CN112031824A - Method for reinforcing shield tunnel base - Google Patents
Method for reinforcing shield tunnel base Download PDFInfo
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- CN112031824A CN112031824A CN202010850773.4A CN202010850773A CN112031824A CN 112031824 A CN112031824 A CN 112031824A CN 202010850773 A CN202010850773 A CN 202010850773A CN 112031824 A CN112031824 A CN 112031824A
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 55
- 238000000034 method Methods 0.000 title claims abstract description 41
- 238000005553 drilling Methods 0.000 claims abstract description 87
- 230000002787 reinforcement Effects 0.000 claims abstract description 31
- 238000010276 construction Methods 0.000 claims abstract description 23
- 239000000758 substrate Substances 0.000 claims abstract description 23
- 238000005516 engineering process Methods 0.000 claims abstract description 12
- 239000002002 slurry Substances 0.000 claims description 15
- 239000004568 cement Substances 0.000 claims description 9
- 238000007789 sealing Methods 0.000 claims description 7
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 5
- 230000000694 effects Effects 0.000 abstract description 7
- 238000005067 remediation Methods 0.000 abstract description 5
- 239000002689 soil Substances 0.000 description 4
- 239000011398 Portland cement Substances 0.000 description 2
- 239000000654 additive Substances 0.000 description 2
- 238000006467 substitution reaction Methods 0.000 description 2
- 241000405070 Percophidae Species 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000002131 composite material Substances 0.000 description 1
- 230000008094 contradictory effect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000000835 fiber Substances 0.000 description 1
- 238000005755 formation reaction Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 235000019353 potassium silicate Nutrition 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 1
- 230000001360 synchronised effect Effects 0.000 description 1
- 230000008685 targeting Effects 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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 OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B47/00—Survey of boreholes or wells
- E21B47/02—Determining slope or direction
- E21B47/024—Determining slope or direction of devices in the borehole
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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
- E21B7/04—Directional drilling
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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
- E21B7/04—Directional drilling
- E21B7/10—Correction of deflected boreholes
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Geology (AREA)
- Life Sciences & Earth Sciences (AREA)
- Physics & Mathematics (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Environmental & Geological Engineering (AREA)
- Fluid Mechanics (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Geophysics (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides a method for reinforcing a shield tunnel substrate, which comprises the following steps: determining a drilling position on the ground according to a reinforcing area of the shield tunnel; according to a design curve of a drilling hole, a straight hole section, an inclined hole section and a horizontal hole section are formed in sequence from the drilling position by utilizing a directional drilling technology, and the tail end of the inclined hole section extends to the edge of a reinforcing area of the shield tunnel; and grouting and reinforcing the horizontal hole section by using a grouting pipe. The reinforcing method does not need to enter the construction in the hole, does not interfere the normal running of the train, and has simple and convenient construction and high efficiency; compared with the conventional reinforcement by grouting outside the tunnel, the method can realize the targeted remediation of the shield tunnel substrate and has better reinforcement effect.
Description
Technical Field
The invention relates to the technical field of tunnel substrate reinforcement, in particular to a method for reinforcing a shield tunnel substrate.
Background
In the shield tunnel construction process of the weak stratum, the weak stratum is usually reinforced by adopting modes of synchronous grouting, secondary grouting and the like so as to ensure that the tunnel does not generate uneven settlement. However, with the increase of the operating age of the tunnel, the tunnel settlement can be continuously increased due to the influences of factors such as regional ground settlement, longitudinal unevenness of soil layers, excavation of foundation pits around the tunnel, tunnel leakage, train load and the like, and then the normal operation of the tunnel can be influenced; serious uneven settlement can even directly cause the deformation of the tunnel structure, causing safety problems. This phenomenon is particularly pronounced in aquifer or other weak formations. At present, the problem of uneven settlement is generally solved by means of grouting reinforcement of a substrate in a hole, linear adjustment or reinforcement of an inclined substrate outside the hole and the like. However, due to the influence of factors such as operating conditions, part of the shield tunnels cannot enter the tunnels or can enter the tunnels under the limiting conditions to carry out reinforcement operation, so that the construction difficulty is high and the efficiency is low; and the external oblique grouting can not accurately reinforce the tunnel base, so that the reinforcing range and effect are limited.
Disclosure of Invention
The invention provides a method for reinforcing a shield tunnel base, which aims to solve the technical problems that a shield tunnel cannot enter the interior of the shield tunnel or enter the interior of the shield tunnel under a limited condition and the reinforcing position of the oblique grouting outside the shield tunnel is inaccurate in the prior art.
In order to achieve the purpose, the technical scheme of the invention is realized as follows:
the invention provides a method for reinforcing a shield tunnel substrate, which comprises the following steps: determining a drilling position on the ground according to a reinforcing area of the shield tunnel; according to a design curve of a drilled hole, utilizing a directional drilling technology to construct from the drilling position downwards to form a straight hole section, an inclined hole section and a horizontal hole section in sequence, wherein the tail end of the inclined hole section extends to the edge of a reinforcing area of the shield tunnel; and grouting and reinforcing the horizontal hole section by using a grouting pipe.
Further, in the step of drilling by using the directional drilling technology, the position information of the drill bit is acquired by using an inclinometer installed on the drill bit, the position information is compared with a design curve of the drill hole, and the position of the drill bit is corrected according to a comparison result.
Further, in the step of constructing the inclined hole section, when the drill bit drills 8-10 cm, the position information of the drill bit is collected by the inclinometer; and/or in the step of constructing the horizontal hole section, acquiring the position information of the drill bit by using the inclinometer every time the drill bit drills 18-20 cm.
Further, in the step of drilling by using the directional drilling technology, the rotating speed of the drill bit is adjusted to 0 and mud is adopted to protect the hole wall in the process of constructing the inclined hole section; the jacking distance of the drill bit is controlled to be 0.3-0.6 m each time.
Further, in the step of determining a drilling position on the ground according to a reinforced area of the shield tunnel, the drilling position is disposed outside a projection area of the reinforced area on the ground.
Further, a plurality of drilling positions are arranged at intervals outside the ground projection area in the reinforcing area.
Further, the deviation of the actual drilling position from the designed drilling position is Δ d, wherein Δ d is greater than 0 ≦ 10 cm.
Further, in the step of performing grouting reinforcement on the horizontal hole section by using the grouting pipe, the hole opening of the drilled hole is sealed after the grouting pipe is installed, and the hole sealing depth is greater than or equal to 2 m.
Further, in the step of performing grouting reinforcement on the horizontal hole section by using the grouting pipe, the water-cement ratio of the slurry used for grouting is 0.6-0.8.
According to the method for reinforcing the shield tunnel base, the directional drilling technology is utilized to drill holes at the drilling positions on the ground, and the L-shaped grouting channel is formed through the sequential construction of the straight hole section, the inclined hole section and the horizontal hole section, so that grouting reinforcement is performed on the weak section of the shield tunnel base needing to be reinforced. The method for reinforcing the shield tunnel base does not need to enter the tunnel for construction, does not interfere with the normal operation of a train, and is simple and convenient in construction and high in efficiency; compared with the conventional reinforcement by grouting outside the tunnel, the method can realize the targeted remediation of the shield tunnel substrate and has better reinforcement effect.
Drawings
Fig. 1 is a flowchart of a method for reinforcing a shield tunnel substrate according to an embodiment of the present invention;
fig. 2 is a schematic structural diagram of a shield tunnel substrate reinforcing structure provided in an embodiment of the present invention.
Description of reference numerals:
1. a straight hole section; 2. a slant hole section; 3. a horizontal bore section; 4. and reinforcing the area.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments. In the description of the present invention, the relevant orientation or positional relationship is based on the orientation or positional relationship shown in fig. 2, where "up" and "down" refer to the up-down direction of fig. 2. It is to be understood that such directional terms are merely used to facilitate describing the invention and to simplify the description, and are not intended to indicate or imply that the device or element so referred to must be constructed and operated in a particular orientation and therefore should not be considered as limiting the invention.
Referring to fig. 1, an embodiment of the present application provides a method for reinforcing a shield tunnel substrate, including the following steps: s1, determining the drilling position on the ground according to the reinforced area 4 of the shield tunnel; s2, according to a design curve of a drilling hole, a straight hole section 1, an inclined hole section 2 and a horizontal hole section 3 are formed in sequence from the drilling hole position by utilizing a directional drilling technology, and the tail end of the inclined hole section 2 extends to the edge of a reinforcing area 4 of the shield tunnel; and S3, grouting and reinforcing the horizontal hole section 3 by using a grouting pipe.
At present, the reinforcement of the soft section of the shield tunnel base generally adopts the modes of grouting reinforcement of the base in a tunnel, linear adjustment or reinforcement of the base inclined to the outside of the tunnel, and the like, but is influenced by factors such as operating conditions, and the like, part of the shield tunnel can not enter the tunnel or can enter the tunnel under the limiting conditions to carry out reinforcement operation, the construction difficulty is large, and the efficiency is low; and the external oblique grouting can not accurately reinforce the tunnel base, so that the reinforcing range and effect are limited. Aiming at the technical problems that the shield tunnel cannot enter the interior of the shield tunnel or is limited to enter the interior of the shield tunnel and the oblique grouting reinforcement position outside the shield tunnel is inaccurate, the embodiment of the application provides the reinforcement method capable of performing targeted remediation on the shield tunnel base, and the reinforcement method is suitable for tunnel reinforcement of subways, railways, highways and the like.
In the embodiment of the application, the drilling position is determined according to the area position needing to be reinforced of the shield tunnel, a drilling curve is designed, the directional drilling technology is used for drilling at the drilling position on the ground, the straight hole section 1, the inclined hole section 2 and the horizontal hole section 3 are constructed in sequence along the designed drilling curve, and the L-shaped grouting channel is formed, so that grouting reinforcement is conducted on the soft section of the shield tunnel substrate needing to be reinforced conveniently. According to the method for reinforcing the shield tunnel base, construction does not need to enter a tunnel, normal operation of a train is not interfered, and the method is simple and convenient to construct and high in efficiency; compared with the conventional reinforcement by grouting outside the tunnel, the method can realize the targeted remediation of the shield tunnel substrate and has better reinforcement effect.
It should be understood that, referring to fig. 2, the straight hole section 1 refers to a section of a hole extending downward from a drilling position on the ground, and the inclined hole section 2 is a section of a hole which is transited from the straight hole section 1 to the horizontal hole section 3 at the reinforcing area 4 of the shield tunnel base. The tail end of the straight hole section 1 extends to one side of a shield tunnel substrate reinforcing area 4, the starting end of the inclined hole section 2 is connected with the tail end of the straight hole section 1, the tail end of the inclined hole section 2 extends to the edge of the shield tunnel substrate reinforcing area 4, and the horizontal hole section 3 extends horizontally along the reinforcing area 4; according to on-the-spot actual conditions, inclined hole section 2 and horizontal hole section 3 all can be under construction a plurality ofly, and a plurality of inclined hole section 2 are by the terminal branch of straight hole section 1, and a plurality of horizontal hole section 3 are by the terminal branch of inclined hole section 2. The straight hole section 1, the inclined hole section 2 and the horizontal hole section 3 are sequentially connected end to form an L-shaped grouting channel, and compared with conventional external direct inclined grouting, the grouting reinforcement range is increased, and the grouting targeting effect is improved.
In some embodiments, in the step of drilling by using the directional drilling technology, the position information of the drill bit is acquired by using an inclinometer installed on the drill bit, the position information is compared with a design curve of the drilled hole, and the position of the drill bit is corrected according to the comparison result. That is to say, in the step of drilling construction of the straight hole section 1, the inclined hole section 2 and the horizontal hole section 3 by using the directional drilling technology, the inclinometer can monitor the position of the drill bit in real time and send the position information of the drill bit to the ground receiver, the ground receiver compares the information with the design curve of the drilled hole and wirelessly transmits the comparison result to the receiver of the drilling machine, and an operator controls the drilling machine to continue drilling according to the correct track according to the signal feedback of the result, so that the deviation correction of the position of the drill bit is realized. Specifically, in the step of constructing the inclined hole section 2, when the drill bit drills 8 cm-10 cm, the position information of the drill bit is collected by using an inclinometer. In the step of constructing the horizontal hole section 3, when the drill drills 18 cm-20 cm, the position information of the drill is collected by using an inclinometer. If the deviation track is found, deviation correction is carried out by adjusting the direction of the inclined plane of the drill bit. The correction can not be completed at one time, and the final correction purpose can be achieved by dividing into several times.
In some embodiments, in the step of drilling with the directional drilling technique, the rotational speed of the drill bit is adjusted to 0 and the wall of the hole is protected with mud during the construction of the slant hole section 2; the jacking distance of the drill bit is controlled to be 0.3-0.6 m each time. In the process of constructing the inclined hole section 2 by using the directional drilling technology, the incident angle of a drill rod and the direction of the inclined surface of the drill bit need to be controlled, the drill bit is slowly fed without rotating, so that hole collapse of the inclined hole section 2 is prevented, and the drill bit can be better drilled according to the designed curve of the inclined hole section 2. Specifically, when the inclined hole section 2 is constructed, the distance of each jacking of the drill bit is controlled to be about 0.5m, so that the curve of the inclined hole section 2 is gradually reduced.
In some embodiments, the step of determining the drilling location at the surface from the reinforced area 4 of the shield tunnel is performed outside a projected area of the reinforced area 4 at the surface. It can be understood that, in the embodiment of the present application, during the drilling construction, the inclined hole section 2 is transitionally arranged between the straight hole section 1 and the horizontal hole section 3, so that the distance between the straight hole section 1 and the reinforcement area 4 is greater than that between the end of the inclined hole section 2 and the end of the straight hole section 1. The tail end of the inclined hole section 2 extends to the edge of the shield tunnel reinforcing area 4, and the straight hole section 1 needs to be arranged outside the ground projection area of the reinforcing area 4. Further, a plurality of drilling locations are arranged at intervals outside the ground projection area in the reinforcement area 4. In order to enhance the reinforcing effect of the substrate, a plurality of drilling positions may be provided on the ground for drilling, and the drilling positions may be provided on the peripheral side of the ground projection area of the reinforcing area 4. And a plurality of drilling positions are arranged at intervals.
Further, the deviation between the actual drilling position and the designed drilling position is Δ d, wherein Δ d is greater than 0 and less than or equal to 10 cm. It can be understood that in the process of drilling construction, the actual drilling position can be adjusted due to objective reasons such as avoiding pipelines, and the deviation of the drilling position is required to be not more than 10 cm.
In some embodiments, in the step of performing grouting reinforcement on the horizontal hole section 3 by using the grouting pipe, the hole opening of the drilled hole is subjected to sealing treatment after the grouting pipe is installed, and the sealing depth is greater than or equal to 2 m. It will be appreciated that the orifice location is closed in order to create a closed grouting space inside the borehole for pressure to build up inside for grouting. The sealing treatment of the orifice is generally carried out by adopting cement, water glass, crude fiber and the like, and the hole sealing depth is not less than 2 m.
In some embodiments, in the step of reinforcing the horizontal hole section 3 by grouting with a grouting pipe, the water cement ratio of the grouting slurry is 0.6-0.8. Specifically, the slurry used for grouting is generally cement slurry, wherein the cement is 42.5-grade ordinary portland cement, the water used for preparing the slurry is clean and has moderate pH value, and a proper amount of additives can be added into the slurry.
The method for reinforcing the shield tunnel substrate comprises the following steps:
1. and flattening the site before construction. And selecting the drilling positions on the ground to arrange the ground hole positions according to the range of the shield tunnel to be reinforced. When the drilling position is selected, the area which is convenient for drilling on the ground can be selected so as to reduce the influence of construction on the surrounding environment. The deviation between the actual drilling position and the designed drilling position is delta d, wherein delta d is more than 0 and less than or equal to 10 cm. And after the drilling position is calibrated, moving the directional drill to the drilling position.
2. And adjusting a drill guide rod of the directional drill to vertically drill into the soil, and sequentially constructing to form a straight hole section 1, an inclined hole section 2 and a horizontal hole section 3. The tail end of the straight hole section 1 extends to one side of the reinforcing area 4 of the base of the shield tunnel, the starting end of the inclined hole section 2 is connected with the tail end of the straight hole section 1, the tail end of the inclined hole section 2 extends to the edge of the reinforcing area 4 of the shield tunnel, and the horizontal hole section 3 extends horizontally along the reinforcing area 4. According to on-the-spot actual conditions, inclined hole section 2 and horizontal hole section 3 all can be under construction a plurality ofly, and a plurality of inclined hole section 2 are by the terminal branch of straight hole section 1, and a plurality of horizontal hole section 3 are by the terminal branch of inclined hole section 2.
When the straight hole section 1 is constructed, the drilling machine can feed and rotate the drill bit quickly. When the inclined hole section 2 is constructed, a slurry retaining wall is needed during drilling, the incident angle of a drill rod and the direction of the inclined surface of the drill bit are controlled, and the drill bit is slowly fed without rotating. When the horizontal hole section 3 is constructed, drilling slag is not easy to return upwards, and accidents such as drill sticking, hole collapse and the like are easy to form; in order to avoid the accidents, a mud retaining wall can be adopted when the drilling machine drills, and mud needs to be circulated while the rotary drill bit is changed during the tripping and the lowering; and preparing the mud with different gravities and viscosities according to geological conditions and construction parameters.
In the whole construction process, the drilling speed of the drilling machine is not suitable to be too high, and the feeding force is reasonably adjusted according to the stratum conditions. Determining the drilling speed according to the soil layer type, wherein the drilling speed in the sand loosening layer is not more than 3 m/min; the drilling speed in the hard soil layer is based on the condition that the drilling machine does not jump. When the inclined hole section 2 is constructed, the jacking distance of the drill bit is controlled to be 0.5m each time, so that the curve of the inclined hole section 2 is changed slowly.
In order to ensure the smooth drilling of the drill bit and the accuracy of the drilling position, a wireless inclinometer is installed in the drill bit, signals are transmitted by means of slurry, the using apex angle is large (0-90 degrees), and the directional drilling and the composite drilling can be frequently switched during the drilling; meanwhile, due to the adoption of a wireless transmission mode, the inclinometer does not need to be lifted up when the ruler is added, and the drilling efficiency is higher.
The wireless inclinometer is provided with a transmitter which transmits the measured drill bit position information to a ground receiver, wherein the information comprises parameters such as the depth of the drill bit, the facing angle of the duckbill plate, the top angle of a drilled hole, the temperature of the drill bit, the condition of a battery and the like. The ground receiver should also have a transmitting function, which wirelessly transmits the received drill bit position information to the drill receiver, and the operator operates the drill according to the information received by the drill receiver, so that the drill can drill according to the correct track. During the construction process, the operator compares the measured position information of the drill bit with the design curve of the drilled hole to judge the deviation between the position of the drill bit and the design curve and adjust the deviation at any time. When the inclined hole section 2 is constructed, the position of the drill bit is detected every time the drill bit drills 10 cm; when the horizontal hole section 3 is constructed, the position of the drill bit is detected every time the drill bit drills 20 cm. If the deviation is found to be the established track of the designed curve, the deviation is corrected by adjusting the direction of the inclined plane of the drill bit. Deviation correction is generally done in several drill pipes.
3. And after the drilling construction is finished, installing a PE pipe in the hole for grouting reinforcement. And after the PE pipe is installed, the position of the hole is closed, so that a closed grouting space is formed in the drilled hole. The hole sealing depth is not less than 2 m.
The slurry used for grouting can be prepared in advance, and the ratio of the slurry to the water cement is 0.6-0.8. The slurry used for grouting is generally cement slurry, wherein the cement is 42.5-grade ordinary portland cement, the water used for preparing the slurry is clean and has moderate pH value, and a proper amount of additives can be added into the slurry. The grouting pressure and the grouting speed are determined in principle according to field process tests, and are timely adjusted according to the deformation condition of the tunnel and the grouting amount in the grouting process.
According to the method for reinforcing the shield tunnel base, construction does not need to enter a tunnel, normal operation of a train is not interfered, and the method is simple and convenient to construct and high in efficiency; compared with the conventional reinforcement by grouting outside the tunnel, the method can realize the targeted remediation of the shield tunnel substrate and has better reinforcement effect.
The above description is only an embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily conceive of changes or substitutions within the technical scope of the present invention, and all such changes or substitutions are included in the scope of the present invention. Moreover, the technical solutions in the embodiments of the present invention may be combined with each other, but it is necessary to be able to be realized by a person skilled in the art, and when the technical solutions are contradictory or cannot be realized, the combination of the technical solutions should be considered to be absent, and is not within the protection scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the appended claims.
Claims (9)
1. A method for reinforcing a shield tunnel substrate is characterized by comprising the following steps:
determining a drilling position on the ground according to a reinforcing area of the shield tunnel;
according to a design curve of a drilled hole, utilizing a directional drilling technology to construct from the drilling position downwards to form a straight hole section, an inclined hole section and a horizontal hole section in sequence, wherein the tail end of the inclined hole section extends to the edge of a reinforcing area of the shield tunnel;
and grouting and reinforcing the horizontal hole section by using a grouting pipe.
2. The method for reinforcing the shield tunnel substrate according to claim 1, wherein in the step of drilling the hole by using the directional drilling technology, a clinometer mounted on a drill bit is used to obtain position information of the drill bit, the position information is compared with a design curve of the drilled hole, and the position of the drill bit is corrected according to the comparison result.
3. The shield tunnel substrate reinforcing method according to claim 2, wherein in the step of constructing the inclined hole section, position information of the drill bit is collected by the inclinometer every time the drill bit drills 8-10 cm; and/or
And in the step of constructing the horizontal hole section, acquiring the position information of the drill bit by using the inclinometer every time the drill bit drills 18-20 cm.
4. The shield tunnel foundation reinforcing method of claim 1, wherein in the step of drilling using the directional drilling technique, the rotation speed of the drill bit is adjusted to 0 and the wall of the hole is protected with mud during the construction of the slant hole section; the jacking distance of the drill bit is controlled to be 0.3-0.6 m each time.
5. The method of reinforcing a shield tunnel base of claim 1, wherein in the step of determining a drilling position at the ground from a reinforcing area of the shield tunnel, the drilling position is disposed outside a projected area of the reinforcing area at the ground.
6. The method of reinforcing a shield tunnel substrate according to claim 5, wherein a plurality of the drilling sites are arranged at intervals outside a ground projection area in the reinforcing area.
7. The shield tunnel substrate reinforcing method of claim 5, wherein the deviation of the actual drilling position from the designed drilling position is Δ d, where 0 < Δ d ≦ 10 cm.
8. The method for reinforcing the shield tunnel base according to any one of claims 1 to 7, wherein in the step of performing grouting reinforcement on the horizontal hole section by using a grouting pipe, the hole opening of the drilled hole is sealed after the grouting pipe is installed, and the sealing depth is greater than or equal to 2 m.
9. The method for reinforcing the foundation of the shield tunnel according to any one of claims 1 to 7, wherein in the step of performing grouting reinforcement on the horizontal hole section by using the grouting pipe, the water cement ratio of the slurry used for grouting is 0.6 to 0.8.
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| CN202010850773.4A CN112031824A (en) | 2020-08-21 | 2020-08-21 | Method for reinforcing shield tunnel base |
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| CN202010850773.4A CN112031824A (en) | 2020-08-21 | 2020-08-21 | Method for reinforcing shield tunnel base |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115075231A (en) * | 2022-08-19 | 2022-09-20 | 中铁三局集团有限公司 | Construction device and construction method for soft soil foundation reinforcement |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115075231A (en) * | 2022-08-19 | 2022-09-20 | 中铁三局集团有限公司 | Construction device and construction method for soft soil foundation reinforcement |
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