CN108677925A - Half coercion underground continuous wall structure and its construction method - Google Patents
Half coercion underground continuous wall structure and its construction method Download PDFInfo
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- CN108677925A CN108677925A CN201810716035.3A CN201810716035A CN108677925A CN 108677925 A CN108677925 A CN 108677925A CN 201810716035 A CN201810716035 A CN 201810716035A CN 108677925 A CN108677925 A CN 108677925A
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- 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
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- General Life Sciences & Earth Sciences (AREA)
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- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The present invention relates to a kind of half coercion underground continuous wall structure and its construction methods, belong to underground exterior-protected structure and technical field of construction.Prefabricated diaphragm wall, the cast-in-place diaphragm wall on top including mutual lower part, preparation joint, prefabricated diaphragm wall is made of prefabricated diaphragm wall section, it is set to guide channel lower part, wall section link bolt hole is equipped at left and right sides of prefabricated diaphragm wall section, it is connected with each other by expansion bolt, top is horizontally equidistantly equipped with the wall reserved steel bar perpendicular to upper surface；Preparation joint cross section is rectangle, is equipped with through whole reinforcing bar preformed hole, and the left and right sides is respectively kept with groove, and side is vertically equipped with the connector reserved steel bar perpendicular to side；The connector reserved steel bar of two preparation joints is connected by binding.The advantages of present invention incorporates cast-in-place diaphram wall and coercion underground continuous walls, it is simple in structure, it is easy to assembly, avoid lifting in coercion underground continuous wall work progress inconvenient, cast-in-place diaphram wall easily seeps water problem long in time limit.
Description
Technical field
The invention belongs to underground exterior-protected structure and technical field of construction, more particularly to a kind of half coercion underground continuous wall knot
Structure and its construction method.
Background technology
Diaphram wall is that foundation engineering uses a kind of trench machine on the ground, along all side axis of deep excavation project
Line excavates out a long and narrow deep trouth under the conditions of mud off, after clear slot, steel reinforcement cage is hung in slot, then uses tremie method
Underwater concreting with tremie method builds up a unit groove section, so carries out paragraph by paragraph, and continuous reinforced concrete wall together is built up in underground
Wall, as intercept water, antiseepage, load-bearing, water-retaining structure.
Since in city, base pit engineering is often constructed in business district, not only to ensure the safety of stablizing of foundation pit itself, but also
Control the surface subsidence on foundation pit periphery, it is ensured that the sedimentation of surrounding formations does not interfere with the normal of neighboring buildings pipeline and structures
It uses.Currently used underground exterior-protected structure form has:Diaphram wall, bored concrete pile, shaped steel Soil-cement Wall (such as SMW works
Method stake, TRD engineering methods diaphragm wall) etc., and diaphram wall is with small vibration in its construction, noise is low, the rigidity of wall is big, available
Make rigid foundation, be suitable for the advantages that a variety of formation conditions, is widely used in deep-foundation pit engineering.
Why diaphram wall can be so widely applied, and be because it has the advantages that ten is big：
（1）Work efficiency height, short time limit, reliable in quality, high financial profit.
（2）With small vibration when construction, low noise is very suitable in municipal construction.
（3）Take up an area less, limited ground and space within property line can be made full use of, give full play to returns of investment.
（4）Barrier performance is good, due to the improvement of wall joint form and construction method, keeps diaphram wall almost impermeable
Water.
（5）It can be used for reverse construction.Diaphram wall rigidity is big, and built-in fitting easy to set up is well suited for Counter procedure and applies
Work.
（6）It can be close to construction.It is several above-mentioned due to having the advantages that, so that us is close to inhering architecture and builds underground
Diaphragm wall.
（7）It uses diaphram wall as the vertical seepage control structure of the hydraulic structures such as earth dam, tailing dam and sluice, is very
Safety and economy.
（8）Wall stiffness is big, when being used for excavation of foundation pit, can bear prodigious soil pressure, few that settlement of foundation occurs or collapses
Square accident has become essential soil-baffling structure in Deep Foundation Pit Supporting Project.
（9）Suitable for a variety of foundation conditions.Diaphram wall is very wide to the scope of application of ground, from weak alluvial formation
Hard stratum, closely knit sandy gravel stratum in, all grounds such as various soft rocks and hard rock can build diaphram wall.
（10）It can be used as rigid foundation.Diaphram wall is no longer purely by way of antiseepage waterproof, deep base pit enclosure wall, Er Qieyue
To replace pile foundation, open caisson or caisson foundation with diaphram wall more, bears bigger load.Work efficiency height, short time limit, quality
Reliably, high financial profit.
But diaphram wall also still remains some problems and disadvantage：
（1）In municipal construction, the processing of waste mud is cumbersome.
（2）It is higher than the expense used in other methods if diaphram wall is used as interim soil-baffling structure.
（3）If construction method is improper or construction geology condition is special, in fact it could happen that adjacent wall section cannot be aligned and leak
The problem of.
（4）Under some special geological conditions（Such as very soft muck soil, the alluvium containing erratic boulder and superhard rock
Deng）, difficulty of construction is very big.
The grooving Administration ＆ Mechanical Development of China obtains quickly, and adaptable grooving engineering method emerges one after another therewith；There are many new engineering methods
Bentonite has not been used as mud；Materials for wall the situation via the past based on concrete and turn to diversified hair
Exhibition；No longer simply for antiseepage or retaining support, more and more as the basis of building.
After decades of development, the technology of diaphram wall is quite ripe, wherein Japan in this technology most
For prosperity, add up to have built up 15,000,000 square metres or more, the maximum cutting depth of diaphram wall is 140m at present, most thin
Diaphram wall thickness be 20cm.1958, water power department of China was built in Qingdao pellet rim of the mouth reservoir with this technology first
Dam cut-pff wall, until 2013, whole nation overwhelming majority province all successively applies technique, estimates that being completed underground connects
Continuous 1,200,000~1,400,000 square metres of wall.Diaphram wall and is replacing many traditional construction methods, and is used for
Many aspects of foundation engineering.In its initial stage, it is substantially all and is used as cut-pff wall or interim retaining wall.Made by exploitation
With many new technologies, new equipment and new material, it is increasingly being used as a part for works or is used as agent structure.
Japan has developed a set of entitled steel diaphram wall (NS-BOX diaphragm wall) in 1992
Engineering method increases itself wall stiffness using the prefabricated steel member of high intensity, and reduces the intensity of diaphram wall, big to realize
Width saves manpower and space, which has obtained the promotion energetically of Japanese 30 many enterprises.
Recent domestic coercion underground continuous wall becomes the important development side that foundation pit area research and application are built in room
To the underground garages such as domestic Shanghai Ruijin Hospital use prefabricated diaphragm wall technique, obtain preferable effect.
It is compared to traditional diaphragm wall technique, coercion underground continuous wall, can because its curing condition is good, pours quality of vibrating height
To improve above-mentioned work progress quality problems.The conventional Design of Retaining Structure of comparison, construction and coercion underground continuous wall, and combine state
The interior BT financing General Contract Patterns widely promoted at present, study the application prospect and cost of coercion underground continuous wall.
Invading limit processing using prefabricated diaphram wall will significantly reduce, prevented substantially steel reinforcement cage positioning it is inaccurate caused by
The quality accidents such as reinforcing steel bars exposed decrease continuous wall concrete and dig out the treatment measures such as bulge.
At present about the current specifications standard of coercion underground continuous wall also in blank, with coercion underground continuous wall work
The development of method and technique it is increasingly mature, it is necessary to corresponding design, construction are formulated on the basis of engineering practice in industry
Standards and norms provide theoretical direction and foundation for the design and construction of coercion underground continuous wall.
Therefore, it is necessary to invent half coercion underground continuous wall structure of one kind and its construction method, abundant combined cast-in-situ underground
The advantages of diaphragm wall and coercion underground continuous wall.
Invention content
In order to solve above-mentioned technical problem, the present invention provides half coercion underground continuous wall structure of one kind and its construction
Method, primarily to the advantages of exploitation one kind combining cast-in-place diaphram wall and coercion underground continuous wall, simple in structure, group
Dress is convenient, and half coercion underground continuous wall of stress good seepage-proof property effectively can avoid coercion underground continuous wall from constructing
Lifting in journey is inconvenient, and cast-in-place diaphram wall easily seeps water problem long in time limit.
The technical solution adopted by the present invention is as follows：
Half coercion underground continuous wall structure, including the prefabricated diaphragm wall of the lower part of interconnection, the cast-in-place diaphragm wall on top and pre-
Connector processed；Prefabricated diaphragm wall is made of prefabricated diaphragm wall section, is made of armored concrete, rectangular in cross-section, and be wholy set in
Guide channel lower part, the prefabricated diaphragm wall section left and right sides are equipped with wall section link bolt hole, are connected with each other by expansion bolt, contact surface is set
There is watertight rubber pad；The both sides on the prefabricated diaphragm wall top horizontally wall of the spaced set two rows perpendicular to upper surface
Reserved steel bar, length are identical as cast-in-place diaphragm wall；The preparation joint cross section is rectangle, is made of armored concrete, and
Wall reserved steel bar is externally provided with through whole reinforcing bar preformed hole, and, the preparation joint left and right sides corresponding with wall reserved steel bar
It is respectively kept with groove, both sides are vertically equipped with two rows of connector reserved steel bars perpendicular to side；Connector between two preparation joints is pre-
Reinforcing bar is stayed to be connected by binding, length is identical as cast-in-place diaphragm wall entire length；The connector reserved steel bar of both sides is located at wall
The inner side and outer side of body reserved steel bar, interlaced arrangement and is mutually perpendicular to, and forms the bar-mat reinforcement being located inside cast-in-place diaphragm wall.
Further, spliced prefabricated diaphragm wall and preparation joint are integrally in T shape, and wall reserved steel bar and connector are pre-
The reinforced mesh that reinforcing bar forms is stayed to be arranged in entire cast-in-place diaphragm wall section.
Further, expansion bolt, wall reserved steel bar and connector reserved steel bar are made of corrosion-resistant steel bar.
Further, the wall reserved steel bar being located inside reinforcing bar preformed hole, in its gap between reinforcing bar preformed hole
Place's backfill sandstone.
Further, construction procedure is：
1）Guide channel is excavated, wall is led in build, excavates groove, removes slot bottom mud and residue；
2）It is mounted in wall section link bolt hole using expansion bolt, so that prefabricated diaphragm wall section is spliced, and be lifted on the bottom of guide channel
Portion；
3）The position of preparation joint and the position of connector reserved steel bar are positioned, and lifts and installs in both sides；
4）Connector reserved steel bar is bound, so that it is formed reinforced mesh with wall reserved steel bar, is poured between two preparation joints mixed
Solidifying soil, forms superposed cast-in-place diaphragm wall.
Beneficial effects of the present invention：
The advantages of effect and advantage of the present invention is combined with cast-in-place diaphram wall and coercion underground continuous wall, it is simple in structure,
Easy to assembly, stress good seepage-proof property avoids the lifting in coercion underground continuous wall work progress inconvenient, cast-in-place diaphram wall
Easily seep water problem long in time limit.
Description of the drawings
Fig. 1 is the cross-sectional view of half one section of wall body structure of coercion underground continuous wall.
Fig. 2 is the attachment structure schematic diagram of prefabricated diaphragm wall and precast construction in the present invention.
Fig. 3 is the spliced cross-sectional view of preparation joint in the present invention.
Fig. 4 attachment structure schematic diagrams between prefabricated diaphragm wall section in the present invention.
Fig. 5 is wall reserved steel bar and connector reserved steel bar attachment structure schematic diagram in the present invention.
In figure, 1 is prefabricated diaphragm wall；2 be cast-in-place diaphragm wall；3 be preparation joint；4 be prefabricated diaphragm wall section；5 be wall section
Link bolt hole；6 be expansion bolt；7 be sealing rubber pad；8 be wall reserved steel bar；9 be reinforcing bar preformed hole；10 be groove；
11 be connector reserved steel bar.
Specific implementation mode
The present invention will be described in detail with reference to the accompanying drawings and examples：
Embodiment：As Figure 1-Figure 5, half coercion underground continuous wall structure and its construction method, include the lower part of interconnection
Prefabricated diaphragm wall 1, top cast-in-place diaphragm wall 2 and preparation joint 3；Prefabricated diaphragm wall 1 is made of prefabricated diaphragm wall section 4, by
Armored concrete is made, rectangular in cross-section, and is wholy set in guide channel lower part, and 4 left and right sides of prefabricated diaphragm wall section is equipped with wall section
Link bolt hole 5 is connected with each other by expansion bolt 6, and contact surface is equipped with watertight rubber pad 7；The prefabricated diaphragm wall top
Horizontally for spaced set two rows perpendicular to the wall reserved steel bar 8 of upper surface, length is identical as cast-in-place diaphragm wall for both sides；Institute
It is rectangle to state 3 cross section of preparation joint, is made of armored concrete, and is externally provided with through whole steel in wall reserved steel bar 8
Muscle preformed hole 9, and it is corresponding with wall reserved steel bar 8, and 3 left and right sides of preparation joint is respectively kept with groove 10, and both sides are vertically set
There are two rows of connector reserved steel bars 11 perpendicular to side；Connector reserved steel bar 11 between two preparation joints 3 is connected by binding, long
Degree is identical as 2 entire length of cast-in-place diaphragm wall；The connector reserved steel bar 11 of both sides be located at wall reserved steel bar 8 inside and
Outside, interlaced arrangement and is mutually perpendicular to, and forms the bar-mat reinforcement being located inside cast-in-place diaphragm wall 2；Spliced prefabricated diaphragm wall 1 with
Preparation joint 3 is whole in T shape, and the reinforced mesh that wall reserved steel bar 8 is formed with connector reserved steel bar 11 is arranged in entire existing
Pour 2 sections of diaphragm wall；Expansion bolt 6, wall reserved steel bar 8 and connector reserved steel bar 11 are made of corrosion-resistant steel bar；Positioned at steel
Wall reserved steel bar 8 inside muscle preformed hole 9 backfills sandstone in its gap between reinforcing bar preformed hole 9；Construction procedure
For：Guide channel is excavated, wall is led in build, excavates groove, removes slot bottom mud and residue；It is connected mounted on wall section using expansion bolt 6
In bolt hole 5, prefabricated diaphragm wall section 4 is set to splice, and be lifted on the bottom of guide channel；Position and the connector for positioning preparation joint 1 are pre-
The position of reinforcing bar 11 is stayed, and lifts and installs in both sides；Connector reserved steel bar 11 is bound, it is made to form steel with wall reserved steel bar 8
Muscle mesh sheet, the casting concrete between two preparation joints 1 form superposed cast-in-place diaphragm wall 2.
The operation principle of the present invention：
Prefabricated diaphragm wall 1, by wall section link bolt hole 5, the splicing connection of expansion bolt 6, is located at guide channel by prefabricated diaphragm wall section 4
Bottom；Preparation joint 3 is vertically mounted on the top of prefabricated diaphragm wall 1 by reinforcing bar preformed hole 9, and in wall reserved steel bar 8
Sandy soil are backfilled in gap between reinforcing bar preformed hole 9, preparation joint 3 when cast-in-place concrete is prevented to be subjected to displacement；It is prefabricated continuous
Wall section 4 is equipped with the wall reserved steel bar 8 being equally spaced, and preparation joint 3 is equipped with the connector reserved steel bar being equally spaced
11, and be mutually perpendicular to two-by-two, form bar-mat reinforcement；The both sides of preparation joint 3 make it increase and cast-in-place diaphragm wall 2 there are groove
Contact area, force-bearing situation is more preferably.
The above is only a preferred embodiment of the present invention, it is noted that for the ordinary skill people of the art
For member, various improvements and modifications may be made without departing from the principle of the present invention, these improvements and modifications are also answered
It is considered as protection scope of the present invention.
Claims (5)
1. half coercion underground continuous wall structure, it is characterised in that：The prefabricated diaphragm wall of lower part including interconnection（1）, top
Cast-in-place diaphragm wall（2）And preparation joint（3）；Prefabricated diaphragm wall（1）By prefabricated diaphragm wall section（4）Composition, by armored concrete
It is made, rectangular in cross-section, and is wholy set in guide channel lower part, prefabricated diaphragm wall section（4）The left and right sides is equipped with wall section and connects bolt
Hole（5）, pass through expansion bolt（6）It is connected with each other, contact surface is equipped with watertight rubber pad（7）；The two of the prefabricated diaphragm wall top
Side horizontally wall reserved steel bar of the spaced set two rows perpendicular to upper surface（8）, length is identical as cast-in-place diaphragm wall；Institute
State preparation joint（3）Cross section is rectangle, is made of armored concrete, and in wall reserved steel bar（8）It is externally provided with through whole
Reinforcing bar preformed hole（9）, and with wall reserved steel bar（8）It is corresponding, preparation joint（3）The left and right sides is respectively kept with groove（10）,
Both sides are vertically equipped with two rows of connector reserved steel bars perpendicular to side（11）；Two preparation joints（3）Between connector reserved steel bar
（11）It is connected by binding, length and cast-in-place diaphragm wall（2）Entire length is identical；The connector reserved steel bar of both sides（11）Position respectively
In wall reserved steel bar（8）Inner side and outer side, interlaced arrangement and be mutually perpendicular to, formed and be located at cast-in-place diaphragm wall（2）Internal
Bar-mat reinforcement.
2. half coercion underground continuous wall structure according to claim 1, it is characterised in that：Spliced prefabricated diaphragm wall
（1）With preparation joint（3）Whole in T shape, wall reserved steel bar（8）With connector reserved steel bar（11）The reinforced mesh cloth of composition
It sets in entire cast-in-place diaphragm wall（2）Section.
3. half coercion underground continuous wall structure according to claim 1, it is characterised in that：The expansion bolt（6）, wall
Reserved steel bar（8）With connector reserved steel bar（11）It is made of corrosion-resistant steel bar.
4. half coercion underground continuous wall structure according to claim 1, it is characterised in that：It is described to be located at reinforcing bar preformed hole
（9）Internal wall reserved steel bar（8）, in itself and reinforcing bar preformed hole（9）Between gap backfill sandstone.
5. a kind of construction method of half coercion underground continuous wall structure, it is characterised in that：Include the following steps：
1）Guide channel is excavated, wall is led in build, excavates groove, removes slot bottom mud and residue；
2）Utilize expansion bolt（6）Mounted on wall section link bolt hole（5）In, make prefabricated diaphragm wall section（4）Splicing, and be lifted on
The bottom of guide channel；
3）Position preparation joint（1）Position and connector reserved steel bar（11）Position, and both sides lift install；
4）Bind connector reserved steel bar（11）, make itself and wall reserved steel bar（8）Reinforced mesh is formed, in two preparation joints（1）
Between casting concrete, form superposed cast-in-place diaphragm wall（2）.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810716035.3A CN108677925A (en) | 2018-07-01 | 2018-07-01 | Half coercion underground continuous wall structure and its construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810716035.3A CN108677925A (en) | 2018-07-01 | 2018-07-01 | Half coercion underground continuous wall structure and its construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108677925A true CN108677925A (en) | 2018-10-19 |
Family
ID=63813186
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810716035.3A Pending CN108677925A (en) | 2018-07-01 | 2018-07-01 | Half coercion underground continuous wall structure and its construction method |
Country Status (1)
| Country | Link |
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| CN (1) | CN108677925A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109736476A (en) * | 2019-01-07 | 2019-05-10 | 中建二局第一建筑工程有限公司 | A kind of post-stressed cast-in-place diaphragm wall |
| CN110424488A (en) * | 2019-07-12 | 2019-11-08 | 广州穗岩土木科技股份有限公司 | A kind of construction method of diaphram wall |
| CN114592499A (en) * | 2022-03-21 | 2022-06-07 | 浙江鑫润工程管理有限公司 | Semi-prefabricated underground continuous wall structure and construction method thereof |
| CN115262533A (en) * | 2022-08-08 | 2022-11-01 | 上海建工集团股份有限公司 | Joint-free underground continuous wall and construction method thereof |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102363955A (en) * | 2011-10-31 | 2012-02-29 | 天津一建建筑工程有限公司 | Prefabricated transverse H-shaped underground continuous wall joint section structure |
| CN104895093A (en) * | 2015-06-11 | 2015-09-09 | 东南大学 | Semi-prefabricated underground continuous wall and construction method thereof |
-
2018
- 2018-07-01 CN CN201810716035.3A patent/CN108677925A/en active Pending
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102363955A (en) * | 2011-10-31 | 2012-02-29 | 天津一建建筑工程有限公司 | Prefabricated transverse H-shaped underground continuous wall joint section structure |
| CN104895093A (en) * | 2015-06-11 | 2015-09-09 | 东南大学 | Semi-prefabricated underground continuous wall and construction method thereof |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109736476A (en) * | 2019-01-07 | 2019-05-10 | 中建二局第一建筑工程有限公司 | A kind of post-stressed cast-in-place diaphragm wall |
| CN110424488A (en) * | 2019-07-12 | 2019-11-08 | 广州穗岩土木科技股份有限公司 | A kind of construction method of diaphram wall |
| CN114592499A (en) * | 2022-03-21 | 2022-06-07 | 浙江鑫润工程管理有限公司 | Semi-prefabricated underground continuous wall structure and construction method thereof |
| CN114592499B (en) * | 2022-03-21 | 2022-11-11 | 浙江鑫润工程管理有限公司 | Semi-prefabricated underground continuous wall structure and construction method thereof |
| CN115262533A (en) * | 2022-08-08 | 2022-11-01 | 上海建工集团股份有限公司 | Joint-free underground continuous wall and construction method thereof |
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Application publication date: 20181019 |