CN109056702A - The construction method of coercion underground continuous wall - Google Patents
The construction method of coercion underground continuous wall Download PDFInfo
- Publication number
- CN109056702A CN109056702A CN201810904756.7A CN201810904756A CN109056702A CN 109056702 A CN109056702 A CN 109056702A CN 201810904756 A CN201810904756 A CN 201810904756A CN 109056702 A CN109056702 A CN 109056702A
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- CN
- China
- Prior art keywords
- wall
- panel unit
- lifting
- prefabricated panel
- underground continuous
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- 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.)
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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
- E02D5/20—Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ
Abstract
The present invention provides a kind of construction method of coercion underground continuous wall.The method comprise the steps that (1) prefabricated panel unit, the prefabricated panel unit includes wallboard main body, is embedded with one group of pipeline being mutually communicated anyhow inside the wallboard main body；(2) it construction of guide wall: is constructed along diaphragm wall longitudinal axis position and leads wall, poured using cast-in-place concrete or armored concrete；(3) trenching construction；(4) prefabricated panel unit lifting: using lifting equipment by the slot held successfully in prefabricated wall panel element lifting in step (3), when lifting, the pipeline of adjacent prefabricated panel unit being mutually communicated anyhow interpenetrates；(5) reinforcing bar is inserted into inside the vertical duct of the prefabricated panel unit after lifting；(6) multipoint mode concreting is used, from casting concrete inside the vertical duct of prefabricated panel unit.The invention enables underground wall body stable structure, strong shock resistance and easy for construction.
Description
Technical field:
The present invention relates to a kind of construction methods of coercion underground continuous wall, belong to technical field of buildings.
Background technique:
Diaphram wall has the characteristics that the big rigidity of structure, globality, impermeability and durability are good, can be used as permanent earth-retaining
Water blocking and load-carrying members.Coercion underground continuous wall can continuously hang wall section after grooving, without maintenance, speed of application
Not only far faster than cast-in-place subterranean wall, the unstability of cell wall is also reduced, and can thoroughly eradicate connector and mud, wall is added to add
The common quality defects such as sand, leakage muscle, loose, bulge, quicksand, thus be widely applied.
Coercion underground continuous wall: coercion underground continuous wall mostly uses cored slab at present, and both ends are designed to semicircle or ladder
Connected in star forms a circular hole or hexagonal hole between adjacent two width wall after the completion of coercion underground continuous wall lifting, by this
Slip casting is attached in hole.When due to docking, groove is easy to happen offset, inconsistent phenomenon occurs, leads to junction leakage problems.
And slip casting filling is required in preformed hole, concrete coagulation needs the time, to extend the construction period.In addition, for hollow
Board-like coercion underground continuous wall also has in such a way that joggle and casting concrete are attached, such as Chinese patent
CN103835316 A devises three kinds of joint forms, inverted trapezoidal, diamond shape and cross.But such joggle root of joint is small, wall
It is easy to happen relative rotation between body and biggish soil lateral pressure cannot be born, joint is easy cracking destruction, leads to junction
Leakage.In order to make in hoisting process, coercion underground continuous wall concrete does not crack, and most of precast wall body all uses prestressing force
Steel strand wires, tensioning process is post stretching, and plain concrete has all only been poured in preformed hole, is easy cracking, reduces underground company
The water-proof function of continuous wall.
To solve the above-mentioned problems, Chinese patent application CN108118690A discloses a kind of prefabricated underground of integral hoisting formula
Continuous wall construction and its prefabricated, including coercion underground continuous wall wall, the both ends correspondence of the coercion underground continuous wall wall are set
There is joggle connector, the wall two sides at the coercion underground continuous wall docking are respectively equipped with water stopping trough, are equipped in the water stopping trough
Water-swelling rubber water bar.
The structure of this sealing rod, it is with the passing of time perishable to be placed on underground, cannot play good effect, and joggle connector is applied
After work, impact strength is weak, is easy to happen wall body vertical crack.
Summary of the invention:
The purpose of the present invention is providing a kind of construction method of coercion underground continuous wall in view of the above problems, so that underground
Wall body structure is stablized, strong shock resistance and easy for construction.
Above-mentioned purpose is realized by following technical scheme:
The construction method of coercion underground continuous wall, this method comprises the following steps:
(1) prefabricated panel unit, the prefabricated panel unit include wallboard main body, and one group of cross is embedded with inside the wallboard main body
The perpendicular pipeline being mutually communicated；
(2) it construction of guide wall: is constructed along diaphragm wall longitudinal axis position and leads wall, poured using cast-in-place concrete or armored concrete；
(3) deep gouge machine box cut section, straight line width after first corner width, by the way of continuous grooving trenching construction: are used；
(4) prefabricated panel unit lifting: the slot that will be held successfully in prefabricated wall panel element lifting in step (3) using lifting equipment
In, when lifting, the pipeline of adjacent prefabricated panel unit being mutually communicated anyhow interpenetrates；
(5) reinforcing bar is inserted into inside the vertical duct of the prefabricated panel unit after lifting；
(6) multipoint mode concreting is used, from casting concrete inside the vertical duct of prefabricated panel unit.
The construction method of the coercion underground continuous wall, prefabricated panel unit as described in step (1) with a thickness of
200-800mm, the distance between two neighboring pipeline are 40-200mm, and the diameter of pipeline is the 1/3 of prefabricated panel element thickness.
The construction method of the coercion underground continuous wall, it is 1.2~1.5m that wall depth is led described in step (2),
Top surface is above the ground level 10~15cm, it is described lead wall with a thickness of 100~200mm, inner wall surface should be vertical, and inner wall clear distance is diaphragm wall
Design thickness adds 40~60mm, and it is horizontal to lead the holding of wall top face.
The construction method of the coercion underground continuous wall, in step (3) during trenching construction, the verticality control of slot section
System is in 1/800, and bottom uniformly backfills rubble height at groove depth about projected depth 100-200mm and after the completion of slot section
Degree is in 50-100mm.
The construction method of the coercion underground continuous wall, lifting described in step (4) is using longitudinal two o'clock lifting
Mode.
The construction method of the coercion underground continuous wall, reinforcing bar described in step (5) use single diameter for pipeline
The reinforcing bar or tendon of diameter 1/2-2/3, the diameter of tendon are the 1/2-2/3 of pipe diameter.
The construction method of the coercion underground continuous wall, the method for multipoint mode concreting described in step (6)
It is to be poured simultaneously using each vertical duct.
The utility model has the advantages that
The present invention is embedded with one group of pipeline being mutually communicated anyhow, the prefabricated panel after lifting inside prefabricated panel unit
Reinforcing bar is inserted into inside the vertical duct of unit；And multipoint mode concreting is used, in the vertical duct of prefabricated panel unit
Face casting concrete.Prefabricated unit each in this way passes through the concrete poured and forms an entirety, inside the pipeline penetrated through anyhow
The concrete grid for forming an entirety, along with the protection of prefabricated panel unit, so that wall overall structure is stablized, shock resistance
Ability is strong and easy for construction.
Specific embodiment:
The construction method of coercion underground continuous wall, this method comprises the following steps:
(1) prefabricated panel unit, the prefabricated panel unit include wallboard main body, and one group of cross is embedded with inside the wallboard main body
The perpendicular pipeline being mutually communicated；Prefabricated panel unit with a thickness of 200-800mm, the distance between two neighboring pipeline is 40-
200mm, the diameter of pipeline are the 1/3 of prefabricated panel element thickness.
(2) it construction of guide wall: is constructed along diaphragm wall longitudinal axis position and leads wall, poured using cast-in-place concrete or armored concrete
It builds；Leading wall depth is 1.2~1.5m, and top surface is above the ground level 10~15cm, it is described lead wall with a thickness of 100~200mm, interior wall
Face should be vertical, and inner wall clear distance is that diaphragm wall design thickness adds 40~60mm, and it is horizontal to lead the holding of wall top face.
(3) deep gouge machine box cut section, straight line width after first corner width, by the way of continuous grooving trenching construction: are used；At
In slot work progress, the degree control of slot section is in 1/800, at groove depth about projected depth 100-200mm and in slot
Bottom uniformly backfills rubble height in 50-100mm after section is completed.
(4) it prefabricated panel unit lifting: will be held successfully in prefabricated wall panel element lifting in step (3) using lifting equipment
In slot, when lifting, the pipeline of adjacent prefabricated panel unit being mutually communicated anyhow interpenetrates；Lifting is using longitudinal two
The mode of point lifting.
(5) reinforcing bar is inserted into inside the vertical duct of the prefabricated panel unit after lifting；Reinforcing bar use single diameter for
The reinforcing bar or tendon of pipe diameter 1/2-2/3, the diameter of tendon are the 1/2-2/3 of pipe diameter.
(6) multipoint mode concreting is used, from casting concrete inside the vertical duct of prefabricated panel unit.Described
The method of multipoint mode concreting is poured simultaneously using each vertical duct.
The present invention using the above scheme, is embedded with one group of pipeline being mutually communicated anyhow inside prefabricated panel unit,
It lifts and is inserted into reinforcing bar inside the vertical duct of later prefabricated panel unit；And multipoint mode concreting is used, from dry wall
Casting concrete inside the vertical duct of plate unit.Prefabricated unit each in this way passes through the concrete poured and forms an entirety,
Anyhow the concrete grid that an entirety is formed inside the pipeline penetrated through, along with the protection of prefabricated panel unit, so that wall
Overall structure is stablized, strong shock resistance and easy for construction.
Claims (7)
1. a kind of construction method of coercion underground continuous wall, it is characterized in that: this method comprises the following steps:
(1) prefabricated panel unit, the prefabricated panel unit include wallboard main body, and one group of cross is embedded with inside the wallboard main body
The perpendicular pipeline being mutually communicated；
(2) it construction of guide wall: is constructed along diaphragm wall longitudinal axis position and leads wall, poured using cast-in-place concrete or armored concrete；
(3) deep gouge machine box cut section, straight line width after first corner width, by the way of continuous grooving trenching construction: are used；
(4) prefabricated panel unit lifting: the slot that will be held successfully in prefabricated wall panel element lifting in step (3) using lifting equipment
In, when lifting, the pipeline of adjacent prefabricated panel unit being mutually communicated anyhow interpenetrates；
(5) reinforcing bar is inserted into inside the vertical duct of the prefabricated panel unit after lifting；
(6) multipoint mode concreting is used, from casting concrete inside the vertical duct of prefabricated panel unit.
2. the construction method of coercion underground continuous wall according to claim 1, it is characterized in that: as described in step (1) pre-
Wall panel element processed with a thickness of 200-800mm, the distance between two neighboring pipeline is 40-200mm, and the diameter of pipeline is prefabricated
The 1/3 of wall panel element thickness.
3. the construction method of coercion underground continuous wall according to claim 1, it is characterized in that: being led described in step (2)
Wall depth is 1.2~1.5m, and top surface is above the ground level 10~15cm, it is described lead wall with a thickness of 100~200mm, inner wall surface is answered
Vertically, inner wall clear distance is that diaphragm wall design thickness adds 40~60mm, and it is horizontal to lead the holding of wall top face.
4. the construction method of coercion underground continuous wall according to claim 1, it is characterized in that: trenching construction in step (3)
In the process, the degree control of slot section is completed in 1/800 at groove depth about projected depth 100-200mm and in slot section
Later bottom uniformly backfills rubble height in 50-100mm.
5. the construction method of coercion underground continuous wall according to claim 1, it is characterized in that: being hung described in step (4)
Dress is by the way of longitudinal two o'clock lifting.
6. the construction method of coercion underground continuous wall according to claim 1, it is characterized in that: steel described in step (5)
Muscle uses single diameter for the reinforcing bar of pipe diameter 1/2-2/3 or tendon, and the diameter of tendon is the 1/2- of pipe diameter
2/3。
7. the construction method of coercion underground continuous wall according to claim 1, it is characterized in that: more described in step (6)
The method of point type concreting is poured simultaneously using each vertical duct.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810904756.7A CN109056702A (en) | 2018-08-09 | 2018-08-09 | The construction method of coercion underground continuous wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810904756.7A CN109056702A (en) | 2018-08-09 | 2018-08-09 | The construction method of coercion underground continuous wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109056702A true CN109056702A (en) | 2018-12-21 |
Family
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810904756.7A Pending CN109056702A (en) | 2018-08-09 | 2018-08-09 | The construction method of coercion underground continuous wall |
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| CN (1) | CN109056702A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113605369A (en) * | 2021-08-24 | 2021-11-05 | 中国建设基础设施有限公司 | Underground continuous wall and construction method thereof |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2388240Y (en) * | 1999-09-29 | 2000-07-19 | 田文正 | Improved partition plate |
| CN202830968U (en) * | 2012-08-21 | 2013-03-27 | 浙江工业大学 | Building blocks and prefabricated underground continuous wall |
| CN103835316A (en) * | 2014-01-24 | 2014-06-04 | 中国建筑第八工程局有限公司 | Connector structure of precast underground continuous wall and construction method |
| CN104018518A (en) * | 2014-05-30 | 2014-09-03 | 浙江大学宁波理工学院 | Prefabricated underground diaphragm wall and method for constructing outer basement wall and floor slabs |
-
2018
- 2018-08-09 CN CN201810904756.7A patent/CN109056702A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2388240Y (en) * | 1999-09-29 | 2000-07-19 | 田文正 | Improved partition plate |
| CN202830968U (en) * | 2012-08-21 | 2013-03-27 | 浙江工业大学 | Building blocks and prefabricated underground continuous wall |
| CN103835316A (en) * | 2014-01-24 | 2014-06-04 | 中国建筑第八工程局有限公司 | Connector structure of precast underground continuous wall and construction method |
| CN104018518A (en) * | 2014-05-30 | 2014-09-03 | 浙江大学宁波理工学院 | Prefabricated underground diaphragm wall and method for constructing outer basement wall and floor slabs |
Non-Patent Citations (1)
| Title |
|---|
| 谭正清 等: "《地基与基础工程施工》", 31 May 2016, 电子科技大学出版社 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113605369A (en) * | 2021-08-24 | 2021-11-05 | 中国建设基础设施有限公司 | Underground continuous wall and construction method thereof |
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Application publication date: 20181221 |