CN113818906B - Electric chemical grouting reinforcement system and method based on long-term deformation control of tunnel - Google Patents
Electric chemical grouting reinforcement system and method based on long-term deformation control of tunnel Download PDFInfo
- Publication number
- CN113818906B CN113818906B CN202111390612.2A CN202111390612A CN113818906B CN 113818906 B CN113818906 B CN 113818906B CN 202111390612 A CN202111390612 A CN 202111390612A CN 113818906 B CN113818906 B CN 113818906B
- Authority
- CN
- China
- Prior art keywords
- grouting
- pipe
- tunnel
- pipes
- shield tunnel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 230000007774 longterm Effects 0.000 title claims abstract description 26
- 239000000126 substance Substances 0.000 title claims abstract description 26
- 238000000034 method Methods 0.000 title claims abstract description 25
- 230000002787 reinforcement Effects 0.000 title claims abstract description 17
- 238000012544 monitoring process Methods 0.000 claims abstract description 34
- 239000002689 soil Substances 0.000 claims abstract description 31
- 238000002347 injection Methods 0.000 claims abstract description 27
- 239000007924 injection Substances 0.000 claims abstract description 27
- 238000002360 preparation method Methods 0.000 claims abstract description 27
- 239000002002 slurry Substances 0.000 claims abstract description 26
- 238000012806 monitoring device Methods 0.000 claims abstract description 12
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 34
- 239000011148 porous material Substances 0.000 claims description 21
- 239000011440 grout Substances 0.000 claims description 9
- 230000008569 process Effects 0.000 claims description 9
- 238000005370 electroosmosis Methods 0.000 claims description 7
- 230000009471 action Effects 0.000 claims description 6
- 238000007599 discharging Methods 0.000 claims description 6
- 238000006073 displacement reaction Methods 0.000 claims description 6
- 230000008859 change Effects 0.000 claims description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 3
- 239000002131 composite material Substances 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 238000001035 drying Methods 0.000 claims description 3
- 239000002184 metal Substances 0.000 claims description 3
- 238000005086 pumping Methods 0.000 claims description 3
- 239000007787 solid Substances 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- 238000010276 construction Methods 0.000 abstract description 9
- 238000007569 slipcasting Methods 0.000 description 22
- 239000007788 liquid Substances 0.000 description 10
- 238000007596 consolidation process Methods 0.000 description 2
- 230000005611 electricity Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000007246 mechanism Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
Images
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to the technical field of tunnel construction, in particular to an electric chemical grouting reinforcement system and method based on long-term deformation control of a tunnel, a grouting pipe, a drain pipe, a grouting control device, a monitoring device and an intelligent servo control system; the grouting pipe and the drainage pipe are fixedly arranged in soil bodies on two sides outside the shield tunnel segment along the longitudinal direction of the tunnel or penetrate through a shield tunnel ballast bed and the shield tunnel segment to be fixed in the soil bodies; the grouting control device comprises a control valve, a lead, a slurry preparation and injection device, a power supply device and a grouting control chamber, wherein the slurry preparation and injection device and the power supply device are positioned in the grouting control chamber, the power supply device is respectively and electrically connected with the control valve, the grouting pipe and the drain pipe through the lead, and the monitoring device is positioned inside a shield tunnel segment and used for monitoring the deformation of the internal structure of the tunnel.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to an electric chemical grouting reinforcement system and method based on long-term deformation control of a tunnel.
Background
The shield tunnel is a main structural form of urban rail transit and municipal tunnel, is a prefabricated assembly structure and has the characteristics of long distance, more joints and weak longitudinal rigidity. In the long-term operation process of the tunnel, the tunnel structure is influenced by factors such as dynamic load of a train, underground water exploitation, post-construction consolidation and approach construction, transverse overlarge convergence deformation and longitudinal uneven settlement easily occur to the tunnel structure, and then diseases such as segment cracking, joint water leakage and unsmooth track are caused, so that the safety and normal use of the tunnel structure are threatened.
At present, the long-term deformation problem of the operating tunnel, such as seepage grouting, split grouting, micro-disturbance grouting and the like, is improved by adopting a grouting mode in the operation and maintenance period of the shield tunnel. The coastal soft clay layer in China has the characteristics of high water content, large pore ratio, low strength, high compressibility, strong structure and the like, and the operation process of the existing grouting technology is easy to cause secondary disturbance of the stratum around the tunnel and even aggravate long-term deformation of the tunnel. In addition, the existing grouting technology can only operate during the night outage of the train and depends on manpower, the construction efficiency is low, and the efficient and intelligent treatment of the long-term deformation of the tunnel cannot be realized.
Disclosure of Invention
The invention aims to solve the problems that the prior art depends on manpower, has low construction efficiency and cannot realize efficient and intelligent treatment of long-term deformation of a tunnel, and provides an electric chemical grouting reinforcement system based on long-term deformation control of the tunnel and a using method of the electric chemical grouting reinforcement system based on long-term deformation control of the tunnel.
The invention provides an electric chemical grouting reinforcement system based on long-term deformation control of a tunnel, which comprises: slip casting pipe, drain pipe, slip casting controlling means, monitoring devices and intelligent servo control system.
The grouting pipe and the drain pipe are fixedly arranged in soil bodies on two sides outside the shield tunnel segment along the longitudinal direction of the tunnel or penetrate through the shield tunnel ballast bed and the shield tunnel segment to be fixed in the soil bodies.
Slip casting controlling means includes control flap, wire, thick liquid preparation and injection device, power supply unit and slip casting control room, thick liquid preparation and injection device, power supply unit are located the slip casting control room, power supply unit passes through the wire electricity respectively connect control flap the slip casting pipe with the drain pipe, thick liquid preparation and injection equipment with the slip casting pipe is through external slip casting pipe intercommunication.
The monitoring device is positioned inside the shield tunnel segment and used for monitoring the deformation of the tunnel structure.
Further, the monitoring mechanism comprises a total station, a convergence monitoring point and a settlement monitoring point, the total station and the settlement monitoring point are arranged on the upper portion of the tunnel bed of the shield tunnel, and the convergence monitoring point is arranged on the wall of the shield tunnel.
Furthermore, control valve is used for controlling and monitoring slip casting pipe vertical displacement change, whether the thick liquid is injected according to thick liquid flow and tunnel displacement variation intelligent control.
Furthermore, the slip casting pipe is of a composite structure and comprises an inner layer and an outer layer, the outer layer is a PVC slip casting pipe, and the inner layer is a metal anode.
Furthermore, grouting holes are uniformly distributed on the periphery of the pipe wall of the grouting pipe.
Furthermore, the drain pipe is a cathode, the drain pipe is of a hollow structure, openings are formed in the periphery of the pipe wall and used for better discharging pore water flowing to the cathode under the action of electroosmosis, and the drain pipe is further connected with a water pumping device used for draining water.
Furthermore, the grouting pipe and the drain pipe are in a group and are arranged at intervals.
The invention provides a using method of an electric chemical grouting reinforcement system based on long-term deformation control of a tunnel, which comprises the following steps:
s1, determining a shield ring number to be grouted according to actual conditions on site, arranging a total station and a settlement monitoring point on the upper part of a shield tunnel ballast bed, and arranging a convergence monitoring point on the wall of a shield tunnel;
s2, determining the arrangement mode of the grouting pipe and the drain pipe according to the actual working condition;
s3, a pre-buried hole is formed, and the grouting pipe and the drain pipe are arranged in the pre-buried hole:
s3a, drilling holes in the shield tunnel segment and the shield tunnel bed or in soil bodies on two sides of the shield tunnel segment according to the determined arrangement mode, and cleaning sundries;
s3b, sequentially installing the grouting pipe and the drain pipe in the pre-buried hole, and installing the control valve on the upper parts of the grouting pipe and the drain pipe;
s4, installing a grouting control device:
s4a, connecting the power supply device, the grouting pipe and the drain pipe through wires, and communicating the slurry preparation and injection device with the grouting pipe through the external grouting pipe;
s4b, connecting a power supply device, a slurry preparation and injection device and an external grouting pipe with an intelligent servo control system;
s5, preparing chemical grout, and grouting after discharging pore water in the soil body:
s5a, preparing grout in a grouting control chamber according to the actual grouting amount;
s5b, switching on a power supply device to enable an electroosmosis phenomenon to occur between the soil body grouting pipe and the drain pipe, collecting pore water in the soil body into a cavity of the drain pipe, and starting a water pump to pump the pore water;
s5c, when pore water is discharged, opening the slurry preparation and injection device and the control valve, enabling chemical slurry to flow out of the slurry preparation and injection device, flow into the grouting pipe through the external grouting pipe and the control valve, and diffuse into pores of the injected soil under the action of pressure and current;
s5d, monitoring the convergence deformation or settlement of the shield tunnel through a monitoring device in the grouting process;
s5e, controlling the termination of grouting in real time according to the grouting amount and the monitoring deformation in the grouting process through an intelligent servo control system;
s6, finishing grouting, and plugging grout holes:
s6a, after grouting, synchronously closing the slurry preparation and injection device and the power supply device, and pulling the grouting pipe and the drain pipe out of the soil body;
and S6b, filling the grouting holes with solid steel pipes with the same size, and finally plugging the grouting holes with quick-drying cement.
Further, the arrangement mode of the grouting pipe and the drain pipe comprises the following steps:
arranging a row of grouting pipes and drainage pipes along the longitudinal direction of the tunnel, wherein the grouting pipes and the drainage pipes are arranged in the center of the ring shield tunnel pipe sheet and the shield tunnel ballast bed in a crossed manner, and each ring pipe sheet is provided with 1 grouting pipe or drainage pipe;
symmetrically arranging 2 rows of grouting pipes and drain pipes along the longitudinal direction of the tunnel, wherein the grouting pipes and the drain pipes are independently and uniformly arranged on each ring of shield tunnel segment and two sides of the shield tunnel ballast bed, and each ring of shield tunnel segment is provided with 1 grouting pipe and drain pipe;
the method comprises the following steps that 2 rows of grouting pipes and drain pipes are symmetrically arranged in the longitudinal direction of a tunnel, the grouting pipes and the drain pipes are independently and uniformly arranged in soil bodies on two sides outside segments of the shield tunnel, and 1 grouting pipe and one drain pipe are respectively arranged outside each ring segment;
and grouting pipes and drain pipes are arranged in a crossed manner along the circumferential direction of the tunnel, the grouting pipes and the drain pipes are independently and uniformly arranged around the shield tunnel segment, and 4 grouting pipes and 4 drain pipes are respectively arranged outside each ring segment.
The invention has the beneficial effects that:
according to the invention, the deformation condition in the tunnel can be monitored in real time through the monitoring device arranged in the shield tunnel, the amount of the slurry to be injected is judged through the intelligent servo control system and is injected through the grouting pipe, the long-term deformation of the shield tunnel can be controlled in time, and the construction process is more efficient and more intelligent.
The invention uses the grouting pipe as the anode and the drain pipe as the cathode, discharges the pore water between the grouting pipe and the drain pipe through the electroosmosis function, and simultaneously injects the chemical slurry to fill the soil pore, thereby achieving the purpose of reinforcing the soil layer around the tunnel.
Drawings
FIG. 1 is a longitudinal sectional view of a single row arrangement of grouting pipes and drainage pipes according to the present invention;
FIG. 2 is a cross-sectional view of a single row arrangement of grouting pipes and drainage pipes according to the present invention;
FIG. 3 is a longitudinal sectional view of the grouting pipe and the drain pipe of the present invention arranged in two rows;
FIG. 4 is a cross-sectional view of the double row arrangement of the grouting pipe and the drainage pipe of the present invention;
FIG. 5 is a vertical sectional view of the ground layout of the grouting pipe and the drainage pipe of the present invention;
FIG. 6 is a cross-sectional view of the ground layout of the grouting pipe and the drainage pipe of the present invention;
FIG. 7 is a longitudinal sectional view of the circumferential arrangement of the grouting pipe and the drainage pipe according to the present invention;
FIG. 8 is a construction flow chart of the present invention.
Reference numerals:
1. shield tunnel segments; 2. A shield tunnel ballast bed; 3. a grouting pipe; 4. a drain pipe; 5. grouting holes; 6. a control valve; 7. a wire; 8. a power supply device; 9. a slurry preparation and injection device; 10. the grouting pipe is externally connected; 11. a grouting control room; 12. converging monitoring points; 13. settlement monitoring points; 14. a total station; 15. an intelligent servo control system.
Detailed Description
It should be apparent that the embodiments described below are some, but not all embodiments of the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance. In the description of the present invention, it is to be noted that the terms "mounted," "connected," and "connected" are to be construed broadly unless otherwise specifically indicated and limited.
In addition, the technical features involved in the different embodiments of the present invention described below may be combined with each other as long as they do not conflict with each other.
Example 1
An electro-chemical grouting reinforcement system based on long-term deformation control of a tunnel, as shown in fig. 1-7, comprises: slip casting pipe 3, drain pipe 4, slip casting controlling means, monitoring devices and intelligent servo control system 15.
The grouting pipe 3 and the drain pipe 4 are fixedly arranged in soil bodies on two sides outside the shield tunnel segment 1 along the longitudinal direction of the tunnel or penetrate through the shield tunnel ballast bed 2 and the shield tunnel segment 1 to be fixed in the soil bodies.
Slip casting controlling means includes control flap 6, wire 7, thick liquid preparation and injection apparatus 9, power supply unit 8 and slip casting control room 11, thick liquid preparation and injection apparatus 9, power supply unit 8 are located slip casting control room 11, power supply unit 8 passes through wire 7 electricity respectively connect control flap 6 slip casting pipe 3 with drain pipe 4, thick liquid preparation and injection equipment 9 with slip casting pipe 3 is through external slip casting pipe 10 intercommunication.
The monitoring device is positioned inside the shield tunnel segment 1 and used for monitoring the change of the tunnel structure.
Further, the monitoring mechanism comprises a total station 14, a convergence monitoring point 12 and a settlement monitoring point 13, the total station 14 and the settlement monitoring point 13 are arranged on the upper portion of the shield tunnel ballast bed 2, and the convergence monitoring point 12 is arranged on the wall of the shield tunnel.
Further, control valve 6 is used for controlling and monitoring the vertical displacement change of slip casting pipe 3, whether the thick liquid is injected according to thick liquid flow and tunnel displacement variation intelligent control.
Further, slip casting pipe 3 is composite construction, including inlayer and skin, the skin is PVC slip casting pipe, the inlayer is the metal anode.
Furthermore, grouting holes 5 are uniformly distributed on the periphery of the pipe wall of the grouting pipe 3.
Further, the drain pipe 4 is a cathode, the drain pipe 4 is a hollow structure, openings are formed in the periphery of the pipe wall, the openings are used for better discharging pore water flowing to the cathode under the action of electroosmosis, and the drain pipe 4 is further connected with a water pumping device used for draining water.
Further, the grouting pipe 3 and the drain pipe 4 are in a group and arranged at intervals.
Example 2
The application method of the electromechanical chemical grouting reinforcement system based on the long-term deformation control of the tunnel, as shown in fig. 8, comprises the following steps:
s1, determining a shield ring number to be grouted according to actual conditions on site, arranging the total station 14 and the settlement monitoring point 13 on the upper part of the shield tunnel ballast bed 2, and arranging the convergence monitoring point 12 on the wall of the shield tunnel;
s2, determining the arrangement mode of the grouting pipe 3 and the drain pipe 4 according to the actual working condition;
s3, a pre-buried hole is formed, and the grouting pipe 3 and the drain pipe 4 are arranged in the pre-buried hole:
s3a, drilling holes in the shield tunnel segment 1 and the shield tunnel ballast bed 2 or soil bodies on two sides of the shield tunnel segment 1 according to the determined arrangement mode, and cleaning sundries;
s3b, sequentially installing the grouting pipe 3 and the drain pipe 4 in the pre-buried hole, and installing the control valve 6 on the upper parts of the grouting pipe 3 and the drain pipe 4;
s4, installing a grouting control device:
s4a, connecting the power supply device 8, the grouting pipe 3 and the water discharge pipe 4 through a lead 7, and communicating the slurry preparation and injection device 9 with the grouting pipe 3 through an external grouting pipe 10;
s4b, connecting the power supply device 8, the slurry preparation and injection device 9 and the external grouting pipe 10 with the intelligent servo control system 15;
s5, preparing chemical grout, and grouting after discharging pore water in the soil body:
s5a, preparing grout in the grouting control chamber 11 according to the actual grouting amount;
s5b, switching on the power supply device 8 to enable an electroosmosis phenomenon to occur between the soil body grouting pipe 3 and the drain pipe 4, collecting pore water in the soil body into the cavity of the drain pipe 4, and starting a water pump to pump the pore water;
s5c, when pore water is discharged, opening the slurry preparation and injection device 9 and the control valve 6, enabling chemical slurry to flow out of the slurry preparation and injection device 9, flow into the grouting pipe 3 through the external grouting pipe 10 and the control valve 6, and diffuse into pores of the injected soil under the action of pressure and current;
s5d, monitoring whether the shield tunnel has convergence deformation or settlement through a monitoring device in the grouting process;
s5e, controlling the termination of grouting in real time according to the grouting amount and the monitoring deformation in the grouting process through the intelligent servo control system 15;
s6, finishing grouting, and plugging grout holes:
s6a, after grouting, synchronously closing the slurry preparation and injection device 9 and the power supply device 8, and pulling the grouting pipe 3 and the water discharge pipe 4 out of the soil body;
and S6b, filling the grouting holes with solid steel pipes with the same size, and finally plugging the grouting holes with quick-drying cement.
Further, the arrangement mode of the grouting pipe 3 and the drain pipe 4 comprises the following steps:
when the long-term settlement deformation control work of the settlement shield tunnel is carried out, the grouting pipes 3 and the drain pipes 4 can be longitudinally arranged alternately (in a single row) or longitudinally arranged in two rows.
When a longitudinal alternate (single-row) arrangement mode is adopted, as shown in fig. 1 and 2, 1 row of electric chemical grouting pipes 3 (anodes)/drain pipes 4 (cathodes) are longitudinally arranged along the tunnel, the electric chemical grouting pipes and the drain pipes are crossly arranged in the center of a tunnel segment bed of each ring of shield tunnel, and 1 grouting pipe 3/drain pipe 4 is arranged in each ring of pipe segments.
When a longitudinal double-row arrangement mode is adopted, as shown in fig. 3 and 4, 2 rows of grouting pipes 3 (anodes)/drain pipes 4 (cathodes) are symmetrically arranged along the longitudinal direction of the tunnel, the grouting pipes 3 (anodes)/drain pipes 4 (cathodes) are independently and uniformly arranged on two sides of a segment track bed of each ring of shield tunnel, and each ring of segment is provided with 1 grouting pipe 3 and 1 drain pipe 4.
When the long-term convergence deformation control work of the shield tunnel is carried out, as shown in fig. 5 and 6, 2 rows of grouting pipes 3 (anodes)/drain pipes 4 (cathodes) are symmetrically arranged along the longitudinal direction of the tunnel, the grouting pipes 3 (anodes)/the drain pipes 4 (cathodes) are independently and uniformly arranged in soil bodies on two sides outside segments of the shield tunnel, and 1 grouting pipe 3 and 1 drain pipe 4 are respectively arranged outside each ring segment.
When the comprehensive control of the long-term deformation of the shield tunnel and the stratum consolidation work are performed, as shown in fig. 7, grouting pipes 3 (anodes)/drain pipes 4 (cathodes) are arranged in a crossed manner along the circumferential direction of the tunnel, the grouting pipes and the drain pipes are arranged around the segments of the shield tunnel in a crossed manner and are uniformly arranged, and 4 grouting pipes 3 and 4 drain pipes are respectively arranged outside each ring segment.
It should be understood that the above examples are only for clarity of illustration and are not intended to limit the embodiments. Other variations and modifications will be apparent to persons skilled in the art in light of the above description. And are neither required nor exhaustive of all embodiments. And obvious variations or modifications therefrom are within the scope of the invention.
Claims (7)
1. The application method of the electric chemical grouting reinforcement system based on the long-term deformation control of the tunnel is characterized by comprising the following steps of: the system comprises a grouting pipe, a drain pipe, a grouting control device, a monitoring device and an intelligent servo control system;
the grouting pipe and the drainage pipe are fixedly arranged in soil bodies on two sides outside the shield tunnel segment along the longitudinal direction of the tunnel or penetrate through a shield tunnel ballast bed and the shield tunnel segment to be fixed in the soil bodies;
the grouting control device comprises a control valve, a conducting wire, a slurry preparation and injection device, a power supply device and a grouting control chamber, wherein the slurry preparation and injection device and the power supply device are positioned in the grouting control chamber, the power supply device is respectively and electrically connected with the control valve, the grouting pipe and the drain pipe through the conducting wire, and the slurry preparation and injection device is communicated with the grouting pipe through an external grouting pipe;
the monitoring device comprises a total station, a convergence monitoring point and a settlement monitoring point, wherein the total station and the settlement monitoring point are arranged at the upper part of the tunnel bed of the shield tunnel, and the convergence monitoring point is arranged on the wall of the shield tunnel;
the using method comprises the following steps:
s1, determining a shield ring number to be grouted according to actual conditions on site, arranging a total station and a settlement monitoring point on the upper part of a shield tunnel ballast bed, and arranging a convergence monitoring point on the wall of a shield tunnel;
s2, determining the arrangement mode of the grouting pipe and the drain pipe according to the actual working condition;
s3, a pre-buried hole is formed, and the grouting pipe and the drain pipe are arranged in the pre-buried hole:
s3a, drilling holes in the shield tunnel segment and the shield tunnel bed or in soil bodies on two sides of the shield tunnel segment according to the determined arrangement mode, and cleaning sundries;
s3b, sequentially installing the grouting pipe and the drain pipe in the pre-buried hole, and installing the control valve on the upper parts of the grouting pipe and the drain pipe;
s4, installing a grouting control device:
s4a, connecting the power supply device, the grouting pipe and the drain pipe through wires, and communicating the slurry preparation and injection device with the grouting pipe through the external grouting pipe;
s4b, connecting a power supply device, a slurry preparation and injection device and an external grouting pipe with the intelligent servo control system;
s5, preparing chemical grout, and grouting after discharging pore water in the soil body:
s5a, preparing grout in a grouting control chamber according to the actual grouting amount;
s5b, switching on a power supply device to enable an electroosmosis phenomenon to occur between the soil body grouting pipe and the drain pipe, collecting pore water in the soil body into a cavity of the drain pipe, and starting a water pump to pump the pore water;
s5c, when pore water is discharged, opening the slurry preparation and injection device and the control valve, enabling chemical slurry to flow out of the slurry preparation and injection device, flow into the grouting pipe through the external grouting pipe and the control valve, and diffuse into pores of the injected soil under the action of pressure and current;
s5d, monitoring the convergence deformation or settlement of the shield tunnel through a monitoring device in the grouting process;
s5e, controlling the termination of grouting in real time according to the grouting amount and the monitoring deformation in the grouting process through an intelligent servo control system;
s6, finishing grouting, and plugging grout holes:
s6a, after grouting, synchronously closing the slurry preparation and injection device and the power supply device, and pulling the grouting pipe and the drain pipe out of the soil body;
and S6b, filling the grouting holes with solid steel pipes with the same size, and finally plugging the grouting holes with quick-drying cement.
2. The use method of the electric chemical grouting reinforcement system based on the long-term tunnel deformation control is characterized in that the control valve is used for controlling and monitoring vertical displacement change of a grouting pipe, and whether grouting is injected or not is intelligently controlled according to the flow rate of grouting and the displacement change of the tunnel.
3. The use method of the electromechanical chemical grouting reinforcement system based on the long-term tunnel deformation control is characterized in that the grouting pipe is of a composite structure and comprises an inner layer and an outer layer, the outer layer is a PVC grouting pipe, and the inner layer is a metal anode.
4. The use method of the electromechanical chemical grouting reinforcement system based on the long-term tunnel deformation control as claimed in claim 1 or 3, wherein grouting holes are uniformly distributed around the wall of the grouting pipe.
5. The use method of the electromechanical chemical grouting reinforcement system based on the long-term tunnel deformation control as claimed in claim 1, wherein the drain pipe is a cathode, the drain pipe is a hollow structure, the periphery of the pipe wall is provided with openings for better discharging pore water flowing to the cathode under the action of electroosmosis, and the drain pipe is further connected with a water pumping device for draining water.
6. The use method of the electromechanical chemical grouting reinforcement system based on the long-term tunnel deformation control is characterized in that the grouting pipes and the water drainage pipes are arranged at intervals in a group.
7. The use method of the electromechanical chemical grouting reinforcement system based on the long-term tunnel deformation control is characterized in that the layout mode comprises the following steps:
arranging a row of grouting pipes and drainage pipes along the longitudinal direction of the tunnel, wherein the grouting pipes and the drainage pipes are arranged in the center of a tunnel bed of each ring of shield tunnel pipe segments in a crossed manner, and each ring of pipe segments is provided with 1 grouting pipe or drainage pipe;
or 2 rows of grouting pipes or drainage pipes are symmetrically arranged along the longitudinal direction of the tunnel, the grouting pipes or the drainage pipes are independently and uniformly arranged on two sides of the tunnel bed of each ring of shield tunnel segment, and each ring of shield tunnel segment is provided with 1 grouting pipe and drainage pipe;
or 2 rows of grouting pipes or drainage pipes are symmetrically arranged along the longitudinal direction of the tunnel, the grouting pipes or the drainage pipes are independently and uniformly arranged in soil bodies on two sides outside the segments of the shield tunnel, and 1 grouting pipe and one drainage pipe are respectively arranged outside each ring tube segment;
or, the grouting pipes or the water discharge pipes are arranged in the circumferential direction of the tunnel in a crossed mode, the grouting pipes or the water discharge pipes are independently and uniformly arranged on the periphery of the shield tunnel segment, and 4 grouting pipes and 4 water discharge pipes are arranged outside each ring segment respectively.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111390612.2A CN113818906B (en) | 2021-11-23 | 2021-11-23 | Electric chemical grouting reinforcement system and method based on long-term deformation control of tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111390612.2A CN113818906B (en) | 2021-11-23 | 2021-11-23 | Electric chemical grouting reinforcement system and method based on long-term deformation control of tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113818906A CN113818906A (en) | 2021-12-21 |
| CN113818906B true CN113818906B (en) | 2022-02-15 |
Family
ID=78919680
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111390612.2A Active CN113818906B (en) | 2021-11-23 | 2021-11-23 | Electric chemical grouting reinforcement system and method based on long-term deformation control of tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113818906B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114542116A (en) * | 2022-01-19 | 2022-05-27 | 上海勘察设计研究院(集团)有限公司 | Method for repairing service attitude of shield tunnel by bladder grouting |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103123252A (en) * | 2012-02-10 | 2013-05-29 | 南京大学 | Multi-parameter real-time monitoring method and system for synchronous grouting behind segment wall of shield tunnel |
| KR101463859B1 (en) * | 2013-12-12 | 2014-12-04 | 주식회사 이제이텍 | Tunnel construction method using the tunnel monitoring |
| CN108385654A (en) * | 2018-01-29 | 2018-08-10 | 河海大学 | A method of with electrosol combination vacuum-electric osmose reinforcing flexible foundation |
| CN111156006A (en) * | 2019-12-17 | 2020-05-15 | 中铁二十二局集团轨道工程有限公司 | Construction method for shield underpass of dangerous pipeline |
| CN112664236A (en) * | 2021-01-21 | 2021-04-16 | 上海城建市政工程（集团）有限公司 | Tunnel reinforcing equipment integrating deformation monitoring and grouting and construction method thereof |
| CN113027483A (en) * | 2021-03-03 | 2021-06-25 | 中铁隧道集团二处有限公司 | Shield tunnel broken zone stratum grouting reinforcement equipment and grouting reinforcement method thereof |
-
2021
- 2021-11-23 CN CN202111390612.2A patent/CN113818906B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103123252A (en) * | 2012-02-10 | 2013-05-29 | 南京大学 | Multi-parameter real-time monitoring method and system for synchronous grouting behind segment wall of shield tunnel |
| KR101463859B1 (en) * | 2013-12-12 | 2014-12-04 | 주식회사 이제이텍 | Tunnel construction method using the tunnel monitoring |
| CN108385654A (en) * | 2018-01-29 | 2018-08-10 | 河海大学 | A method of with electrosol combination vacuum-electric osmose reinforcing flexible foundation |
| CN111156006A (en) * | 2019-12-17 | 2020-05-15 | 中铁二十二局集团轨道工程有限公司 | Construction method for shield underpass of dangerous pipeline |
| CN112664236A (en) * | 2021-01-21 | 2021-04-16 | 上海城建市政工程（集团）有限公司 | Tunnel reinforcing equipment integrating deformation monitoring and grouting and construction method thereof |
| CN113027483A (en) * | 2021-03-03 | 2021-06-25 | 中铁隧道集团二处有限公司 | Shield tunnel broken zone stratum grouting reinforcement equipment and grouting reinforcement method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113818906A (en) | 2021-12-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN205276316U (en) | Modular prefabricated piping lane | |
| CN112901208B (en) | Comprehensive construction method for shallow buried section of urban railway mining method tunnel | |
| CN113818906B (en) | Electric chemical grouting reinforcement system and method based on long-term deformation control of tunnel | |
| CN107859065A (en) | A kind of ultra-high performance concrete precast assembly pipe gallery and construction method | |
| CN112253162B (en) | Water-rich sand layer large-diameter jacking pipe group entrance and exit reinforcing structure and construction method | |
| CN209277184U (en) | Deep basal pit drilling water burst emits sand seal block apparatus | |
| CN101476470B (en) | Water-proof drainage house cover process for tunnel | |
| CN112796763A (en) | Deep underground tunnel ventilation shaft supporting construction | |
| CN108533317A (en) | A kind of tunnel bottom discharge structure | |
| CN113137273B (en) | Large-diameter shield tunnel deformation control structure and construction method thereof | |
| CN111794251B (en) | Expansive soil slope shallow layer reinforcement and service state monitoring and early warning integrated structure system | |
| CN112664203B (en) | Reinforcing system for controlling shield tunnel deformation by river dredging above shield tunnel and construction method | |
| CN111962525A (en) | Supporting system without inner support for ultra-large-specification foundation pit in soft soil area and construction method thereof | |
| CN111188648A (en) | Tunnel water-proof and drainage system and construction method thereof | |
| CN207392241U (en) | A kind of ultra-high performance concrete precast assembly pipe gallery | |
| CN213898972U (en) | Device for reinforcing shield tunnel soft soil foundation from inside of tunnel | |
| CN214464166U (en) | Deep underground tunnel ventilation shaft supporting construction | |
| CN212271002U (en) | Pipe joint and inner partition plate integral prefabricated pipe gallery construction system | |
| CN220099937U (en) | Subway contact channel ground reinforcing structure | |
| CN109404004B (en) | Cave for assembling in tunnel of pipe jacking machine and construction method of cave | |
| CN110872836A (en) | Ultrahigh-pressure double-liquid injection slurry construction method | |
| CN212388563U (en) | Supporting system without inner support for ultra-large-specification foundation pit in soft soil area | |
| CN220868841U (en) | Assembled building grouting structure and vacuum grouting system | |
| CN212358324U (en) | Water stop structure for PBA (Poly Butylene oxide Butt) construction method of 4 pilot tunnel | |
| CN117587856B (en) | Seepage prevention method for joint position of underground diaphragm wall |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |