CN114960711A - End reinforcement construction method based on shield tunneling - Google Patents
End reinforcement construction method based on shield tunneling Download PDFInfo
- Publication number
- CN114960711A CN114960711A CN202110204234.8A CN202110204234A CN114960711A CN 114960711 A CN114960711 A CN 114960711A CN 202110204234 A CN202110204234 A CN 202110204234A CN 114960711 A CN114960711 A CN 114960711A
- Authority
- CN
- China
- Prior art keywords
- area
- construction method
- shield tunneling
- slurry
- pile
- 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.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 44
- 230000005641 tunneling Effects 0.000 title claims abstract description 24
- 230000002787 reinforcement Effects 0.000 title claims abstract description 21
- 238000002156 mixing Methods 0.000 claims abstract description 33
- 239000002002 slurry Substances 0.000 claims abstract description 32
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 28
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 21
- 239000002689 soil Substances 0.000 claims abstract description 16
- 230000002093 peripheral effect Effects 0.000 claims abstract description 6
- 239000004568 cement Substances 0.000 claims description 21
- 238000003756 stirring Methods 0.000 claims description 16
- 238000001556 precipitation Methods 0.000 claims description 12
- 238000005553 drilling Methods 0.000 claims description 9
- 238000002347 injection Methods 0.000 claims description 7
- 239000007924 injection Substances 0.000 claims description 7
- 239000011398 Portland cement Substances 0.000 claims description 6
- 238000004537 pulping Methods 0.000 claims description 5
- 238000000034 method Methods 0.000 claims description 4
- 238000012856 packing Methods 0.000 claims description 4
- 239000004576 sand Substances 0.000 claims description 4
- 238000005086 pumping Methods 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 238000005406 washing Methods 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 2
- 239000007787 solid Substances 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 5
- 239000007788 liquid Substances 0.000 abstract description 2
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical group [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- 238000005507 spraying Methods 0.000 description 3
- 239000002245 particle Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000011440 grout Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/10—Restraining of underground water by lowering level of ground water
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
-
- 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- 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
Abstract
The invention discloses a shield tunneling-based end reinforcement construction method, which comprises the following steps: and constructing a triaxial mixing pile, and reinforcing soil of the region which is at the peripheral region of the end and is positioned in the advancing direction of the shield tunneling machine by constructing the triaxial mixing pile to form an outer ring waterproof curtain. According to the invention, the outer ring water-stop curtain is additionally arranged, so that the water-stop effect is improved, the water and soil loss at the periphery of a station is prevented, the risks of starting and receiving of the shield are reduced, the uneven settlement and collapse caused by the water and soil loss at the outer side of the reinforcement body to peripheral buildings, structures, pipelines and the like are prevented, and the major safety accidents caused by the uneven settlement and collapse are prevented; if the water level is greatly reduced, the weak part can be found out, and double-liquid slurry is injected through the guide hole to reinforce and stop water.
Description
Technical Field
The invention relates to the technical field of shield construction, in particular to a shield tunneling-based end reinforcement construction method.
Background
When the shield machine enters and exits the hole, the working face is in an open state, and the open state lasts for a long time. If the treatment is improper, underground water, sand gushing, water gushing and the like can enter the working well, and cave entrance collapse can be caused under severe conditions. Therefore, the end reinforcement work is very important in shield construction.
Disclosure of Invention
The invention aims to solve the defects in the prior art, and provides a shield tunneling-based end reinforcement construction method.
In order to achieve the purpose, the invention adopts the following technical scheme:
a shield tunneling-based end reinforcement construction method comprises the following steps:
constructing a triaxial mixing pile, and reinforcing soil mass in a region which is arranged in the advancing direction of the shield tunneling machine and is arranged in the peripheral region of the end head by adopting triaxial mixing pile construction to form an outer ring waterproof curtain, wherein a reinforcing region is formed between the outer ring waterproof curtain and a station;
constructing and reinforcing the reinforcing area by adopting a triaxial mixing pile, and arranging an area A and an area B for the shield tunneling machine to pass through, wherein the area B is arranged close to an outer ring waterproof curtain;
constructing a high-pressure jet grouting pile, namely constructing and arranging the high-pressure jet grouting pile on the soil body in the reinforced area by adopting the high-pressure jet grouting pile to form an end face water-stopping curtain, wherein the end face water-stopping curtain is positioned on one side of the area A, which is far away from the area B;
and (4) dewatering construction, wherein a dewatering well and an observation well are arranged on the edge of the reinforced area, and the dewatering well and the observation well are arranged at intervals.
Preferably, the construction method of the triaxial mixing pile comprises the following steps: measuring and paying off → guide groove construction → positioning and setting → pile machine in place → cement slurry mixing → sinking and lifting of a drill rod of the pile machine → grouting, stirring and lifting → interlocking construction of a stirring pile.
Preferably, in the step of placing the pile machine in place, the verticality of a drill rod of the pile machine is less than 3 per thousand.
Preferably, in the step of mixing cement slurry, common portland cement is adopted, the water cement ratio is 1.5, the mixing amount of cement in empty piles is 9.7%, the mixing amount of cement in solid piles is 27.69% in an area A and 20.7% in an area B, the grouting pressure is about 0.5Mpa, after soil body reinforcement, the unconfined compressive strength of the mixing piles in the area A in the 28-day age is more than or equal to 1.0Mpa, and the unconfined compressive strength of the mixing piles in the area B in the 28-day age is more than or equal to 0.5 Mpa.
Preferably, in the above construction step, when stopping slurry for any reason, the mixer is lifted or sunk to a position 0.5m below the slurry stopping point, and when slurry supply is resumed, slurry spraying and stirring are carried out again.
Preferably, the construction method of the high-pressure jet grouting pile comprises the following steps: hole location → drilling → lower injection pipe → pulping → injection lifting → recharge.
Preferably, in the step of pulping, ordinary portland cement is adopted, the water cement ratio is 0.8-1.0, the cement mixing amount is 300kg/m, the slurry is stirred by a high-speed stirrer, the stirring slurry is required to be continuous and uniform, the stirring time is not less than 30s, and the using time of one-time stirring is also controlled within 4 h.
Preferably, in the step of spraying and lifting, the control parameters are 0.7MPa of air pressure, 3MPa of slurry pressure, 25MPa of water pressure, 10cm/min of lifting speed, 10r/min of rotating speed and 100L/min of slurry flow.
Preferably, the construction process of the dewatering well comprises the following steps: measuring, lofting hole sites, acceptance inspection → a drilling machine is in place → drilling, hole forming → a final hole → a lower well pipe → gravel filling → mud filling and sealing → well washing → well forming ending → pumping by a pump.
Preferably, in step gravel packing, standard graded sand is used, and the gravel packing particle size is 6-12 times the particle size of the aquifer surrounding the filter tube.
Compared with the prior art, the invention has the beneficial effects that:
1. by additionally arranging the outer ring waterproof curtain, the waterproof effect is improved, the water and soil loss at the periphery of a station is prevented, the risks of starting and receiving of a shield are reduced, and the serious safety accidents caused by uneven settlement and collapse of peripheral buildings, structures, pipelines and the like caused by the water and soil loss outside a reinforcement body are prevented;
2. before the shield machine starts and receives, internal precipitation is carried out on the reinforcing body in advance through a precipitation well, so that the starting and receiving safety of the shield machine is improved;
3. the observation well is additionally arranged on the outer side of the reinforced body, the reinforced body is subjected to precipitation before the shield starts and receives, and the water stop effect of the reinforced area can be further verified through the water level variation amplitude of the observation well; if the water level is greatly reduced, the weak part can be found out, and double-liquid slurry is injected through the guide hole to reinforce and stop water.
Drawings
In order to more particularly and intuitively illustrate an embodiment of the present invention or a prior art solution, a brief description of the drawings needed for use in the description of the embodiment or the prior art will be provided below.
FIG. 1 is a schematic structural diagram according to the present invention;
fig. 2 is a schematic cross-sectional view of fig. 1.
In the figure: the waterproof curtain comprises an outer ring waterproof curtain 1, a B area 2, an A area 3, an end face waterproof curtain 4, a dewatering well 5 and an observation well 6.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments.
Referring to fig. 1-2, a shield tunneling-based end reinforcement construction method includes the following steps:
constructing a triaxial mixing pile, reinforcing soil in a region which is arranged in the traveling direction of the shield tunneling machine and is arranged in the peripheral region of the end by adopting the triaxial mixing pile construction to form an outer ring waterproof curtain 1, and forming a reinforcing region between the outer ring waterproof curtain and a station;
constructing and reinforcing the reinforcing area by adopting a triaxial mixing pile, arranging an area A3 and an area B2 for the shield tunneling machine to pass through, wherein the area B is arranged close to the outer ring waterproof curtain 1 by the area B2;
constructing a high-pressure jet grouting pile, namely constructing and arranging the high-pressure jet grouting pile on the soil body of the reinforced area by adopting the high-pressure jet grouting pile to form an end face water-stopping curtain 4, wherein the end face water-stopping curtain 4 is positioned on one side of the area A3, which is far away from the area B2;
precipitation construction, set up precipitation well 5 and observation well 6 at the limit portion of consolidating the district, and precipitation well 5 and 6 intervals of observation well set up.
The construction method of the triaxial mixing pile comprises the following steps: measuring and paying off → guide groove construction → positioning and setting → pile machine in place → cement slurry mixing → sinking and lifting of a drill rod of the pile machine → grouting, stirring and lifting → interlocking construction of a stirring pile.
In the step of taking the pile driver in place, the verticality of a drill rod of the pile driver is less than 3 per thousand, the verticality of the pile frame can be adjusted by a verticality indicator of the pile frame, and a total station of a plumb bob is used for checking. An iron ring with the radius of 5cm is welded on the pile frame, a plumb bob is hung at the height of 10m, and a total station is utilized to straighten the verticality of the drill rod, so that the plumb bob just passes through the center of the iron ring. Before each construction, the drill rod must be properly adjusted to ensure that the plumb bob is positioned in the iron ring, namely the verticality error of the drill rod is controlled within 3 per mill.
In the step of cement slurry mixing, common portland cement is adopted, the water cement ratio is 1.5, the cement mixing amount of an empty pile is 9.7%, the cement mixing amount of a real pile is 27.69% in an area A and 20.7% in an area B, the grouting pressure is about 0.5Mpa, after soil body reinforcement, the unconfined compressive strength of the mixing pile in the area A in the 28-day age is more than or equal to 1.0Mpa, and the unconfined compressive strength of the mixing pile in the area B in the 28-day age is more than or equal to 0.5 Mpa.
In the construction steps, when the slurry is stopped for reasons, the stirring machine is lifted or sunk to a position 0.5m below the slurry stopping point, and the slurry is sprayed and drilled when the slurry supply is resumed.
The construction method of the high-pressure jet grouting pile comprises the following steps: hole location → drilling → lower injection pipe → pulping → injection lifting → recharge.
In the step of pulping, ordinary portland cement is adopted, the water cement ratio is 0.8-1.0, the cement mixing amount is 300kg/m, the slurry is stirred by a high-speed stirrer, the stirring slurry is required to be continuous and uniform, the stirring time is not less than 30s, and the one-time stirring use time is also controlled within 4 h.
In the step of spraying and lifting, the control parameters are that the air pressure is 0.7MPa, the slurry pressure is 3MPa, the water pressure is 25MPa, the lifting speed is 10cm/min, the rotating speed is 10r/min, and the slurry flow is 100L/min.
The construction process of the dewatering well comprises the following steps: measuring, lofting hole sites, checking and accepting → positioning of a drilling machine → drilling, hole forming → final hole → lower well pipe → gravel filling → mud filling and sealing → well washing → well completion → pump discharge and water pumping.
In the step of gravel filling, standard graded sand is adopted, and the grain size of the gravel filling is 6-12 times of the grain size of the aquifer around the filter pipe.
In the scheme, the outer ring waterproof curtain is additionally arranged, so that the waterproof effect is improved, the water and soil loss around a station is prevented, and the risks of starting and receiving of the shield are reduced. The method has the advantages that the major safety accidents caused by uneven settlement and collapse caused by water and soil loss outside the reinforcing body to surrounding buildings, structures, pipelines and the like are prevented, internal precipitation is carried out on the reinforcing body in advance through the precipitation well before the shield machine starts and receives so as to improve the safety of the shield machine in starting and receiving, the observation well is additionally arranged outside the reinforcing body, precipitation is carried out on the reinforcing body before the shield machine starts and receives, and the water stopping effect of the reinforcing area can be further verified through the water level variation amplitude of the observation well; if the water level is greatly reduced, the weak part can be found out, and double grout is injected into the guide hole to reinforce and stop water.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be considered to be within the technical scope of the present invention, and the technical solutions and the inventive concepts thereof according to the present invention should be equivalent or changed within the scope of the present invention.
Claims (10)
1. A shield tunneling-based end reinforcement construction method is characterized by comprising the following steps:
constructing a triaxial mixing pile, and reinforcing soil in a region which is arranged in the advancing direction of the shield tunneling machine and is arranged in the peripheral region of the end head by adopting triaxial mixing pile construction to form an outer ring waterproof curtain (1), wherein a reinforcing region is formed between the outer ring waterproof curtain and a station;
constructing and reinforcing the reinforcing area by adopting a triaxial mixing pile, arranging an area A (3) and an area B (2) for the shield tunneling machine to pass through, and arranging the area B close to the outer ring waterproof curtain (1) by the area (2);
constructing high-pressure jet grouting piles, namely constructing the high-pressure jet grouting piles on the soil body of the reinforced area by adopting the high-pressure jet grouting piles to form an end face water-stopping curtain (4), wherein the end face water-stopping curtain (4) is positioned on one side of the area A (3) far away from the area B (2);
precipitation construction, set up precipitation well (5) and observation well (6) at the limit portion of consolidating the district, and precipitation well (5) and observation well (6) interval set up.
2. The shield tunneling-based end reinforcement construction method according to claim 1, wherein the construction method of the triaxial mixing pile comprises the following steps: measuring and paying off → guide groove construction → positioning and setting → pile machine in place → cement slurry mixing → sinking and lifting of a drill rod of the pile machine → grouting, stirring and lifting → interlocking construction of a stirring pile.
3. The shield tunneling-based end reinforcement construction method according to claim 2, wherein in the step of placing the pile machine in place, the verticality of a drill rod of the pile machine is less than 3 per thousand.
4. The shield tunneling-based end reinforcement construction method according to claim 3, wherein in the step of mixing cement slurry, ordinary portland cement is used, the water cement ratio is 1.5, the cement content of empty piles is 9.7%, the cement content of solid piles is 27.69% in the area A and 20.7% in the area B, the grouting pressure is about 0.5Mpa, and after soil reinforcement, the unconfined compressive strength of the mixing piles in the area A in the 28-day age is not less than 1.0Mpa, and the unconfined compressive strength of the mixing piles in the area B in the 28-day age is not less than 0.5 Mpa.
5. The shield tunneling-based end reinforcement construction method according to claim 4, wherein in the construction step, when the slurry is stopped for any reason, the stirrer is lifted or sunk to a position 0.5m below the slurry stop point, and when the slurry supply is resumed, the slurry is sprayed and drilled.
6. The shield tunneling-based end head reinforcing construction method according to claim 5, wherein the high-pressure jet grouting pile construction method comprises the following steps: hole location → drilling → lower injection pipe → pulping → injection lifting → recharge.
7. The shield tunneling-based end reinforcement construction method according to claim 6, characterized in that in the step of slurrying, ordinary portland cement is adopted, the water cement ratio is 0.8-1.0, the cement mixing amount is 300kg/m, the slurry is stirred by a high-speed stirrer, the stirred slurry is required to be continuous and uniform, the stirring time is not less than 30s, and the one-time stirring use time is also controlled within 4 h.
8. The shield tunneling-based end reinforcement construction method according to claim 7, wherein in the step of injection lifting, the control parameters are air pressure of 0.7MPa, slurry pressure of 3MPa, water pressure of 25MPa, lifting speed of 10cm/min, rotation speed of 10r/min and slurry flow rate of 100L/min.
9. The shield tunneling-based end reinforcement construction method according to claim 8, wherein the dewatering well construction process comprises the following steps: measuring, lofting hole sites, acceptance inspection → a drilling machine is in place → drilling, hole forming → a final hole → a lower well pipe → gravel filling → mud filling and sealing → well washing → well forming ending → pumping by a pump.
10. The shield tunneling-based head end reinforcing construction method according to claim 9, wherein standard graded sand is used in the step of gravel packing, and the grain size of the gravel packing is 6-12 times that of the aquifer around the filter pipe.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110204234.8A CN114960711A (en) | 2021-02-24 | 2021-02-24 | End reinforcement construction method based on shield tunneling |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110204234.8A CN114960711A (en) | 2021-02-24 | 2021-02-24 | End reinforcement construction method based on shield tunneling |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114960711A true CN114960711A (en) | 2022-08-30 |
Family
ID=82974088
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110204234.8A Pending CN114960711A (en) | 2021-02-24 | 2021-02-24 | End reinforcement construction method based on shield tunneling |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114960711A (en) |
Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11241593A (en) * | 1998-02-25 | 1999-09-07 | Hazama Gumi Ltd | Ground collapse preventing method in shield construction |
| CN106194218A (en) * | 2016-08-30 | 2016-12-07 | 中铁第四勘察设计院集团有限公司 | The shield end soil body reinforcement system in high water head deep and thick sand area |
| CN106545005A (en) * | 2016-12-05 | 2017-03-29 | 中交第三航务工程局有限公司 | A kind of reinforcing body and reinforcement means of subway tunnel shield termination |
| CN106812540A (en) * | 2017-03-20 | 2017-06-09 | 中铁十四局集团有限公司 | A kind of shield launching element wall closing water sealing consolidation structure and construction technology |
| CN106988753A (en) * | 2017-05-08 | 2017-07-28 | 中建三局基础设施工程有限公司 | A kind of U-shaped plain concrete ground-connecting-wall adds steel bushing shield structure and its method of reseptance |
| CN108625863A (en) * | 2018-03-21 | 2018-10-09 | 浙江大学城市学院 | A kind of weak soil shield receives control and reinforcement means |
| CN109751056A (en) * | 2019-01-31 | 2019-05-14 | 中铁工程装备集团有限公司 | A kind of water rich strata shield-tunneling construction active well end processing method |
| CN110344834A (en) * | 2019-07-12 | 2019-10-18 | 中铁十二局集团有限公司 | Nearly section water-rich silty sand layers shield machine receives construction method |
| JP6632018B1 (en) * | 2019-07-26 | 2020-01-15 | 株式会社タック | Tunnel waterproofing method, tunnel waterproofing system, and waterproofing material |
| CN111810176A (en) * | 2020-08-12 | 2020-10-23 | 通州建总集团有限公司 | Subway station end reinforcement construction method for water-rich sand layer shield construction |
-
2021
- 2021-02-24 CN CN202110204234.8A patent/CN114960711A/en active Pending
Patent Citations (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11241593A (en) * | 1998-02-25 | 1999-09-07 | Hazama Gumi Ltd | Ground collapse preventing method in shield construction |
| CN106194218A (en) * | 2016-08-30 | 2016-12-07 | 中铁第四勘察设计院集团有限公司 | The shield end soil body reinforcement system in high water head deep and thick sand area |
| CN106545005A (en) * | 2016-12-05 | 2017-03-29 | 中交第三航务工程局有限公司 | A kind of reinforcing body and reinforcement means of subway tunnel shield termination |
| CN106812540A (en) * | 2017-03-20 | 2017-06-09 | 中铁十四局集团有限公司 | A kind of shield launching element wall closing water sealing consolidation structure and construction technology |
| CN106988753A (en) * | 2017-05-08 | 2017-07-28 | 中建三局基础设施工程有限公司 | A kind of U-shaped plain concrete ground-connecting-wall adds steel bushing shield structure and its method of reseptance |
| CN108625863A (en) * | 2018-03-21 | 2018-10-09 | 浙江大学城市学院 | A kind of weak soil shield receives control and reinforcement means |
| CN109751056A (en) * | 2019-01-31 | 2019-05-14 | 中铁工程装备集团有限公司 | A kind of water rich strata shield-tunneling construction active well end processing method |
| CN110344834A (en) * | 2019-07-12 | 2019-10-18 | 中铁十二局集团有限公司 | Nearly section water-rich silty sand layers shield machine receives construction method |
| JP6632018B1 (en) * | 2019-07-26 | 2020-01-15 | 株式会社タック | Tunnel waterproofing method, tunnel waterproofing system, and waterproofing material |
| CN111810176A (en) * | 2020-08-12 | 2020-10-23 | 通州建总集团有限公司 | Subway station end reinforcement construction method for water-rich sand layer shield construction |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| AU2020103672A4 (en) | Construction method of rotary drilling hole-forming and jet mixing cement-soil occlusion curtain piles | |
| CN110230309B (en) | Karst area bridge karst cave pile foundation construction method | |
| CN100591866C (en) | Drifting sand layer and gravel stratum water-moving double-liquid high pressure slip-casting water-blocking construction method | |
| CN103334770B (en) | One is grown up reverse-slope tunnel ultra high water pressure rich water zone of fracture construction method | |
| CN106545005A (en) | A kind of reinforcing body and reinforcement means of subway tunnel shield termination | |
| CN107246267A (en) | Mine Shaft Lining, constructing device and method in a kind of poor strata | |
| CN111119940B (en) | Grouting construction treatment method | |
| CN106759297A (en) | A kind of construction method of support pile and three pipe high-pressure rotary jet grouting pile deep basal pits | |
| CN111411970B (en) | Shield starting construction method under geological condition of water-rich sand layer | |
| CN104631480A (en) | Method for performing deep foundation pit waterproof curtain construction by adopting high-pressure jet grouting pile machine | |
| CN104674798A (en) | Construction method for non-replacement and up-and-down convertible spouting five-shaft cement mixing pile | |
| CN108590706A (en) | One kind being used for speciality single-track railway tunnel drifter with booms Construction Techniques of Grouting in Heavy Curtain | |
| CN105731978B (en) | A kind of grouting serous fluid and grouting method for fine sand layer jacking culvert solidifying of the working face | |
| CN106013078B (en) | A kind of construction method of highly permeable stratum consolidation curtain structure | |
| CN107338789A (en) | A kind of construction method of down-the-hole percussion triple-pipe high pressure jet grouting stake | |
| CN207377562U (en) | Mine Shaft Lining and constructing device in a kind of poor strata | |
| CN210509175U (en) | Reinforced structure of building is worn to shield closely side | |
| CN110777775A (en) | Foundation pit structure and construction method thereof | |
| CN103174135B (en) | Repair method of unqualified post-grouting bored concrete pile | |
| CN108894247A (en) | A kind of Metro Connection Passage periphery soil body subsidence pressure circle spray reinforcement structure and construction method | |
| CN113027483A (en) | Shield tunnel broken zone stratum grouting reinforcement equipment and grouting reinforcement method thereof | |
| CN108755671A (en) | A kind of rich water gravel layer three axes agitating pile construction method | |
| CN111962516A (en) | Grouting construction process for jet grouting pile for reinforcing underground excavation shaft | |
| CN107227958A (en) | Shaft wall structure, constructing device and the method for the high spray curtain pile of shaft collar section | |
| CN114737979B (en) | Construction method for continuously passing large-diameter water conveying pipeline downwards in shield region |
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 |