CN105089044B - A kind of construction method of horizontal pushing tow compression type coercion underground continuous wall system - Google Patents
A kind of construction method of horizontal pushing tow compression type coercion underground continuous wall system Download PDFInfo
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- CN105089044B CN105089044B CN201510545225.XA CN201510545225A CN105089044B CN 105089044 B CN105089044 B CN 105089044B CN 201510545225 A CN201510545225 A CN 201510545225A CN 105089044 B CN105089044 B CN 105089044B
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Abstract
A kind of construction method of horizontal pushing tow compression type coercion underground continuous wall system, the system is placed in the groove section that has excavated, wall width and diaphram wall and the ground-connecting-wall split unit that wall width or so is spliced is inserted into including one group by inserting, the front end of the two sides of plush copper is arranged with least about two middle part expansion water-stop positive stop strips that are elongated, limiting depth in plush copper insertion groove, split sunny side and the split back are each arranged with least about two elongated edge expansion water-stop connection straps near the corresponding position of wall width outer surface.The present invention arranges the measure of waterproof seal strip joint between the prefabricated diaphragm wall body of wall of adjacent two panels, improve form of the existing prefabricated ground-connecting-wall in seam crossing after-pouring concrete, the curing time of concrete is saved, construction of diaphragm wall efficiency can be effectively improved, reduce the duration of a project.
Description
Technical field
The invention belongs to construction field is gone along with sb. to guard him in building underground, knot can be gone along with sb. to guard him in the underground space in more particularly to a kind of underground
Used in structure, can be used as the horizontal pushing tow compression type of underground space retaining wall structure, waterproof construction and vertical bearing structure
The construction method of coercion underground continuous wall system.
Background technology
With the economic continuous improvement developed rapidly with the level of urbanization, urban issues becomes increasingly conspicuous, such as densely populated,
Traffic congestion, resource exhaustion, using area not enough, land price is surging etc..Using the underground space configuration urban infrastructure be from
The effective way of issues about the cities' development is fundamentally solved.At present, underground space building enclosure is most commonly used that diaphram wall.
However, as cast-type diaphram wall is irrigated under water, inevitably there is some defects and disadvantage.
First, concrete setting is waited to cause claim for eot
Used as underground large-sized concrete supporting construction, earth excavation needs to wait diaphram wall to mix cast-in-place diaphram wall
Solidifying soil solidifies and further can construct after reaching some strength, and urban underground space construction requirements are tried one's best the reduction of erection time, existing
Pour the rapid construction requirement that ground-connecting-wall does not obviously meet urban underground space construction.
When the 2nd, pouring, quality is difficult to ensure
During the underwater casting of ground-connecting-wall, concrete easily presss from both sides mud, is stained with mud during descending reinforcing cage on reinforcing bar, reduces concrete
Bonding strength, wall body difficult quality guarantee, and easily cause the random infiltration of metope, this is that cast-in-place ground-connecting-wall cannot be solved always
A difficult problem certainly.
3rd, in soft stratum, degree of plainness for wall surface is wayward
When soil layer weakness or layer of sand, if mud conditioning is improper, cell wall there are problems that caving in, it can be common that metope has outer
Show especially as the problems such as degree of plainness for wall surface is difficult to control to.
Existing there is also some examples using prefabricated ground-connecting-wall, some defects above can be avoided, but pre- at present
The use of ground-connecting-wall processed is not extensive, and the stagnant water effect of the seam between its chief reason or two panels body of wall is bad, body of wall
The connection effect of seam hardly results in guarantee.
Content of the invention
It is an object of the invention to provide a kind of construction method of horizontal pushing tow compression type coercion underground continuous wall system, solve
Metope in guarantee and soft stratum be difficult and there is quality when waiting concrete setting cause claim for eot, pour in certainly cast-in-place ground-connecting-wall
The uppity technical problem of flatness.
For achieving the above object, the present invention is adopted the following technical scheme that：
A kind of horizontal pushing tow compression type coercion underground continuous wall system, is placed in the groove section that has excavated, including one group by
Insert wall width and be inserted into diaphram wall and the ground-connecting-wall split unit that wall width or so is spliced, the right side of every wall width
The split sunny side of groove elongated up and down and both sides is provided with the middle part of end face, and being provided with for the left end face of every wall width is led to up and down
Plush copper and the split back that long and groove and split sunny side match；The front end of the two sides of the plush copper is arranged with least
About two middle part expansion water-stop positive stop strips that are elongated, limiting depth in plush copper insertion groove, the split sunny side and split the moon
Face is each arranged with least about two elongated edge expansion water-stop connections near the corresponding position of wall width outer surface
Bar；
The ground-connecting-wall split unit is ground-connecting-wall thrustor, is provided close to the groove side for being inserted into wall width, passes through
The counter-force that the groove section soil body at device back is provided, ground-connecting-wall thrustor make to be inserted into wall width and the stitching portion for inserting wall width
Middle part expansion water-stop positive stop strip extruding is tight, while being inserted into the end face of the plush copper of wall width, the groove for having inserted wall width and middle part
Expansion water-stop positive stop strip forms the middle part slip casting cavity of closing；
The counter-force provided by the groove section soil body at device back, ground-connecting-wall thrustor are made on split sunny side and the split back
Edge expansion water-stop connection strap contact connection, while inserted the split sunny side of wall width, be inserted into wall width the split back and
Edge expansion water-stop connection strap forms the edge slip casting cavity of two closings respectively.
The ground-connecting-wall thrustor is included with wall width is with high horizontal pushing reaction frame and to be connected to the horizontal pushing tow anti-
Vertical with wall width and along the jack under water of support body short transverse arranged in rows a group, the level top on the left of the support body of power frame
Push away reaction frame and be inserted into pushing tow stroke of the distance between the wall width less than jack under water.
The pushing tow position of the jack under water is the bottom surface of the groove for being inserted into wall width.
The vertically elongated wall bottom grouting pipe of at least twice is embedded with the wall width.
A kind of construction method of horizontal pushing tow compression type coercion underground continuous wall system, construction procedure are as follows：
Step one, in factory using the wall width of template prefabricated reinforced concrete, imbeds wall bottom grouting pipe inside wall width, and
Antirust treatment is done to wall bottom grouting pipe, prefabricated wall width is transported to construction site；
Step 2, to soil excavation grooving, the length and width of fluting is all higher than the length and width of monolithic wall width, and
It is levelling that bottom land spreads one layer of rubble；
Step 3, a piece of wall width after transferring to the groove section that has excavated sling, becoming；
Step 4, continues fluting in the groove side for inserting wall width, and the width of fluting is opened more than the width of monolithic wall width
The length of groove is more than the length of monolithic wall width and the length sum of horizontal pushing reaction frame, and ensures that the pushing tow of jack under water is long
Degree is within its stroke, while it is levelling to spread one layer of rubble in bottom land；
Step 5, another wall width of slinging are inserted into wall width, continue, in the groove section of fluting, to treat in transferring to step 4
The plush copper of insertion wall width from top to bottom or is on close level and inserts the groove of wall width, within the front end insertion groove of plush copper,
The middle part expansion water-stop positive stop strip for now having inserted wall width is just contacted with the inwall of the groove for being inserted into wall width,
Step 6, makes ground-connecting-wall thrustor；
Step 7, lifting decentralization ground-connecting-wall thrustor, makes the back of horizontal pushing reaction frame withstand cell wall, to rely on groove
Wall soil pressure provides counter-force, and it is slowly dynamic to wall amplitude shift is inserted that the pushing tow of jack boosting under water is inserted into wall width；
Step 8, makes the middle part expansion water-stop positive stop strip jam-packed of two panels wall width seam crossing form middle part when pushing tow distance reaches
Slip casting cavity, edge expansion water-stop positive stop strip are contacted after forming edge slip casting cavity, and ground-connecting-wall top is hung away in jack pressure release under water
Pushing device；
Step 9, carries out slip casting by wall bottom grouting pipe to wall width bottom, and the bottom and the bottom land soil body for making wall width is fixed
Connection；
Step 10, after two panels wall web stabilization, to insert wall width and the middle part slip casting cavity that is inserted between wall width in
Injected clear water replaces mud therein；
Step 11, by being inserted into Grouting Pipe to middle part slip casting cavity, carries out slip casting to middle part slip casting cavity；
Step 12, repeats above 5th step and completes subsequent third piece piecewise to the construction of N piece wall width to the 11st step；
Step 13, replaces mud therein to wall width is inserted with injected clear water in the edge slip casting cavity for being inserted into wall width
Slurry；
Step 14, by being inserted into Grouting Pipe to edge slip casting cavity, to edge slip casting cavity and body of wall periphery with
Space between cell wall carries out slip casting, is fixedly connected adjacent two panels wall width；
Step 15, it is 14 steps to the until completing the construction of ground-connecting-wall to repeat the 12nd step.
Compared with prior art the invention has the characteristics that and beneficial effect：
First, the present invention relies on jack under water by arranging ground-connecting-wall thrustor in the groove side for being inserted into wall width
Jacking force make two panels wall width by middle part expansion water-stop positive stop strip and edge expansion water-stop connection strap top pressure closely, be prevented effectively from
During second wall width of insertion, two walls are difficult to closely connect the subsoil water leakage problems consequently, it is possible to causing.
2nd, the present invention arranges the measure of waterproof seal strip joint between the prefabricated diaphragm wall body of wall of adjacent two panels, improves existing
The prefabricated ground-connecting-wall having saves the curing time of concrete in the form of seam crossing after-pouring concrete, can effectively improve ground
Lower construction of diaphragm wall efficiency, reduces the duration of a project.
3rd, the water expandable waterstop adaptivity water joint measure in the present invention, by water swelling, only reaches
Water effect, it is ensured that the reliability of joint waterproofing, reduces the prominent mud accident occurrence probability of gushing water in Excavation Process, improves construction
Quality.
4th, present invention slip casting cavity and edge slip casting cavity also in the middle part of joint is formed, slip casting is connecting in the cavity
Two panels wall width, the performance of further reinforced joint waterproof.
5th, various ground-connecting-wall flat shapes can be not required to another by the working special-shaped ground-connecting-wall that is prefabricated in the factory realizing
Outer design dedicated slot end connector measure, the scope of application are extremely wide.
6th, the present invention is the prefabricated diaphragm wall of embedded type, can strengthen body of wall vertical bearing capacity by bottom slip casting measure,
Can use as underground space enclosed structure and underground indoor wall, reach the application target of two walls unification.
Description of the drawings
The present invention will be further described in detail below in conjunction with the accompanying drawings.
Fig. 1 is the dimensional structure diagram of present configuration.
Fig. 2 is the overlooking the structure diagram of Fig. 1.
Fig. 3 is the partial enlarged drawing of union joint in Fig. 2.
Fig. 4 is the dimensional structure diagram in Fig. 1 after jack boosting under water.
Fig. 5 is the partial enlarged drawing of union joint in Fig. 4.
Fig. 6 is structural representation of the present configuration in groove section.
Reference：1- has inserted wall width, 2- and has been inserted into wall width, 3- plush coppers, 4- grooves, 5- ground-connecting-walls pushing tow dress
Put, the horizontal pushing reaction framves of 5.1-, 5.2- under water slip casting cavity in the middle part of expansion water-stop positive stop strip, 7- in the middle part of jack, 6-,
8- walls bottom grouting pipe, 9- split sunny sides, the 10- split backs, 11- edge expansion water-stop connection straps, 12- edge slip castings
Groove section that cavity, 13- have been excavated, the 14- groove section soil bodys.
Specific embodiment
Referring to shown in Fig. 1-6, a kind of horizontal pushing tow compression type coercion underground continuous wall system is placed in and has excavated embodiment
In groove section 13, including one group by inserting wall 1 and be inserted into diaphram wall and the ground-connecting-wall that wall 2 or so is spliced
Split unit, is provided with the split sunny side 9 of groove 4 elongated up and down and both sides, every wall in the middle part of its right end face of every wall width
The left end face of width is provided with plush copper 3 and the split back 10 that elongated up and down and groove 4 and split sunny side 9 match；Described
It is swollen that the front end of the two sides of plush copper 3 is arranged with least about two middle parts that are elongated, limiting depth in the insertion groove 4 of plush copper 3
Swollen sealing positive stop strip 6, the split sunny side 9 and the split back 10 are each symmetrically set near the corresponding position of wall width outer surface
There are at least about two elongated edge expansion water-stop connection straps 11；
The ground-connecting-wall split unit is ground-connecting-wall thrustor 5, is provided close to 4 side of groove for being inserted into wall 2, leads to
The counter-force that the groove section soil body at device back is provided is crossed, ground-connecting-wall thrustor 5 makes the spelling for being inserted into wall 2 with inserting wall 1
The middle part expansion water-stop positive stop strip 6 at the place of connecing is extruded closely, while being inserted into the end face of the plush copper 3 of wall 2, having inserted wall 1
Groove 4 and middle part expansion water-stop positive stop strip 6 form the middle part slip casting cavity 7 of closing；
The counter-force provided by the groove section soil body at device back, ground-connecting-wall thrustor 5 make split sunny side 9 and the split back
The contact connection of edge expansion water-stop connection strap 11 on 10, while having inserted the split sunny side 9 of wall 1, being inserted into the spelling of wall 2
Close the edge slip casting cavity 12 that the back 10 and edge expansion water-stop connection strap 11 form two closings respectively.
The ground-connecting-wall thrustor 5 includes with high horizontal pushing reaction frame 5.1 and being connected to the level top with wall width
Push away vertical with wall width on the left of the support body of reaction frame 5.1 and along jack 5.2 under water of support body short transverse arranged in rows a group,
The horizontal pushing reaction frame 5.1 be inserted into pushing tow stroke of the distance between the wall 2 less than jack under water.
The pushing tow position of the jack under water 5.2 is the bottom surface of the groove 4 for being inserted into wall width.
The vertically elongated wall bottom grouting pipe 8 of at least twice is embedded with the wall width.
In the present embodiment, the thickness of water-stop glue bar can be 2cm, and width can be 3cm.
The construction method of this horizontal pushing tow compression type coercion underground continuous wall system, construction procedure are as follows：
Step one, in the wall width that factory uses template prefabricated reinforced concrete, strict control wall body built-in fitting and wallboard
Dimensional tolerance, and externally bleed-out component does antirust treatment；In wall width and wall width, built-in fitting ensures certain machining accuracy, makes plush copper
34 positions of groove that can be easier embedded in adjacent wall board；Embedment wall bottom grouting pipe 8 inside wall width, and to wall bottom Grouting Pipe
Road 8 does antirust treatment, and prefabricated wall width is transported to construction site, the bolt sleeve that the wall width can be pre-buried in body of wall
Cylinder, sleeve connection suspension ring can facilitate the vertical and horizontal hoisting transportation of wall width, water-swellable watertight seal in processing or to transport
During note waterproof and touching, wall width is transported to construction site using flat car is lengthened, in transportation, ensures dry wall
Injury-free, can be fixed using bracket and steel-wire fastener if necessary.
Step 2, using grab bucket or other groovers to soil excavation grooving, the length and width of fluting is slightly larger than monolithic
The length and width of wall width, and it is levelling to spread one layer of rubble in bottom land.
Step 3, is sling by hoisting ring using crane and a piece of wall width is transferred to the groove section 13 that has excavated, decentralization process
Middle need to ensure certain mud level, it is ensured that the position of mud liquid level is stable, it is ensured that the soil body of mud off gutter section is steady
Fixed, it is to avoid caving in for side wall to occur, prevents soil body collapse hole in groove, measured by level gauge in decentralization process and adjusted prefabricatedly even
Wall perpendicularity；First piece wall width becomes.
Step 4, continues fluting, the width of fluting using grab bucket or other groovers in 4 side of groove for inserting wall 1
Width of the degree slightly larger than monolithic wall width, the length of fluting more than length and the horizontal pushing reaction frame of monolithic wall width length it
With, and ensure the pushing tow length of jack under water within its stroke, while it is levelling to spread one layer of rubble in bottom land.
Step 5, is inserted into wall 2 using crane by ground-connecting-wall hoisting ring another wall width of slinging, transfers to step
Continue, in the groove section slotted, the plush copper of wall 2 will to be inserted into from top to bottom or be on close level and insert the groove of wall 1 in four
4, within the front end of plush copper 3 insertion groove 4, now insert the middle part expansion water-stop positive stop strip 6 of wall 1 and be inserted into wall width
The inwall of 2 groove 4 is just contacted, and sealing adhesive tape is contacted but do not apply horizontal jacking force, is surveyed by level gauge in decentralization process
Prefabricated ground-connecting-wall perpendicularity is measured and adjust, and certain mud level in decentralization process, is inserted and is ensured from groove.
Step 6, makes ground-connecting-wall thrustor.
Step 7, lifting decentralization ground-connecting-wall thrustor 5, makes the back of horizontal pushing reaction frame 5.1 withstand cell wall, with according to
Counter-force is provided by cell wall soil pressure, it is slow to inserting the movement of wall 1 that the pushing tow of the boosting of jack 5.2 under water is inserted into wall 2.
Step 8, in pushing tow distance reaches and is formed 6 jam-packed of middle part expansion water-stop positive stop strip of two panels wall width seam crossing
After portion's slip casting cavity 7, the contact of edge expansion water-stop positive stop strip 11 form edge slip casting cavity 12,5.2 pressure release of jack, hangs under water
Walk ground-connecting-wall thrustor 5；Middle part expansion water-stop positive stop strip crimp forms extruding force.
Step 9, carries out slip casting by wall bottom grouting pipe 8 to wall width bottom, and the bottom and the bottom land soil body for making wall width is fixed
Connection.
Step 10, after two panels wall web stabilization, to the middle part slip casting cavity 7 for inserting wall 1 and be inserted between wall 2
Interior injected clear water replaces mud therein.
Step 11, by being inserted into Grouting Pipe to middle part slip casting cavity 7, carries out slip casting to middle part slip casting cavity 7.
Step 12, repeats above 5th step to the 11st step and completes subsequent third piece piecewise to the construction of N piece wall width,
Embedded type diaphram wall can be assembled using perpendicular type abnormal shape at right angle corner and realize prefabricated ground-connecting-wall construction.
Step 13, replaces wherein to wall 1 is inserted with injected clear water in the edge slip casting cavity 12 for being inserted into wall 2
Mud, it is to avoid water-swellable adhesive tape surface formed mud skin, affect soaking effect.
Step 14, by being inserted into Grouting Pipe to edge slip casting cavity 12, to edge slip casting cavity 12 and body of wall week
Space between side and cell wall carries out slip casting, is fixedly connected adjacent two panels wall width.
Step 15, it is 14 steps to the until completing the construction of ground-connecting-wall to repeat the 12nd step.
Content described in this specification embodiment is only enumerating to the way of realization of inventive concept, the protection of the present invention
Scope is not construed as being only limitted to the concrete form stated by embodiment, and protection scope of the present invention is also and in art technology
Personnel according to present inventive concept it is conceivable that equivalent technologies mean.
Claims (4)
1. a kind of construction method of horizontal pushing tow compression type coercion underground continuous wall system, it is characterised in that：The horizontal pushing tow pressure
Compact form coercion underground continuous wall system, is placed in the groove section that has excavated（13）Interior, including one group by inserting wall width（1）Be inserted into
Wall width（2）Diaphram wall and ground-connecting-wall split unit that left and right is spliced, set in the middle part of its right end face of every wall width
There is groove elongated up and down（4）Split sunny side with both sides（9）, the left end face of every wall width be provided with elongated up and down and
Groove（4）With split sunny side（9）The plush copper for matching（3）With the split back（10）；It is characterized in that：The plush copper（3）Two
The front end of side is arranged with least about two elongated, restriction plush coppers（3）Insertion groove（4）The middle part expansion water-stop of interior depth
Positive stop strip（6）, the split sunny side（9）With the split back（10）Near the corresponding position of wall width outer surface, each symmetrically set
There are at least about two elongated edge expansion water-stop connection straps（11）；
The ground-connecting-wall split unit is ground-connecting-wall thrustor（5）, it is provided close to be inserted into wall width（2）Groove（4）Side,
The counter-force provided by the groove section soil body at device back, ground-connecting-wall thrustor（5）Make to be inserted into wall width（2）With insert wall width
（1）Stitching portion middle part expansion water-stop positive stop strip（6）Extruding is tight, while being inserted into wall width（2）Plush copper（3）End face,
Wall width has been inserted（1）Groove（4）With middle part expansion water-stop positive stop strip（6）Form the middle part slip casting cavity of closing（7）；
The counter-force provided by the groove section soil body at device back, ground-connecting-wall thrustor（5）Make split sunny side（9）With the split back
（10）On edge expansion water-stop connection strap（11）Contact connection, while inserted wall width（1）Split sunny side（9）, be inserted into
Wall width（2）The split back（10）With edge expansion water-stop connection strap（11）The edge slip casting cavity of two closings is formed respectively
（12）；
The construction procedure of the horizontal pushing tow compression type coercion underground continuous wall system is as follows：
Step one, in factory using the wall width of template prefabricated reinforced concrete, imbeds wall bottom grouting pipe inside wall width（8）, and
To wall bottom grouting pipe（8）Antirust treatment is done, prefabricated wall width is transported to construction site；
Step 2, to soil excavation grooving, the length and width of fluting is all higher than the length and width of monolithic wall width, and in bottom land
One layer of rubble of paving is levelling；
Step 3, slings and a piece of wall width transfers to the groove section that has excavated（13）Afterwards, become and inserted wall width（1）；
Step 4, is inserting wall width（1）Groove（4）Fluting is continued in side, and the width of fluting is more than the width of monolithic wall width,
The length of fluting is more than the length of monolithic wall width and the length sum of horizontal pushing reaction frame, and ensures the pushing tow of jack under water
Length is within its stroke, while it is levelling to spread one layer of rubble in bottom land；
Step 5, another wall width of slinging are inserted into wall width（2）, continue, in the groove section of fluting, to treat in transferring to step 4
Insertion wall width（2）Plush copper from top to bottom or being on close level wall width of insert（1）Groove（4）, by plush copper（3）Front end insert
Enter groove（4）Within, now insert wall width（1）Middle part expansion water-stop positive stop strip（6）Be inserted into wall width（2）Groove
（4）Inwall just contact；
Step 6, makes ground-connecting-wall thrustor；
Step 7, lifting decentralization ground-connecting-wall thrustor（5）, make horizontal pushing reaction frame（5.1）Back withstand cell wall, with according to
Counter-force is provided by cell wall soil pressure, under water jack（5.2）Boosting pushing tow is inserted into wall width（2）Slow to inserting wall width（1）
Mobile；
Step 8, makes the middle part expansion water-stop positive stop strip of two panels wall width seam crossing when pushing tow distance reaches（6）Jam-packed forms middle part
Slip casting cavity（7）, edge expansion water-stop positive stop strip（11）Contact forms edge slip casting cavity（12）Afterwards, jack under water（5.2）
Pressure release, hangs away ground-connecting-wall thrustor（5）；
Step 9, by wall bottom grouting pipe（8）Slip casting is carried out to wall width bottom, the bottom of wall width is fixed with the bottom land soil body and is connected
Connect；
Step 10, after two panels wall web stabilization, to inserting wall width（1）Be inserted into wall width（2）Between middle part slip casting cavity
（7）Interior injected clear water replaces mud therein；
Step 11, by middle part slip casting cavity（7）Grouting Pipe is inserted into, to middle part slip casting cavity（7）Carry out slip casting；
Step 12, repeats above 5th step and completes subsequent third piece piecewise to the construction of N piece wall width to the 11st step；
Step 13, to inserting wall width（1）Be inserted into wall width（2）Edge slip casting cavity（12）Interior injected clear water replaces which
In mud；
Step 14, by edge slip casting cavity（12）Grouting Pipe is inserted into, to edge slip casting cavity（12）And body of wall week
Space between side and cell wall carries out slip casting, is fixedly connected adjacent two panels wall width；
Step 15, it is 14 steps to the until completing the construction of ground-connecting-wall to repeat the 12nd step.
2. the construction method of a kind of horizontal pushing tow compression type coercion underground continuous wall system according to claim 1, its are special
Levy and be：The ground-connecting-wall thrustor（5）Including with wall width with high horizontal pushing reaction frame（5.1）Be connected to the level
Pushing reaction frame（5.1）Support body on the left of vertical with wall width and along the jack under water of support body short transverse arranged in rows a group
（5.2）, the horizontal pushing reaction frame（5.1）Be inserted into wall width（2）The distance between less than jack under water pushing tow
Stroke.
3. the construction method of a kind of horizontal pushing tow compression type coercion underground continuous wall system according to claim 2, its are special
Levy and be：The jack under water（5.2）Pushing tow position be the groove for being inserted into wall width（4）Bottom surface.
4. the construction method of a kind of horizontal pushing tow compression type coercion underground continuous wall system according to claim 1, its are special
Levy and be：The vertically elongated wall bottom grouting pipe of at least twice is embedded with the wall width（8）.
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| CN201510545225.XA CN105089044B (en) | 2015-08-31 | 2015-08-31 | A kind of construction method of horizontal pushing tow compression type coercion underground continuous wall system |
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| CN201510545225.XA CN105089044B (en) | 2015-08-31 | 2015-08-31 | A kind of construction method of horizontal pushing tow compression type coercion underground continuous wall system |
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| CN111042100B (en) * | 2019-12-30 | 2022-04-29 | 广州地铁设计研究院股份有限公司 | Method for assembling prefabricated underground continuous wall |
| CN111172970A (en) * | 2020-01-17 | 2020-05-19 | 上海力行工程技术发展有限公司 | Construction method of underground continuous wall |
| CN111676973A (en) * | 2020-07-15 | 2020-09-18 | 天津市管道工程集团有限公司 | Reinforced concrete prefabricated assembling type shallow foundation pit locking fast-assembling wall |
| CN113981949A (en) * | 2021-10-26 | 2022-01-28 | 重庆建工第七建筑工程有限责任公司 | Fully-prefabricated underground continuous wall and construction method |
| CN114718064B (en) * | 2022-04-11 | 2023-10-24 | 上海建工集团股份有限公司 | Horizontal pushing device for prefabricated underground diaphragm wall and wall forming method thereof |
Family Cites Families (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09317398A (en) * | 1996-05-28 | 1997-12-09 | Kumagai Gumi Co Ltd | Segment for underground continuous wall |
| US20110200390A1 (en) * | 2009-12-28 | 2011-08-18 | Rodriguez Joseph E | Free Draining Seal Device and Installation Method for Mechanically Stabilized Earth Wall Structures |
| CN203530958U (en) * | 2013-01-04 | 2014-04-09 | 朱立新 | Thin-wall prefabricated overlapped concrete underground diaphragm wall |
| CN103806440B (en) * | 2014-03-05 | 2016-05-25 | 中国建筑股份有限公司 | One can be assembled and be inserted self-clamping type precast hollow diaphram wall and construction method thereof |
| CN204098017U (en) * | 2014-09-04 | 2015-01-14 | 中国建筑股份有限公司 | A kind of novel full coercion underground continuous wall |
| CN204479416U (en) * | 2015-03-04 | 2015-07-15 | 中国建筑股份有限公司 | A kind of coercion underground continuous wall joint seal adhesive tape pressure test device |
| CN204940246U (en) * | 2015-08-31 | 2016-01-06 | 中国建筑股份有限公司 | A kind of horizontal-top pushing compact form coercion underground continuous wall system |
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2015
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