CN111254916A - Construction method for filling primary groove section joint of underground diaphragm wall - Google Patents
Construction method for filling primary groove section joint of underground diaphragm wall Download PDFInfo
- Publication number
- CN111254916A CN111254916A CN202010063247.3A CN202010063247A CN111254916A CN 111254916 A CN111254916 A CN 111254916A CN 202010063247 A CN202010063247 A CN 202010063247A CN 111254916 A CN111254916 A CN 111254916A
- Authority
- CN
- China
- Prior art keywords
- reinforcement cage
- underground continuous
- continuous wall
- water bag
- groove section
- 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
Images
Classifications
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a construction method for filling a joint of a first-stage groove section of an underground diaphragm wall, which comprises the following steps of welding two steel bar hooks at the lower part of H-shaped steel after a reinforcement cage of the first-stage groove section of the underground diaphragm wall is welded; after the reinforcement cage is hoisted to a determined hole position, the anti-puncture water bag is fixed at the bottom of the reinforcement cage; placing a reinforcement cage, and putting the puncture-proof water bag along with the downward putting of the reinforcement cage; filling the water bag with water to ensure the compactness of backfilling, and pouring the underground continuous wall after determining that the underground continuous wall is not deviated or inclined; and (3) stripping the anti-puncture water bag and the H-shaped steel by using the auxiliary wall brushing device during the excavation of the adjacent second-stage groove section, and then brushing the wall after cleaning, so as to ensure that the joint is free from mud clamping and bag breaking. The method replaces the traditional bagged broken stone filling, ensures that the reinforcement cage does not displace during pouring, and ensures the construction compactness and stability.
Description
Technical Field
The invention belongs to the field of a construction method for backfilling gaps at two sides of a joint pipe of a first-stage groove section of a continuous wall, and particularly relates to a construction method for filling a joint of a first-stage groove section of an underground continuous wall.
Background
At present, the groove sections of the underground diaphragm wall are divided into three types:
in the first stage: the two sides welding H shaped steel guarantees that underground continuous wall steel reinforcement cage does not appear the circumstances such as distortion underground to the side does not take place the concrete of large tracts of land and reveals the condition when playing to prevent that underground continuous wall from pouring, uses the planarization that H shaped steel can guarantee the lateral wall as the lateral wall simultaneously, is convenient for the construction of adjacent groove section.
And a second stage: one side of the groove is adjacent to the first-stage groove section of the underground diaphragm wall, no additional treatment is needed, the other side of the groove is the trenchless underground diaphragm wall groove section, and only the contact position of the H-shaped steel with the groove section of the trenchless part is welded.
And a third stage: both sides are constructed underground continuous wall groove sections, and the treatment is not needed on both sides.
The construction method aims at the treatment method of the side wall of the groove section of the first-stage and second-stage underground continuous walls.
Because of underground continuous wall steel reinforcement cage size is longer, hardly guarantee to transfer the in-process and not take place lateral shifting, so for guaranteeing underground continuous wall steel reinforcement cage can transfer smoothly, need increase the horizontal excavation size of groove section during the groove section excavation, normally for unilateral extra excavation 0.5m during the construction.
Underground continuous wall steel reinforcement cage transfers the installation back that finishes, and for the steel reinforcement cage displacement does not take place when guaranteeing to pour, need fill the rubble in bags in the position of digging excessively, guarantee the closely knit nature and the stability of both sides. However, the bagged broken stone has higher cost and longer construction time, so the construction method provides a method for replacing the traditional bagged broken stone filling.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: a construction method for filling both sides of the joint of the first-stage groove section of the underground diaphragm wall by using a customized anti-piercing water bag instead of bagged broken stones is provided.
In order to solve the technical problems, the inventor obtains the technical scheme of the invention through practice and summary, and the invention discloses a construction method for filling a first-stage groove section joint of an underground diaphragm wall, which comprises the following steps:
step one, after the first-stage groove section reinforcement cage of the underground continuous wall is welded, welding two reinforcement hooks at the lower part of the H-shaped steel;
step two, after the reinforcement cage is hoisted to a determined hole position, the anti-puncture water bag is fixed at the bottom of the reinforcement cage;
step three, placing a reinforcement cage, and putting the puncture-proof water bag along with the downward putting of the reinforcement cage;
filling the water bag with water to ensure the compactness of backfilling, and pouring the underground continuous wall after determining that the underground continuous wall is not deviated or inclined;
and step five, stripping the anti-puncture water bag and the H-shaped steel by using an auxiliary wall brushing device during the excavation of the adjacent second-stage groove section, and then brushing the wall after cleaning to ensure that the joint is free from mud clamping and bag breaking.
Preferably, the puncture resistant water bag is foldable.
Preferably, the anti-puncturing water bag is fixed with the reinforcement cage of the underground continuous wall by using a hook, and the anti-puncturing water bag is hung outside the reinforcement cage of the underground continuous wall to prevent falling off.
Preferably, after the underground continuous wall reinforcement cage is installed, high-pressure pump is used for watering, and the underground continuous wall reinforcement cage is fixed.
Preferably, the height of the puncture-proof water bag is consistent with that of the reinforcement cage of the underground continuous wall, and the width of the puncture-proof water bag is slightly larger than that of the reinforcement cage of the underground continuous wall.
Compared with the prior art, the invention can obtain the following technical effects:
1. the puncture-proof water bag prevents the water bag from being damaged by the fact that a sharper object on the side wall cuts the water bag in the lowering process.
2. The anti-puncture water bag disclosed by the invention replaces bagged broken stones with higher compactness, stability and compressive capacity, and has the function of transmitting the soil side pressure outside the groove section to the reinforcement cage of the underground continuous wall so as to prevent the reinforcement cage from displacing.
3. According to the invention, after the underground continuous wall reinforcement cage is placed, the anti-puncture water bag is filled with water, after the underground continuous wall reinforcement cage is filled with water, the anti-puncture water bag is continuously filled with water, so that the anti-puncture water bag is expanded, the position is exceeded when the underground continuous wall reinforcement cage is filled with the full groove section, and the water is continuously filled until the required pressure is reached.
4. The anti-puncturing water bag has foldability, and has larger buoyancy because the slurry protecting wall is used when the groove section of the underground continuous wall is excavated. Therefore, the water bag is fixed on the outer side of the H-shaped steel and is placed down together with the reinforcement cage, the water bag is folded on the outer side, and the lower part of the water bag is fixed by using a hook or other methods, so that the water bag is prevented from being pierced and falling off.
Drawings
In order to more clearly illustrate the embodiments or technical solutions in the prior art of the present invention, the drawings used in the description of the embodiments or prior art will be briefly described below, and it is obvious for those skilled in the art that other drawings can be obtained based on these drawings without creative efforts.
FIG. 1 is a schematic of the present invention.
In the figure: 1. a reinforcement cage, 2, a puncture-proof water bag and 3, a hook.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail with reference to the following embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
The application of the principles of the present invention will be further described with reference to the accompanying drawings and specific embodiments.
Example 1
As shown in fig. 1: the method comprises the following steps:
step one, after welding of a reinforcement cage 1 of a first-stage groove section of the underground continuous wall, welding two reinforcement hooks at the lower part of H-shaped steel;
step two, after the reinforcement cage is hoisted to a determined hole position, the anti-puncture water bag 2 is fixed at the bottom of the reinforcement cage;
step three, placing a reinforcement cage, and putting the puncture-proof water bag along with the downward putting of the reinforcement cage;
filling the water bag with water to ensure the compactness of backfilling, and pouring the underground continuous wall after determining that the underground continuous wall is not deviated or inclined;
and step five, stripping the anti-puncture water bag and the H-shaped steel by using an auxiliary wall brushing device during the excavation of the adjacent second-stage groove section, and then brushing the wall after cleaning to ensure that the joint is free from mud clamping and bag breaking.
The puncture-proof water bag can be folded.
The anti-puncturing water bag is fixed with the reinforcement cage of the underground continuous wall by using the hook 3, and the anti-puncturing water bag is externally hung on the reinforcement cage of the underground continuous wall to prevent falling off.
And (5) after the underground continuous wall reinforcement cage is installed, filling water by using a high-pressure pump, and fixing the underground continuous wall reinforcement cage.
The height of the anti-puncturing water bag is consistent with the height of the reinforcement cage of the underground continuous wall, and the width of the anti-puncturing water bag is slightly larger than the width of the reinforcement cage of the underground continuous wall.
After the anti-puncturing water bags are installed below the reinforcement cage of the underground continuous wall, water is injected, and when the joint of the groove section is injected with water in the first period, the water injection of the anti-puncturing water bags on two sides is ensured, so that the reinforcement cage of the underground continuous wall is prevented from moving laterally due to overlarge lateral pressure when the anti-puncturing water bags are filled fully, and the construction quality of the underground continuous wall is prevented from being influenced.
The anti-puncture water bag is ensured to expand and fill the over-cut part compactly during water injection.
And after the water injection is continued until the reinforcement cage of the underground continuous wall cannot shift or incline due to concrete pouring and the like, stopping the water injection, and performing the next operation of the underground continuous wall.
In the invention, the corresponding material of ductility is rubber, and the corresponding material of puncture resistance and pressure resistance is high-strength fiber.
It will be evident to those skilled in the art that the invention is not limited to the details of the foregoing illustrative embodiments, and that the present invention may be embodied in other specific forms without departing from the spirit or essential attributes thereof. The present embodiments are therefore to be considered in all respects as illustrative and not restrictive, the scope of the invention being indicated by the appended claims rather than by the foregoing description, and all changes which come within the meaning and range of equivalency of the claims are therefore intended to be embraced therein.
Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be combined as appropriate to form other embodiments understood by those skilled in the art.
Claims (5)
1. A construction method for filling a first-stage groove section joint of an underground diaphragm wall is characterized by comprising the following steps of: the method comprises the following steps:
step one, after the first-stage groove section reinforcement cage of the underground continuous wall is welded, welding two reinforcement hooks at the lower part of the H-shaped steel;
step two, after the reinforcement cage is hoisted to a determined hole position, the anti-puncture water bag is fixed at the bottom of the reinforcement cage;
step three, placing a reinforcement cage, and putting the puncture-proof water bag along with the downward putting of the reinforcement cage;
filling the water bag with water to ensure the compactness of backfilling, and pouring the underground continuous wall after determining that the underground continuous wall is not deviated or inclined;
and step five, stripping the anti-puncture water bag and the H-shaped steel by using an auxiliary wall brushing device during the excavation of the adjacent second-stage groove section, and then brushing the wall after cleaning to ensure that the joint is free from mud clamping and bag breaking.
2. The construction method for the first-stage groove section joint filling of the underground continuous wall as claimed in claim 1, wherein the construction method comprises the following steps: the puncture-proof water bag can be folded.
3. The construction method for the first-stage groove section joint filling of the underground continuous wall as claimed in claim 1, wherein the construction method comprises the following steps: the anti-puncturing water bag is fixed with the reinforcement cage of the underground continuous wall by using the hook, and the anti-puncturing water bag is externally hung on the reinforcement cage of the underground continuous wall to prevent falling off.
4. The construction method for the first-stage groove section joint filling of the underground continuous wall as claimed in claim 1, wherein the construction method comprises the following steps: and (5) after the underground continuous wall reinforcement cage is installed, filling water by using a high-pressure pump, and fixing the underground continuous wall reinforcement cage.
5. The construction method for the first-stage groove section joint filling of the underground continuous wall as claimed in claim 1, wherein the construction method comprises the following steps: the height of the anti-puncturing water bag is consistent with the height of the reinforcement cage of the underground continuous wall, and the width of the anti-puncturing water bag is slightly larger than the width of the reinforcement cage of the underground continuous wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010063247.3A CN111254916A (en) | 2020-01-20 | 2020-01-20 | Construction method for filling primary groove section joint of underground diaphragm wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010063247.3A CN111254916A (en) | 2020-01-20 | 2020-01-20 | Construction method for filling primary groove section joint of underground diaphragm wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN111254916A true CN111254916A (en) | 2020-06-09 |
Family
ID=70952383
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010063247.3A Pending CN111254916A (en) | 2020-01-20 | 2020-01-20 | Construction method for filling primary groove section joint of underground diaphragm wall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111254916A (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11269870A (en) * | 1998-03-26 | 1999-10-05 | Kajima Corp | Execution method of joint for underground continuous wall |
| CN101235637A (en) * | 2008-02-03 | 2008-08-06 | 王平 | Flexible device for preventing concrete from flowing around underground continuous wall |
| CN105696545A (en) * | 2016-02-18 | 2016-06-22 | 中交二公局第三工程有限公司 | Underground diaphragm wall air bag type interface box and use method thereof |
| CN110424374A (en) * | 2019-08-29 | 2019-11-08 | 深圳中科研人工智能大数据有限公司 | Flexible liquid capsule and packing method for diaphram wall header space packing |
-
2020
- 2020-01-20 CN CN202010063247.3A patent/CN111254916A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11269870A (en) * | 1998-03-26 | 1999-10-05 | Kajima Corp | Execution method of joint for underground continuous wall |
| CN101235637A (en) * | 2008-02-03 | 2008-08-06 | 王平 | Flexible device for preventing concrete from flowing around underground continuous wall |
| CN105696545A (en) * | 2016-02-18 | 2016-06-22 | 中交二公局第三工程有限公司 | Underground diaphragm wall air bag type interface box and use method thereof |
| CN110424374A (en) * | 2019-08-29 | 2019-11-08 | 深圳中科研人工智能大数据有限公司 | Flexible liquid capsule and packing method for diaphram wall header space packing |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103835284B (en) | A kind of Pile In Drill In Karst Terrain structure and construction method | |
| CN105201518B (en) | Disassembling method is received in a kind of major diameter slurry balance shield hole | |
| JP2023129693A (en) | Improved containment dike | |
| CN101525881B (en) | Structure of karst strata pile holes protecting wall and method for constructing pile holes | |
| CN100387790C (en) | Ground caisson construction technology and ground caisson | |
| CN106351312A (en) | Pipeline and construction method thereof | |
| CN202787334U (en) | Sealing structure of deep well casing used during tunnel construction | |
| CN109339065A (en) | Method for deep water exposed bedrock close-packed pile supporting construction bearing platform | |
| CN104420486A (en) | Method and structure for adding steel pipe pile at bottom of extended shallow foundation | |
| CN108798730A (en) | A kind of mine worked-out section artificial ore pillar connects top method | |
| CN113373962B (en) | Combined leakage stoppage construction method for deep foundation pit | |
| CN108086308A (en) | Reclaimation area locally secretly buries the construction method that mud wraps Punching Borehole Cast-in-place Concrete Pile | |
| CN212641468U (en) | Pit-in-pit rapid construction structure | |
| CN206157860U (en) | Drainage pipeline | |
| CN111254916A (en) | Construction method for filling primary groove section joint of underground diaphragm wall | |
| CN111663493A (en) | Repairing and reinforcing method suitable for block wharf after foundation damage | |
| CN111764417A (en) | Construction method for dismantling riverbank cofferdam structure | |
| JP4888293B2 (en) | Earth retaining wall made of parent pile sheet pile, water stop structure of earth retaining wall made of parent pile side sheet pile, construction method of earth retaining wall made of parent pile side sheet pile, and retaining wall of earth retaining wall made of parent pile side sheet pile Water method | |
| CN1113136C (en) | Method for protecting support of foundation ditch by mud jacking for retaining and water inhibiting and apparatus for mud jacking | |
| CN216360720U (en) | Row pile frozen soil wall supporting structure system | |
| CN116122260A (en) | Construction method for grouting sleeve valve pipe to strengthen foundation | |
| CN111636899A (en) | Tunnel inverted arch structure for preventing bottom bulging and construction process | |
| CN204825940U (en) | Precipitation well well casing | |
| CN114542116A (en) | Method for repairing service attitude of shield tunnel by bladder grouting | |
| CN104060636B (en) | Pressure release anti-float method during high water level regional architecture foundation construction and device |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20200609 |
|
| RJ01 | Rejection of invention patent application after publication |