CN115492084A - Construction method of underground continuous wall fore shaft pipe joint water stop structure - Google Patents
Construction method of underground continuous wall fore shaft pipe joint water stop structure Download PDFInfo
- Publication number
- CN115492084A CN115492084A CN202211359821.5A CN202211359821A CN115492084A CN 115492084 A CN115492084 A CN 115492084A CN 202211359821 A CN202211359821 A CN 202211359821A CN 115492084 A CN115492084 A CN 115492084A
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- Prior art keywords
- fore shaft
- shaft pipe
- wall
- concrete
- pipe joint
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- 238000010276 construction Methods 0.000 title claims abstract description 26
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 25
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 11
- 239000010959 steel Substances 0.000 claims abstract description 11
- 238000000034 method Methods 0.000 claims abstract description 8
- 238000009412 basement excavation Methods 0.000 claims abstract description 4
- 239000000463 material Substances 0.000 claims abstract description 4
- 230000000694 effects Effects 0.000 description 3
- 238000005507 spraying Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
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Classifications
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- 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
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention relates to a construction method of a water stop structure of a fore shaft pipe joint of an underground continuous wall, which comprises the following steps: in the construction stage of the ground wall, after the groove section is excavated, inserting a fore shaft pipe with the same width as the groove into the end part, pouring concrete, wherein one side of the fore shaft pipe is provided with a small-diameter semi-circular groove structure, and after the concrete is initially set, pulling out the fore shaft pipe to form a concave-concave structure; after the excavation of the lower wall is finished, the steel pipe is inserted into the small concave position, then the concrete is poured, the steel pipe is pulled out after the concrete is initially set, a circular hole is formed between two adjacent walls, and secondary grouting treatment or water stop material filling is carried out, so that the leakage at the joint of the wall connecting groove section is effectively controlled. Compared with the traditional water stopping scheme of constructing the triangular high-pressure jet grouting pile on the outer side of the fore shaft pipe joint, the water stopping method has the advantages that the function of secondary grouting on the fore shaft pipe joint can be realized through the arc groove, the leakage problem is reduced, the construction cost is reduced, the construction period is shortened, and the effective water stopping at the fore shaft pipe joint of the underground diaphragm wall is realized.
Description
Technical Field
The invention relates to a locking pipe joint water stopping method, in particular to a construction method for controlling joint water stopping of leakage between adjacent groove sections in underground continuous wall construction.
Background
With the rapid development of modern cities, city building groups are increasing, and underground continuous walls are often used as enclosure structures in a plurality of large-scale deep foundation pit projects. The underground continuous wall has the characteristics of high rigidity, high strength and the like, and can achieve good water interception and impermeability effects. However, in the concrete construction of the underground continuous wall, a plurality of sections are required to be poured successively to form a continuous whole, so that a fore shaft pipe process is often adopted at the joint when the adjacent groove sections are constructed, and further, the anti-seepage effect is not as good as that of the underground continuous wall which is poured completely at one time, and even seepage occurs at the joint. However, the water stopping effect of the underground continuous walls directly affects the quality and safety of the underground building parts, and particularly, at the joint of two adjacent underground continuous walls, the problem of leakage or water burst is particularly considered.
At present, a common underground diaphragm wall fore shaft pipe joint water stopping method is to construct a triangular high-pressure jet grouting pile outside a joint, however, the water stopping mode has the conditions of high construction cost, long construction period and the like, so that the interface mode between adjacent groove sections of the underground diaphragm wall must be further optimized, leakage is effectively prevented, the construction cost is saved, and the economic, reasonable and scientific target is achieved.
Disclosure of Invention
The invention aims to provide a water stop structure of a fore shaft pipe joint of an underground continuous wall and a construction method thereof, which aim to solve the problems in the background technology.
In order to achieve the purpose, the technical scheme of the invention is as follows: a construction method of a locking pipe joint water stop structure of an underground continuous wall comprises the following steps:
the method comprises the following steps: in the construction stage of the ground wall, after the groove section is excavated, inserting a fore shaft pipe with the same width as the groove into the end part, pouring concrete, wherein one side of the fore shaft pipe is provided with a small-diameter semi-circular groove structure, and after the concrete is initially set, pulling out the fore shaft pipe to form a concave-concave structure;
step two: after the excavation of the lower ground wall is finished, firstly inserting a steel pipe into the small concave position, then pouring concrete, pulling out the steel pipe after the concrete is initially set, and forming a circular hole between two adjacent ground walls;
step three: and performing secondary grouting treatment in the round hole or filling other water-stopping materials to effectively control the leakage at the joint of the wall connecting groove section.
Further, the diameter of the steel pipe in the second step is slightly smaller than the inner diameter of the circular arc groove.
And further, high-pressure rotary jet grouting is adopted for secondary grouting in the step two.
The invention has the beneficial effects that:
1. compared with the traditional water stopping scheme of constructing the delta-shaped high-pressure jet grouting pile outside the joint of the adjacent groove sections of the ground wall, the invention only needs to carry out secondary grouting water stopping treatment in the circular hole inside the joint, thereby greatly reducing the construction cost and having more economic benefits.
2. The method does not need to additionally drill holes on the outer side of the joint and then carry out the water stopping treatment by rotary spraying, and only needs to carry out the water stopping treatment after the initial setting of concrete is completed in the adjacent groove sections. The construction process is simplified and convenient, and the construction period is reduced relatively.
3. Do the stagnant water treatment inside adjacent groove section connects, connect the outside construction article font high pressure jet grouting pile at the adjacent groove section of ground wall with the tradition, can effectively reduce the seepage more.
Drawings
FIG. 1 is an isometric view of a fore shaft tube of the diaphragm wall of the present invention;
FIG. 2 is an exploded view of the underground diaphragm wall fore shaft of the present invention;
FIGS. 3 to 5 are schematic views of the construction of the present invention.
Detailed Description
The invention is further described with reference to the following figures and examples.
As shown in fig. 1 to 5, the construction method of the underground continuous wall fore shaft pipe joint water stop structure of the present invention comprises the following steps:
s1: in the construction stage of the ground wall, after the groove section is excavated, a locking pipe 1 with the same width as the groove is inserted into the end part, and concrete is poured. One side of the fore shaft pipe 1 is provided with a small-diameter semi-arc groove structure, as shown in 1,2, after the concrete is initially set, the fore shaft pipe 1 is pulled out to form a concave-concave structure.
S2: after the excavation of the lower ground wall is finished, a steel pipe 2 is inserted into the small concave position, then concrete is poured, after the concrete is initially set, the steel pipe 2 is pulled out, and a circular hole 3 is formed between two adjacent ground walls.
S3: and secondary grouting treatment is carried out in the circular hole 3, or other water-stopping materials are filled, so that the leakage at the joint of the wall connecting groove section is effectively controlled.
The diameter of the steel pipe 2 in the step S2 is slightly smaller than the inner diameter of the arc groove. The secondary grouting can be high-pressure rotary spraying grouting and the like.
Claims (3)
1. A construction method of a water stop structure of a locking pipe joint of an underground diaphragm wall is characterized by comprising the following steps:
the method comprises the following steps: in the construction stage of the ground wall, after the groove section is excavated, inserting a fore shaft pipe with the same width as the groove into the end part, pouring concrete, wherein one side of the fore shaft pipe is provided with a small-diameter semi-circular groove structure, and after the concrete is initially set, pulling out the fore shaft pipe to form a concave-concave structure;
step two: after the excavation of the lower ground wall is finished, firstly inserting a steel pipe into the small concave position, then pouring concrete, pulling out the steel pipe after the concrete is initially set, and forming a circular hole between two adjacent ground walls;
step three: and performing secondary grouting treatment in the round hole or filling other water-stopping materials to effectively control the leakage at the joint of the wall connecting groove section.
2. The construction method of the underground continuous wall fore shaft pipe joint water stop structure according to claim 1, characterized in that: the diameter of the steel pipe in the second step is slightly smaller than the inner diameter of the circular arc groove.
3. The construction method of the underground continuous wall fore shaft pipe joint water stop structure according to claim 1, characterized in that: and the secondary grouting in the step two adopts high-pressure rotary jet grouting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211359821.5A CN115492084A (en) | 2022-11-02 | 2022-11-02 | Construction method of underground continuous wall fore shaft pipe joint water stop structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202211359821.5A CN115492084A (en) | 2022-11-02 | 2022-11-02 | Construction method of underground continuous wall fore shaft pipe joint water stop structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN115492084A true CN115492084A (en) | 2022-12-20 |
Family
ID=85115305
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202211359821.5A Pending CN115492084A (en) | 2022-11-02 | 2022-11-02 | Construction method of underground continuous wall fore shaft pipe joint water stop structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115492084A (en) |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003253667A (en) * | 2001-12-27 | 2003-09-10 | Kouchi Marutaka:Kk | Installation method for underground continuous wall, box bucket used for the method, and construction method for water shield wall in waste reclaimed ground |
| CN105780815A (en) * | 2015-12-09 | 2016-07-20 | 中建七局(上海)有限公司 | Anti-seepage construction device and method for continuous wall |
| CN110387873A (en) * | 2019-02-11 | 2019-10-29 | 中国水电基础局有限公司 | A kind of method of extubation construction underground continuous wall connector installation grouting floral tube |
-
2022
- 2022-11-02 CN CN202211359821.5A patent/CN115492084A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003253667A (en) * | 2001-12-27 | 2003-09-10 | Kouchi Marutaka:Kk | Installation method for underground continuous wall, box bucket used for the method, and construction method for water shield wall in waste reclaimed ground |
| CN105780815A (en) * | 2015-12-09 | 2016-07-20 | 中建七局(上海)有限公司 | Anti-seepage construction device and method for continuous wall |
| CN110387873A (en) * | 2019-02-11 | 2019-10-29 | 中国水电基础局有限公司 | A kind of method of extubation construction underground continuous wall connector installation grouting floral tube |
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Application publication date: 20221220 |