement: drilling holes by using ultrahigh pressure cutting rotary cement slurry spraying equipment according to a three-point equidistant arrangement structure, and spraying a high molecular polymer solution by using an omnibearing rotary nozzle through strong air pressure in the process of lifting a drill rod to perform adaptive pretreatment on a poor geological soil body according with shield construction conditions; after the drill rod is sunk to the bottom again, cement paste is sprayed through another cement paste nozzle, and the drill rod is controlled to ascend to finish the cement pile manufacturing;
step three, after the unconfined compressive strength of the cement pile reinforcing body reaches 1.0MPa, performing freezing construction at a position 0.4m-0.8m away from the hole ring, wherein the cross area of the cement pile reinforcing body and the freezing reinforcing body is 2-4 m; drilling a freezing hole in the center of an equilateral triangle formed by three cement piles, lowering and installing a pulling-free freezing pipe, pressing and testing leakage, and installing a liquid supply pipe, a removing loop claw and a freezing pipe end cover in the pipe; the construction of the temperature measuring hole is the same as that of the freezing hole, the specific gravity of the brine in the temperature measuring pipe is 1.2-1.26, and the parameters of a freezing system are adjusted to enter positive freezing to form a freezing curtain;
step four, monitoring tunneling: and monitoring the temperature of the freezing curtain in real time, chiseling a tunnel portal when the freezing curtain reaches the designed strength and thickness and is completely bonded with the well wall to meet construction conditions, pulling out the liquid supply pipe after the chiseling is finished, keeping the freezing pipe, backfilling cement, clay slurry or fly ash slurry in the freezing pipe, doping 2-3% of an anti-freezing early strength agent calcium chloride, backfilling tightly, and opening a cutter head to a set rotating speed to directly cut the freezing pipe to tunnel forwards.
Further, in the first step, the high molecular polymer solution prepared by soil adaptability improvement is subjected to modifier sample preparation and actual application effect comparison according to the permeability coefficient and saturation degree of water and sand in the stratum structure of the construction area.
Further, in the second step, the ratio of the distance between two adjacent ground piles to the diameter of the ground pile is set as follows: 5:1.
And further, in the second step, the cutting hole and the drill rod insertion leading hole are completed by the drill rod, the combined type multi-nozzle is arranged on the drill rod in a three-dimensional mode, grout is sprayed in a set shape and a pile length to improve soil and form a reinforced body, and disturbance to peripheral soil is reduced by monitoring and controlling the flow of high-pressure grout and water vapor and the underground pressure in real time.
Further, in the second step, the soil body is reinforced by cutting the soil body twice and pretreating once, wherein the first step is to cut the soil body by the composite spraying fluid of water and air at the upper section, and the second step is to spray the high molecular polymer solution on the basis of cutting the soil layer to increase the self-standing property of the soil body; and thirdly, increasing the cutting depth, increasing the diameter of the consolidation body, and discharging redundant slurry cut by the high-pressure jet flow through air lift so as to achieve the purposes of controlling the underground pressure, reducing the jet energy loss and reducing the influence of construction on the surrounding environment.
Further, in the third step, the hole is drilled by adopting a decompression drill, the material needs to be treated before the freezing pipe is placed down without pulling, and the adhesive coated on the surface is full and uniform; before installation, an inclinometer is used for rechecking the depth and the deflection condition of the freezing hole; and after the installation is finished, performing a pressing leakage test for 30 minutes within the pressure setting range of 0.8-1.0 MPa.
And furthermore, in the third step, the loop claw is installed to ensure that the liquid inlet pipe and the liquid return pipe are connected in an enough space, a section of steel pipe externally connected with the pipe drawing-free flange is connected into the liquid collecting and distributing ring in a parallel connection mode, and the brine circulation of each freezing hole is convenient to observe and control during freezing.
The invention has the beneficial effects that:
(1) the method for reinforcing the shield launching and receiving soil body is characterized in that a drill rod is connected with a special slurry spraying device (drill bit) to rotate in all directions or in an angle, lift upwards, change lifting and the like, the method is combined with multi-nozzle multi-angle spraying cutting soil body (the spraying angle is 0-360 degrees and is vertically and freely set), the soil body is cut through high-pressure spraying of water and gas, unfavorable geology is improved, the improved soil body and slurry are mixed and stirred, and a circular and latticed circular pile body shape can be formed after solidification.
(2) According to the method for reinforcing the shield launching and receiving soil body, the process of temporary unfreezing and temperature returning before the shield launching and receiving can be omitted through the frozen wall formed by the pipe drawing-free freezing reinforcement. The risks of pipe breakage and sand gushing and water bleeding caused by embrittlement of conventional carbon steel under a low-temperature condition during pulling operation are avoided. The safety of the shield tunneling machine in the tunnel is improved.
Drawings
FIG. 1 is a schematic view of the arrangement of the cement pile, freezing hole and guide groove structure of the present invention;
in fig. 1, cement pile; 2. freezing the hole; 3. a guide groove;
FIG. 2 is the permeability test data of the present invention using 1%, 2%, 3%, 4% high molecular weight polymer at an addition of 3%.
Detailed Description
The technical solution in the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention. It is to be understood that the described embodiments are merely exemplary of the invention, and not restrictive of the full scope of the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1, an embodiment of the present invention provides the following technical solutions:
the first embodiment,
A method for reinforcing a shield launching and receiving soil body specifically comprises the following steps:
step one, punching and sampling: and analyzing the components of the soil sampled in the area range of the shield starting point and the receiving point. Determining the mud ratio according to sampling, and simultaneously observing the condition of a sampling hole to determine the piling position according to the soil components;
step two, soil body improvement pretreatment and reinforcement: and drilling holes by using ultrahigh pressure cutting rotary cement slurry spraying equipment according to a three-point equidistant arrangement structure, and spraying high molecular polymer solution by using an omnibearing rotary nozzle through strong air pressure in the process of lifting the drill rod to perform adaptive pretreatment according with shield construction conditions on the unfavorable geological soil body. After the drill rod is sunk to the bottom again, cement paste is sprayed through another cement paste nozzle, and the drill rod is controlled to ascend to finish the manufacture of the cement pile 1;
step three, freezing wall reinforcement: drilling a freezing hole 2 in the center of an equilateral triangle formed by the three cement piles, lowering and installing a pulling-free freezing pipe, and installing a liquid supply pipe in the pipe to adjust parameters of a freezing system to enter active freezing to form a freezing curtain;
step four, monitoring tunneling: and monitoring the temperature of the freezing curtain in real time, pulling out the liquid supply pipe after the portal is chiseled off to reserve the freezing pipe, and opening the cutter head to a set rotating speed to directly cut the freezing pipe to tunnel forwards.
Example II,
As an improvement of the previous embodiment, the present embodiment provides a method for reinforcing a shield launching and receiving soil body, which specifically includes the following steps:
step one, punching and sampling: and punching and sampling the starting and receiving areas of the shield at intervals, analyzing the sampled soil groups, and observing the conditions of the sampling holes. Preparing a high molecular polymer solution which is suitable for the proportion according to the structure and the characteristics of soil as a modifier;
step two, soil body improvement pretreatment and reinforcement: and drilling holes by using ultrahigh pressure cutting and rotary spraying cement slurry equipment according to a three-point equidistant arrangement structure. As a detailed description, the ratio of the distance between adjacent cement piles to the diameter of the cement pile is set as follows: 5:1. The upper section, the middle section and the lower section of the drill rod are provided with jet ports, and the upper section is subjected to high-pressure water jet cutting to generate a certain space, so that sludge can be discharged more smoothly. And spraying high molecular polymer solution at the ultrahigh air pressure of the middle section for soil improvement pretreatment. And further cutting and stirring the reinforcement soil layer by the aid of the high-pressure hardening material jet and the air jet at the lower section to form a reinforcement body.
Step three, freezing wall reinforcement: and after the unconfined compressive strength of the cement pile reinforced body reaches 1.0 MPa. Freezing construction is carried out at a position 0.4-0.8 m away from a hole ring (underground continuous wall), and the crossing area of the cement pile reinforcing body and the freezing reinforcing body is 2-4 m; drilling a freezing hole in the center of an equilateral triangle formed by three cement piles, lowering and installing a pulling-free freezing pipe, pressing and testing leakage, and arranging a liquid supply pipe, a go loop goat horn and a freezing pipe end cover in the pipe. The construction of the temperature measuring hole is the same as that of the freezing hole, and the specific gravity of the salt water in the temperature measuring pipe is 1.2-1.26. Adjusting parameters of a freezing system to enter active freezing to form a freezing curtain;
step four, monitoring tunneling: and monitoring the temperature of the freezing curtain in real time, chiseling the portal when the freezing curtain reaches the designed strength and thickness and is completely cemented with the well wall to meet the construction conditions, and pulling out the liquid supply pipe to retain the freezing pipe after the completion. And backfilling cement, clay slurry or fly ash slurry in the freezing pipe, and doping 2-3% of an anti-freezing early strength agent calcium chloride for backfilling and compacting. And opening the cutter head to a set rotating speed to directly cut the freezing pipe and tunnel forwards.
As a preferred scheme, the high molecular polymer solution prepared by soil adaptive improvement in the first step is subjected to modifier sample preparation and actual application effect comparison according to the permeability coefficient and saturation degree of water and sand in the stratum structure of the construction area, and the result is shown in figure 2. The soil body modifier is prepared from the following raw materials by volume:
1) high molecular polymer solution:
LCP high molecular polymer A300 BK crystal 15-30 parts
800 parts of water
2) Sample proportioning: adding water to saturate fine sand (10L) + high molecular polymer (the volume ratio is 3 percent).
By adopting the technical scheme, the high molecular polymer can form flocculent aggregates between soil particles and water, and most of particles and water molecules can be latched between sandy soil. In addition, the cohesiveness of the soil body is enhanced, the internal friction angle is reduced, and a good plastic deformation effect is achieved.
Preferably, in the second step, the cutting hole and the drill rod insertion guiding hole are completed by a drill rod, and the combined type multi-nozzle is arranged on the drill rod in a three-dimensional mode to spray slurry with a set shape and a pile length to improve the soil body and form a reinforcing body. The disturbance to the surrounding soil body is reduced by monitoring and controlling the flow of high-pressure slurry, water vapor and the underground pressure in real time.
By adopting the technical scheme, the composite jetting fluid of ultrahigh pressure water and air is mainly used for cutting the tissue structure of the soil layer and improving the soil body, and the composite jetting fluid is mixed with the slurry and is stirred and solidified to form the shapes of a round pile body, a fan-shaped pile body, a grid-shaped round pile body and a grid-shaped fan-shaped pile body by combining the methods of omnibearing rotation or angular rotation of a drill rod, upward lifting, transformation lifting and the like and the multi-nozzle multi-angle jetting operation.
And as a preferable scheme, the reinforcement mechanism in the second step is mainly to perform cutting and one-time pretreatment on the soil body twice, the first step is to cut the soil body by the composite spraying fluid of water and air at the upper section, and the second step is to spray the high molecular polymer solution on the basis of cutting the soil layer, so that the self-supporting property of the soil body is improved. And thirdly, the cutting depth is increased, and the diameter of the consolidation body is increased. The excess slurry cut by the high-pressure jet flow is discharged through air lift, so that the purposes of controlling the underground pressure, reducing the jet energy loss and reducing the influence of construction on the surrounding environment are achieved.
The invention is further configured to: and in the third step, in order to ensure the drilling precision, the drilling is carried out by adopting a decompression drill. And repeatedly checking the verticality of the drill rod during the drilling of the first 5 meters. Before the pulling-free freezing pipe is manufactured, materials need to be processed, the inside and the outside of the pipe fitting are coated with a binding agent, the pulling-free freezing pipe is rotatably inserted into the pipe fitting in a clockwise direction, and the fixing time is not less than 30min after the pipe fitting is completely inserted. And (3) lowering the pulling-free freezing pipe by adopting a uniform-speed slow extrusion jacking mode, and rechecking the depth and the deflection condition by using an inclinometer. And after the test is finished, performing a pressing leakage test for 30 minutes within the pressure setting range of 0.8-1.0 MPa. And (4) placing a liquid supply pipe in the freezing pipe, and finally installing the removing and loop cavel and the freezing pipe end cover.
By adopting the technical scheme, the shield construction can be directly carried out without pulling out the freezing pipe after the freezing construction meets the requirements. Thereby avoiding the construction safety problem caused by the fracture of the freezing hole in the prior pipe drawing operation and the unfreezing and temperature returning process caused by the pipe drawing operation.
As a preferred scheme, the horn-shaped installation in the third step can ensure that the liquid inlet pipe and the liquid return pipe have enough space connection, a section of steel pipe externally connected with the pipe-drawing-free flange is connected into the liquid collecting and distributing ring in a parallel connection mode, and the brine circulation of each freezing hole is convenient to observe and control during the freezing period.
The advantages of the second embodiment over the first embodiment are: the construction method is a construction method capable of carrying out vertical or inclined 360-degree omnibearing foundation reinforcement, and the ingredients of soil body modifying agent and hardening material slurry are directly pressurized to complete the procedures of conveying, jetting, stratum cutting, soil body modifying, mixing and pile forming. The method has small influence on the surrounding environment and foundation disturbance, can implement large-diameter and large-depth shield tunnel opening foundation reinforcement, can effectively improve the quality of a reinforced body, and ensures safe shield launching and receiving.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (7)
1. A method for reinforcing shield launching and receiving soil is characterized in that: the method comprises the following steps:
step one, punching and sampling: punching and sampling the starting and receiving areas of the shield at intervals, analyzing the sampled soil in groups, observing the conditions of the sampling holes, and matching a polymer solution which is suitable for the soil structure and the characteristics as a modifier;
step two, soil body improvement pretreatment and reinforcement: drilling holes by using ultrahigh pressure cutting rotary cement slurry spraying equipment according to a three-point equidistant arrangement structure, and spraying a high molecular polymer solution by using an omnibearing rotary nozzle through strong air pressure in the process of lifting a drill rod to perform adaptive pretreatment on a poor geological soil body according with shield construction conditions; after the drill rod is sunk to the bottom again, cement paste is sprayed through another cement paste nozzle, and the drill rod is controlled to ascend to finish the cement pile manufacturing;
step three, after the unconfined compressive strength of the cement pile reinforcing body reaches 1.0MPa, performing freezing construction at a position 0.4m-0.8m away from the hole ring, wherein the cross area of the cement pile reinforcing body and the freezing reinforcing body is 2-4 m; drilling a freezing hole in the center of an equilateral triangle formed by three cement piles, lowering and installing a pulling-free freezing pipe, pressing and testing leakage, and installing a liquid supply pipe, a removing loop claw and a freezing pipe end cover in the pipe; the construction of the temperature measuring hole is the same as that of the freezing hole, the specific gravity of the brine in the temperature measuring pipe is 1.2-1.26, and the parameters of a freezing system are adjusted to enter positive freezing to form a freezing curtain;
step four, monitoring tunneling: and monitoring the temperature of the freezing curtain in real time, chiseling a tunnel portal when the freezing curtain reaches the designed strength and thickness and is completely bonded with the well wall to meet construction conditions, pulling out the liquid supply pipe after the chiseling is finished, keeping the freezing pipe, backfilling cement, clay slurry or fly ash slurry in the freezing pipe, doping 2-3% of an anti-freezing early strength agent calcium chloride, backfilling tightly, and opening a cutter head to a set rotating speed to directly cut the freezing pipe to tunnel forwards.
2. The method of shield launching and receiving soil consolidation of claim 1, wherein: in the first step, the high molecular polymer solution prepared by soil body adaptability improvement is subjected to modifier sample preparation and actual application effect comparison according to the permeability coefficient and saturation degree of water and sand in the stratum structure of the construction area.
3. The method of shield launching and receiving soil consolidation of claim 1, wherein: in the second step, the ratio of the distance between two adjacent ground piles to the diameter of the ground pile is set as follows: 5:1.
4. The method of shield launching and receiving soil consolidation of claim 1, wherein: and in the second step, the cutting hole and the drill rod insertion leading hole are completed by the drill rod, the combined multi-nozzle is arranged on the drill rod in a three-dimensional mode to spray grout in a set shape and a pile length to improve soil and form a reinforced body, and disturbance to the peripheral soil is reduced by monitoring and controlling the flow of high-pressure grout, water vapor and the underground pressure in real time.
5. The method of shield launching and receiving soil consolidation of claim 1, wherein: in the second step, soil body reinforcement is to cut the soil body twice and pretreat once, the first step is to cut the soil body by the composite spraying fluid of water and air at the upper section, and the second step is to spray high molecular polymer solution on the basis of cutting the soil layer to increase the self-supporting property of the soil body; and thirdly, increasing the cutting depth, increasing the diameter of the consolidation body, and discharging redundant slurry cut by the high-pressure jet flow through air lift so as to achieve the purposes of controlling the underground pressure, reducing the jet energy loss and reducing the influence of construction on the surrounding environment.
6. The method of shield launching and receiving soil consolidation of claim 1, wherein: in the third step, the hole is drilled by adopting a decompression drill, the material needs to be treated before the freezing-free pipe is placed down, and the adhesive coated on the surface is full and uniform; before installation, an inclinometer is used for rechecking the depth and the deflection condition of the freezing hole; and after the installation is finished, performing a pressing leakage test for 30 minutes within the pressure setting range of 0.8-1.0 MPa.
7. The method of shield launching and receiving soil consolidation of claim 1, wherein: in the third step, the installation of the loop goat's horn ensures that the liquid inlet pipe and the liquid return pipe have enough space connection, a section of steel pipe externally connected with the pipe drawing-free flange is connected into the liquid collecting and distributing ring in a parallel connection mode, and the brine circulation of each freezing hole is convenient to observe and control during the freezing period.
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