CN110206071B - Method and device for reinforcing joints of underground continuous wall - Google Patents
Method and device for reinforcing joints of underground continuous wall Download PDFInfo
- Publication number
- CN110206071B CN110206071B CN201910525017.1A CN201910525017A CN110206071B CN 110206071 B CN110206071 B CN 110206071B CN 201910525017 A CN201910525017 A CN 201910525017A CN 110206071 B CN110206071 B CN 110206071B
- Authority
- CN
- China
- Prior art keywords
- grouting pipe
- underground continuous
- wall
- concrete
- continuous wall
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000000034 method Methods 0.000 title claims abstract description 35
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 20
- 239000002002 slurry Substances 0.000 claims abstract description 13
- 230000002787 reinforcement Effects 0.000 claims abstract description 7
- 230000001680 brushing effect Effects 0.000 claims abstract description 4
- 238000001514 detection method Methods 0.000 claims abstract description 4
- 238000002347 injection Methods 0.000 claims description 8
- 239000007924 injection Substances 0.000 claims description 8
- 238000007569 slipcasting Methods 0.000 claims description 6
- 230000000903 blocking effect Effects 0.000 claims description 4
- 229920001971 elastomer Polymers 0.000 claims description 4
- 239000007787 solid Substances 0.000 claims description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 12
- 238000009412 basement excavation Methods 0.000 abstract description 9
- 239000004576 sand Substances 0.000 abstract description 3
- 238000005204 segregation Methods 0.000 abstract description 3
- 239000002689 soil Substances 0.000 description 8
- 238000010276 construction Methods 0.000 description 4
- 230000002093 peripheral effect Effects 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 238000003801 milling Methods 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 239000004568 cement Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 229920002635 polyurethane Polymers 0.000 description 1
- 239000004814 polyurethane Substances 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/18—Restraining of underground water by damming or interrupting the passage of underground water by making use of sealing aprons, e.g. diaphragms made from bituminous or clay material
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/16—Arrangement or construction of joints in foundation structures
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Hydrology & Water Resources (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a method and a device for reinforcing joints of underground continuous walls, and relates to the technical field of leakage stoppage of underground continuous walls. The method comprises the following steps: i, after grooving of the underground continuous wall is finished, carrying out ultrasonic detection on grooving verticality, carrying out seam brushing on the wall, and completing hoisting of the underground continuous wall reinforcement cage; II, placing a seam grouting pipe fixing frame; III, lowering a grouting pipe … …; IV, placing a concrete pouring guide pipe … …; the concrete strength of the V-shaped underground continuous wall reaches 50% or above of the design strength, the concrete pouring completion time is not less than 5 days, and reinforcing slurry pressure pouring … … is carried out on the joint of the underground continuous wall through a grouting pipe. The invention solves the problems of mud inclusion, concrete segregation, incompact and the like of the joint of the underground diaphragm wall, effectively prevents the problems of water leakage and sand running of the underground diaphragm wall in the excavation of the foundation pit, and provides a corresponding device. Compared with the underground diaphragm wall plugging method in the excavation process of the foundation pit, the method has the advantages of safety, low risk, low cost, high efficiency, high quality and the like.
Description
Technical Field
The invention relates to the technical field of underground diaphragm wall leakage stoppage, in particular to a method and a device for reinforcing a joint of an underground diaphragm wall.
Background
With the development and utilization of urban underground space in China, the construction depth of underground engineering is deeper and deeper. For the coastal or river soft soil region cities, the foundation pit engineering is an important content of underground engineering, and the enclosure structure is a premise for ensuring the safety of the foundation pit engineering. The construction method is influenced by the constraint of urban surrounding conditions and the complexity of geological conditions, and the underground continuous wall is adopted as a space enclosing structure in the deep foundation pit engineering of the soft soil area. In the process of excavation of a foundation pit, when the foundation pit leaks water and sand flows, plugging methods such as hole leading filling rapid-hardening cement, hole drilling pressure injection polyurethane or double-liquid injection are adopted. In addition, these plugging methods are costly.
For the underground continuous wall adopting the seam milling and locking pipe seam type, mud is easily clamped at the seam of the front-width underground continuous wall and the rear-width underground continuous wall, so that water leakage and sand running of a support structure, particularly a confined water stratum, are caused in the excavation process of a foundation pit, and further, the leakage accident of the foundation pit is caused. When the excavation depth of a foundation pit is more than or equal to 20m and is influenced by confined water, the leakage blocking method can be out of work, so that confined water inrush or piping accidents are caused, and serious economic loss and surrounding environment damage are caused.
Disclosure of Invention
The invention aims to overcome the defects and shortcomings in the prior art, provides a method and a device for reinforcing the joints of underground continuous walls, solves the problem of mud clamping of the joints of the underground continuous walls by adopting a grouting reinforcing mode, effectively prevents the problem of water leakage of a building enclosure structure in foundation pit excavation, and provides a corresponding device.
As is known, two adjacent underground continuous walls are divided into: a leading panel and a trailing panel.
The advanced web is a previously completed underground continuous wall;
the second-row wall is an underground continuous wall constructed after the strength of the concrete of the first-row wall meets the requirement, and is also called a second-row wall.
According to the traditional method, the front-width underground continuous wall and the rear-width underground continuous wall are connected through seams, and the seams are connected through a fore shaft pipe joint, a milling joint, a cross steel plate joint, an I-shaped steel joint, a rubber water stop belt joint and the like.
The method comprises the following steps:
I. after grooving of the underground continuous wall of the back row, carrying out ultrasonic detection on grooving verticality, carrying out seam brushing on the wall, and lifting the reinforcement cage of the underground continuous wall of the back row;
II, placing a seam grouting pipe fixing frame;
III, placing the grouting pipe downwards, keeping the grouting pipe tightly attached to the joint wall of the advanced underground continuous wall by adjusting an adjuster on a grouting pipe fixing frame, and adjusting the verticality of the grouting pipe on the inner side and the outer side of the foundation pit; the bottom of the grouting pipe is 1-3 m higher than the bottom of the underground continuous wall;
IV, placing a concrete pouring guide pipe downwards, carrying out width-limiting underground continuous wall concrete after pouring, wherein the distance between a concrete pouring surface and the surface of the guide wall is 10m, the embedding depth of a grouting pipe in the concrete is not less than 15m, and pulling up a grouting pipe fixing frame; continuing building the concrete to the designed elevation;
v, the concrete strength of the rear-row-width underground continuous wall reaches 50% or more of the design strength, the concrete pouring completion time is not less than 5 days, and the joints of the underground continuous wall are subjected to reinforcing slurry pressure pouring through grouting pipes; the pressure injection pressure of the reinforced slurry is 2 MPa-10 MPa, the pressure injection time is not less than 30min, and the pressure injection liquid is not less than 0.5m 3.
The main device of the invention comprises: slip casting pipe 1, slip casting pipe mount 2:
the bottom end of the grouting pipe is sealed, and the opening at the upper end of the grouting pipe is externally connected with a grouting pipe joint;
the diameter of the grouting pipe is 20 mm-100 mm,
the aperture of the pipe wall is 2 mm-5 mm, each row is not less than 4 holes, the distance between each row of holes is 50 mm-200 mm, the distance between the uppermost row of holes and the top surface of concrete pouring is 10m, and the distance between the lowermost row of holes and the bottom end of the grouting pipe is 0.5 m-1.0 m;
and each hole on the grouting pipe is sleeved with a rubber belt, so that slurry and concrete are prevented from flowing into the grouting pipe or blocking the grouting hole.
The grouting pipe fixing frame is a fixing device for the grouting pipe placing process, and the injected reinforcing slurry enters the joints of the underground diaphragm wall or the peripheral soil body through the grouting pipe and the wall hole to reinforce the joints of the underground diaphragm wall or the peripheral soil body, so that underground water or sandy soil is effectively prevented from flowing into the foundation pit, and the construction safety of the foundation pit is guaranteed.
The grouting pipe fixing frame consists of a placing beam, a truss, a balancing weight and an adjuster;
the placing beam is used for fixing the fixing frame on the guide wall concrete;
the truss is a framework for connecting the laying beam, the balancing weight and the regulator;
the balancing weight is a measure for keeping the fixing frame stable;
the regulator can effectively adjust the straightness that hangs down of slip casting pipe to and play the centre gripping fixed action that the slip casting pipe transferred the process.
In conclusion, the method for reinforcing the joints of the underground continuous wall adopts a grouting reinforcement mode to solve the problems of mud inclusion, concrete segregation, incompact and the like of the joints of the underground continuous wall, effectively prevents the problem of water leakage of the enclosure structure in foundation pit excavation, and provides a corresponding device. Compared with the method for plugging the underground diaphragm wall in the process of excavating the foundation pit, the method has low cost.
Drawings
FIG. 1 is a schematic block diagram of a method for reinforcing joints of an underground diaphragm wall according to the present invention;
FIG. 2 is a schematic view of a method for reinforcing joints of an underground diaphragm wall according to an embodiment of the present invention;
fig. 3 is a schematic structural view of a grouting pipe fixing frame according to an embodiment of the invention.
Detailed Description
The invention is further described in the following with reference to the figures and examples
The invention discloses a method for reinforcing joints of underground continuous walls (shown in figures 1 and 2), which comprises the following steps:
A. and after grooving of the back-row-width underground continuous wall is finished, performing ultrasonic detection on grooving verticality, performing seam wall brushing, and completing hoisting of the back-row-width underground continuous wall reinforcement cage.
B. And placing a fixing frame of the joint grouting pipe.
C. Placing the grouting pipe downwards, keeping the grouting pipe tightly attached to the joint wall of the front diaphragm wall by adjusting an adjuster on a grouting pipe fixing frame, and adjusting the verticality of the grouting pipe on the inner side and the outer side of the foundation pit; the bottom of the grouting pipe is 1-3 m higher than the bottom of the underground continuous wall.
D. Placing a concrete pouring guide pipe downwards, carrying out width-limiting underground continuous wall concrete after pouring, wherein the distance between a concrete pouring surface and the surface of the guide wall is 10m, the embedding depth of a grouting pipe in the concrete is not less than 15m, and pulling up a grouting pipe fixing frame; and continuing building the concrete to the designed elevation.
E. The concrete strength of the rear-breadth underground continuous wall reaches 50% or more of the design strength, the concrete pouring completion time is not less than 5 days, and the joint of the underground continuous wall is subjected to reinforcing slurry pressure pouring through a grouting pipe; the pressure of the reinforced slurry is 2 MPa-10 MPa, the pressure injection time is not less than 30min, and the pressure of the reinforced slurry is not less than 0.5m3。
The invention relates to a method for reinforcing joints of underground continuous walls, which mainly comprises the following steps: grouting pipe 1, grouting pipe mount 2.
The bottom end of the grouting pipe 1 is sealed, and the opening at the upper end is externally connected with a grouting pipe joint.
The diameter of the grouting pipe 1 is 20 mm-100 mm.
The aperture of the pipe wall is 2 mm-5 mm, each row is not less than 4 holes, the distance between each row of holes is 50 mm-200 mm, the distance between the top row of holes and the top surface of concrete pouring is 10m, and the distance between the bottom row of holes and the bottom end of the grouting pipe 1 is 0.5 m-1.0 m.
And each hole on the grouting pipe 1 is externally sleeved with a rubber belt, so that slurry and concrete are prevented from flowing into the grouting pipe 1 or blocking the grouting hole.
The grouting pipe fixing frame 2 (shown in figure 3) is a fixing device for the placement process of the grouting pipe 1, and the injected reinforcing slurry enters the joint of the underground diaphragm wall or the peripheral soil body through the grouting pipe 1 and the wall hole to reinforce the joint of the underground diaphragm wall or the peripheral soil body, so that the underground water or the sandy soil is effectively prevented from flowing into the foundation pit, and the construction safety of the foundation pit is guaranteed.
The grouting pipe fixing frame 2 is composed of a laying beam 21, a truss 22, a balancing weight 23 and an adjuster 24.
The rest beam 21 is used for fixing the fixing frame 2 on the guide wall concrete.
The truss 22 is a framework connecting the rest beam 21, the counter weight 23 and the adjuster 24.
The weight 23 is a means for maintaining the stability of the holder.
The regulator 24 is used for effectively regulating the verticality of the grouting pipe 1 and playing a role in clamping and fixing the grouting pipe 1 in the lowering process.
In conclusion, the invention adopts a grouting reinforcement mode, solves the problems of mud inclusion, concrete segregation, incompact and the like of the joint of the underground diaphragm wall, effectively prevents the water leakage problem of the enclosure structure in the excavation of the foundation pit, and provides a corresponding device. Compared with the underground continuous wall plugging method in the process of excavation of the foundation pit, the method has the advantages of safety, low risk, low cost, high efficiency, high quality and the like, and provides a solid technical foundation for treating the joint of the underground continuous wall in the building engineering.
Claims (3)
1. A method for reinforcing joints of underground continuous walls is characterized by comprising the following steps:
step A, after grooving of the underground continuous wall is finished, carrying out ultrasonic detection on grooving verticality, carrying out seam wall brushing, and carrying out amplitude reinforcement cage hoisting;
b, placing a joint grouting pipe fixing frame;
c, keeping the grouting pipe to be tightly attached to the joint wall of the previously finished underground continuous wall by adjusting an adjuster on a grouting pipe fixing frame, and adjusting the verticality of the grouting pipe on the inner side and the outer side of the foundation pit;
d, placing a concrete pouring guide pipe downwards, pouring concrete of the underground diaphragm wall, and pulling up the grouting pipe fixing frame; continuously pouring concrete to the designed elevation;
e, when the concrete strength of the underground continuous wall reaches more than 50% of the design strength and the concrete pouring completion time is not less than 5 days, carrying out reinforcement slurry pressure pouring on the joint of the underground continuous wall through a grouting pipe;
each hole on the grouting pipe is provided with an outer sleeve rubber belt for preventing mud and concrete from flowing into the grouting pipe or blocking the grouting hole;
the grouting pipe fixing frame consists of a placing beam, a truss, a balancing weight and an adjuster;
the laying beam is a fixed grouting pipe and is fixedly arranged on the guide wall concrete;
the truss is a framework which connects the laying beam, the balancing weight and the adjuster;
the balancing weight is used for keeping the stability of the grouting pipe fixing frame;
the regulator is for effectively adjusting slip casting pipe straightness that hangs down and slip casting pipe transfer the centre gripping fixed action of process.
2. The method for reinforcing the joint of the underground continuous wall according to claim 1, wherein in the step C, the bottom of the grouting pipe is 1-3 m higher than the bottom end of the underground continuous wall;
in the step D, when the grouting pipe fixing frame is pulled out, the distance between the concrete pouring surface and the wall guiding surface is 10m, and the embedding depth of the grouting pipe in the concrete is not less than 15 m;
in the step E, the pressure of the reinforced slurry is 2MPa to 10MPa, the pressure injection time is not less than 30min, and thenThe hydraulic injection of the solid slurry is not less than 0.5m3。
3. An underground continuous wall joint reinforcing apparatus according to the underground continuous wall joint reinforcing method of claim 1 or 2, comprising: the grouting pipe and the grouting pipe fixing frame; the bottom end of the grouting pipe is sealed, and the opening at the upper end of the grouting pipe is externally connected with a grouting pipe joint; the diameter of the grouting pipe is 20-100 mm; at least 4 holes are formed in each row on the pipe wall of the grouting pipe, the aperture of each hole is 2-5 mm, and the distance between every two rows of holes is 50-200 mm;
the distance between the holes in the top row and the top surface of concrete pouring is not less than 10m, and the distance between the holes in the bottom row and the bottom end of the grouting pipe is 0.5-1.0 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910525017.1A CN110206071B (en) | 2019-06-18 | 2019-06-18 | Method and device for reinforcing joints of underground continuous wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910525017.1A CN110206071B (en) | 2019-06-18 | 2019-06-18 | Method and device for reinforcing joints of underground continuous wall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN110206071A CN110206071A (en) | 2019-09-06 |
| CN110206071B true CN110206071B (en) | 2022-07-08 |
Family
ID=67793212
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910525017.1A Active CN110206071B (en) | 2019-06-18 | 2019-06-18 | Method and device for reinforcing joints of underground continuous wall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110206071B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112195947B (en) * | 2020-09-09 | 2022-07-12 | 浙江宗盛建设有限公司 | Preparation process of self-plugging impervious curtain type concrete precast pile |
| CN113550331A (en) * | 2021-07-06 | 2021-10-26 | 上海市基础工程集团有限公司 | Milling joint based on cross steel plate and limiting air bag core mold and construction method |
| CN114855764A (en) * | 2022-06-14 | 2022-08-05 | 中铁一局集团(广州)建设工程有限公司 | Large-area soft soil foundation in-situ curing method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101560767A (en) * | 2009-05-12 | 2009-10-21 | 广东省长大公路工程有限公司 | Method for connecting slotted sections in underground construction of diaphragm wall |
| CN205636744U (en) * | 2016-05-09 | 2016-10-12 | 中天建设集团有限公司 | Position slip casting device is connected with bottom plate in ground even wall |
| CN206529806U (en) * | 2017-01-09 | 2017-09-29 | 中国电建集团华东勘测设计研究院有限公司 | A kind of water sealing structure of diaphram wall seaming position |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07103556B2 (en) * | 1992-01-09 | 1995-11-08 | 鹿島建設株式会社 | Joint structure of underground wall |
| CN100425773C (en) * | 2006-06-12 | 2008-10-15 | 中铁隧道集团有限公司 | Grille type connection method of rigid joint for underground continuous wall |
| CN103103990A (en) * | 2013-02-04 | 2013-05-15 | 天津市建工集团（控股）有限公司 | Underground diaphragm wall construction method utilizing large-diameter reinforced concrete filling pile as connector |
| CN206385555U (en) * | 2017-01-01 | 2017-08-08 | 陕西工业职业技术学院 | A kind of civil engineering side slope bolt grouting head device |
-
2019
- 2019-06-18 CN CN201910525017.1A patent/CN110206071B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101560767A (en) * | 2009-05-12 | 2009-10-21 | 广东省长大公路工程有限公司 | Method for connecting slotted sections in underground construction of diaphragm wall |
| CN205636744U (en) * | 2016-05-09 | 2016-10-12 | 中天建设集团有限公司 | Position slip casting device is connected with bottom plate in ground even wall |
| CN206529806U (en) * | 2017-01-09 | 2017-09-29 | 中国电建集团华东勘测设计研究院有限公司 | A kind of water sealing structure of diaphram wall seaming position |
Also Published As
| Publication number | Publication date |
|---|---|
| CN110206071A (en) | 2019-09-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN113445498A (en) | Construction process of karst hole pile foundation in complex geology | |
| CN110820731B (en) | Construction process of cast-in-situ bored pile | |
| CN110206071B (en) | Method and device for reinforcing joints of underground continuous wall | |
| CN109024651B (en) | Steel pipe concrete mixed pile foundation and construction method | |
| CN110409510B (en) | Water stopping structure at joint of engagement pile and ground continuous wall | |
| CN102720186B (en) | Underwater once pouring method for variable cross-section bored cast-in-place pile | |
| CN109763483B (en) | A kind of upward segmented grouting technology for thick Quaternary deep buried goaf and broken stratum | |
| CN106320333B (en) | Combined drainage type water filling pile device and construction method | |
| CN102121251A (en) | Construction method for pouring main tower pier foundation of bridge on deep-water oblique river bed | |
| CN108166483A (en) | Bored pile construction method | |
| CN110629747A (en) | Full-casing full-rotation construction process for pile foundation under complex geological conditions | |
| CN109610473A (en) | A kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration | |
| CN114934519A (en) | Optimized pile forming method for easy-to-liquefy stratum bored cast-in-place secant pile | |
| CN211816279U (en) | New and old ground is wall interface processing structure even | |
| CN113216215A (en) | Deep groove support reverse construction method in complex environment | |
| CN113174991A (en) | Method for reinforcing collapse and grouting of stratum around marine deep-water inclined pile | |
| CN118292429A (en) | Construction method of impact-rotary digging combined pore-forming filling pile | |
| CN218148483U (en) | Tower crane foundation structure | |
| CN117211277A (en) | Construction method of reinforced concrete bored concrete pile of soft soil foundation | |
| CN114542799B (en) | Underground limited space vertical jacking construction method | |
| CN205224019U (en) | Stake of reinforcing bar fiber cement soil | |
| CN104727305B (en) | Boring high-pressure slip-casting uplift pile construction method | |
| CN209816867U (en) | A supporting construction for peripheral foundation ditch of existing building | |
| CN115306408A (en) | Safe launching and receiving method for jacking pipe under high water pressure condition | |
| CN114687341A (en) | Construction method for river-crossing bridge pile foundation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |