CN114776323A - Method for controlling double compensation of stratum and stress loss of shield tunnel - Google Patents
Method for controlling double compensation of stratum and stress loss of shield tunnel Download PDFInfo
- Publication number
- CN114776323A CN114776323A CN202210348461.2A CN202210348461A CN114776323A CN 114776323 A CN114776323 A CN 114776323A CN 202210348461 A CN202210348461 A CN 202210348461A CN 114776323 A CN114776323 A CN 114776323A
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- Prior art keywords
- grouting
- shield
- bag
- stratum
- slip casting
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Classifications
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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
- E21D11/08—Lining with building materials with preformed concrete slabs
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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
- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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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
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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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 method for controlling double compensation of stratum and stress loss of a shield tunnel, which comprises shield segments and grouting bags with grouting pipes, wherein the shield segments are annularly arranged along a clearance of the shield tunnel, the shield segments are all positioned in the stratum, the grouting bags are paved on one sides of the shield segments, which are far away from the clearance of the shield tunnel, a protective layer is paved between the grouting bags and the stratum, grouting holes for the grouting pipes to pass through are formed on one sides of the shield segments, which are far away from the protective layer, control valves are installed on the grouting pipes, and synchronous grouting layers and secondary grouting layers are formed in the grouting bags through grouting. The method for controlling the double compensation of the stratum and the stress loss of the shield tunnel can accurately control the compensation stress, fill the stratum loss, effectively control the diffusion of the slurry and improve the stability of the shield segment.
Description
Technical Field
The invention belongs to the technical field of tunnels and underground engineering, and particularly relates to a method for controlling double compensation of stratum and stress loss of a shield tunnel.
Background
With the increasing number of the national traffic infrastructures, an energy-saving and environment-friendly urban rail transit network is formed, and a convenient and rapid high-speed railway network is formed. Subway lines are crossed and crossed in cities, high-speed railway networks shuttle among the cities, and in addition, high-rise forests in the cities are erected, and the intersection of the subway lines and the high-rise forests with building groups cannot be avoided, so that the approach of a newly-built tunnel to an existing tunnel, a high-speed railway line, a building group and the like is common approach engineering.
Compared with a mine method, the shield method has the advantages of small excavation disturbance, high construction speed and the like, and is a preferred construction method for constructing tunnels in cities, but according to the characteristics of the shield method, after a duct piece is separated from a shield tail, because of the space originally occupied by a shield shell, a gap reserved for duct piece assembling operation, a gap formed by rock and soil bodies adhered to the shield shell and the like brought away during shield propulsion, an annular gap exists between the back of the duct piece and an actually excavated wall, the part of the rock and soil bodies are temporarily in a non-support state, and if the gap cannot be timely and effectively filled, the stress of the rock and soil bodies around the tunnel can be gradually released, so that peripheral stratum deformation is caused, further, the existing high-speed railway tunnels on the periphery are influenced, and the track deformation is over-limited.
At present, scholars and engineers at home and abroad mostly adopt a back grouting mode for treating the shield tail gap. The back grouting can be divided into synchronous grouting and secondary grouting according to different injection time. The synchronous grouting is that grout is injected into a gap at the tail of the shield through a grouting hole at the tail of the shield machine while the shield is propelled; the secondary grouting is to perform secondary reinforcement grouting through a grouting hole reserved in a duct piece under the conditions that the grouting effect is poor in the early stage and the filling is not compact.
Meanwhile, in order to solve the problem that the shield tunnel passes through the existing engineering or area with strict requirements on stratum deformation (such as a high-speed railway line, an adjacent building group and the like), domestic scholars independently develop a stratum active underpinning method suitable for the shield method construction tunnel, and compared with the traditional shield tail synchronous grouting method for controlling ground surface settlement, the method controls stratum displacement by applying lifting force to the stratum. However, the method does not consider the diffusion of the slurry after grouting, and due to the combined action of factors such as the properties of the surrounding rock-soil mass, the construction process, the properties of the slurry, the grouting pressure, the underground water and the like, the diffusion process of the slurry is very complicated, and the slurry is split, overflowed and unevenly deformed by only increasing the grouting pressure without restricting the flowing range of the slurry, so that the aim of effectively controlling the displacement of the stratum cannot be achieved.
Therefore, in order to meet the current situation, a method for controlling the shield tunnel stratum and compensating the stress loss is urgently needed to be designed and produced so as to meet the actual use requirement.
Disclosure of Invention
The invention aims to provide a method for controlling double compensation of stratum and stress loss of a shield tunnel, which aims to solve the problems in the background technology.
The technical scheme is as follows: the method for controlling double compensation of the stratum and the stress loss of the shield tunnel comprises shield segments and grouting bags with grouting pipes, wherein the shield segments are arranged in a shield tunnel clearance ring shape, the shield segments are all located in the stratum, the grouting bags are laid on one sides, away from shield tunnel clearances, of the shield segments, a protective layer is laid between the grouting bags and the stratum, the protective layer is provided with grouting holes for the grouting pipes to penetrate through, control valves are mounted on the grouting pipes, and a plurality of synchronous grouting layers and secondary grouting layers are formed in the grouting bags through grouting.
A method for controlling double compensation of shield tunnel stratum and stress loss comprises the following steps:
s1, selecting a proper type of the shield machine according to factors such as tunnel geological conditions, engineering requirements, economic requirements, ground construction site size and the like;
s2, determining the form and the assembly mode of the shield segment according to the type of the shield machine, and performing factory prefabrication, wherein the grouting bag can be laid on the back of the shield segment in the manufacturing process, and can also be separately grooved and embedded on the back of the shield segment;
after the grouting bag is laid, a thin steel plate or a high-molecular wear-resistant material layer and the like are laid to serve as protective layers, so that the grouting bag is prevented from being scratched in the subsequent transportation and assembly processes;
s3, excavating and excavating by using a shield tunneling machine, and assembling shield segments;
s4, after the shield segment is separated from the tail of the shield machine, synchronously injecting grout into the grouting bag according to the sequence of 'first two sides then up and down' to form a synchronous grouting layer, injecting non-quick-setting grout with low water cement ratio, small shrinkage and micro-expansion, ensuring that the shield segment does not float upwards, and keeping the shield segment circular as far as possible;
the grouting pressure of each grouting bag is synchronously monitored through a control valve during grouting, the original rock stress is obtained through field actual measurement or numerical simulation, the original rock stress is set as an initial grouting pressure value, the deformation condition of the earth surface or surrounding buildings is monitored, and the grouting pressure of each grouting bag is dynamically adjusted;
after micro-shrinkage deformation of injected grout of S5 and S4, injecting grout into the grouting bag through the grouting holes to form a secondary grouting layer, filling cavities generated by shrinkage of the grout, and simultaneously carrying out secondary adjustment on deformation of the earth surface or surrounding buildings and stress states of shield segments;
and S6, the shield tunneling machine continues to tunnel forwards, and the steps from S3 to S5 are repeated.
The invention has the technical effects and advantages that: according to the method for controlling the double compensation of the stratum and the stress loss of the shield tunnel, the diffusion of the slurry is effectively controlled by laying the grouting bag, so that the problems that rock and soil mass cannot bear high pressure, split under high pressure, overflow of the slurry and the like caused by irregular diffusion of the slurry in the implementation scheme of the prior art are solved; by arranging the independent control valve and the grouting bag for each shield segment, the accurate control of grouting pressure is realized, so that the compensation stress is accurately controlled, the grouting pressure acts on the stratum, and the surrounding rock pressure and the stratum deformation can be finely adjusted; the segmented control of grouting pressure is realized by arranging an independent control valve and a grouting bag for each shield segment, and the grouting pressure acts on the shield segments to ensure that the shield segments are in a small eccentric compression state or even an axial compression state, so that the compression resistance of concrete is exerted as much as possible, and the shield segments are prevented from being pulled; the method of 'preferentially arranging two-side grouting bags and arranging upper and lower grouting bags according to needs' is adopted for the shield tunnel, the grouting bags preferentially laid on two sides can increase the frictional resistance to the up-and-down movement of shield segments, play a role in 'clamping' the shield segments, can cut off a full-ring grouting layer, cut off the upper and lower hydraulic connection, reduce the buoyancy of slurry, avoid the invasion of lining into building limits caused by the upward floating of the shield segments in the construction process, and in addition, the preferential grouting on two sides is favorable for the shield segments to keep circular under a self-weight stress field. The method for controlling the double compensation of the stratum and the stress loss of the shield tunnel can effectively control the diffusion of the slurry, and improves the stability of the shield segment.
Drawings
FIG. 1 is a schematic structural view of the present invention;
FIG. 2 is an enlarged view of the structure at A in FIG. 1 according to the present invention;
FIG. 3 is a schematic view of a grouting bag laid on the back of a shield segment according to the present invention;
FIG. 4 is a cross-sectional view of a grouting bag laid on the back of a shield segment according to the present invention;
FIG. 5 is a schematic view of a shield segment slotting embedment grouting bag of the present invention;
fig. 6 is a cross-sectional view of a shield segment grooving embedment grouting pocket of the present invention.
In the figure: the device comprises a stratum 1, shield pipe pieces 2, shield tunnel clearance 3, grouting holes 4, synchronous grouting layers 5, secondary grouting layers 6, grouting bags 7, grouting pressure 8, control valves 9 and protective layers 10.
Detailed Description
In the following description, numerous specific details are set forth in order to provide a more thorough understanding of the present invention. It will be apparent, however, to one skilled in the art, that the present invention may be practiced without one or more of these specific details. In other instances, well-known features have not been described in order to avoid obscuring the invention.
In order to effectively compensate the stratum and the stress loss of the shield tunnel, as shown in fig. 1, fig. 2, fig. 3, fig. 4, fig. 5 and fig. 6, a plurality of shield segments 2 are annularly arranged along a shield tunnel clearance 3, a plurality of shield segments 2 are all positioned in the stratum 1, grouting bags 7 are laid on one sides of the plurality of shield segments 2 away from the shield tunnel clearance 3, thin steel plates or high-molecular wear-resistant material layers and the like are laid between the plurality of grouting bags 7 and the stratum 1 to serve as protective layers 10, grouting holes 4 for grouting pipes to pass through are formed on one sides of the plurality of shield segments 2 away from the protective layers 10, control valves 9 are mounted on the plurality of grouting pipes, synchronous grouting layers 5 and secondary grouting layers 6 are formed in the plurality of grouting bags 7 through grouting, and the grouting bags 7 are laid to effectively control the diffusion of grouting liquid, the problems that rock and soil mass cannot bear high pressure, split under high pressure, slurry overflow and the like caused by irregular diffusion of slurry in the prior art are solved; by arranging the independent control valve 9 and the grouting bag 7 on each shield segment 2, the accurate control of grouting pressure is realized, so that the compensation stress is accurately controlled, the grouting pressure acts on the stratum 1, and the surrounding rock pressure and the deformation of the stratum 1 can be finely adjusted; the sectional control of the grouting pressure 8 is realized by arranging an independent control valve 9 and a grouting bag 7 for each shield segment 2, and the grouting pressure 8 acts on the shield segment 2, so that the shield segment 2 is in a small eccentric compression state or even an axis compression state, the compression resistance of concrete is exerted as much as possible, and the shield segment 2 is prevented from being pulled; adopt the method of "prior arrangement both sides slip casting bag 7 to the shield tunnel, arrange upper and lower slip casting bag 7 as required after, the slip casting bag 7 is laid to both sides preferentially can increase the frictional resistance that reciprocates to shield section of jurisdiction 2, play the effect of" holding "to shield section of jurisdiction 2, can cut off the full ring injected layer again, upper and lower hydraulic connection is cut off, reduce the buoyancy of thick liquid, the lining invasion building limit that leads to of shield section of jurisdiction 2 come-up in the work progress has been avoided, in addition, the prior slip casting in both sides is favorable to shield section of jurisdiction 2 to keep circularly under the dead weight stress field.
The method for controlling the double compensation of the stratum and the stress loss of the shield tunnel comprises the following steps:
s1, selecting a proper type of the shield machine according to factors such as tunnel geological conditions, engineering requirements, economic requirements, ground construction site size and the like;
s2, determining the form and the assembly mode of the shield segment 2 according to the type of the shield machine, and performing factory prefabrication, wherein the grouting bag 7 can be laid on the back of the shield segment 2 in the manufacturing process, and can also be separately grooved and embedded on the back of the shield segment 2;
after the grouting bag 7 is laid, a thin steel plate or a high-molecular wear-resistant material and the like are laid as a protective layer 10 to prevent the grouting bag 7 from being scratched in the subsequent transportation and assembly processes;
s3, excavating and excavating by using a shield machine, and assembling shield segments 2;
s4, after the shield segment 2 is separated from the tail of the shield machine, synchronously injecting grout into the grouting bag 7 according to the sequence of 'first two sides then up and down' to form a synchronous grouting layer 5, and injecting non-quick-setting grout with low water-cement ratio, small shrinkage and micro-expansion to ensure that the shield segment 2 does not float upwards and keep the shield segment 2 circular as much as possible;
during grouting, the grouting pressure 8 of each grouting bag 7 is synchronously monitored through a control valve 9, the original rock stress is obtained through a field actual measurement or numerical simulation mode, the original rock stress is set as a grouting pressure initial value, meanwhile, the deformation condition of the earth surface or surrounding buildings is monitored, and the grouting pressure 8 of each grouting bag 7 is dynamically adjusted;
after the injected slurry of S5 and S4 is subjected to micro shrinkage deformation, slurry is injected into the grouting bag 7 through the grouting hole 4 to form a secondary grouting layer 6, a cavity generated by slurry shrinkage is filled, and secondary adjustment is performed on deformation of the ground surface or surrounding buildings and the stress state of the shield segment 2;
and S6, the shield tunneling machine continues to tunnel forwards, and the steps from S3 to S5 are repeated.
Finally, it should be noted that: the foregoing is merely a preferred embodiment of the present invention and is not intended to limit the present invention.
Claims (2)
1. The method for controlling double compensation of stratum and stress loss of the shield tunnel comprises a shield segment (2) and a grouting bag (7) with a grouting pipe, and is characterized in that: a plurality of shield constructs section of jurisdiction (2) and all lies in stratum (1), a plurality of along shield tunnel headroom (3) annular setting, a plurality of shield constructs section of jurisdiction (2) one side of keeping away from shield tunnel headroom (3) in shield constructs section of jurisdiction (2) has all laid slip casting bag (7), a plurality of protective layer (10) have been laid between slip casting bag (7) and stratum (1), a plurality of slip casting hole (4) that supply the slip casting pipe to pass are all seted up to one side that protective layer (10) were kept away from in shield constructs section of jurisdiction (2), all install control flap (9), a plurality of on the slip casting pipe all be formed with synchronous slip casting layer (5) and secondary slip casting layer (6) through the slip casting in slip casting bag (7).
2. The method for controlling dual compensation of shield tunnel formation and stress loss according to claim 1, wherein: the method comprises the following steps:
s1, selecting a proper type of the shield machine according to factors such as tunnel geological conditions, engineering requirements, economic requirements, ground construction site size and the like;
s2, determining the form and the assembling mode of the shield segment (2) according to the type of the shield machine, and performing factory prefabrication, wherein the grouting bag (7) can be laid on the back of the shield segment (2) in the manufacturing process, and can be independently grooved and embedded in the back of the shield segment (2);
after the grouting bag (7) is laid, a thin steel plate or a high-molecular wear-resistant material layer needs to be laid as a protective layer (10), so that the grouting bag (7) is prevented from being scratched in the subsequent transportation and assembly processes;
s3, excavating and excavating the shield machine, and assembling shield segments (2);
s4, after the shield segment (2) is separated from the tail of the shield machine, synchronously injecting grout into a grouting bag (7) according to the sequence of 'first two sides then up and down' to form a synchronous grouting layer (5), injecting non-quick-setting grout with low water-cement ratio, small shrinkage and micro-expansion to ensure that the shield segment (2) does not float upwards, and keeping the shield segment (2) circular as far as possible;
the grouting pressure (8) of each grouting bag (7) is synchronously monitored through a control valve (9) during grouting, the original rock stress is obtained through field actual measurement or numerical simulation, the original rock stress is set as an initial grouting pressure value, the deformation condition of the earth surface or surrounding buildings is monitored, and the grouting pressure (8) of each grouting bag (7) is dynamically adjusted;
after micro-shrinkage deformation of injected grout of S5 and S4 occurs, injecting grout into the grouting bag (7) through the grouting holes (4) to form a secondary grouting layer (6), filling a cavity generated by shrinkage of the grout, and simultaneously performing secondary adjustment on deformation of the earth surface or surrounding buildings and the stress state of the shield segment (2);
and S6, the shield tunneling machine continues to tunnel forwards, and the steps from S3 to S5 are repeated.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210348461.2A CN114776323B (en) | 2022-04-01 | 2022-04-01 | Method for controlling double compensation of stratum and stress loss of shield tunnel |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210348461.2A CN114776323B (en) | 2022-04-01 | 2022-04-01 | Method for controlling double compensation of stratum and stress loss of shield tunnel |
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| CN114776323A true CN114776323A (en) | 2022-07-22 |
| CN114776323B CN114776323B (en) | 2023-04-11 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114991810A (en) * | 2022-08-03 | 2022-09-02 | 山东建筑大学 | Composite supporting structure and construction method of wall rear mould bag grouting and high-strength support |
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| CN114991810B (en) * | 2022-08-03 | 2022-11-22 | 山东建筑大学 | Composite supporting structure and construction method of wall rear mould bag grouting and high-strength support |
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| Publication number | Publication date |
|---|---|
| CN114776323B (en) | 2023-04-11 |
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