CN116988454B - Assembled underground diaphragm wall and construction method - Google Patents
Assembled underground diaphragm wall and construction method Download PDFInfo
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- CN116988454B CN116988454B CN202311254332.8A CN202311254332A CN116988454B CN 116988454 B CN116988454 B CN 116988454B CN 202311254332 A CN202311254332 A CN 202311254332A CN 116988454 B CN116988454 B CN 116988454B
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- 238000010276 construction Methods 0.000 title claims abstract description 61
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 124
- 239000010959 steel Substances 0.000 claims abstract description 124
- 239000002002 slurry Substances 0.000 claims abstract description 37
- 239000011178 precast concrete Substances 0.000 claims abstract description 22
- 238000013461 design Methods 0.000 claims description 9
- 238000004140 cleaning Methods 0.000 claims description 4
- 238000007599 discharging Methods 0.000 claims description 4
- NINIDFKCEFEMDL-UHFFFAOYSA-N Sulfur Chemical compound [S] NINIDFKCEFEMDL-UHFFFAOYSA-N 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 3
- 229910052717 sulfur Inorganic materials 0.000 claims description 3
- 239000011593 sulfur Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 2
- 238000000034 method Methods 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 2
- 238000007711 solidification Methods 0.000 abstract 1
- 230000008023 solidification Effects 0.000 abstract 1
- 239000011150 reinforced concrete Substances 0.000 description 6
- 238000011065 in-situ storage Methods 0.000 description 5
- 238000005192 partition Methods 0.000 description 4
- 239000004567 concrete Substances 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 239000011440 grout Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 238000011161 development Methods 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 238000000605 extraction Methods 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—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
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/11—Improving or preserving soil or rock, e.g. preserving permafrost soil by thermal, electrical or electro-chemical means
-
- 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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
-
- 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
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/14—Sealing joints between adjacent sheet piles
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Composite Materials (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The application discloses an assembled underground diaphragm wall and a construction method, wherein the diaphragm wall comprises a groove, a steel member arranged in the groove, a precast concrete member arranged in the steel member, an inner mold bag filled in a gap between the steel member and the precast concrete member, an outer mold bag filled in the gap between the steel member and a stratum and slurry filled in the inner mold bag and the outer mold bag; the adjacent steel members are spliced end to form a cavity for inserting the precast concrete member; the internal mold bag comprises a bag body I, a resistance wire I uniformly distributed on the bag body I and a power line I connected with the resistance wire I; the outer mold bag comprises a second bag body, second resistance wires uniformly distributed on the second bag body and a second power line connected with the second resistance wires; the hardened slurry can be softened until liquefied after being heated by the first resistance wire or the second resistance wire. The filling slurry is fast in solidification and can be heated and liquefied, so that the construction efficiency and the gap filling effect are improved, the difficulty in pulling out the steel member is reduced, and the stability of the stratum after pulling out is ensured.
Description
Technical Field
The application relates to the technical field of foundation pit construction, in particular to an assembled underground continuous wall and a construction method.
Background
With the continuous improvement of urban level, urban problems are increasingly highlighted, and urban underground space development and utilization become one of effective modes for solving the diseases of large cities. When the foundation pit of the urban underground space is excavated at present, a temporary retaining wall structure, namely a foundation pit support structure, is needed to be applied to stabilize the foundation pit, wherein the deep foundation pit support structure of the water-rich stratum mainly comprises a cast-in-situ reinforced concrete underground continuous wall and a prefabricated underground continuous wall.
In order to solve the problems that the construction period of a cast-in-situ reinforced concrete structure is long, the construction quality cannot be ensured, and cast-in-situ reinforced concrete structure and prefabricated reinforced concrete structure steel cannot be recycled, the traditional Chinese patent of the application with the application number of CN202210587185.5 discloses an assembled steel-concrete underground diaphragm wall construction method, which belongs to the technical field of foundation pit construction. Secondly, leveling the construction site and reinforcing the weak stratum. Thirdly, measuring and paying off are carried out on a construction site, and the specific position of the underground continuous wall is determined. And fourthly, excavating a guide wall groove, and constructing a guide wall, wherein the guide wall is sealed into a ring along the foundation pit by adopting a steel structure type, and all the assembled steel-concrete underground continuous wall units are connected into a whole instead of a crown beam. Fifthly, according to the design of a construction drawing, under the condition of slurry wall protection, adopting a grooving device to excavate the underground diaphragm wall groove, and cleaning the bottom. The application solves the problems that the construction period of the cast-in-situ reinforced concrete structure is long, the quality cannot be ensured, and the cast-in-situ and precast reinforced concrete structure steel cannot be recycled, and solves the problem of waterproof failure of the existing underground engineering.
The scheme is applied by the applicant before, but the problem of how to timely fill the construction gap of the underground diaphragm wall and the problem that the filling is beneficial to pulling out is not considered in design.
When the underground diaphragm wall is constructed, if the construction gap is directly filled by adopting a conventional mode and conventional slurry, the friction force is large when the steel member is pulled out, and the pulling-out efficiency and the pulling-out success rate of the steel member are affected; and after the underground diaphragm wall steel member is removed, if the gap generated by the removal of the steel member cannot be filled in time, the stress balance of the surrounding stratum is lost, the stratum can be settled or even collapse, and the safety of underground engineering and surrounding environment is critical.
Disclosure of Invention
The application provides an assembled underground diaphragm wall and a construction method thereof, which improve the construction efficiency and the gap filling effect, reduce the pulling difficulty of steel members and ensure the stability of stratum after pulling.
The technical problems to be solved are as follows: the assembly type underground diaphragm wall steel member is difficult to pull out and the construction gap cannot be filled in time.
In order to solve the technical problems, the application adopts the following technical scheme:
the application relates to an assembled underground continuous wall, which comprises a groove, a steel member arranged in the groove, a precast concrete member arranged in the steel member, an inner mold bag filled in a gap between the steel member and the precast concrete member, an outer mold bag filled in a gap between the steel member and a stratum, and slurry filled in the inner mold bag and the outer mold bag;
the adjacent steel members are spliced end to form a cavity for inserting the precast concrete member;
the internal mold bag comprises a bag body I, a resistance wire I uniformly distributed on the bag body I and a power line I connected with the resistance wire I;
the outer mold bag comprises a second bag body, second resistance wires uniformly distributed on the second bag body and a second power line connected with the second resistance wires;
the hardened slurry can be softened until liquefied after being heated by the first resistance wire or the second resistance wire.
The application relates to an assembled underground diaphragm wall, and further relates to sulfur mortar.
The application relates to an assembled underground continuous wall, which further comprises a bearing end and an inserting end, wherein a pair of open steel pipes are symmetrically welded on the bearing end, a pair of steel pipes are welded on the inserting end, and the steel pipes are clamped into the open steel pipes of the adjacent steel members.
The application relates to an assembled underground diaphragm wall, which is characterized in that the opening steel pipe and the steel pipe are communicated in the height direction of a steel member.
The application relates to an assembled underground diaphragm wall, which is further characterized in that the top end and the bottom end of a steel pipe are provided with sealing plugs.
The application relates to an assembled underground continuous wall, which is characterized in that the outer wall of a steel pipe is closely attached to the inner wall of an open steel pipe.
The application relates to an assembled underground continuous wall, which is further characterized in that a steel member is divided into two forms, wherein one form comprises two side plates and a partition plate fixedly arranged between the side plates, one end of each side plate is a receiving end, an open steel pipe is fixedly arranged at one end, and the other end of each side plate is an inserting end, and a steel pipe is fixedly arranged at the other end;
the two-way bearing comprises a bearing piece and an inserting piece, wherein the bearing piece and the inserting piece comprise two side plates and a partition plate fixedly arranged between the side plates, two ends of the side plates of the bearing piece are fixedly provided with open steel pipes, and two ends of the inserting piece are fixedly provided with steel pipes.
The application discloses a construction method of an assembled underground continuous wall, which comprises the following steps:
step one: measuring and paying off is carried out on a construction site, and the specific position of the enclosure structure is determined;
step two: digging a guide wall groove and constructing a guide wall;
step three, a step of performing; according to the design of a construction drawing, under the condition of slurry wall protection, adopting a grooving device to excavate a space enclosing structure groove, and cleaning the bottom;
step four: the outer mold bag is arranged on the steel member, the steel member and the outer mold bag are hung into a groove of the enclosing structure, slurry is injected into the outer mold bag, and meanwhile, part of slurry in the groove of the enclosing structure is discharged;
step five: connecting and fixing the steel member and the steel guide wall;
step six: hanging the precast concrete member and the internal mold bag into the steel member, and discharging part of slurry in the groove of the enclosure structure;
step seven: injecting slurry into the inner mold bag;
step eight: repeating the first to seventh steps to finish the construction of the steel member, the precast concrete member and the internal mold bag in the first frame of building enclosure unit;
step nine: repeating the first to eighth steps until the construction of the second building envelope unit is completed;
step ten: repeating the step nine until the construction of the building envelope unit of the whole foundation pit is completed;
step eleven: after the construction of the main body structure is completed and the strength reaches the design strength, electrifying the first resistance wire of the inner mold bag and the second resistance wire of the outer mold bag;
step twelve: after the first resistance wire is heated to the inner die bag and the second resistance wire is heated to the inner die bag, the slurry in the outer die bag is softened, and the steel member is pulled out;
step thirteen: and (3) filling slurry in real time by utilizing construction gaps between the steel members, between the steel members and the stratum and between the steel members and the main body structure after the steel members are pulled out, so as to finish the backfilling construction of the construction gap of the underground diaphragm wall.
Compared with the prior art, the application has the following beneficial effects:
1. the application discloses a gap backfilling mode after construction of an assembled underground diaphragm wall, which solves the problem that the conventional slurry and the conventional filling mode possibly cause large pulling friction force of steel members, and has reasonable structural arrangement, flexible and convenient construction and wide application range;
2. the application discloses a gap backfilling mode after construction of an assembled underground diaphragm wall, wherein solidified slurry can be softened or even liquefied after being heated, so that the difficulty of pulling out a steel member is greatly reduced, and the efficiency and the success rate of pulling out the steel member are improved;
3. the application discloses a gap backfilling mode after construction of an assembled underground diaphragm wall, which solves the problem that the construction gap can not be backfilled in time after construction of the assembled underground diaphragm wall and extraction of a steel member.
The application is further described below with reference to the accompanying drawings.
Drawings
FIG. 1 is a plan view of an underground diaphragm wall steel member of the present application prior to removal;
FIG. 2 is a perspective view of an underground diaphragm wall steel member of the present application;
FIG. 3 is a perspective view of a precast concrete unit for an underground diaphragm wall according to the present application;
FIG. 4 is a perspective view of an exterior mold pocket and a grout-filled steel member of the diaphragm wall of the present application;
FIG. 5 is a perspective view of a modular bag and grout-filled construction of the present application between an underground diaphragm wall steel construction and a precast concrete construction;
FIG. 6 is a plan view of the application in the gap unfilled state after the underground diaphragm wall steel member is removed;
FIG. 7 is a plan view showing the completion of gap backfilling after the underground diaphragm wall steel member of the present application is removed;
fig. 8 is a perspective view of the underground diaphragm wall of the present application.
Reference numerals:
1. a steel member; 1.1, a receiving end; 1.2, opening a steel pipe; 1.3, an insertion end; 1.4, a steel pipe; 1.5, plugging plugs; 2. prefabricating a concrete member; 3. an internal mold bag; 3.1, a first bag body; 3.2, resistance wire I; 3.3, a first power plug; 3.4, a first power line; 4. an outer mold bag; 4.1, a second bag body; 4.2, resistance wires II; 4.3, a second power plug; 4.4, a second power line; 5. and (3) slurry.
Detailed Description
As shown in fig. 1 to 8, the application discloses an assembled underground diaphragm wall and a construction method, wherein the diaphragm wall comprises a groove, a steel member 1 arranged in the groove, a precast concrete member 2 arranged in the steel member 1, an inner mold bag 3 filled in a gap between the steel member 1 and the precast concrete member 2, an outer mold bag 4 filled in a gap between the steel member 1 and a stratum, and slurry 5 filled in the inner mold bag 3 and the outer mold bag 4, wherein the hardened slurry 5 can be softened until liquefied after being heated by a first resistance wire 3.2 or a second resistance wire 4.2. In the application, the slurry 5 is sulfur mortar, and other slurries 5 with equivalent functions can be selected.
In one embodiment of the application, the steel member 1 is divided into two forms, wherein one form comprises two side plates and a partition plate fixedly arranged between the side plates, one end of each side plate is a receiving end 1.1, an open steel pipe 1.2 is fixedly arranged, the other end is an inserting end 1.3, and a steel pipe 1.4 is fixedly arranged.
The two-way bearing assembly comprises a bearing piece and an insert, wherein the bearing piece and the insert comprise two side plates and a partition plate fixedly arranged between the side plates, two ends of the side plates of the bearing piece are fixedly provided with open steel pipes 1.2, and two ends of the insert are fixedly provided with steel pipes 1.4.
When the steel pipe 1.4 is clamped into the open steel pipe 1.2 of the adjacent steel member 1 and the steel pipe 1.4 is clamped into the open steel pipe 1.2, the outer wall of the steel pipe 1.4 is closely attached to the inner wall of the open steel pipe 1.2.
Further, the open steel pipe 1.2 and the steel pipe 1.4 are provided to penetrate in the height direction of the steel member 1, and the top and bottom ends of the steel pipe 1.4 are provided with plugs 1.5.
The internal mold bag 3 comprises a bag body I3.1, resistance wires I3.2 uniformly distributed on the inner side of the bag body I3.1 and a power line I3.4 connected with the resistance wires I3.2, wherein the power line I3.4 is connected with a power plug I3.3, and the internal mold bag 3 is fixedly bonded with the precast concrete member 2 and hoisted together with the precast concrete member 2.
The outer die bag 4 comprises a second bag body 4.1, resistance wires II 4.2 uniformly distributed on the inner side of the second bag body 4.1 and a power line II 4.4 connected with the resistance wires II 4.2, wherein the power line II 4.4 is connected with a power plug II 4.3, and the outer die bag 4 is fixedly bonded with the steel member 1 and hoisted together with the steel member 1.
The construction method comprises the following steps:
step one, according to the design of the construction drawing of the fabricated underground continuous wall, the steel member 1, the precast concrete member 2 and related components are processed and manufactured in factories and transported to a construction site.
And secondly, leveling the construction site and reinforcing the weak stratum.
And thirdly, measuring and paying off is carried out on a construction site, and the specific position of the enclosure structure is determined.
And fourthly, excavating a guide wall groove, and constructing a guide wall.
And fifthly, excavating the groove of the enclosure structure by adopting a grooving device under the condition of mud wall protection according to the design of the construction drawing, and cleaning the bottom.
And step six, bonding and fixing the outer die pocket 4 and the steel member 1, hoisting the steel member 1 and the outer die pocket 4 into the surrounding structure groove by using a crane, injecting slurry 5 into the outer die pocket 4, and discharging part of slurry in the surrounding structure groove.
And step seven, connecting and fixing the steel member 1 and the steel guide wall.
And step eight, hoisting the precast concrete member 2 and the internal mold bag 3 into the steel member 1 by using a crane, and discharging part of slurry in the groove of the enclosure structure.
Step nine, injecting slurry 5 into the inner mold bag 3.
And step ten, repeating the step one to the step nine to finish the construction of the steel member 1, the precast concrete member 2 and the internal mold bag 3 in the first building envelope unit.
And step eleven, repeating the steps from the first step to the tenth step until the construction of the second building envelope unit is completed.
And step twelve, repeating the step eleven until the construction of the building envelope unit of the whole foundation pit is completed.
And thirteenth, after the construction of the main body structure is completed and the strength reaches the design strength, connecting the first power plug 3.3 of the inner mold bag 3 and the second power plug 4.3 of the outer mold bag 4 into a power supply for power supply.
Fourteen steps are carried out, and after the first resistance wire 3.2 is heated to the inner die bag 3 and the second resistance wire 4.2 is heated to the condition that the slurry 5 in the outer die bag 4 is softened, the steel member 1 is pulled out.
Fifteen, filling slurry 5 in real time by using construction gaps between the steel members 1, between the steel members 1 and the stratum and between the steel members 1 and the main body structure after the steel members 1 are removed while removing the steel members 1, and completing the backfilling construction of the construction gaps of the underground diaphragm wall.
The above examples are only illustrative of the preferred embodiments of the present application and are not intended to limit the scope of the present application, and various modifications and improvements made by those skilled in the art to the technical solution of the present application should fall within the scope of protection defined by the claims of the present application without departing from the spirit of the present application.
Claims (6)
1. An assembled underground continuous wall, its characterized in that: comprises a groove, a steel member (1) arranged in the groove, a precast concrete member (2) arranged in the steel member (1), an inner mould bag (3) filled in a gap between the steel member (1) and the precast concrete member (2), an outer mould bag (4) filled in a gap between the steel member (1) and a stratum, and slurry (5) filled in the inner mould bag (3) and the outer mould bag (4);
the adjacent steel members (1) are spliced end to form a cavity for inserting the precast concrete member (2);
the internal mold bag (3) comprises a bag body I (3.1), resistance wires I (3.2) uniformly distributed on the bag body I (3.1) and a power line I (3.4) connected with the resistance wires I (3.2);
the outer mold bag (4) comprises a second bag body (4.1), second resistance wires (4.2) uniformly distributed on the second bag body (4.1) and a second power line (4.4) connected with the second resistance wires (4.2);
the hardened slurry (5) can be softened until liquefied after being heated by the first resistance wire (3.2) or the second resistance wire (4.2);
the slurry (5) is sulfur mortar.
2. The fabricated underground diaphragm wall of claim 1, wherein: the steel member (1) comprises a bearing end (1.1) and an inserting end (1.3), a pair of open steel pipes (1.2) are symmetrically welded on the bearing end (1.1), a pair of steel pipes (1.4) are welded on the inserting end (1.3), and the steel pipes (1.4) are clamped into the open steel pipes (1.2) of the adjacent steel member (1).
3. A fabricated underground diaphragm wall according to claim 2, wherein: the open steel pipe (1.2) and the steel pipe (1.4) are arranged to penetrate in the height direction of the steel member (1).
4. A fabricated underground diaphragm wall according to claim 3, wherein: the top and bottom of the steel pipe (1.4) are provided with sealing plugs (1.5).
5. A fabricated underground diaphragm wall according to claim 2, wherein: the outer wall of the steel pipe (1.4) is closely attached to the inner wall of the open steel pipe (1.2).
6. A method of constructing the fabricated underground diaphragm wall of any one of claims 1-5, comprising the steps of:
step one: measuring and paying off is carried out on a construction site, and the specific position of the enclosure structure is determined;
step two: digging a guide wall groove and constructing a guide wall;
step three, a step of performing; according to the design of a construction drawing, under the condition of slurry wall protection, adopting a grooving device to excavate a space enclosing structure groove, and cleaning the bottom;
step four: the outer mold bag (4) is arranged on the steel member (1), the steel member (1) and the outer mold bag (4) are hung into a groove of the enclosure structure, slurry (5) is injected into the outer mold bag (4), and meanwhile, part of slurry in the groove of the enclosure structure is discharged;
step five: connecting and fixing the steel member (1) and the steel guide wall;
step six: hanging the precast concrete member (2) and the internal mold bag (3) into the steel member (1), and discharging slurry in the groove of the enclosure structure;
step seven: injecting slurry (5) into the inner mold bag (3);
step eight: repeating the first to seventh steps to finish the construction of the steel member (1), the precast concrete member (2) and the internal mold bag (3) in the first frame of building envelope unit;
step nine: repeating the first to eighth steps until the construction of the second building envelope unit is completed;
step ten: repeating the step nine until the construction of the building envelope unit of the whole foundation pit is completed;
step eleven: after the construction of the main structure is completed and the strength reaches the design strength, electrifying a first resistance wire (3.2) of the inner mold bag (3) and a second resistance wire (4.2) of the outer mold bag (4);
step twelve: after the first resistance wire (3.2) is heated to the inner die bag (3) and the second resistance wire (4.2) is heated to the inner die bag (4) and the slurry (5) is softened, the steel member (1) is pulled out;
step thirteen: and when the steel member (1) is pulled out, the slurry (5) is filled in real time by utilizing the construction gaps between the steel members (1) after the steel members (1) are pulled out, between the steel members (1) and the stratum and between the steel members (1) and the main body structure, so that the backfilling construction of the construction gaps of the underground diaphragm wall is completed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311254332.8A CN116988454B (en) | 2023-09-27 | 2023-09-27 | Assembled underground diaphragm wall and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311254332.8A CN116988454B (en) | 2023-09-27 | 2023-09-27 | Assembled underground diaphragm wall and construction method |
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| Publication Number | Publication Date |
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| CN116988454A CN116988454A (en) | 2023-11-03 |
| CN116988454B true CN116988454B (en) | 2023-12-15 |
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2023
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| Publication number | Publication date |
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| CN116988454A (en) | 2023-11-03 |
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