CN1333138C - Underground continuous wall construction method and excavating machine for underground continuous wall - Google Patents
Underground continuous wall construction method and excavating machine for underground continuous wall Download PDFInfo
- Publication number
- CN1333138C CN1333138C CNB038062747A CN03806274A CN1333138C CN 1333138 C CN1333138 C CN 1333138C CN B038062747 A CNB038062747 A CN B038062747A CN 03806274 A CN03806274 A CN 03806274A CN 1333138 C CN1333138 C CN 1333138C
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- guide pillar
- center guide
- excavator
- diaphragm wall
- move
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- 238000010276 construction Methods 0.000 title claims abstract description 31
- 239000007788 liquid Substances 0.000 claims abstract description 18
- 238000000034 method Methods 0.000 claims description 31
- 238000004804 winding Methods 0.000 claims description 2
- 239000002689 soil Substances 0.000 abstract description 14
- 239000003795 chemical substances by application Substances 0.000 abstract description 8
- 239000004568 cement Substances 0.000 description 9
- 238000010586 diagram Methods 0.000 description 8
- 239000002002 slurry Substances 0.000 description 5
- 150000001875 compounds Chemical class 0.000 description 4
- 241000193935 Araneus diadematus Species 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 230000003321 amplification Effects 0.000 description 2
- 238000006243 chemical reaction Methods 0.000 description 2
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000003199 nucleic acid amplification method Methods 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 229910000278 bentonite Inorganic materials 0.000 description 1
- 239000000440 bentonite Substances 0.000 description 1
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000003638 chemical reducing agent Substances 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000003786 synthesis reaction Methods 0.000 description 1
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
- 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
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/13—Foundation slots or slits; Implements for making these slots or slits
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (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
In a construction method of an underground continuous wall, a central guide column (4) wound by an endless chain (17) provided with cutting picks is arranged on a movable main body which is arranged on the ground; in the state that the central guide column is inserted into the stratum; the central guide column is moved to dig soil, and a liquid solidifying agent is discharged into the stratum. Therefore, the underground continuous wall with high quality can be effectively obtained in short time by motion making the central guide column rotate by taking a bearing point arranged on the moveable main body as a center.
Description
Technical field
The present invention relates to a kind of construction of continuous concrete wall method and the excavator that is used for diaphragm wall.Concrete is the excavator that can build the construction of continuous concrete wall method of high homogeneous quality simply, effectively and be used for diaphragm wall in the duration of a weak point.
Background technology
In the past, as a kind of simple method of building cement-earth underground continuous wall, common job practices be spiral drilling machine by using a multi-spindle bar at mine working and after at the scene the soil that digs out being stirred with liquid curing-agent and mixing, build a center guide pillar.
Yet in this traditional peristyle job practices, if the degree of depth of diaphragm wall has increased, the position that does not have fully to overlap will leak, and takes place owing to too much oblique hole makes girder steel insert the problem that becomes difficult.In addition, the center that the girder steel position is limited to auger has also fettered construction.
The height of auger more than ground is greater than the degree of depth of diaphragm wall, and when underground diaphragm wall was deepened, auger through regular meeting capsizing case took place when mobile in the past.Therefore when the degree of depth of underground diaphragm wall during, the method for increase auger will be mainly adopted, like this, efficiency of construction will be reduced greater than 30 meters.
In addition, because the innermost soil in stratum do not stirred up and down, even because the difference of soil property and can not obtain intensity.Therefore, can not build the diaphragm wall of ideal homogeneous like this.
For solving the problem of above-mentioned traditional peristyle job practices, a kind of job practices of cement-earth underground continuous wall was disclosed among the open text No.86729 of Japan Patent in 1994.In the method, used an excavator with a center guide pillar, this center guide pillar is equipped with the rotatable endless-chain that has pick.After this endless-chain that has pick vertically was inserted in the stratum, this center guide pillar was not done and is moved up and down when the excavator along continuous straight runs moved, and liquid curing-agent is discharged from predetermined position, thereby built cement-earth underground continuous wall.
The disclosed construction of continuous concrete wall method of above-mentioned patent documentation is suitable for solving various difficult problems that exist in the prior art.Yet this method also has problems more described below.
At first, when the center guide pillar that will have cantilever places the soil body, have be installed in two hydraulic cylinder structures on the framework up and down excavator on the ground along continuous straight runs move.Therefore, because resistance can make the center guide pillar bottom produce a big deviation.Need to use an operation to remedy this deviation.This action need has enough experiences, that is exactly that a skilled driver is when seeing that the tilt meter that is attached to this center guide pillar produces deflection, with the various operations of complexity,, and center guide pillar is carried out push pull maneuver combine such as being rotated in the forward and reverse rotation of drive motors.In addition, this operation is difficult to realize automation, and the driver is always very nervous when operation.
Built after the diaphragm wall, the safe space that also need to dig a cement liquid curing-agent that is not discharged from is influenced more is used to place center guide pillar.The tap length of required placement space depends on the situation of construction depth, thickness, soil regime and the liquid curing-agent of wall.Usually, suppose that soil hardness is a standard, the degree of depth is from 30 meters to 40 meters, then requires the not influence of the hardening of cement of liquid body curing compound in 2 meters scope, and this needs about 2 hours.Therefore, unnecessary excavation will increase a lot of costs.
The invention solves above-mentioned the problems of the prior art and provide the construction of continuous concrete wall method and a kind of excavator that is used for diaphragm wall of building the high-quality diaphragm wall by simple operations in a short time effectively.
Summary of the invention
Because above problem, the present invention relates to a kind of construction of continuous concrete wall method, wherein in the construction of continuous concrete wall method, one center guide pillar (4) by the endless-chain that has pick (17) winding is installed in one and is positioned on the movably main body on the ground, and under described center guide pillar is inserted into state in the stratum, move described center guide pillar, cut the earth and liquid curing-agent (solidifier liquid) is drained in the stratum, the motion of described center guide pillar comprises one, and to make described center guide pillar be the action that rotate at the center with a strong point that is arranged on the described removable main body; The rotation of wherein said center guide pillar comprises: make the action of the bottom of described center guide pillar to forward rotation under the situation of the position of fixing the described strong point; Move and make of the action of the bottom of described center guide pillar along with the position that makes the described strong point is parallel to the face of land afterwards to backwards rotation.
Because above problem, the invention still further relates to a kind of excavator that is used for diaphragm wall, wherein, the diaphragm wall excavator is such, promptly a framework (3) is installed in one movably on the frame (basemachine) (2), and one the center guide pillar (4) that twines by the endless-chain that has pick be configured to move relative to described framework, described excavator has a leading rod (7), it can move by side to opposite side from one along described framework; And inferior guide rod (9), it can move up and down by described relatively leading rod; Described center guide pillar is configured to rotate relative to described guide rod.
The excavator that is used for diaphragm wall of the present invention, wherein, a drive section flame (11) is installed in rotation on described guide rod by a bearing pin (12), and the upper end of described center guide pillar is connected with described drive section flame.
The excavator that is used for diaphragm wall of the present invention, wherein, a motor (13) is installed in the inside of described guide rod, and one is installed in pinion (14) and on the output shaft of described motor and is installed in gear (15) engagement on the described drive section flame.
Description of drawings
Fig. 1 is the lateral view that is used for the excavator of diaphragm wall among the present invention.
Fig. 2 is the front view that is used for the excavator of diaphragm wall among the present invention.
Fig. 3 is the amplification profile along the A-A line of Fig. 1.
Fig. 4 is the lateral view that shows by the initial situation of construction of diaphragm wall process of the present invention.
Fig. 5 is the schematic diagram that shows by the first step of construction of diaphragm wall process of the present invention.
Fig. 6 is the schematic diagram that shows by second step of construction of diaphragm wall process of the present invention.
Fig. 7 is the schematic diagram that shows by the 3rd step of construction of diaphragm wall process of the present invention.
Fig. 8 is the schematic diagram that shows by the 4th step of construction of diaphragm wall process of the present invention.
The specific embodiment
Hereinafter, explain the preferred embodiment that relates to construction of continuous concrete wall method of the present invention and be used for the excavator of diaphragm wall with reference to accompanying drawing.Fig. 1 is the lateral view that is used for the excavator of diaphragm wall among the present invention, and Fig. 2 is the front view that is used for the excavator of diaphragm wall among the present invention, and Fig. 3 is the amplification profile along the A-A line of Fig. 1.
Relate to the excavator that is used for diaphragm wall of the present invention and have a frame 2, it can move by the crawler belt 1 that is positioned at these frame 2 bottoms; One framework 3, it is installed on this frame 2; And a center guide pillar 4, it is configured to be parallel to framework 3 and moves.
Framework 3 has the horizontal pane 31 and 32 of two installations parallel to each other, and more than two vertical frame 33 or be connected in tilt frame between horizontal pane 31 and 32.
The last horizontal pane 31 of framework 3 interconnects by a frame rear portion support bar 5 and frame 2, and framework 3 can be adjusted by a stretching motion that is installed in the hydraulic cylinder 6 below the frame rear portion support bar 5 with respect to the inclination angle of frame 2.
One leading rod 7 is installed on the framework 3.
This leading rod 7 moves by side to opposite side from one of framework 3, and makes drive section flame 11 vertically move up and down by inferior guide rod 9.
Laterally slide unit 34 and 35 is installed in the back side of framework 3 in parallel with each other with a determining deviation.Above horizontal slide unit 34 attached on the last horizontal pane 31 can laterally sliding, following horizontal slide unit 35 attached on the horizontal pane 32 down can laterally sliding.
Therefore, the upper and lower by the leading rod 7 that supported by framework 3 makes leading rod 7 to break away to opposite side from one along framework 3.
Usually, heavy type structure for example the weight of leading rod 7, inferior guide rod 9 and drive section flame 11 support by the following horizontal pane 32 of framework 3.Therefore, leading rod 7 slides by the stretching motion of the hydraulic cylinder 8 of horizontal pane 32 installations under the edge usually.A more than hydraulic cylinder 8 can be installed.
The both sides of leading rod 7 all are equipped with the slide rail 71 that lower linear is extended.Inferior guide rod 9 is configured to and can slides up and down (referring to Fig. 3) along slide rail 71 by the two slide rail holders 91 that are positioned at this guide rod 9 back sides.
Therefore, inferior guide rod 9 can slide up and down along the central axis of leading rod 7.
Moving up and down of inferior guide rod 9 is to be undertaken by a pair of stretching motion that is installed in the hydraulic cylinder 10 of leading rod 7 central axis both sides.
In inferior guide rod 9, be provided with a motor 13, a pinion 14 is installed on an output shaft of motor 13.In addition, a gear 15 is installed, and bearing pin 12 passes the center of gear 15 on drive section flame 11.
The bottom of drive section flame 11 is connected with the upper end of center guide pillar 4 by a flange 16.
Be installed in hydraulic motor 18 rotations on drive section flame 11 tops, and drive endless-chain 17 rotations by the other parts transmission power of reducer (not shown in FIG.) and drive section flame inside.
Be installed in the center of center guide pillar 4 in order to the tilt meter (not shown in FIG.) of measuring center guide pillar inclined degree.This tilt meter is normally used for measuring the deflection angle on center guide pillar 4 moving directions and measures the inclination angle of wall simultaneously, and this tilt meter also has the known configurations that adopts in other construction method of underground continuous wall.
In the present invention, though it is just enough that at least one tilt meter is installed in the lower end of center guide pillar 4, also can a plurality of tilt meters be installed in the position that has appropriate intervals from top to bottom.
In center guide pillar 4 inboards, one and outside liquid curing compound source of supply are installed, as the nozzle that the cement paste source of supply is connected, this nozzle is installed with discharge liquid curing compound in the stratum (this nozzle is not shown in the drawings).
In the present invention, this nozzle is installed in two or more positions at center guide pillar 4 lower ends and middle part.The particular location that nozzle is installed at the middle part is by the degree of depth of the diaphragm wall of building and the anglec of rotation decision of center guide pillar.
The following describes the method for using diaphragm wall excavator construction diaphragm wall with said structure.
At first, excavate a hole in the place that will build diaphragm wall with desired depth.After being inserted into center guide pillar 4 in this hole, center guide pillar 4 is installed in (see figure 4) on the main body with movable frames 2.The upper end of center guide pillar 4 is installed on the frame 2 by drive section flame 11 and framework 3.
Then, when the endless-chain 17 that has pick rotated by driving hydraulic motor 18, center guide pillar 4 rotated to a direction (being called forward for convenience) with a predetermined angle by the bearing pin 12 of drive motors 13 around its strong point.When excavating and stir the soil body, can will drain into the diaphragm wall of constructing in the stratum as the liquid curing slurries of cement paste and so on by the nozzle that is installed in center guide pillar 4 lower ends.
Leading rod 7 keeps motionless in aforesaid operations.
Predetermined angle is not made particular determination in the present invention, but by the soil hardness decision, supposes in a synthesis, if the degree of depth of center guide pillar 4 is 30 meters to 40 meters, center guide pillar 4 can back and forth rotate in 7.5 ° to 15 ° scope so.
Fig. 5 is the schematic diagram that shows according to the construction of continuous concrete wall process (first step) of aforesaid operations.By the first step, the diaphragm wall of in having the sector region of shade, constructing.
In Fig. 5, the A representative is as the bearing pin 12 of the rotational support point of center guide pillar 4, B represents the rotating operation position of the lower end of center guide pillar 4 before, C represents the position of the lower end of rotating operation rear center guide pillar 4, the degree of depth that on behalf of center guide pillar 4, L1 insert down from face of land GL, L2 representative be 12 height from face of land GL to bearing pin.If do not specify the meaning that same symbology is same in the later accompanying drawing.
Then, when by drive motors 13 with the first step in opposite direction rotary output axis, then the lower end of center guide pillar 4 with the first step in opposite direction when rotating a predetermined angle, hydraulic cylinder 8 stretches, leading rod 7 moves horizontally along framework 3, and this makes the upper end of center guide pillar 4 can be parallel to face of land GL and moves.This displacement equates with the distance that moves horizontally of the lower end of center guide pillar in the first step 4.
In the operating process of above-mentioned center guide pillar 4, slurries are discharged from the nozzle that is arranged in center guide pillar 4 middle parts (the H point of Fig. 6).
Fig. 6 is the schematic diagram that shows the construction of continuous concrete wall process (second step) according to aforesaid operations.By second step, the diaphragm wall of in having the inverted triangle zone of cross spider shade, constructing.
In Fig. 6, the position after D representative is moved as the bearing pin 12 of the rotational support point of center guide pillar 4, C represents the position of center guide pillar 4 lower ends, and move to E subsequently the lower end of center guide pillar 4.E represents the rotating operation next original position of center guide pillar 4 lower ends afterwards, and X1 represents the displacement of leading rod 7, and the position of slurries is discharged in the H representative.
Fig. 7 is the schematic diagram that shows the construction of continuous concrete wall process (the 3rd step) according to aforesaid operations.By the 3rd step, the diaphragm wall of in the subregion that has the cross spider shade, constructing.
Leading rod 7 keeps motionless in aforesaid operations.
In Fig. 7, the D representative is as the position of the bearing pin 12 of the rotational support point of center guide pillar 4, the position of E representative lower end of center guide pillar 4 before rotating operation, the position of F representative lower end of center guide pillar 4 after rotating operation, G represents the minimum point of center guide pillar 4 lower end tracks, and this point is positioned on the vertical line of center of rotation D.
Fixing along with center guide pillar 4 lower end positions, hydraulic cylinder 8 stretches, and leading rod 7 moves horizontally along framework 3, makes the upper end of center guide pillar 4 be parallel to face of land GL like this and moves.Simultaneously, the liquid curing slurries are discharged from the nozzle that is arranged in center guide pillar 4 lower ends as cement-soil, to build diaphragm wall.
Fig. 8 is the schematic diagram that shows the construction of continuous concrete wall process (the 4th step) according to aforesaid operations.By the 4th step, the diaphragm wall of in having the inverted triangle zone of cross spider shade, constructing.
In Fig. 8, as the position of the bearing pin 12 of center guide pillar 4 rotational support points, F represented the position of center guide pillar 4 lower ends after J representative was moved.
By the process in top four steps of the first step to the, build diaphragm wall with (horizontal range) * (degree of depth L1) zone from an A to a J.
Strictly speaking, the crosspoint N of circular arc BC and circular arc EG and the degree of depth (L1-L3) between the line BG are the construction blind spots, but this can be by considering that in advance excavating a little degree of depth L5 is resolved.
Although reaction force can bring deviation in the aforesaid operations process, if the degree of deviation is very big, can by in the past backward or from after change rotation direction forward and revise at an easy rate.
Rotate because the operation of center guide pillar 4 is just simple, the deviation of core beam edge can be estimated simply from reaction force and angular velocity of rotation that soil is applied on the whole center guide pillar.
Because can suppose the deviation line of the whole length of center guide pillar from the deviation point of center guide pillar lower end, thus there is at least one tilt meter just enough, and this system can be simplified fully.
In Fig. 8, after the construction of the presumptive area of diaphragm wall is finished, center guide pillar 4 rotates a small angle beta around strong point bearing pin 12, simultaneously from the least significant end of center guide pillar 4 discharge by liquid curing-agent change as bentonitic on-liquid curing compound (not hardening liquid like bentonite).Whole center guide pillar 4 stops after moving to the J-K line that leaves cement soil wall.The number of degrees of small angle beta are not made particular restriction, and for example it is not more than 5 °.
The present invention can prevent bad effect, and for example, the seepage of the cement solidification material that is solidifying after the construction (part in J-F line left side) can make the cement liquid curing-agent attached on the center guide pillar 4.
Traditional job practices needs about 2 meters safe distance (refuge distance) and spends about 2 hours time can finish this work.Because center guide pillar 4 can be avoided the stop line J-F of cement solidification with small angle beta, especially avoid the bottom that need avoid, therefore this method is effectively, simultaneously reduction of erection time greatly.
As top detailed description, because of making it, its shirtsleeve operation method can excavate and build diaphragm wall continuously, so the construction of continuous concrete wall method among the present invention has good working performance and safety during operation with the excavator that is used for diaphragm wall.In addition, be different types of wall that also can obtain homogeneous even the present invention can build continuous and seamless diaphragm wall and soil.
This method also can center of reduction guide pillar deviation measuring system, revise deviation easily, and significantly reduce construction period and the expense of excavating the safe space.
Claims (4)
1, a kind of construction of continuous concrete wall method, wherein in the construction of continuous concrete wall method, one center guide pillar (4) by the endless-chain that has pick (17) winding is installed in one and is positioned on the movably main body on the ground, and under described center guide pillar is inserted into state in the stratum, move described center guide pillar, cut the earth and liquid curing-agent is drained in the stratum, the motion of described center guide pillar comprises one, and to make described center guide pillar be the action that rotate at the center to be arranged on the strong point on the described removable main body, and the rotation of wherein said center guide pillar comprises: make the action of the bottom of described center guide pillar to forward rotation under the situation of the position of the fixing described strong point; Move and make of the action of the bottom of described center guide pillar along with the position that makes the described strong point is parallel to the face of land afterwards to backwards rotation.
2, a kind of excavator that is used for diaphragm wall comprises: one is installed in the framework (3) on the movable frames (2); One center guide pillar (4) that be arranged to move relative to described framework and that twine by the endless-chain that has pick; Described excavator has a leading rod (7), and it can move by side to opposite side from one along described framework; And inferior guide rod (9), it can move up and down by described relatively leading rod; Described center guide pillar is configured to rotate relative to described guide rod.
3, the excavator that is used for diaphragm wall as claimed in claim 3, wherein a drive section flame (11) is installed in rotation on described guide rod by a bearing pin (12), and the upper end of described center guide pillar is connected with described drive section flame.
4, the excavator that is used for diaphragm wall as claimed in claim 4, one motor (13) wherein is installed in the inside of described guide rod, and one is installed in pinion (14) and on the output shaft of described motor and is installed in gear (15) engagement on the described drive section flame.
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| PCT/JP2003/008154 WO2005001210A1 (en) | 2003-06-26 | 2003-06-26 | Construction method of underground diaphragm wall and excavator for the underground diaphragm wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1643222A CN1643222A (en) | 2005-07-20 |
| CN1333138C true CN1333138C (en) | 2007-08-22 |
Family
ID=33549046
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB038062747A Expired - Fee Related CN1333138C (en) | 2003-06-26 | 2003-06-26 | Underground continuous wall construction method and excavating machine for underground continuous wall |
Country Status (2)
| Country | Link |
|---|---|
| CN (1) | CN1333138C (en) |
| WO (1) | WO2005001210A1 (en) |
Families Citing this family (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1804242B (en) * | 2006-01-24 | 2010-06-23 | 徐长云 | Excavating and pouring machine |
| CN102021920A (en) * | 2010-08-27 | 2011-04-20 | 陶为 | Continuous wall forming machine of underground cement soil impermeable wall |
| CN102155035B (en) * | 2011-05-26 | 2013-05-22 | 上海工程机械厂有限公司 | Continuous wall milling machine |
| CN102425200A (en) * | 2011-09-21 | 2012-04-25 | 辽宁抚挖重工机械股份有限公司 | Trenching machine and construction method for anti-seepage and water-stopping wall |
| CN102535559A (en) * | 2012-03-15 | 2012-07-04 | 中国铁建重工集团有限公司 | Chain cutter type mixing pile wall forming equipment |
| CN102797252B (en) * | 2012-09-13 | 2014-06-11 | 中铁十二局集团第七工程有限公司 | Construction method of underground continuous walls |
| CN103981856B (en) * | 2014-05-21 | 2016-07-20 | 中国建筑东北设计研究院有限公司 | A kind of seamless link construction method of underground continuous wall |
| CN107059842B (en) * | 2017-03-15 | 2022-05-31 | 宁波建工工程集团有限公司 | Matched construction equipment and construction method for prefabricated wall body for underground continuous wall construction |
| CN106677245A (en) * | 2017-03-17 | 2017-05-17 | 王燏斌 | Foundation construction device and construction method thereof |
| EP3919684A1 (en) * | 2020-06-04 | 2021-12-08 | BAUER Maschinen GmbH | Excavator and method for creating a slot in the ground |
| CN111980029B (en) * | 2020-10-09 | 2022-04-08 | 湖南省合创渣土运输有限公司 | Excavation equipment for residue soil transportation |
| CN114687393A (en) * | 2022-03-25 | 2022-07-01 | 无锡泰恒基础工程有限公司 | Continuous wall construction equipment and construction method thereof |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1076981A (en) * | 1992-04-01 | 1993-10-06 | 北辰工业株式会社 | In order to the excavator of constructing the diaphragm wall body and the construction method that adopts this excavator |
| CN1125800A (en) * | 1994-12-26 | 1996-07-03 | 四平东北岩土工程公司 | Vibration technology for trench cutting and forming diaphragm wall and its special equipment |
| JPH10121514A (en) * | 1996-10-23 | 1998-05-12 | Taisei Corp | Underground continuous wall forming machine |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3688379B2 (en) * | 1996-02-07 | 2005-08-24 | 三和機材株式会社 | Underground continuous wall excavator |
| JPH11324010A (en) * | 1998-05-21 | 1999-11-26 | Santo Kogyosha:Kk | Formation of underground wall and excavation and agitation device therefor |
-
2003
- 2003-06-26 CN CNB038062747A patent/CN1333138C/en not_active Expired - Fee Related
- 2003-06-26 WO PCT/JP2003/008154 patent/WO2005001210A1/en active Application Filing
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1076981A (en) * | 1992-04-01 | 1993-10-06 | 北辰工业株式会社 | In order to the excavator of constructing the diaphragm wall body and the construction method that adopts this excavator |
| CN1125800A (en) * | 1994-12-26 | 1996-07-03 | 四平东北岩土工程公司 | Vibration technology for trench cutting and forming diaphragm wall and its special equipment |
| JPH10121514A (en) * | 1996-10-23 | 1998-05-12 | Taisei Corp | Underground continuous wall forming machine |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1643222A (en) | 2005-07-20 |
| WO2005001210A1 (en) | 2005-01-06 |
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