CN114457853A - Construction method of recyclable semi-rigid connected underground continuous wall - Google Patents
Construction method of recyclable semi-rigid connected underground continuous wall Download PDFInfo
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- CN114457853A CN114457853A CN202210140181.2A CN202210140181A CN114457853A CN 114457853 A CN114457853 A CN 114457853A CN 202210140181 A CN202210140181 A CN 202210140181A CN 114457853 A CN114457853 A CN 114457853A
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- 238000010276 construction Methods 0.000 title claims abstract description 24
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 75
- 239000010959 steel Substances 0.000 claims abstract description 75
- 230000003014 reinforcing effect Effects 0.000 claims description 34
- 239000004567 concrete Substances 0.000 claims description 26
- 230000010485 coping Effects 0.000 claims description 21
- 238000004873 anchoring Methods 0.000 claims description 15
- 238000006243 chemical reaction Methods 0.000 claims description 15
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 13
- 238000000034 method Methods 0.000 claims description 7
- 230000002787 reinforcement Effects 0.000 claims description 7
- 230000008878 coupling Effects 0.000 claims description 6
- 238000010168 coupling process Methods 0.000 claims description 6
- 238000005859 coupling reaction Methods 0.000 claims description 6
- 239000011440 grout Substances 0.000 claims description 4
- 238000002955 isolation Methods 0.000 claims description 3
- 230000000694 effects Effects 0.000 abstract description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 abstract description 3
- 239000002689 soil Substances 0.000 description 8
- 239000011372 high-strength concrete Substances 0.000 description 4
- 239000003795 chemical substances by application Substances 0.000 description 2
- 238000007596 consolidation process Methods 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 235000014121 butter Nutrition 0.000 description 1
- 238000004140 cleaning Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000004519 grease Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
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- 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
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- 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
- E02D19/185—Joints between sheets constituting the sealing aprons
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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
- E02D2250/00—Production methods
- E02D2250/0023—Cast, i.e. in situ or in a mold or other formwork
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- 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 construction method of a recyclable semi-rigid connected underground diaphragm wall, which adopts a semi-rigid joint form formed by combining a fore shaft pipe and reinforced section steel, not only increases the contact area of the joints of underground diaphragm wall units, but also increases the wall strength and the waterproof and anti-seepage effects under the action of the reinforced section steel. The invention solves the problems of insufficient rigidity and easy water seepage at the joint of the underground diaphragm wall during the construction of the existing diaphragm wall.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction method of a recyclable semi-rigid connected underground continuous wall.
Background
The large-area application of the subway can save the scarce urban ground space, reduce the traffic noise of ground traffic, reduce the interference with other transportation systems, save the traffic time, protect the environment and save the energy. The subway enables people to go out more conveniently, but as the city develops and the subway antenna continuously extends, the construction of stations and intervals near existing residential buildings will or become a normal state. During construction, the open-cut forward-arranged station occupies an existing urban road in a large area for a long time, and traffic jam of a re-arranged road can be caused within a period of time. The construction by the forward excavation and reverse construction method is an effective way for changing the situation. This requires that the underground diaphragm wall has sufficient rigidity and good waterproof property at the joint when serving as an outer wall of the underground structure of the station. When the existing diaphragm wall is constructed, the rigidity of the joint of the diaphragm wall is insufficient and water is easy to seep.
The information disclosed in this background section is only for enhancement of understanding of the general background of the invention and should not be taken as an acknowledgement or any form of suggestion that this information forms the prior art already known to a person skilled in the art.
Disclosure of Invention
In order to overcome the defects in the prior art, a construction method of a recyclable semi-rigid connected underground continuous wall is provided so as to solve the problems that the joint of the underground continuous wall is insufficient in rigidity and easy to seep water during the construction of the existing underground continuous wall.
In order to achieve the purpose, the construction method of the recyclable semi-rigid connected underground continuous wall comprises the following steps:
a. excavating along the length direction of the diaphragm wall to form a groove section;
b. vertically installing a locking pipe at the tail end of the one-section groove section, wherein a through socket is formed in one side, back to the construction station of the next-section groove section, of the locking pipe, reinforcing steel is detachably inserted into the through socket, an isolation layer is coated on the outer portion of the reinforcing steel, the upper end of the reinforcing steel extends to the outer side of the top of the one-section groove section, two sides of the reinforcing steel respectively extend to the outer portion of the locking pipe and the inner portion of the locking pipe and are provided with anchoring flanges, and a pouring space is formed between one side, back to the construction station of the next-section groove section, of the locking pipe and the head end of the one-section groove section;
c. pouring concrete in the pouring space, wherein the concrete covers the first side of the reinforcing section steel extending into the pouring space and the anchoring flange on the first side of the reinforcing section steel to be solidified to form a diaphragm wall unit;
d. after the concrete is initially set, pulling out the fore shaft pipe;
e. repeating the steps a to d, and constructing the rest diaphragm wall units in sequence along the length direction of the diaphragm wall, wherein concrete is poured into a pouring space formed in the next section of groove section, and the concrete in the next section of groove section covers the second side, far away from the pouring space in the previous section of groove section, of the reinforced section steel in the previous section of groove section and the anchoring flange on the second side of the reinforced section steel, so that a plurality of diaphragm wall units are connected end to form a semi-rigid connecting diaphragm wall;
f. pouring a coping crown beam on the top of the semi-rigid connection diaphragm wall, wherein the coping crown beam is coated on the upper end of the reinforced section steel;
g. constructing an underground main body structure on the inner side of the semi-rigid connecting diaphragm wall, so that the underground main body structure is supported on the inner side of the semi-rigid connecting diaphragm wall;
h. chiseling a coping crown beam at the upper end of the reinforcing section steel, and pulling out the reinforcing section steel from the semi-rigid connecting ground coupling wall to form a post-pouring space in the coping crown beam and the semi-rigid connecting ground coupling wall;
g. and pouring concrete grout into the rear pouring space to connect the coping crown beam and the two adjacent diaphragm wall units together.
Further, the step of pulling out the reinforcing steel bars from the semi-rigid connecting ground wall comprises the following steps:
arranging two jacking jacks on the top-pressing crown beam, so that the jacking jacks are respectively arranged on two opposite sides of the upper end of the reinforced section steel;
installing a reaction frame at the upper ends of the two jacking jacks, and detachably connecting the reaction frame to the upper end of the reinforced section steel;
and the jacking jack jacks up the reaction frame so as to pull out the reinforced section steel from the semi-rigid connection ground connecting wall upwards.
Furthermore, the upper end of the reinforced section steel is provided with a lifting hole, and the reaction frame is connected to the lifting hole through a steel wire rope.
Furthermore, when the underground main body structure is constructed, after the underground main body structure reaches the design strength, backfill soil is filled between the underground main body structure and the inner side of the semi-rigid connection ground connection wall, so that the underground main body structure is supported on the inner side of the semi-rigid connection ground connection wall through the backfill soil.
Furthermore, the anchoring flange and the reinforcing section steel are vertically arranged.
Further, the reinforcing section steel and the anchoring flange are integrally formed.
Further, before the step of vertically installing the fore shaft pipe at the tail end of the one-section groove section is implemented, a reinforcement cage is placed in the one-section groove section, and after the concrete is poured in the pouring space, the concrete covers the reinforcement cage.
The construction method of the recyclable semi-rigid connected underground diaphragm wall has the advantages that the semi-rigid joint is formed by combining the fore shaft pipe and the reinforcing section steel, so that the contact area of the joints of the underground diaphragm wall units is increased, the wall strength and the waterproof and anti-seepage effects are increased under the action of the reinforcing section steel, and in addition, after the underground main body structure is constructed, the reinforcing section steel is detached and high-strength concrete is poured to form a concrete consolidation body so as to form the firm, waterproof and anti-seepage underground diaphragm wall structure.
Drawings
Other features, objects and advantages of the present application will become more apparent upon reading of the following detailed description of non-limiting embodiments thereof, made with reference to the accompanying drawings in which:
fig. 1 and 2 are schematic structural views illustrating a method for constructing a recyclable semi-rigidly connected underground diaphragm wall according to an embodiment of the present invention.
Fig. 3 is a schematic structural diagram of a fore shaft tube according to an embodiment of the present invention.
Detailed Description
The present application will be described in further detail with reference to the following drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the relevant invention and not restrictive of the invention. It should be noted that, for convenience of description, only the portions related to the present invention are shown in the drawings.
It should be noted that the embodiments and features of the embodiments in the present application may be combined with each other without conflict. The present application will be described in detail below with reference to the embodiments with reference to the attached drawings.
Referring to fig. 1 to 3, the present invention provides a method for constructing a recyclable semi-rigidly connected underground diaphragm wall, comprising the steps of:
a. and excavating along the length direction of the diaphragm wall to form a section of groove section.
After a groove section is excavated into a groove, a reinforcement cage 1 is placed in the excavated groove section.
b. In the vertical installation fore shaft pipe 2 of the tail end of a lesson groove section, one side of the construction station of the next lesson groove section of back to of fore shaft pipe 2 is formed with and link up socket 20, it inserts and is equipped with reinforcing shaped steel 3 to link up detachably in the socket 20, the outside of reinforcing shaped steel 3 is scribbled the isolation layer, the upper end of reinforcing shaped steel 3 extends the outside at the top of a lesson groove section, the looks both sides of reinforcing shaped steel 3 extend respectively the outside of fore shaft pipe 2 with the inside of fore shaft pipe 2 and be formed with the anchor edge of a wing 31, the back of fore shaft pipe 2 one side of the construction station of next lesson groove section with form between the head end of a lesson groove section and pour space A.
Specifically, in this embodiment, the lower end of the reinforcing steel bar 3 and the lower end of the fore shaft pipe 2 are respectively inserted into the soil mass at the bottom of the groove section.
In order to facilitate the separation of the fore shaft pipe from the wall body of the last cast diaphragm wall unit, the outside of the side wall of the fore shaft pipe 2 is coated with a release agent.
In a preferred embodiment, the release agent is butter.
In some embodiments, after the fore shaft tube is pressed vertically into the soil mass of the trough bottom, the soil mass 4 of the construction station of the next trough section is pressed against the outside of the side of the fore shaft tube 2 remote from the through-going socket 20.
In this embodiment, the anchoring flange 31 is arranged perpendicular to the reinforcing section steel 3. The reinforcing section steel 3 is integrally formed with the anchoring flange 31.
In this embodiment, the width of one section of the slot segment is 1000mm, and the diameter of the locking notch pipe is 80mm smaller than the width of the slot segment, i.e. d between the locking notch pipes is 920 mm. The thickness of reinforcing shaped steel is 15mm, and the width of the through spigot of fore shaft pipe is wider than the thickness of reinforcing shaped steel by 2 ~ 4 mm.
And after the previous section of groove is dug, the wall is protected by slurry, a steel reinforcement cage and a locking notch pipe are placed, grease is smeared on the outer wall of the locking notch pipe, the locking notch pipe is conveniently separated from the wall body of the diaphragm wall unit, the locking notch pipe is pressed into the soil body at the bottom of the groove by 150mm in depth by a pipe pressing machine and fixed, and then reinforcing section steel is inserted into a through socket of the locking notch pipe.
c. And pouring concrete in the pouring space A, wherein the concrete covers the first side of the reinforcing section steel 3 extending into the pouring space and the anchoring flange 31 of the first side of the reinforcing section steel 3 to be solidified to form a diaphragm wall unit B.
d. After the concrete is initially set, the fore shaft pipe 2 is pulled out.
e. And repeating the steps a to d, and sequentially constructing the rest underground diaphragm wall units along the length direction of the underground diaphragm wall, wherein concrete is poured into a pouring space formed in the next section of groove section, and the concrete in the next section of groove section covers the second side, far away from the pouring space in the previous section of groove section, of the reinforced section steel 3 in the previous section of groove section and the anchoring flange 31 on the second side of the reinforced section steel 3, so that a plurality of underground diaphragm wall units are connected end to form the semi-rigid connection underground diaphragm wall.
After the concrete of last ground is linked the wall unit and is set for the beginning, extract the fore shaft pipe for the terminal surface of the rear end of last ground is inside sunken arc terminal surface, and reinforcement shaped steel extends the outside of arc terminal surface.
When the next diaphragm wall unit is poured, the concrete of the next diaphragm wall unit covers the reinforcing section steel and the anchoring flange which extend to the outer part of the arc-shaped end face of the previous diaphragm wall unit, so that one side of the reinforcing section steel is embedded in the previous diaphragm wall unit, and the other side of the reinforcing section steel is embedded in the next diaphragm wall unit.
f. And pouring a coping crown beam on the top of the semi-rigid connection diaphragm wall, wherein the coping crown beam is coated at the upper end of the reinforced section steel 3.
g. And constructing an underground main body structure on the inner side of the semi-rigid connecting diaphragm wall, so that the underground main body structure is supported on the inner side of the semi-rigid connecting diaphragm wall.
When the underground main body structure is constructed, after the underground main body structure reaches the design strength, backfill soil is filled between the underground main body structure and the inner side of the semi-rigid connection ground connection wall, so that the underground main body structure is supported on the inner side of the semi-rigid connection ground connection wall through the backfill soil.
h. The coping crown beam at the upper end of the reinforcing section steel 3 is chiseled off, and the reinforcing section steel 3 is pulled out from the semi-rigid coupling diaphragm wall to form a post-cast space in the coping crown beam and the semi-rigid coupling diaphragm wall.
After the basement wallboard of the underground main body structure and the inner side of the semi-rigid connection diaphragm wall are filled densely, a part of the coping crown beam is chiseled to expose the upper end of the reinforced section steel.
The step of pulling out the reinforced section steel 3 from the semi-rigid connection ground connection wall specifically comprises the following steps:
arranging two jacking jacks on the coping crown beam, so that the jacking jacks are respectively arranged on two opposite sides of the upper end of the reinforced section steel 3;
installing a reaction frame at the upper ends of the two jacking jacks, and detachably connecting the reaction frame to the upper end of the reinforced section steel 3;
the jacking jack jacks up the reaction frame to pull out the reinforcing section steel 3 from the semi-rigid connection ground connection wall.
In this embodiment, the reinforcing section steel is pulled out by the crane in cooperation with the jacking jack. Wherein, the upper surface of the coping crown beam is cleaned before the jacking jack is erected, and the vertical and stable placement of the jacking jack is ensured. And cleaning the working surface in a flat field, and ensuring that the crane stably hoists the reinforced section steel. And the two jacking jacks are stably placed on the coping crown beam, the reaction frame is lifted to the position above the reinforced section steel to be pulled out by a crane, and the reaction frame is stably connected with the reinforced section steel. And then, starting an oil pump, simultaneously and uniformly pushing the beam part of the reaction frame upwards by two jacking jacks, loosening the reinforced steel plate when the jacking jacks reach the stroke, slowly putting the jacking jacks down to the original position, connecting the hoisting holes in the upper part of the H-shaped steel by using a steel wire rope through a crane hook, lifting to a certain height, then matching with the jacking hydraulic jack to pull up the reinforced steel, and forcibly pulling up the reinforced steel by using a crane after loosening.
As a preferred embodiment, the upper end of the reinforcing section steel 3 is provided with a hanging hole, and the reaction frame or the crane is connected to the hanging hole of the reinforcing section steel 3 through a wire rope. The reinforced section steel is efficiently and quickly pulled out by the aid of the jacking jacks matched with the crane and the steel wire ropes.
g. And pouring concrete grout into the rear pouring space to connect the coping crown beam and the two adjacent diaphragm wall units together.
After the reinforcing section steel is pulled out, high-strength concrete grout is slowly adopted for pouring and filling in a post-pouring space formed inside the coping crown beam and the semi-rigid connection diaphragm wall so as to be solidified to form a high-strength concrete solidified body matched with the reinforcing section steel in shape, and the coping crown beam and two adjacent diaphragm wall units are connected together again.
The construction method of the recyclable semi-rigid connected underground diaphragm wall adopts the combination of the fore shaft pipe and the reinforced section steel to form a semi-rigid joint form, thereby increasing the contact area of the joints of the underground diaphragm wall units, increasing the wall strength and the waterproof and anti-seepage effects under the action of the reinforced section steel, and in addition, after the construction of the underground main body structure, the reinforced section steel is dismantled and high-strength concrete is poured to form a concrete consolidation body so as to form the underground diaphragm wall structure with stable, waterproof and anti-seepage structures.
The above description is only a preferred embodiment of the application and is illustrative of the principles of the technology employed. It will be appreciated by a person skilled in the art that the scope of the invention as referred to in the present application is not limited to the embodiments with a specific combination of the above-mentioned features, but also covers other embodiments with any combination of the above-mentioned features or their equivalents without departing from the inventive concept. For example, the above features may be replaced with (but not limited to) features having similar functions disclosed in the present application.
Claims (7)
1. A construction method of a recyclable semi-rigid connected underground continuous wall is characterized by comprising the following steps:
a. excavating along the length direction of the diaphragm wall to form a groove section;
b. vertically installing a locking pipe at the tail end of the one-section groove section, wherein a through socket is formed in one side, back to the construction station of the next-section groove section, of the locking pipe, reinforcing steel is detachably inserted into the through socket, an isolation layer is coated on the outer portion of the reinforcing steel, the upper end of the reinforcing steel extends to the outer side of the top of the one-section groove section, two sides of the reinforcing steel respectively extend to the outer portion of the locking pipe and the inner portion of the locking pipe and are provided with anchoring flanges, and a pouring space is formed between one side, back to the construction station of the next-section groove section, of the locking pipe and the head end of the one-section groove section;
c. pouring concrete in the pouring space, wherein the concrete covers the first side of the reinforced section steel extending into the pouring space and the anchoring flange of the first side of the reinforced section steel to be solidified to form a ground wall unit;
d. after the concrete is initially set, pulling out the fore shaft pipe;
e. repeating the steps a to d, and sequentially constructing the rest underground diaphragm wall units along the length direction of the underground diaphragm wall, wherein concrete is poured into a pouring space formed in the next section of groove section, and the concrete in the next section of groove section covers the second side, far away from the pouring space in the previous section of groove section, of the reinforced section steel in the previous section of groove section and the anchoring flange of the second side of the reinforced section steel, so that a plurality of underground diaphragm wall units are connected end to form the semi-rigid connection underground diaphragm wall;
f. pouring a coping crown beam on the top of the semi-rigid connection diaphragm wall, wherein the coping crown beam is coated on the upper end of the reinforced section steel;
g. constructing an underground main body structure on the inner side of the semi-rigid connecting diaphragm wall, so that the underground main body structure is supported on the inner side of the semi-rigid connecting diaphragm wall;
h. chiseling a coping crown beam at the upper end of the reinforcing section steel, and pulling out the reinforcing section steel from the semi-rigid connecting ground coupling wall to form a post-pouring space in the coping crown beam and the semi-rigid connecting ground coupling wall;
g. and pouring concrete grout into the rear pouring space to connect the coping crown beam and the two adjacent diaphragm wall units together.
2. The method for constructing a recoverable semi-rigidly connected underground diaphragm wall according to claim 1 wherein the step of pulling the reinforcing steel bars out of the semi-rigidly connected underground diaphragm wall comprises:
arranging two jacking jacks on the top-pressing crown beam, so that the jacking jacks are respectively arranged on two opposite sides of the upper end of the reinforced section steel;
installing a reaction frame at the upper ends of the two jacking jacks, and detachably connecting the reaction frame to the upper end of the reinforced section steel;
and the jacking jack jacks up the reaction frame so as to pull out the reinforced section steel from the semi-rigid connection ground connecting wall upwards.
3. The construction method of the recyclable semi-rigidly connected underground diaphragm wall as claimed in claim 2, wherein the reinforcement steel is provided with a hanging hole at the upper end thereof, and the reaction frame is connected to the hanging hole by a steel cable.
4. The method of constructing a recyclable semi-rigidly connected underground diaphragm wall as claimed in claim 1, wherein, when the underground main structure is constructed, backfill is filled between the underground main structure and the inner side of the semi-rigidly connected diaphragm wall after the underground main structure reaches the design strength, so that the underground main structure is supported on the inner side of the semi-rigidly connected diaphragm wall through the backfill.
5. The method of constructing a recyclable semi-rigidly connected underground continuous wall as claimed in claim 1, wherein the anchoring flanges are arranged perpendicular to the reinforcing section steel.
6. The method of constructing a recyclable semi-rigidly connected underground diaphragm wall as claimed in claim 1, wherein the reinforcing steel is integrally formed with the anchoring flanges.
7. The method of claim 1, wherein a reinforcement cage is placed in the trough section before the step of vertically installing the locking pipe at the end of the trough section, and the reinforcement cage is covered with the concrete after the concrete is poured in the pouring space.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210140181.2A CN114457853A (en) | 2022-02-16 | 2022-02-16 | Construction method of recyclable semi-rigid connected underground continuous wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210140181.2A CN114457853A (en) | 2022-02-16 | 2022-02-16 | Construction method of recyclable semi-rigid connected underground continuous wall |
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| CN114457853A true CN114457853A (en) | 2022-05-10 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202210140181.2A Pending CN114457853A (en) | 2022-02-16 | 2022-02-16 | Construction method of recyclable semi-rigid connected underground continuous wall |
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| CN (1) | CN114457853A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114961211A (en) * | 2022-07-04 | 2022-08-30 | 龙元建设集团股份有限公司 | Building outer wall construction structure and building outer wall construction method |
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2022
- 2022-02-16 CN CN202210140181.2A patent/CN114457853A/en active Pending
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114961211A (en) * | 2022-07-04 | 2022-08-30 | 龙元建设集团股份有限公司 | Building outer wall construction structure and building outer wall construction method |
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