CN110284893B - Tunneling tool changing method for underwater shield tunnel under ultrahigh water pressure condition - Google Patents
Tunneling tool changing method for underwater shield tunnel under ultrahigh water pressure condition Download PDFInfo
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- CN110284893B CN110284893B CN201910529321.3A CN201910529321A CN110284893B CN 110284893 B CN110284893 B CN 110284893B CN 201910529321 A CN201910529321 A CN 201910529321A CN 110284893 B CN110284893 B CN 110284893B
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- 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
Abstract
The invention discloses a tunneling tool changing method for an underwater shield tunnel under an ultrahigh water pressure condition, which comprises the following steps: the method comprises the following steps: collecting and analyzing underwater tunnel construction condition data before shield tunneling; step two: presetting a plurality of tool changing reinforcing points; step three: actively changing the tool when a preset reinforcing point is reached; step four: analyzing data and dynamically adjusting a front tool changing reinforcing point; step five: the middle zone is passively pressed with pressure to enter the bin for tool changing; step six: the tool can be replaced by freezing in an abnormal state. The invention can realize the cutter changing operation under the condition that the underwater or submarine shield tunnel exceeds 1MPa of ultrahigh water pressure, ensures that the shield machine can efficiently and safely tunnel, has simple process, safe and reasonable structure and convenient and quick construction, greatly reduces the cutter changing time and reduces the construction risk.
Description
Technical Field
The invention belongs to the technical field of design and construction of tunnels and underground engineering, and particularly relates to a method for replacing cutters for ensuring smooth and safe excavation of a shield when a long-distance shield tunnel is constructed in a sea area and under an underwater ultrahigh water pressure condition.
Background
Cities in China are built according to water, and seaside cities and island cities develop rapidly due to the sea. But oceans and rivers also limit urban traffic development. With economic development and technical progress, more and more underwater tunnels are built, and the most applied construction method is the shield method tunnel. For the condition of large crossing water depth, the construction of the shield method underwater tunnel faces the major problems of complex construction conditions, high water pressure tool changing and the like, and the application range of the shield method underwater tunnel is directly limited.
Due to unavoidable abrasion of a long-distance underwater tunnel shield tunneling cutter, the tunneling method of crossing the river and crossing the sea under the conditions of high water pressure and long-distance tunneling is difficult to realize cutter changing operation. Currently, several common tool changing modes comprise a cabin opening normal pressure tool changing technology, a pressure cabin entering tool changing technology, a saturated gas pressure cabin entering tool changing technology, a normal pressure tool changing technology based on a tool changing device and the like. The full length of the wide deep port lion-ocean tunnel is 10.8km, wherein a shield section is 9.34km, the tunnel is a double-pipe single-line tunnel, the outer diameter of the tunnel is 10.8m, the tunnel penetrates through the lion-ocean at the entrance of the Zhujiang river, the river surface width is 6.1km, and the maximum water pressure borne by the structure is about 0.67 MPa. The overall length of the Foguan intercity lion tunnel engineering is 6.15km, the width of a water area is about 1.8km, and the depth of a deep groove is 10-15 m; the outer diameter of the shield segment is 13.1m, the excavation diameter is about 13.6m, and the maximum water pressure borne by the tunnel is about 0.78 MPa. The overall length of the weft three-path river-crossing tunnel engineering is 4.1km, and a double-pipe double-layer eight-lane design is adopted; the outer diameter of the shield segment is 14.5m, the excavation diameter is about 14.98m, and the maximum water pressure borne by the tunnel is about 0.72 MPa. The total length of the tunnel of the Sutong GIL comprehensive pipe gallery is 5.5km, the diameter of the pipe gallery is 11.6m, the tunnel mainly penetrates through a sand layer, and the maximum water pressure borne by the structure is about 0.86 MPa. According to the tunnel shield cutter changing, a saturated gas pressurized cabin-entering cutter changing technology and a normal-pressure cutter changing technology based on a cutter changing device are adopted, but the efficiency is low, the cost is high, the safety risk is large, great difficulty is met in the implementation process, and the construction period is delayed or the cost is greatly increased.
At present, when the ultra-high water pressure, namely the water pressure exceeds 1MPa (100m water head height), the practical experience of the shield under the high water pressure is not available, so that the limit of the shield tunnel implementation under the condition is caused, and the feasibility of engineering construction is directly influenced. Moreover, the saturated gas is adopted to change the tool under pressure, so that the cost is high and the work efficiency is extremely low; the cutter can not be completely replaced by the normal pressure cutter changing based on the cutter changing device, and only 35-40% of the cutters can be replaced. More importantly, in the existing shield tunnel engineering, when the situation that the cutter needs to be replaced is found according to a monitoring result in the tunneling process, the machine is stopped for cutter changing operation, the passive cutter changing operation has high safety risk, and the construction period is long. Meanwhile, the time for workers to enter the cabin to work is short when the workers are at ultrahigh water pressure, and the workers are easy to hurt after leaving the cabin.
Therefore, the working condition of the ultra-high water pressure of the underwater shield tunnel is considered, shield machinery and geological conditions are combined, in order to ensure that the construction risk of the submarine shield tunnel is controllable, the construction efficiency is improved, and the construction risk is reduced, the tunneling tool changing method for the ultra-high water pressure condition of the underwater shield tunnel is provided, wherein the tunneling tool changing method is a combination of active tool changing, preset reinforcing point, passive saturated diving under-pressure tool changing and freezing, reinforcing and escaping from the trouble under an abnormal state, the high-efficiency and safe tunneling of the shield machine in the sea area with the ultra-high water pressure is ensured, and the practicability of the.
Disclosure of Invention
Aiming at the technical problem that the traditional shield method under-pressure tool changing method cannot be applied to the ultrahigh water pressure submarine tunnel in the prior art, the invention provides the tool changing method for the underwater shield tunnel under the ultrahigh water pressure condition, which realizes the tool changing operation under the ultrahigh water pressure condition that the underwater or submarine shield tunnel exceeds 1MPa, ensures that the shield machine can efficiently and safely drive, has simple construction method process, safe and reasonable structure and convenient and quick construction, greatly reduces the tool changing time and reduces the construction risk.
In order to solve the technical problems, the invention adopts the technical scheme that: a tunneling tool changing method for an underwater shield tunnel under an ultrahigh water pressure condition comprises the following steps:
the method comprises the following steps: collecting and analyzing underwater tunnel construction condition data before shield tunneling;
step two: presetting a plurality of tool changing reinforcing points;
step three: actively changing the tool when a preset reinforcing point is reached;
step four: analyzing data and dynamically adjusting a front tool changing reinforcing point;
step five: the middle zone is passively pressed with pressure to enter the bin for tool changing;
step six: the tool can be replaced by freezing in an abnormal state.
Preferably, in the first step, the underwater tunnel construction condition data mainly comprises geology, water depth, tunnel burial depth, shield machine configuration conditions and the like; .
Preferably, in the second step, the tunneling distance of the shield tunneling machine without tool changing is predicted, and a plurality of reinforcing points are arranged at certain intervals along the longitudinal direction of the tunnel by combining the tunnel penetrating the stratum; before shield tunneling, reinforcement construction of a tool changing reinforcement point is completed in advance;
estimating the longitudinal arrangement distance of the preset reinforcing points according to a long-distance shield cutter abrasion empirical formula by combining the stratum penetrated by the shield tunnel; the formula is as follows:
S＝K×π×D×L×N÷v
wherein K is a wear coefficient and is an empirical constant; s is the allowable abrasion loss of the cutter, 20mm is taken, and the peripheral cutter is 40 mm; d is the outer diameter of the shield cutter head, and the unit is m; l is a longitudinal arrangement distance of the preset reinforcing points, and the unit is m; n is the rotation speed of the cutter head, and the unit is r/min; v is the tunneling speed, and the unit is cm/min; meanwhile, the positions and the number of the preset reinforcing points are comprehensively considered by considering characteristic points such as geological condition change positions, large water depth positions and the like of the whole tunnel;
and (3) presetting reinforcing points, and adopting freezing or grouting to reinforce on the sea surface in advance to form a reinforcing area covering the length of the shield host, and actively carrying out planned tool changing maintenance.
Preferably, in the third step, the shield starts tunneling, and when the shield machine is pushed to a preset reinforcing point position, the state of the shield machine and the abrasion condition of the cutter are actively checked, so that normal-pressure warehousing is realized, and the cutter is replaced;
recording data of shield tunneling length, cutter abrasion state, stratum crossing condition, shield tunneling parameters and the like in real time;
stopping the shield tunneling machine when the shield tunneling machine reaches a certain position of a preset reinforcing area, protecting the shield tunneling machine by grouting the shield body and the shield tail, and grouting 2-4 ring pipe pieces behind the shield tail to form a waterproof reinforcing ring and block underground water behind the shield tail;
preferably, in the fourth step, the shield tunneling related data recorded in real time is analyzed, and the shield tunneling distance without cutter replacement is predicted again by combining the geological condition in front of the tunnel;
and checking whether a preset tool changing reinforcing point in front of the tunneling needs to be added or not according to the prediction result, and timely adjusting and carrying out reinforcing point construction.
Preferably, in the fifth step, in the tunneling process except the preset reinforcing points, when abnormality occurs, such as abnormal tunneling parameters of the shield tunneling machine, and the need of entering a cabin for inspection or tool changing is displayed, passive saturated diving under pressure enters the cabin for tool changing;
the passive saturated diving under pressure is subjected to tool changing, saturated nitrogen oxygen or helium-oxygen mixed gas is adopted for entering a cabin, and the tool changing is carried out according to the relevant technical standard and safety regulation framework of the marine diving industry;
when the stratum permeability coefficient is small, a pressure reduction and drainage limiting tool changing technology of the underwater tunnel of the weak permeability stratum is adopted; the cement mortar or shield mud is adopted to fill the bin, the stratum is reinforced through the advanced grouting hole on the shield body, lower balance pressure is established on the working surface, the underground water is allowed to infiltrate into the bin and is discharged by a closed pipeline pump, and the compressed air is adopted to enter the bin for tool changing after pressure reduction.
Preferably, in the sixth step, when a risk accident that the sea shield is trapped due to the abrasion of the cutter and the like occurs, the cutter changing is performed in an abnormal state by freezing and escaping; vertically freezing and reinforcing the sea surface, horizontally freezing the advanced holes in the holes, entering the warehouse at normal pressure, excavating a repair working chamber, performing repair operation, and removing the trouble and continuing to drive after the repair is finished;
vertical freezing is implemented through a sea surface freezing operation platform, horizontal advanced freezing is implemented through an advanced hole in the lower portion of the shield machine, a repair working chamber is excavated in a freezing range, and shield emergency tool changing and cutter repairing in an abnormal state are achieved in the repair working chamber through a rotary cutter;
when the underwater tunnel is a double-line tunnel, a mode of horizontally freezing and reinforcing the adjacent tunnels to restore the normal-pressure warehouse entry is adopted.
Preferably, in the fourth, fifth and sixth steps, the preset reinforcing point active tool changing is a main solution of the tool changing of the ultrahigh water pressure underwater shield, the passive saturated diving under-pressure bin entry tool changing is assisted, the tool changing in a freezing and escaping manner in an abnormal state is started and implemented under the special risk accident, and the safe tunneling of the ultrahigh water pressure underwater shield can be ensured;
and through the combination of the three tool changing modes in the steps, the tool changing operation of the underwater shield in the tunneling process under the ultrahigh water pressure of more than 1MPa is completed.
Compared with the prior art, the invention has the beneficial effects that:
1. the invention can realize the cutter replacement of the submarine shield tunnel under the condition of the ultrahigh water pressure of more than 1.0MPa, and expands the application range of the shield tunnel;
2. the tool changing and repairing processes are mostly carried out under the normal pressure condition, the problem of high water pressure is not needed to be considered, and the construction efficiency is high;
3. the method has simple process and convenient operation, can ensure controllable shield tool changing construction risk under ultrahigh water pressure by utilizing the comprehensive mode of presetting a tool changing point, assisting tool changing under pressure in the tunneling process and freezing the tool changing support bottom in an abnormal state, and has good waterproof effect and safe and reliable tool changing repair.
Drawings
FIG. 1 is a flow chart of a tunneling tool changing method under an ultrahigh water pressure condition of an underwater shield tunnel according to the invention;
FIG. 2 is a schematic diagram of the arrangement of preset tool changing reinforcing points according to the present invention;
fig. 3 is a tool changing longitudinal sectional view of the present invention.
In the figure, 1-a shield starting well, 2-a tunnel line, 3-a preset reinforcing point, 4-shield machine protection, 5-a water-resisting reinforcing ring and 6-a cutter head.
Detailed Description
In order to make the technical solutions of the present invention better understood, the present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.
The embodiment of the invention discloses a tunneling tool changing method for an underwater shield tunnel under an ultrahigh water pressure condition, which is shown in figures 1-3, and takes a single-track tunnel of a high-speed railway as an example, wherein the outer diameter of a section of the shield method is 12.0m, and the inner diameter of the section of the shield method is 10.8m, and the method comprises the following steps of sequentially:
the method comprises the following steps: collecting and analyzing underwater tunnel construction condition data;
collecting underwater tunnel construction condition data which mainly comprises geology, water depth, tunnel burial depth and the like, and analyzing tunnel driving risk factors along the longitudinal direction of a tunnel by combining the performance of a shield machine; first consider thatThe tunnel is buried in proper stratum with depth of 4X 10 and in stratum with small permeability coefficient such as silty clay and silty sand between silty clay-9m/s; selecting a shield model and selecting an air-entrapping slurry balance shield; adopting a high-quality mud film forming technology: determining the quality and the proportion of the slurry through tests; setting reasonable tunneling support pressure: the sum of the water pressure in front of the cutter head and the active soil pressure is corrected according to tide; the measures are adopted to ensure that the shield can smoothly tunnel in a high water pressure state;
step two: presetting a plurality of tool changing reinforcing points;
the longitudinal arrangement distance of the preset reinforcing points is estimated according to a long-distance shield cutter abrasion empirical formula by analyzing construction condition data and combining a stratum penetrated by a shield tunnel as a silty clay stratum before shield tunneling; the formula is as follows:
S＝K×π×D×L×N÷v
the abrasion coefficient K is about 0.0015mm/km of silt or clay stratum, and the sand is taken for 0.007; the allowable abrasion loss of the cutter is 20mm (the peripheral cutter is 40mm), and the tunneling distance is calculated to be 14.7km in the clay stratum without changing the cutter; a sandy soil stratum is 3.2 km; combining the analysis, setting a preset reinforcement tool changing point at an average interval of 2.0km along the axis of the tunnel according to the stratum condition, and setting 10 tool changing points in the sea area;
presetting a reinforcing point, reinforcing the reinforcing point on the sea surface by freezing or grouting in advance, wherein the length of a reinforcing area along the longitudinal direction of the tunnel is 35m, the section is 5m of the outer contour of the shield, a reinforcing area covering the length of the shield host is formed, and planned tool changing maintenance is actively carried out; before shield tunneling, reinforcement construction of a tool changing reinforcement point is completed in advance;
step three: actively changing the tool when a preset reinforcing point is reached;
3.1 after the shield machine starts from a shield starting well 1, tunneling along a tunnel line 2, stopping when the shield machine reaches a preset reinforcing point 3 and completely enters a reinforcing area, simultaneously performing shield machine protection 4 on grouting of a shield body and a shield tail, grouting in a 2-4 ring pipe piece behind the shield tail to form a waterproof reinforcing ring 5, and blocking underground water behind the shield body; then, the state of the shield machine and the abrasion condition of the cutter are actively checked, the shield machine enters a bin at normal pressure, and the cutter on a cutter head 6 of the shield machine is replaced;
and (4) the shield machine resumes tunneling again after the cutter is replaced, and then the third step is repeated to sequentially pass through each preset reinforcing point 3.
3.2 recording data such as shield tunneling length, cutter abrasion state, stratum crossing condition, shield tunneling parameters and the like in real time;
step four: dynamically adjusting a front tool changing reinforcing point through data analysis;
4.1, analyzing the shield tunneling related data recorded in real time, and predicting the tunneling distance of the shield without changing the tool by combining the geological condition in front of the tunnel;
4.2, checking whether a preset tool changing reinforcing point in front of tunneling needs to be additionally arranged according to the prediction result, and timely adjusting and constructing the reinforcing point;
step five: the middle zone is passively pressed under pressure and enters the bin for tool changing;
in the tunneling process except for the preset reinforcing points 3, if the tunneling parameters of the shield tunneling machine are abnormal, the need of entering a bin for inspection or tool changing is displayed, and the passive saturated diving under pressure enters the bin to change the tools on the cutterhead 6; the passive saturated diving under-pressure tool changing is carried out by adopting saturated nitrogen oxygen or helium-oxygen mixed gas to enter a cabin according to the relevant technical standard and safety regulation framework of the marine diving industry; when the stratum permeability coefficient is small, the saturated diving operation efficiency is low and the investment is large, and the pressure reduction and drainage limiting tool changing technology of the underwater tunnel of the weak permeability stratum can be adopted; cement mortar or shield mud is adopted to fill the bin, the stratum is reinforced through an advanced grouting hole on the shield body, lower balance pressure is established on the working surface, the underground water is allowed to infiltrate into the bin and is discharged by a closed pipeline pump, and the pressure is reduced and then the compressed air is adopted to enter the bin for tool changing;
step six: freezing and escaping from the trouble for changing the cutter in an abnormal state;
freezing and escaping from the trouble for cutter changing in an abnormal state are implemented when the sea shield is in danger accidents such as being trapped due to cutter abrasion; vertical freezing is implemented through a sea surface freezing operation platform, horizontal advanced freezing is carried out through an advanced hole in the lower portion of the shield machine, finally, a repair working chamber is excavated in a freezing range, shield emergency tool changing and repair of a cutter head 6 in an abnormal state are realized in the repair working chamber through a rotary cutter head 6, and the shield machine is stranded and continues to be tunneled after repair is completed; if the underwater tunnel is a double-line tunnel, a mode of horizontally freezing and reinforcing the adjacent tunnels to repair the normal-pressure warehouse entry can be adopted;
through the combination of the three tool changing modes in the steps, the active tool changing of a preset reinforcing point is a main solution for tool changing of an ultrahigh water pressure underwater shield, the passive saturated diving under-pressure bin entry tool changing is assisted, and the tool changing in a freezing and escaping manner in an abnormal state is started under a special risk accident, so that the safe tunneling of the ultrahigh water pressure underwater shield can be ensured, and the tool changing operation of the underwater shield in the tunneling process under the ultrahigh water pressure is completed;
the structure and the construction method are suitable for a tunneling tool changing method under the condition of ultrahigh water pressure of the underwater shield tunnel; the preset reinforcing points are determined and adjusted by adopting grouting or freezing selection and specific parameters according to water pressure and stratum tests.
The present invention has been described in detail with reference to the embodiments, but the description is only illustrative of the present invention and should not be construed as limiting the scope of the present invention. The scope of the invention is defined by the claims. The technical solutions of the present invention or those skilled in the art, based on the teaching of the technical solutions of the present invention, should be considered to be within the scope of the present invention, and all equivalent changes and modifications made within the scope of the present invention or equivalent technical solutions designed to achieve the above technical effects are also within the scope of the present invention. It should be noted that for the sake of clarity, parts of the description of the invention have been omitted where there is no direct explicit connection with the scope of protection of the invention, but where components and processes are known to those skilled in the art.
Claims (5)
1. A tunneling tool changing method for an underwater shield tunnel under an ultrahigh water pressure condition is characterized in that a submarine shield tunnel is changed under the ultrahigh water pressure condition of more than 1.0MPa, and the method comprises the following steps:
the method comprises the following steps: collecting and analyzing underwater tunnel construction condition data before shield tunneling;
step two: presetting a plurality of tool changing reinforcing points, and arranging a plurality of reinforcing points at certain intervals along the longitudinal direction of the tunnel by combining the tunnel to penetrate the stratum; before shield tunneling, reinforcement construction of a tool changing reinforcement point is completed in advance;
step three: actively changing the tool when a preset reinforcing point is reached;
step four: analyzing data and dynamically adjusting a front tool changing reinforcing point;
step five: the middle zone is passively pressed with pressure to enter the bin for tool changing; in the tunneling process except for the preset reinforcing point, when abnormality occurs, a passive saturated diving belt is adopted to enter a bin under pressure for tool changing;
changing a tool under pressure in a passive saturated diving mode, and feeding saturated nitrogen-oxygen or helium-oxygen mixed gas into a bin;
when the stratum permeability coefficient is small, a pressure reduction and drainage limiting tool changing technology of the underwater tunnel of the weak permeability stratum is adopted; cement mortar or shield mud is adopted to fill the bin, the stratum is reinforced through an advanced grouting hole on the shield body, lower balance pressure is established on the working surface, the underground water is allowed to infiltrate into the bin and is discharged by a closed pipeline pump, and the pressure is reduced and then the compressed air is adopted to enter the bin for tool changing;
step six: freezing and escaping from the trouble for changing the cutter in an abnormal state; when a risk accident occurs, vertically freezing and reinforcing the sea surface, horizontally freezing the advanced holes in the tunnel, entering the cabin at normal pressure, excavating a repair working chamber, performing repair operation, and removing the trouble and continuing to dig after the repair is finished;
vertical freezing is implemented through a sea surface freezing operation platform, horizontal advanced freezing is implemented through an advanced hole in the lower portion of the shield machine, a repair working chamber is excavated in a freezing range, and shield emergency tool changing and cutter repairing in an abnormal state are achieved in the repair working chamber through a rotary cutter;
when the underwater tunnel is a double-line tunnel, a mode of horizontally freezing and reinforcing the adjacent tunnels to restore the normal-pressure warehouse entry is adopted.
2. The method for tunneling and tool changing under the ultrahigh water pressure condition of the underwater shield tunnel according to claim 1, wherein in the first step, the underwater tunnel construction condition data comprises geology, water depth, tunnel burial depth and shield machine configuration conditions.
3. The method for tunneling and tool changing under the ultrahigh water pressure condition of the underwater shield tunnel according to claim 1, wherein in the second step, the tunneling distance of the shield machine without tool changing is predicted, and a plurality of reinforcing points are arranged at certain intervals along the longitudinal direction of the tunnel in combination with the tunnel penetrating through the stratum; before shield tunneling, reinforcement construction of a tool changing reinforcement point is completed in advance;
estimating the longitudinal arrangement distance of the preset reinforcing points according to a long-distance shield cutter abrasion empirical formula by combining the stratum penetrated by the shield tunnel; the formula is as follows:
S＝K×π×D×L×N÷v
wherein K is a wear coefficient and is an empirical constant; s is the allowable abrasion loss of the cutter, and is 20 mm; d is the outer diameter of the shield cutter head, and the unit is m; l is a longitudinal arrangement distance of the preset reinforcing points, and the unit is m; n is the rotation speed of the cutter head, and the unit is r/min; v is the tunneling speed, and the unit is cm/min;
and (3) presetting reinforcing points, and adopting freezing or grouting to reinforce on the sea surface in advance to form a reinforcing area covering the length of the shield host, and actively carrying out planned tool changing maintenance.
4. The method for tunneling and tool changing under the ultrahigh water pressure condition of the underwater shield tunnel according to claim 1, characterized in that in the third step, the shield starts tunneling, and the state of the shield machine and the abrasion condition of the tool are actively checked when the shield machine is pushed to a preset reinforcing point position, so that normal-pressure warehousing is realized and the tool is replaced;
recording data of shield tunneling length, cutter abrasion state, stratum crossing condition and shield tunneling machine tunneling parameters in real time;
and stopping the shield tunneling machine when the shield tunneling machine reaches a certain position of a preset reinforcing area, protecting the shield tunneling machine by grouting the shield body and the shield tail, and grouting 2-4 ring pipe pieces behind the shield tail to form a waterproof reinforcing ring and block underground water behind the shield tail.
5. The method for tunneling and tool changing under the ultrahigh water pressure condition of the underwater shield tunnel according to claim 1, characterized in that in the fourth step, shield tunneling related data recorded in real time are analyzed, and the tunneling distance of the shield without tool changing is predicted again by combining with the geological condition in front of the tunnel;
and checking whether a preset tool changing reinforcing point in front of the tunneling needs to be added or not according to the prediction result, and timely adjusting and carrying out reinforcing point construction.
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| CN111058894A (en) * | 2019-10-25 | 2020-04-24 | 中铁隧道局集团有限公司 | Underwater tunnel shield drainage pressure reduction warehouse entry operation method |
| CN111997639B (en) * | 2020-08-22 | 2022-03-18 | 中铁隧道局集团有限公司 | Method for getting rid of trouble and reinforcing and improving geology of TBM construction tunnel bad geology section card machine |
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| JP2004108094A (en) * | 2002-09-20 | 2004-04-08 | Daiho Constr Co Ltd | Shield tunnel and shield excavator |
| JP4392307B2 (en) * | 2004-08-31 | 2009-12-24 | 日本海洋掘削株式会社 | Underground pipeline installation method |
| CN108425682A (en) * | 2018-03-13 | 2018-08-21 | 中铁建大桥工程局集团第二工程有限公司 | A kind of shield tool changing ground-connecting-wall ruggedized construction and reinforced construction method |
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| JP2004108094A (en) * | 2002-09-20 | 2004-04-08 | Daiho Constr Co Ltd | Shield tunnel and shield excavator |
| JP4392307B2 (en) * | 2004-08-31 | 2009-12-24 | 日本海洋掘削株式会社 | Underground pipeline installation method |
| CN108425682A (en) * | 2018-03-13 | 2018-08-21 | 中铁建大桥工程局集团第二工程有限公司 | A kind of shield tool changing ground-connecting-wall ruggedized construction and reinforced construction method |
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