CN107447747B - A kind of construction method of coercion underground continuous wall - Google Patents
A kind of construction method of coercion underground continuous wall Download PDFInfo
- Publication number
- CN107447747B CN107447747B CN201710518788.9A CN201710518788A CN107447747B CN 107447747 B CN107447747 B CN 107447747B CN 201710518788 A CN201710518788 A CN 201710518788A CN 107447747 B CN107447747 B CN 107447747B
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- prefabricated panel
- wall
- underground continuous
- reinforcing bar
- continuous wall
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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
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
-
- 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
- E02D19/185—Joints between sheets constituting the sealing aprons
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The present invention relates to a kind of construction methods of coercion underground continuous wall, coercion underground continuous wall includes several piece prefabricated panel interconnected, the forward and backward face of the prefabricated panel is embedded with Grouting Pipe, connection reinforcing bar is reserved in prefabricated panel, sealing rod is embedded in the assembling seam of prefabricated panel, construction method includes 4 steps.Construction method construction efficiency of the invention is high, and deformation of wall is small, and water-stagnating effect is good, can control in the range of grade soil deformation, can avoid because construction of diaphragm wall is to around adjacent to the influence of important construction of structures.
Description
Technical field
The present invention relates to the construction methods of coercion underground continuous wall, belong to underground continuous wall construction technique field.
Background technique
Diaphram wall has the characteristics that the big rigidity of structure, globality, impermeability and durability are good, can be used as permanent
Retaining soil and water and load-carrying members.Coercion underground continuous wall can continuously hang wall section after grooving, without maintenance, construction
Speed not only far faster than cast-in-place subterranean wall, also reduces the unstability of cell wall, and can thoroughly eradicate connector and add mud, wall
Add the common quality defects such as sand, leakage muscle, loose, bulge, quicksand, thus is widely applied.
Existing coercion underground continuous wall is in assembling, due to structure between the connector portions of adjacent coercion underground continuous wall
Reason often will appear leakage problems.To reduce surrounding soil deformation caused by coercion underground continuous wall construction, current is applied
Work technique usually using being in the milk to the gap between outer wall and slot wall, enriches gap by slurries self weight and reaches control
The purpose of soil deformation processed.There are following two deficiencies for this technique: relying solely on slurries self weight and tamps gap often and can not return
The stress loss generated by soil disturbance is mended, thus cannot achieve the purpose that effectively to control soil deformation；In addition, the technique
The quality of slip casting can not effectively be controlled.
Summary of the invention
Technical problem to be solved by the present invention lies in a kind of construction method of coercion underground continuous wall is provided, can reduce
Surrounding soil deformation caused by coercion underground continuous wall construction.
To solve the above-mentioned problems, the technical solution adopted in the present invention is as follows:
A kind of coercion underground continuous wall, including several piece prefabricated panel interconnected, the forward and backward face of the prefabricated panel are pre-
It is embedded with Grouting Pipe, connection reinforcing bar is reserved in prefabricated panel, is embedded with sealing rod in the assembling seam of prefabricated panel,
The construction method of coercion underground continuous wall, includes the following steps:
S1, retaining wall is carried out to groove using mud；
S2, prefabricated panel is put into groove according to axial location piecemeal, adjacent two phases prefabricated panel is attached,
It is embedded sealing rod in the assembling seam of prefabricated panel, connects the reserved connection reinforcing bar of prefabricated panel, and benefit up and down in same phase wall
With the Grouting Pipe of casing connection corresponding position；
After S3, coercion underground continuous wall assembling, grouting liquid is poured to the gap on the outside of precast wall body between slot wall,
It is self-possessed filling gap by slurries, while with the gap of connecting portion between the contiguous prefabricated wallboard of concrete casting；
S4, and etc. the slurries of S3 set strength reach requirement after, then clear and coherent pre-buried Grouting Pipe carries out secondary injection
Slurry, first low-pressure grouting guarantee that slurries are uniformly distributed in wall side, then carry out high-pressure slip-casting, complete after grout cures pre-
The construction of subterranean wall processed.
Further, the connection reinforcing bar length in the prefabricated panel is alternate, and the end of longer connection reinforcing bar connects equipped with reinforcing bar
Female connector, in step s 2, longer connection reinforcing bar are attached with corresponding short connection reinforcing bar by reinforced bar jointing sleeve.
The prefabricated panel side setting it is fluted, the other side be installed with the matched tenon of the groove shapes,
In step S2, match to form mortise-tenon joint with tenon by groove between adjacent two phases wallboard.
Further, the Grouting Pipe is uniformly distributed along the vertical and horizontal of prefabricated panel metope.
Coercion underground continuous wall of the invention, since the forward and backward face in prefabricated panel is embedded with Grouting Pipe, convenient in wallboard
After assembling, secondary grouting is carried out between wall and the soil body by Grouting Pipe；The sealing rod being arranged in assembling seam, Neng Goufang
Only soil deformation caused by soil erosion；Prefabricated panel connects reinforced bar jointing sleeve at the top of long connection reinforcing bar, is connected by reinforcing bar
Female connector is closely connect with the connection reinforcing bar of upper and lower wallboard, the connection reinforcing bar of the entire wall of diaphram wall after capable of making assembling
With certain pretension；Grouting Pipe is uniformly distributed when can make slip casting grout distribution more along the vertical and horizontal of prefabricated panel metope
Add uniformly；Mortise-tenon joint between adjacent wall board can reduce the leakage of connection.
Compared with prior art, the beneficial effects of the present invention are:
1, grouting liquid is poured in the gap of connecting portion between slot wall, between contiguous prefabricated wallboard on the outside of to prefabricated panel,
After reaching slurries initial set, grouting behind shaft or drift lining (secondary grouting) technique is carried out between wall and the soil body by Grouting Pipe, is further passed through
Grouting pressure can compensate for because of resistance to shear of soil relaxation caused by excavating.Pass through organic knot of slip casting for the first time and secondary grouting technique
It closes, to largely reduce surrounding soil deformation.
2, when coercion underground continuous wall assembles, the use of reinforced bar jointing sleeve, the connection reinforcing bar of the entire wall after making assembling
With certain pretension, the interior sealing rod set can be not only compressed, the wall that can also effectively reduce under soil pressure effect becomes
Shape.
3, the sealing rod being arranged in the assembling seam of coercion underground continuous wall, prevent erosion caused soil deformation.
4, construction method construction efficiency of the invention is high, and deformation of wall is small, and water-stagnating effect is good, can control soil deformation
In the range of grade, it can avoid because construction of diaphragm wall is to around adjacent to the influence of important construction of structures.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of a preferred embodiment of single prefabricated panel in coercion underground continuous wall of the present invention.
Fig. 2 is the top view of a preferred embodiment of single prefabricated panel in coercion underground continuous wall of the present invention.
In figure: 1 is prefabricated panel；1a is the cavity of prefabricated panel；1b is the floor of prefabricated panel；2 be Grouting Pipe；3 are
Connect reinforcing bar；4 be sealing rod；5 be reinforced bar jointing sleeve；6 be groove；7 be tenon.
Specific embodiment
Below in conjunction with the drawings and specific embodiments, the present invention is described in further detail.According to following explanation, originally
The purposes, technical schemes and advantages of invention will be apparent from.It should be noted that described embodiment is of the invention preferred
Embodiment, instead of all the embodiments.
Referring to figs. 1 and 2, a kind of coercion underground continuous wall, including several piece prefabricated panel 1 interconnected, it is described
The side setting fluted 6 of prefabricated panel, the other side is installed with and the matched tenon 7 of the groove shapes, adjacent two phases wallboard
Between match to form mortise-tenon joint with tenon by groove.The forward and backward face of the prefabricated panel is embedded with Grouting Pipe 2, is convenient for
After wallboard assembling, secondary grouting is carried out between wall and the soil body by Grouting Pipe.In order to guarantee that slip casting is evenly distributed,
Vertical and horizontal of the Grouting Pipe preferably along prefabricated panel metope are uniformly distributed.Connection reinforcing bar 3 is reserved in prefabricated panel, it is prefabricated
It is embedded with sealing rod 4 in the assembling seam of wallboard, can prevent erosion caused soil deformation.
Connection reinforcing bar length in the prefabricated panel is alternate, and the end of longer connection reinforcing bar is equipped with reinforced bar jointing sleeve 5, compared with
Long connection reinforcing bar is attached with corresponding short connection reinforcing bar by reinforced bar jointing sleeve, the diaphram wall after capable of making assembling
The connection reinforcing bar of entire wall has certain pretension.
The construction method of above-mentioned coercion underground continuous wall, includes the following steps:
S1, retaining wall is carried out to groove using mud；
S2, prefabricated panel 1 is put into groove according to axial location piecemeal, adjacent two phases prefabricated panel is attached,
It is embedded sealing rod 4 in the assembling seam of prefabricated panel, connects the connection reinforcing bar that prefabricated panel is reserved up and down in same phase wall, and
Utilize the Grouting Pipe 2 of casing connection corresponding position；
After S3, coercion underground continuous wall assembling, grouting liquid is poured to the gap on the outside of precast wall body between slot wall,
It is self-possessed filling gap by slurries, while with the gap of connecting portion between the contiguous prefabricated wallboard of concrete casting；
S4, and etc. the slurries of S3 set strength reach requirement after, then clear and coherent pre-buried Grouting Pipe 2 carries out secondary
Slip casting, first low-pressure grouting guarantee that slurries are uniformly distributed in wall side, then carry out high pressure injection according to pressure requirements and variation
It starches, the construction of prefabricated subterranean wall is completed after grout cures.
Preferably, the connection reinforcing bar length in the prefabricated panel is alternate, the end of longer connection reinforcing bar is equipped with reinforcing bar
Connector sleeve 5, in step s 2, longer connection reinforcing bar are attached with corresponding short connection reinforcing bar by reinforced bar jointing sleeve.
Preferably, the side setting fluted 6 of the prefabricated panel, the other side is installed with and the groove shapes
Matched tenon 7 matches to form mortise-tenon joint by groove between adjacent two phases wallboard with tenon in step s 2.
Construction method of the invention passes through the combination of slip casting for the first time and secondary grouting technique, is compensated by grouting pressure
Because of the structure of the stress loss generated by soil disturbance.To largely reduce surrounding soil deformation.Reinforcing bar connection
The connection reinforcing bar of the use of set, the entire wall after making assembling has certain pretension, can not only compress the interior sealing set
Item can also effectively reduce the deformation of wall under soil pressure effect.Sealing rod can prevent erosion caused soil deformation.
Construction method construction efficiency of the invention is high, and deformation of wall is small, and water-stagnating effect is good, can control soil deformation in milli
In the range of meter level, it can avoid because construction of diaphragm wall is to around adjacent to the influence of important construction of structures.
The above is only the description explanation of the preferred embodiment of the present invention, and not limiting the scope of the present invention, shows
So, anyone skilled in the art based on the above embodiment, can readily occur in replacement or variation to obtain other implementations
Example, these are covered by the protection scope of the present invention.
Claims (4)
1. a kind of construction method of coercion underground continuous wall, the coercion underground continuous wall includes several piece dry wall interconnected
Plate (1), it is characterised in that:
The forward and backward face of the prefabricated panel is embedded with Grouting Pipe (2), and connection reinforcing bar (3) is reserved in prefabricated panel, prefabricated panel
Sealing rod (4) are embedded in assembling seam,
Construction method includes the following steps:
S1, retaining wall is carried out to groove using mud；
S2, prefabricated panel (1) is put into groove according to axial location piecemeal, adjacent two phases prefabricated panel is attached,
Sealing rod (4) are embedded in the assembling seam of prefabricated panel, connect the connection reinforcing bar that prefabricated panel is reserved up and down in same phase wall, and
Utilize the Grouting Pipe (2) of casing connection corresponding position；
After S3, coercion underground continuous wall assembling, grouting liquid is poured to the gap on the outside of precast wall body between slot wall, is passed through
Slurries self weight filling gap, while with the gap of connecting portion between the contiguous prefabricated wallboard of concrete casting；
S4, and etc. the slurries of S3 set strength reach requirement after, clear and coherent pre-buried Grouting Pipe (2) then carries out secondary injection
Slurry, first low-pressure grouting guarantee that slurries are uniformly distributed in wall side, then carry out high-pressure slip-casting, complete after grout cures pre-
The construction of subterranean wall processed.
2. the construction method of coercion underground continuous wall according to claim 1, it is characterised in that:
Connection reinforcing bar length in the prefabricated panel is alternate, and the end of longer connection reinforcing bar is equipped with reinforced bar jointing sleeve (5), in step
In rapid S2, longer connection reinforcing bar is attached with corresponding short connection reinforcing bar by reinforced bar jointing sleeve.
3. the construction method of coercion underground continuous wall according to claim 1, it is characterised in that:
Fluted (6) are arranged in the side of the prefabricated panel, the other side be installed with the matched tenon of the groove shapes (7),
In step s 2, it matches to form mortise-tenon joint with tenon by groove between adjacent two phases wallboard.
4. the construction method of coercion underground continuous wall according to claim 1, it is characterised in that:
The Grouting Pipe is uniformly distributed along the vertical and horizontal of prefabricated panel metope.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710518788.9A CN107447747B (en) | 2017-06-30 | 2017-06-30 | A kind of construction method of coercion underground continuous wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710518788.9A CN107447747B (en) | 2017-06-30 | 2017-06-30 | A kind of construction method of coercion underground continuous wall |
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| Publication Number | Publication Date |
|---|---|
| CN107447747A CN107447747A (en) | 2017-12-08 |
| CN107447747B true CN107447747B (en) | 2019-08-30 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201710518788.9A Active CN107447747B (en) | 2017-06-30 | 2017-06-30 | A kind of construction method of coercion underground continuous wall |
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| CN (1) | CN107447747B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113123362A (en) * | 2021-04-15 | 2021-07-16 | 深圳市市政设计研究院有限公司 | Design and construction method for side wall with fabricated underground diaphragm wall serving as main structure |
| CN113863323A (en) * | 2021-10-29 | 2021-12-31 | 中铁上海工程局集团有限公司 | Construction method adopting wall-shaped supporting structure |
| CN114197447A (en) * | 2021-11-02 | 2022-03-18 | 广州地铁设计研究院股份有限公司 | Lightweight single-side superposed prefabricated underground continuous wall and construction method thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001193058A (en) * | 2000-01-14 | 2001-07-17 | Ki Kyo | Construction method of diaphragm wall and unit wall of diaphragm wall |
| CN102116035A (en) * | 2009-12-30 | 2011-07-06 | 上海市机械施工有限公司 | Process for constructing underground structural walls without linings |
| CN203769116U (en) * | 2014-03-11 | 2014-08-13 | 朱彤 | Prefabricated through hole assembly type reinforced concrete shear wall |
| CN205224016U (en) * | 2015-11-16 | 2016-05-11 | 上海市政工程设计研究总院（集团）有限公司 | Vertical mosaic structure of precast underground continuous wall |
| CN105887806A (en) * | 2016-06-13 | 2016-08-24 | 上海强劲地基工程股份有限公司 | Assembled type underground diaphragm wall and construction method thereof |
-
2017
- 2017-06-30 CN CN201710518788.9A patent/CN107447747B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001193058A (en) * | 2000-01-14 | 2001-07-17 | Ki Kyo | Construction method of diaphragm wall and unit wall of diaphragm wall |
| CN102116035A (en) * | 2009-12-30 | 2011-07-06 | 上海市机械施工有限公司 | Process for constructing underground structural walls without linings |
| CN203769116U (en) * | 2014-03-11 | 2014-08-13 | 朱彤 | Prefabricated through hole assembly type reinforced concrete shear wall |
| CN205224016U (en) * | 2015-11-16 | 2016-05-11 | 上海市政工程设计研究总院（集团）有限公司 | Vertical mosaic structure of precast underground continuous wall |
| CN105887806A (en) * | 2016-06-13 | 2016-08-24 | 上海强劲地基工程股份有限公司 | Assembled type underground diaphragm wall and construction method thereof |
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| CN107447747A (en) | 2017-12-08 |
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