CN113073984A - Construction method for grouting pre-reinforcement and pile-forming integration of tunnel penetrating through small karst cave groups - Google Patents
Construction method for grouting pre-reinforcement and pile-forming integration of tunnel penetrating through small karst cave groups Download PDFInfo
- Publication number
- CN113073984A CN113073984A CN202110411817.8A CN202110411817A CN113073984A CN 113073984 A CN113073984 A CN 113073984A CN 202110411817 A CN202110411817 A CN 202110411817A CN 113073984 A CN113073984 A CN 113073984A
- Authority
- CN
- China
- Prior art keywords
- grouting
- pile
- tunnel
- forming
- pipe
- 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
- 230000002787 reinforcement Effects 0.000 title claims abstract description 42
- 238000010276 construction Methods 0.000 title claims abstract description 23
- 230000010354 integration Effects 0.000 title claims abstract description 13
- 230000000149 penetrating effect Effects 0.000 title description 4
- 239000011440 grout Substances 0.000 claims abstract description 19
- 239000002002 slurry Substances 0.000 claims abstract description 14
- 239000011083 cement mortar Substances 0.000 claims abstract description 9
- 239000004568 cement Substances 0.000 claims abstract description 5
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 5
- 238000009412 basement excavation Methods 0.000 claims description 9
- 238000005553 drilling Methods 0.000 claims description 6
- 239000011435 rock Substances 0.000 claims description 5
- 239000007788 liquid Substances 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims description 2
- 230000005641 tunneling Effects 0.000 claims description 2
- 238000000034 method Methods 0.000 abstract description 7
- 230000007774 longterm Effects 0.000 abstract description 4
- 238000007711 solidification Methods 0.000 abstract 1
- 230000008023 solidification Effects 0.000 abstract 1
- 239000004570 mortar (masonry) Substances 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- -1 silt Substances 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/04—Directional drilling
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B7/00—Special methods or apparatus for drilling
- E21B7/20—Driving or forcing casings or pipes into boreholes, e.g. sinking; Simultaneously drilling and casing boreholes
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Geochemistry & Mineralogy (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Fluid Mechanics (AREA)
- Physics & Mathematics (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a construction method for grouting, pre-reinforcing and pile-forming integration of a tunnel passing through a small karst cave group, which comprises the following steps: step one, in the left side area and the right side area outside the contour line of the tunnel, a plurality of sleeve valve pipe grouting holes are drilled vertically downwards from the ground, the sleeve valve pipes are vertically inserted to the bottom, the sleeve valve pipes are arranged in the sleeve valve pipes, and quick-setting single grout is injected upwards from the bottom step by step. Step two, in the contour line of the tunnel, constructing a plurality of grouting and pile-forming holes vertically downwards from the ground, and when one grouting and pile-forming hole is constructed, vertically inserting a grouting pipe into the grouting and pile-forming hole to the bottom, and vertically inserting a reinforcement cage into the grouting pipe; then pouring high-strength cement mortar into the grouting pipe; and pouring cement slurry or double-slurry after solidification and forming. By adopting the construction method, the grouting improved stratum and the pile-forming at the bottom of the tunnel are comprehensively and integrally constructed in the construction process that the tunnel passes through the karst cave group, thereby providing guarantee for the long-term operation safety of the tunnel.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering, and particularly relates to a construction method for integration of grouting pre-reinforcement and pile forming of a tunnel penetrating through a small karst cave group.
Background
Karst geology often appears in tunnel engineering construction, and especially when a karst cave group is encountered, the tunnel construction and operation safety are challenged, and for large karts, bridge construction and crossing in the cave can be even needed.
For common small and medium-sized karst caves, the diameter is less than 5m, and the common treatment measure in tunnel engineering is grouting filling. However, due to insufficient slurry durability, the filled slurry may disintegrate and run away in the operation process after the tunnel is built, or the karst itself contains fillers such as silt, sand and the like, so that the slurry is difficult to fill the dissolving cavity, and a new cavity appears in the subsequent process, which is a problem that the conventional grouting treatment method cannot avoid.
When the tunnel passes through the small karst cave group, the processing of the cave group below the bottom plate of the tunnel is particularly critical, once the processing is insufficient or a new cavity is developed due to the loss of old filling materials in the later period, the bearing capacity of surrounding rocks at the bottom of the tunnel is seriously reduced, and the operation safety of the tunnel is endangered.
Disclosure of Invention
The invention aims to solve the technical problem that the defects of the prior art are overcome, and the grouting pre-reinforcement and pile-forming integrated construction method for the tunnel to pass through the small karst cave groups is provided.
In order to solve the technical problems, the invention adopts the technical scheme that the construction method for the integration of grouting, pre-reinforcing and pile forming of the tunnel penetrating through the small karst cave groups comprises the following steps:
step one, constructing sleeve valve pipe grouting holes:
in the left and right side areas outside the contour line of the tunnel, a plurality of sleeve valve pipe grouting holes are drilled vertically downwards from the ground, the sleeve valve pipes are vertically inserted to the bottom, the sleeve valve pipes are filled with single grout which is quickly condensed upwards step by step, and the single grout is injected upwards from the bottom; the bottom of each grouting hole is positioned below the tunnel bottom plate; in each side area, a plurality of sleeve valve pipe grouting holes are arranged in a row at intervals along the tunnel excavation direction.
Step two, grouting and pile forming are performed: in the tunnel contour line, a plurality of grouting and pile forming holes are formed vertically downwards from the ground, when the grouting and pile forming holes are formed, the positions, close to the tunnel contour line, of the left side and the right side are taken as starting points, a plurality of grouting and pile forming holes are formed at the two starting points respectively, and then the grouting and pile forming holes are formed towards the contour area part in sequence; the bottom of each grouting pile forming hole is positioned below the tunnel bottom plate; when a grouting and pile-forming hole is finished, a grouting pipe is vertically inserted into the grouting and pile-forming hole to the bottom, and steel reinforcement cages are vertically inserted into the grouting pipe, wherein the height of each steel reinforcement cage is close to the lowest point of the tunnel contour line; then pouring high-strength cement mortar into the grouting pipe to the upper end of the reinforcement cage; after the poured high-strength cement mortar is solidified and formed, pouring cement slurry or double-liquid slurry into the grouting pipe; and grouting from bottom to top step by step until the upper end of the grouting pipe is reached.
Further, in the second step, when grouting and pile forming holes are constructed, if the area below the tunnel bottom plate is a karst area, drilling is continued until the bottom of the grouting and pile forming holes vertically passes through the karst area; and a grouting pipe is vertically arranged in the grouting and pile-forming hole, then a reinforcement cage is vertically inserted into the grouting pipe to the bottom, and the height of the upper part of the reinforcement cage is at the same horizontal position as that of other reinforcement cages.
Furthermore, a plurality of grouting and pile forming holes are transversely arranged in rows and are arranged in a row along the tunnel excavation direction.
Furthermore, each grouting pipe is made of PVC pipes, a plurality of grout overflow holes are distributed in the side wall of each grouting pipe along the length direction of the grouting pipe, and when grouting is conducted into the grouting pipes, grout overflows from the grout overflow holes and is injected into surrounding rocks and karst.
Furthermore, the bottom of each grouting pile forming hole is located 5m below the tunnel bottom plate, and after grouting, areas on two sides of the tunnel contour line are reinforced.
And further, removing all grouting and pile-forming holes in the karst cave area, wherein the bottoms of other grouting and pile-forming holes are positioned 5m below the bottom plate of the tunnel, and reinforcing the soil body from 5m below the bottom plate to 5m above the top plate in the tunneling range of the tunnel after grouting.
Further, in the same row, the distance between the grouting holes of two adjacent sleeve valve tubes is 2 m.
Furthermore, the distance between two adjacent grouting and pile forming holes is 2 m.
The invention has the following advantages: 1. when the pile group passes through the karst cave group section, a densely distributed reinforced mortar pile group is formed under the tunnel bottom plate, so that further guarantee is provided for the long-term operation safety of the pile group. 2. The surrounding rock is consolidated in the tunnel excavation range, no reinforcing steel bar blocks, the tunnel can be safely and quickly excavated, and the method can be suitable for shield construction. 3. The ground grouting reinforcement process is integrally completed.
Drawings
FIG. 1 is a schematic cross-sectional view of a tunnel with a sleeve valve tube and a grout overflow tube;
FIG. 2 is a plan top view of a tunnel with sleeve valve tubes and a grout overflow tube;
FIG. 3 is a schematic view of slurry overflow pipes arranged in a tunnel excavation region;
FIG. 4 is a schematic view of a grout pipe provided with a reinforcement cage;
wherein: 1. grouting and forming pile holes; 2. grouting holes of sleeve valve tubes; 11. a slurry overflow pipe; 12. a slurry overflow hole; 13. a reinforcement cage; a. a tunnel contour line; b. the boundary line is reinforced.
Detailed Description
The invention relates to a construction method for grouting, pre-reinforcing and pile-forming integration of a tunnel passing through a small karst cave group, which is shown in figures 1, 2, 3 and 4 and comprises the following steps:
step one, constructing sleeve valve pipe grouting holes 2:
in the left and right side areas outside the tunnel contour line a, a plurality of sleeve valve pipe grouting holes 2 are drilled vertically downwards from the ground, the sleeve valve pipes are vertically inserted to the bottom, the sleeve valve pipes are filled with single grout which is quickly condensed upwards step by step, and the single grout is injected upwards from the bottom; after the construction is finished, grouting reinforcement ranges are formed on the left side and the right side of the tunnel contour line a, and a tunnel contour line a and a reinforcement boundary line b are arranged on the left side and the right side.
In each side area, a plurality of sleeve valve pipe grouting holes 2 are arranged in a row at intervals along the tunnel excavation direction; the bottom of each sleeve valve pipe is positioned below the tunnel bottom plate; the inner diameter of the sleeve valve pipe grouting hole 2 is 90mm, and the drilling depth is 5m below the tunnel bottom plate.
Step two: grouting and pile forming holes 1:
grouting and pile forming holes 1: in the tunnel contour line a, a plurality of grouting and pile-forming holes 1 are formed vertically downwards from the ground, when the grouting and pile-forming holes 1 are formed, a row of grouting and pile-forming holes 1 are formed at two starting points by taking the positions, close to the tunnel contour line a, on the left side and the right side as starting points, and then the grouting and pile-forming holes are formed in a row towards the contour area part;
when a grouting and pile forming hole 1 is finished, a grouting pipe 11 is vertically inserted into the grouting and pile forming hole 1 to the bottom, a vertically inserted reinforcement cage 13 is hung in the grouting pipe 11, and the height of the reinforcement cage 13 is close to the lowest point of a tunnel contour line a; then pouring high-strength cement mortar into the grouting pipe 11 to the upper end of the reinforcement cage 13; after 24 hours, the poured high-strength cement mortar is set and molded, and then cement slurry or double-fluid slurry is poured into the pouring pipe 11. And forming a reinforced mortar pile group below the tunnel bottom plate by each grouting doubling pile hole 1.
Then, grouting is carried out in the grouting pipe 11 from bottom to top step by step, and ordinary cement grout or double-liquid grout is injected until the upper end of the grouting pipe 11 is reached. Grout is overflowed from the grout holes 12 and injected into surrounding rocks and karst to reinforce and fill the area.
The inner diameter of the grouting and pile forming hole 1 is 150mm, and the distance between the horizontal row and the vertical row is 2 m. The cement mortar is poured in an amount equal to 150mm in diameter and equal to the volume of the cylinder of the reinforcement cage 13 in height.
A plurality of grouting and pile-forming holes 1 are transversely arranged in rows and are arranged in a row along the tunnel excavation direction; the bottom of each grouting and pile forming hole 1 is located 5m below the bottom plate of the tunnel.
Finally, a reinforced mortar sleeve pile group is formed at the depth of 5m below the bottom plate of the tunnel, a long-term stable support is formed for the bottom of the tunnel, a grouting reinforcement improvement area is formed above the bottom plate and up to 5m above the tunnel, and the safe and quick excavation of the tunnel can be guaranteed.
The reinforcement cage 13 comprises 3 phi 20 main reinforcements with the length of 5m, namely peripheral phi 8 stirrups with the diameter of 20mm, namely reinforcements with the diameter of 8mm, the cross section of the reinforcement cage 13 is distributed in an equilateral triangle, and the distance between the stirrups is 150mm, so that the long-term stress performance of the pile body is enhanced.
If 150mm grouting is performed and pile holes 1 are formed, drilling is performed to 5m below a tunnel bottom plate, after reaching the design depth, the tunnel encounters karst, further drilling is continued until the tunnel passes through the karst area, the drilled holes penetrate into stable bedrock for more than 1m, the holes are marked, the reinforcement cage 13 in the holes is prefabricated separately, the length of the reinforcement cage 13 is equal to the design length of 5m plus the additional drilling depth, then the reinforcement cage 13 is inserted, and high-strength cement mortar is poured.
By adopting the method, finally, the reinforced mortar sleeve pile group is formed in the depth of 5m below the bottom plate of the tunnel and in the karst area, so that the bottom of the tunnel is stably supported for a long time, and a grouting reinforcement improved area is formed from the position above the bottom plate to the position 5m above the tunnel, so that the tunnel can be safely and quickly excavated.
Claims (8)
1. A construction method for tunnel crossing small karst cave group grouting pre-reinforcement and pile forming integration is characterized in that the construction method comprises the following steps:
step one, constructing a sleeve valve pipe grouting hole (2):
in the left and right side areas outside the tunnel contour line (a), a plurality of sleeve valve pipe grouting holes (2) are drilled vertically downwards from the ground, the sleeve valve pipes are vertically inserted to the bottom, single grout which is rapidly condensed is injected into the sleeve valve pipes step by step from the bottom upwards; the bottom of each grouting hole (2) is positioned below the tunnel bottom plate;
in each side area, a plurality of sleeve valve pipe grouting holes (2) are arranged in a row at intervals along the tunnel excavation direction;
step two, grouting and pile forming (1): in the tunnel contour line (a), a plurality of grouting and pile forming holes (1) are formed vertically downwards from the ground, when the grouting and pile forming holes (1) are formed, the positions, close to the tunnel contour line (a), of the left side and the right side are taken as starting points, a plurality of grouting and pile forming holes (1) are formed at the two starting points respectively, and then the grouting and pile forming holes are formed towards the contour area part in sequence; the bottom of each grouting pile forming hole (1) is positioned below a tunnel bottom plate; when one grouting and pile forming hole (1) is completed, a grouting pipe (11) is vertically inserted into the grouting and pile forming hole (1) to the bottom, reinforcement cages (13) are vertically inserted into the grouting pipe (11), and the height of each reinforcement cage (13) is close to the lowest point of the tunnel contour line (a); then pouring high-strength cement mortar into the grouting pipe (11) to the upper end of the reinforcement cage (13); after the poured high-strength cement mortar is solidified and formed, pouring cement slurry or double-liquid slurry into the grouting pipe (11); grouting from bottom to top until the upper end of the grouting pipe (11).
2. The construction method for grouting pre-reinforcement and pile-forming integration of tunnel crossing small karst cave groups according to claim 1, characterized in that in the second step, when grouting dug pile holes (1) are applied, if the area under the tunnel bottom plate is karst area, drilling is continued until the bottom of the grouting dug pile holes (1) vertically passes through the karst area; and a grouting pipe (11) is vertically placed in the grouting duel-pile hole (1), then a reinforcement cage (13) is vertically inserted into the grouting pipe (11) to the bottom, and the height of the upper part of the reinforcement cage (13) is at the same horizontal position as that of other reinforcement cages (13).
3. The construction method for grouting pre-reinforcement and pile-forming integration of the tunnel through the small karst cave groups according to the claim 1 or 2, characterized in that a plurality of grouting and pile-forming holes (1) are arranged in rows transversely and in rows along the tunnel excavation direction.
4. The construction method for grouting and pre-reinforcing the small karst cave groups penetrated by the tunnel and integrating pile forming is characterized in that each grouting pipe (11) adopts a PVC pipe, a plurality of grout overflowing holes (12) are arranged on the side wall of each grouting pipe (11) along the length direction of the grouting pipe, and when grouting is carried out in each grouting pipe (11), grout overflows from each grout overflowing hole (12) and is injected into surrounding rocks and karsts.
5. The construction method for grouting pre-reinforcement and pile-forming integration of tunnel-passing small karst cave communities according to claim 4, characterized in that the bottom of each grouting duel pile hole (1) is positioned 5m below the tunnel bottom plate, and after grouting, the areas on two sides of the tunnel contour line are reinforced.
6. The construction method for grouting pre-reinforcement and pile-forming integration of the tunnel-crossing small karst cave groups according to claim 5, characterized in that each grouting and pile-forming hole (1) in the karst cave region is removed, the bottom of each other grouting and pile-forming hole (1) is positioned 5m below the bottom plate of the tunnel, and after grouting, soil mass from 5m below the bottom plate to 5m above the top plate in the tunneling range of the tunnel is reinforced.
7. The construction method for grouting pre-reinforcement and pile-forming integration of the tunnel crossing small karst cave groups according to claim 6, wherein the distance between the grouting holes (2) of two adjacent sleeve valve pipes in the same row is 2 m.
8. The construction method for grouting pre-reinforcement and pile-forming integration of the tunnel crossing the small karst cave communities according to the claim 6 or 7, characterized in that the distance between two adjacent grouting and pile-forming holes (1) is 2 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110411817.8A CN113073984A (en) | 2021-04-16 | 2021-04-16 | Construction method for grouting pre-reinforcement and pile-forming integration of tunnel penetrating through small karst cave groups |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110411817.8A CN113073984A (en) | 2021-04-16 | 2021-04-16 | Construction method for grouting pre-reinforcement and pile-forming integration of tunnel penetrating through small karst cave groups |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN113073984A true CN113073984A (en) | 2021-07-06 |
Family
ID=76618004
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110411817.8A Pending CN113073984A (en) | 2021-04-16 | 2021-04-16 | Construction method for grouting pre-reinforcement and pile-forming integration of tunnel penetrating through small karst cave groups |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113073984A (en) |
Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000212961A (en) * | 1999-01-22 | 2000-08-02 | East Japan Railway Co | Construction method for cast-in-place concrete pile |
| CN206308569U (en) * | 2016-12-15 | 2017-07-07 | 长沙理工大学 | It is a kind of to reinforce the road structure for punishing the solution cavity that underlies |
| CN108086994A (en) * | 2018-01-08 | 2018-05-29 | 兰州理工大学 | One kind passes through unfavourable geological tunnel set bridge underground structure and construction method |
| CN108589714A (en) * | 2018-05-09 | 2018-09-28 | 宁波市交通规划设计研究院有限公司 | A kind of Tunnel Karst Treatment Methods substituting bored grouting using high-pressure rotary jet grouting pile |
| CN111218926A (en) * | 2019-11-28 | 2020-06-02 | 湖北工业大学 | Construction process of dry-construction bored pile penetrating through karst cave |
| CN210858745U (en) * | 2019-10-31 | 2020-06-26 | 中铁二十局集团第六工程有限公司 | Loess tunnel advance reinforced structure based on sleeve valve pipe slip casting |
| CN111594232A (en) * | 2020-06-10 | 2020-08-28 | 广西路建工程集团有限公司 | Large-scale filling type karst cave geological tunnel foundation reinforcing structure and construction method thereof |
| CN112081127A (en) * | 2019-06-15 | 2020-12-15 | 北京恒祥宏业基础加固技术有限公司 | Tunnel earth surface pre-grouting reinforcement method |
| US20210010218A1 (en) * | 2018-12-25 | 2021-01-14 | Yunfei Gao | Pile-bottom grouting cavity and method for using same, and cast-in-place pile body and method for constructing same |
| CN212563239U (en) * | 2020-06-30 | 2021-02-19 | 中铁二院工程集团有限责任公司 | Tunnel bottom composite reinforcing structure for penetrating through large-scale full-filling karst cave |
| CN212801573U (en) * | 2020-05-30 | 2021-03-26 | 甘肃省交通规划勘察设计院股份有限公司 | Tunnel entrance side and heading slope pre-reinforcing steel pipe pile |
-
2021
- 2021-04-16 CN CN202110411817.8A patent/CN113073984A/en active Pending
Patent Citations (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000212961A (en) * | 1999-01-22 | 2000-08-02 | East Japan Railway Co | Construction method for cast-in-place concrete pile |
| CN206308569U (en) * | 2016-12-15 | 2017-07-07 | 长沙理工大学 | It is a kind of to reinforce the road structure for punishing the solution cavity that underlies |
| CN108086994A (en) * | 2018-01-08 | 2018-05-29 | 兰州理工大学 | One kind passes through unfavourable geological tunnel set bridge underground structure and construction method |
| CN108589714A (en) * | 2018-05-09 | 2018-09-28 | 宁波市交通规划设计研究院有限公司 | A kind of Tunnel Karst Treatment Methods substituting bored grouting using high-pressure rotary jet grouting pile |
| US20210010218A1 (en) * | 2018-12-25 | 2021-01-14 | Yunfei Gao | Pile-bottom grouting cavity and method for using same, and cast-in-place pile body and method for constructing same |
| CN112081127A (en) * | 2019-06-15 | 2020-12-15 | 北京恒祥宏业基础加固技术有限公司 | Tunnel earth surface pre-grouting reinforcement method |
| CN210858745U (en) * | 2019-10-31 | 2020-06-26 | 中铁二十局集团第六工程有限公司 | Loess tunnel advance reinforced structure based on sleeve valve pipe slip casting |
| CN111218926A (en) * | 2019-11-28 | 2020-06-02 | 湖北工业大学 | Construction process of dry-construction bored pile penetrating through karst cave |
| CN212801573U (en) * | 2020-05-30 | 2021-03-26 | 甘肃省交通规划勘察设计院股份有限公司 | Tunnel entrance side and heading slope pre-reinforcing steel pipe pile |
| CN111594232A (en) * | 2020-06-10 | 2020-08-28 | 广西路建工程集团有限公司 | Large-scale filling type karst cave geological tunnel foundation reinforcing structure and construction method thereof |
| CN212563239U (en) * | 2020-06-30 | 2021-02-19 | 中铁二院工程集团有限责任公司 | Tunnel bottom composite reinforcing structure for penetrating through large-scale full-filling karst cave |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105840207B (en) | Construction method for comprehensive tunnel entering structure of large-span tunnel penetrating shallow-buried bias-pressure loose accumulation body | |
| CN101122131B (en) | Foundation pit supporting pile using pipe casting pile embedding in rock | |
| CN105672348A (en) | Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region | |
| CN210163913U (en) | Asymmetric double-row pile-anchor rod combined supporting structure | |
| CN106930321B (en) | The construction method of underground structure is built in a kind of stake of pipe-jacking with large diameter combination hole | |
| CN107605489A (en) | Three line Large span tunnel inclined shafts enter positive cavity construction method | |
| CN106638640A (en) | Modular coffer construction method for concrete without subsealing in the geologic condition of stratum | |
| CN105781582A (en) | Novel shallow-buried tunnel support structure applicable to urban sensitive areas and construction method of novel shallow-buried tunnel support structure applicable to urban sensitive areas | |
| CN111502696A (en) | Dense-mesh type advanced support system of underground excavation tunnel and construction method | |
| CN111648790B (en) | Shallow-buried bias tunnel entry structure and construction method | |
| CN111502674A (en) | Advanced support structure and construction method for shallow-buried underground tunnel in water-rich and impurity-filled soil area | |
| CN102660955B (en) | Quick construction method for foundation pit slope support | |
| CN108442370A (en) | The broken pile connector processing method of prestressed concrete pipe pile | |
| CN106049195A (en) | Method for strengthening subgrade basement of existing high speed railway line | |
| CN110284885A (en) | Shield inspection-pit construction method | |
| CN108532586A (en) | A kind of construction method of garage parking diaphram wall | |
| CN110080779A (en) | Tunnel tunnel bottom karst cave treatment construction method | |
| CN111810185B (en) | Tunnel bottom pre-reinforcement construction method | |
| CN112482367A (en) | Foundation pit support pile for replacing cast-in-place pile rock-socketed with steel pipe pile | |
| CN105350547A (en) | Method applicable to inter-pile soil support of slope protection pile | |
| CN110805049A (en) | Construction method of mountain slope ultra-thickness spray anchor permanent supporting structure | |
| CN113073984A (en) | Construction method for grouting pre-reinforcement and pile-forming integration of tunnel penetrating through small karst cave groups | |
| CN115595979A (en) | Construction method for treating karst cave by bridge pile foundation under geological condition of strong development of karst | |
| CN109268030B (en) | Multistage sleeve arch structure for tunnel portal support, pipe shed sleeve arch structure and construction method of pipe shed sleeve arch structure | |
| CN212225231U (en) | Protective structure for bias tunnel portal |
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 |