CN112342916A - Synchronous construction method for folding section of corrugated steel web prestressed concrete composite bridge - Google Patents
Synchronous construction method for folding section of corrugated steel web prestressed concrete composite bridge Download PDFInfo
- Publication number
- CN112342916A CN112342916A CN202011103237.4A CN202011103237A CN112342916A CN 112342916 A CN112342916 A CN 112342916A CN 202011103237 A CN202011103237 A CN 202011103237A CN 112342916 A CN112342916 A CN 112342916A
- Authority
- CN
- China
- Prior art keywords
- corrugated steel
- concrete
- prestressed
- steel web
- template
- 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.)
- Pending
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 56
- 239000010959 steel Substances 0.000 title claims abstract description 56
- 238000010276 construction Methods 0.000 title claims abstract description 32
- 239000002131 composite material Substances 0.000 title claims abstract description 18
- 239000011513 prestressed concrete Substances 0.000 title claims abstract description 18
- 230000001360 synchronised effect Effects 0.000 title claims abstract description 14
- 239000004567 concrete Substances 0.000 claims abstract description 37
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 26
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims abstract description 24
- 238000000034 method Methods 0.000 claims abstract description 5
- 238000009434 installation Methods 0.000 claims description 12
- 238000003466 welding Methods 0.000 claims description 12
- 239000000654 additive Substances 0.000 claims description 4
- 230000000996 additive effect Effects 0.000 claims description 4
- 239000004568 cement Substances 0.000 claims description 3
- 238000006073 displacement reaction Methods 0.000 claims description 3
- 239000010881 fly ash Substances 0.000 claims description 3
- 229910052500 inorganic mineral Inorganic materials 0.000 claims description 3
- 239000011707 mineral Substances 0.000 claims description 3
- 239000000843 powder Substances 0.000 claims description 3
- 239000004575 stone Substances 0.000 claims description 3
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 239000000725 suspension Substances 0.000 description 2
- 238000010586 diagram Methods 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
Landscapes
- Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Ceramic Engineering (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Inorganic Chemistry (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention provides a synchronous construction method for a folding section of a corrugated steel web prestressed concrete composite bridge, which comprises the steps of mounting a corrugated steel web, fixing a template, binding reinforcing steel bars and installing a prestressed system, mounting a stiff framework, balancing a water tank, pouring concrete, tensioning prestress and dismantling the template, wherein the method comprises the steps of synchronously closing the corrugated steel webs at side span and mid-span closure sections by utilizing the characteristics of high rigidity and small deformation of the corrugated steel web, forming a complete structural system by using the corrugated steel webs as bearing members, and pouring top plate concrete and bottom plate concrete; the first closing of the corrugated steel web is completed in a gap between an inner box top plate and a hanging basket inner sliding beam which needs to be removed after the construction of the last standard section is completed, so that the time for mounting the web is saved, and meanwhile, the whole bridge can be closed by the web in advance to form a whole; the invention reduces the construction frequency integrally, greatly improves the working efficiency of the combined bridge construction, saves the construction cost and resources and shortens the construction period.
Description
Technical Field
The invention belongs to the technical field of composite bridge construction, and particularly relates to a synchronous construction method for a folding section of a corrugated steel web prestressed concrete composite bridge.
Background
The conventional corrugated steel web prestress combined bridge closure section construction adopts the synchronous sequence of a top plate, a web plate and a bottom plate of the whole block section, namely closure section construction can be carried out after the standard section is completely finished, and generally adopts the closure sequence of a first side span and a second mid span.
Disclosure of Invention
The invention provides a synchronous construction method for a folding section of a corrugated steel web prestressed concrete composite bridge, which comprises the steps of closing a web, closing a top bottom plate, and synchronously closing a side span and a middle span, so that the construction of the corrugated steel web prestressed concrete composite bridge is time-saving and quick, the construction frequency is reduced, and the construction efficiency is improved.
The technical scheme of the invention is as follows: the synchronous construction method of the folding section of the corrugated steel web prestressed concrete composite bridge comprises the following steps:
(1) and (3) standard block section tensioning grouting and prepressing water tank installation: fine adjustment and installation of water tank configuration are carried out after the last standard block section tensioning and grouting water tank is finished, and in order to ensure that the closure relative height difference of the corrugated steel web plate of the closure section is accurate, the weight of the water tank can be finely adjusted to adjust the relative height difference;
(2) installing a closure section corrugated steel web: firstly, mounting the corrugated steel web plate, temporarily fixing one side of the corrugated steel web plate by using a common bolt, and then welding, wherein one reserved side of each folding section is not welded;
(3) locking a corrugated steel web and installing a stiff framework: after the relative height difference meets the requirement, welding the welding seam at the free end of the other side of the corrugated steel web plate, and synchronously welding the stiff framework;
(4) fixing the template: lifting a bottom plate template by utilizing a lifting frame, fixing the bottom plate template at reserved holes on block section bottom plates on two sides of a closure section by utilizing finish-rolled deformed steel bars, directly installing full-space supports on the block section bottom plates on the two sides of the closure section to serve as a top plate supporting system, and installing transverse and longitudinal distribution beams and templates on the full-space supports to serve as top plate steel bar binding platforms;
(5) steel bar binding and prestress system installation: after the template in the step (4) is installed, manually adjusting elevation, synchronously installing reinforcing steel bars of a bottom plate and a top plate, binding one side of a longitudinal reinforcing steel bar, keeping the reinforcing steel bar at a free state at the other side of the longitudinal reinforcing steel bar, installing a prestressed pipeline after the binding of the transverse reinforcing steel bar and the longitudinal reinforcing steel bar of the bottom layer is completed, and installing U-shaped reinforcing steel bars at the positions of main reinforcing steel bars on the prestressed pipeline to resist tension counter force so as to complete the binding of the reinforcing steel bars and the installation of a prestressed system;
(6) pouring concrete: when concrete is poured, water in the water tank is matched with 1/2 poured concrete in weight and is discharged, and the concrete pouring and the water tank unloading are completed simultaneously;
(7) pre-stress tension: performing pre-tensioning or pre-pushing according to the calculated displacement before the concrete is poured in the step (6), and performing final tensioning after the strength and age of the concrete meet the requirements;
(8) removing the template: and (5) dismantling the template after the final tensioning is finished.
Further, each bundle of the pre-stressed pipelines in the pre-stressed system in the step (3) is separately provided with a grouting pipe and an exhaust hole.
According to the scheme, the concrete adopted in the step (6) mainly comprises cement, fly ash, mineral powder, stone, water and an additive, and the corresponding mass ratio is =400:90:60:718:1122:160: 6.6.
Further, the concrete pouring temperature in the step (6) is controlled to be 5-10 ℃.
Further, the prestress tensioning in the step (7) is performed according to the sequence of longitudinal prestress tensioning and transverse prestress tensioning.
The invention has the advantages that: according to the corrugated steel web prestressed concrete composite bridge, the web can be firstly closed, concrete is poured after a body system is formed, and the side span closure section and the mid-span closure section are synchronously constructed in advance, so that the structural characteristics of the corrugated steel web can be fully utilized, the web is closed in advance by utilizing the high strength of a steel structure, and the top plate concrete and the bottom plate concrete are poured in time after the bridge is integrally closed to form the system; meanwhile, the construction time that the inner box template and the sliding beam need to be removed after the construction of the last standard section is completed is utilized, and the corrugated steel web plate of the closure section is constructed and installed, so that the sequence of closing the web plate first and closing the top plate and closing the bottom plate is realized, the time for installing the corrugated steel web plate during the construction of the closure section is reduced, the construction frequency is reduced, the construction efficiency is ensured, the water tank counterweight is adopted, the weight of the poured concrete is simulated, and the quality of the component is ensured to be controllable.
Drawings
FIG. 1 is a flow chart of the synchronous construction method of the closure section of the corrugated steel web prestressed concrete composite bridge of the invention;
FIG. 2 is a cross sectional view of a composite box girder according to the synchronous construction method of the closure section of the corrugated steel web prestressed concrete composite bridge of the present invention;
FIG. 3 is a bottom web diagram of a combined box girder according to the synchronous construction method for the closure section of the corrugated steel web prestressed concrete combined bridge of the present invention;
FIG. 4 is a construction drawing of the synchronous construction method of the closure section of the corrugated steel web prestressed concrete composite bridge of the present invention;
wherein: 1. the concrete structure comprises bottom plate concrete, 2 top plate concrete, 3 corrugated steel web plates, 4 bottom longitudinal beams, 5 top longitudinal beams, 6 top cross beams, 7 support legs, 8 bottom cross beams, 9 inner sliding beams, 10 suspension systems.
Detailed Description
The present invention will now be described more fully hereinafter with reference to the accompanying drawings, in which a person skilled in the art can, without any creative effort, fully implement the present invention.
The constructed combined box girder structure is shown in figures 2-3, the specific construction flow chart is shown in figure 1, the construction process is shown in figure 4, and the synchronous construction method for the folding section of the corrugated steel web prestressed concrete combined bridge comprises the following steps:
(1) and (3) standard block section tensioning grouting and prepressing water tank installation: fine adjustment and installation of water tank configuration are carried out after the last standard block section tensioning and grouting water tank is finished, and in order to ensure accurate closure of the closure section corrugated steel web 3, the weight of the water tank can be finely adjusted to adjust the relative height difference;
(2) installing a closure section corrugated steel web plate 3: firstly, mounting the corrugated steel web 3, temporarily fixing one side of the corrugated steel web 3 by using a common bolt, and then welding, wherein one reserved side of each folding section is not welded;
(3) locking the corrugated steel web 3 and installing a stiff framework: after the relative height difference meets the requirement, welding the welding seam of the free end at the other side of the corrugated steel web 3, and synchronously welding a stiff framework;
(4) fixing the template: lifting a bottom plate template by using a lifting frame of a suspension system 10, fixing finish-rolled deformed steel bars at reserved holes on bottom plates of block sections at two sides of a closure section, directly installing full-hall supports on the bottom plates of the block sections at the two sides of the closure section as a top plate supporting system, and installing a transverse longitudinal distribution beam, a bottom longitudinal beam 4, a top longitudinal beam 5, a top cross beam 6, supporting legs 7, a bottom cross beam 8, an inner sliding beam 9 and a template on the full-hall supports as a top plate steel bar binding platform;
(5) steel bar binding and prestress system installation: after the template in the step (4) is installed, manually adjusting elevation, synchronously installing reinforcing steel bars of a bottom plate and a top plate, binding one side of a longitudinal reinforcing steel bar, keeping the reinforcing steel bar at a free state at the other side of the longitudinal reinforcing steel bar, installing a prestressed pipeline after the binding of the transverse reinforcing steel bar and the longitudinal reinforcing steel bar of the bottom layer is completed, and installing U-shaped reinforcing steel bars at the positions of main reinforcing steel bars on the prestressed pipeline to resist tension counter force so as to complete the binding of the reinforcing steel bars and the installation of a prestressed system;
(6) pouring concrete: when concrete is poured, water of the water tank is matched with 1/2 poured concrete in weight and discharged, pouring of bottom plate concrete 1 and top plate concrete 2 is completed, and concrete pouring and water tank unloading are completed simultaneously;
(7) pre-stress tension: performing pre-tensioning or pre-pushing according to the calculated displacement before the concrete is poured in the step (6), and performing final tensioning after the strength and age of the concrete meet the requirements;
(8) removing the template: and (5) dismantling the template after the final tensioning is finished.
Furthermore, each bundle of the pre-stressed pipelines in the pre-stressed system in the step (3) is provided with a grouting pipe and an exhaust hole separately.
Further, the concrete adopted in the step (6) mainly comprises cement, fly ash, mineral powder, stone, water and an additive, and the corresponding mass ratio is =400:90:60:718:1122:160: 6.6.
Further, the temperature for pouring the concrete in the step (6) is controlled to be 5-10 ℃.
Further, the pre-stress tensioning in the step (7) is performed according to the sequence of longitudinal pre-stress tensioning and transverse pre-stress tensioning.
While the preferred embodiments of the invention have been described, it is to be understood that the invention is not limited to the precise embodiments described, and that equipment and structures not described in detail are understood to be practiced as commonly known in the art; any simple modification, equivalent change and modification of the above embodiments according to the technical essence of the present invention by those skilled in the art can be made without departing from the technical scope of the present invention, and still fall within the protection scope of the technical solution of the present invention.
Claims (5)
1. The synchronous construction method for the folding section of the corrugated steel web prestressed concrete composite bridge is characterized by comprising the following steps of:
(1) and (3) standard block section tensioning grouting and prepressing water tank installation: fine adjustment and installation of water tank configuration are carried out after the last standard block section tensioning and grouting water tank is finished, and in order to ensure that the closure relative height difference of the corrugated steel web plate of the closure section is accurate, the weight of the water tank can be finely adjusted to adjust the relative height difference;
(2) installing a closure section corrugated steel web: firstly, mounting the corrugated steel web plate, temporarily fixing one side of the corrugated steel web plate by using a common bolt, and then welding, wherein one reserved side of each folding section is not welded;
(3) locking a corrugated steel web and installing a stiff framework: after the relative height difference meets the requirement, welding the welding seam at the free end of the other side of the corrugated steel web plate, and synchronously welding the stiff framework;
(4) fixing the template: lifting a bottom plate template by utilizing a lifting frame, fixing the bottom plate template at reserved holes on block section bottom plates on two sides of a closure section by utilizing finish-rolled deformed steel bars, directly installing full-space supports on the block section bottom plates on the two sides of the closure section to serve as a top plate supporting system, and installing transverse and longitudinal distribution beams and templates on the full-space supports to serve as top plate steel bar binding platforms;
(5) steel bar binding and prestress system installation: after the template in the step (4) is installed, manually adjusting elevation, synchronously installing reinforcing steel bars of a bottom plate and a top plate, installing a prestressed pipeline after the transverse and longitudinal reinforcing steel bars of the bottom layer are bound, and installing U-shaped reinforcing steel bars at the position of each main reinforcing steel bar on the prestressed pipeline to resist tension counter force to complete reinforcing steel bar binding and prestressed system installation;
(6) pouring concrete: when concrete is poured, water in the water tank is matched with 1/2 poured concrete in weight and is discharged, and the concrete pouring and the water tank unloading are completed simultaneously;
(7) pre-stress tension: performing pre-tensioning or pre-pushing according to the calculated displacement before the concrete is poured in the step (6), and performing final tensioning after the strength and age of the concrete meet the requirements;
(8) removing the template: and (5) dismantling the template after the final tensioning is finished.
2. The method for synchronously constructing the closing section of the corrugated steel web prestressed concrete composite bridge according to claim 1, wherein in the step (3), each prestressed pipe in the prestressed system is provided with a grouting pipe and an exhaust hole.
3. The method for synchronously constructing the closure segments of the corrugated steel web prestressed concrete composite bridge according to claim 1, wherein the concrete adopted in the step (6) mainly comprises cement, fly ash, mineral powder, stone, water and an additive, and the mass ratio of the concrete to the additive is =400:90:60:718:1122:160: 6.6.
4. The method for synchronously constructing the closure of the corrugated steel web prestressed concrete composite bridge according to claim 1, wherein the concrete pouring temperature in the step (6) is controlled to be 5-10 ℃.
5. The synchronous construction method of the corrugated steel web prestressed concrete composite bridge closure segment according to claim 1, wherein the prestressed tension in the step (7) is performed in the order of longitudinal prestressed tension and transverse prestressed tension.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011103237.4A CN112342916A (en) | 2020-10-15 | 2020-10-15 | Synchronous construction method for folding section of corrugated steel web prestressed concrete composite bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011103237.4A CN112342916A (en) | 2020-10-15 | 2020-10-15 | Synchronous construction method for folding section of corrugated steel web prestressed concrete composite bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN112342916A true CN112342916A (en) | 2021-02-09 |
Family
ID=74360741
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011103237.4A Pending CN112342916A (en) | 2020-10-15 | 2020-10-15 | Synchronous construction method for folding section of corrugated steel web prestressed concrete composite bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112342916A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113216010A (en) * | 2021-05-10 | 2021-08-06 | 中交路桥建设有限公司 | Construction method for closure section of corrugated steel web bridge |
| CN115478481A (en) * | 2022-09-28 | 2022-12-16 | 中铁二十三局集团第三工程有限公司 | A construction method for the closure section of cast-in-place cantilever box girder with corrugated steel web |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105088969A (en) * | 2015-09-09 | 2015-11-25 | 上海城建市政工程（集团）有限公司 | Closure method for multi-tower single-cable-plane cable-stayed bridge |
| CN205529921U (en) * | 2016-01-22 | 2016-08-31 | 重庆建工桥梁工程有限责任公司 | Vertical thrustor of large -span wave form steel web continuous rigid frame bridge closure section |
| CN108914785A (en) * | 2018-09-26 | 2018-11-30 | 中铁四局集团有限公司 | Hanging basket cantilever pouring construction method of multi-chamber corrugated steel web continuous beam bridge |
| CN109797659A (en) * | 2019-03-21 | 2019-05-24 | 东南大学 | A kind of mobile asynchronous construction method of bracket of Wavelike steel webplate continuous bridge |
| CN110644378A (en) * | 2019-09-04 | 2020-01-03 | 中国一冶集团有限公司 | Automatic counterweight unloading adjusting system for closure segment construction and construction adjusting method thereof |
| CN111287096A (en) * | 2020-04-03 | 2020-06-16 | 中国铁建大桥工程局集团有限公司 | Closure construction method for continuous rigid frame beam of lower-towing super large bridge |
-
2020
- 2020-10-15 CN CN202011103237.4A patent/CN112342916A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105088969A (en) * | 2015-09-09 | 2015-11-25 | 上海城建市政工程（集团）有限公司 | Closure method for multi-tower single-cable-plane cable-stayed bridge |
| CN205529921U (en) * | 2016-01-22 | 2016-08-31 | 重庆建工桥梁工程有限责任公司 | Vertical thrustor of large -span wave form steel web continuous rigid frame bridge closure section |
| CN108914785A (en) * | 2018-09-26 | 2018-11-30 | 中铁四局集团有限公司 | Hanging basket cantilever pouring construction method of multi-chamber corrugated steel web continuous beam bridge |
| CN109797659A (en) * | 2019-03-21 | 2019-05-24 | 东南大学 | A kind of mobile asynchronous construction method of bracket of Wavelike steel webplate continuous bridge |
| CN110644378A (en) * | 2019-09-04 | 2020-01-03 | 中国一冶集团有限公司 | Automatic counterweight unloading adjusting system for closure segment construction and construction adjusting method thereof |
| CN111287096A (en) * | 2020-04-03 | 2020-06-16 | 中国铁建大桥工程局集团有限公司 | Closure construction method for continuous rigid frame beam of lower-towing super large bridge |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113216010A (en) * | 2021-05-10 | 2021-08-06 | 中交路桥建设有限公司 | Construction method for closure section of corrugated steel web bridge |
| CN115478481A (en) * | 2022-09-28 | 2022-12-16 | 中铁二十三局集团第三工程有限公司 | A construction method for the closure section of cast-in-place cantilever box girder with corrugated steel web |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102704406B (en) | Roadbed slab non-tensile stress construction method based on combined channel girder | |
| CN109736206B (en) | Cast-in-situ bracket structure for bridge side span closure of corrugated steel web continuous beam and construction method | |
| CN110847039B (en) | Full cantilever installation method of segmental precast concrete box girder | |
| WO2022156255A1 (en) | Double-deck multi-span bridge construction method | |
| CN112342916A (en) | Synchronous construction method for folding section of corrugated steel web prestressed concrete composite bridge | |
| CN110700096A (en) | Quick construction method for suspension irrigation continuous beam | |
| CN113430945B (en) | Design method of assembly type bracket, bracket and construction method of bridge 0# block | |
| KR101127130B1 (en) | A precast type pre-stress box girder bridge excution method | |
| CN108316150B (en) | Construction system and construction method for main tower and steel anchor beam of cable-stayed bridge | |
| CN209907208U (en) | Wave form steel web continuous beam bridge side span folds cast-in-place supporting structure | |
| KR100621928B1 (en) | Construction method of double composite railroad plate bridge with precast panel | |
| CN109083007B (en) | Steel truss bridge assembly bracket system and construction method | |
| CN114855584B (en) | Construction method based on separated ultra-wide prestressed concrete box girder structure | |
| CN111155422B (en) | An integral abutment based on corrugated steel plate and a construction method thereof | |
| CN111851318B (en) | Side span formwork system of cantilever bridge and its construction method | |
| KR101241401B1 (en) | Composite steel continuous bridge construction method using concrete cross beams | |
| CN212052265U (en) | Combined box girder | |
| KR101367919B1 (en) | Longitudinal and transverse pre-moment girder and its manufacturing method | |
| CN113027132A (en) | Concrete stepped pouring method for subway slope section plate | |
| CN211171629U (en) | Pier shaft closes up a section template support | |
| CN119243600B (en) | Construction method of combined beam bridge of cable-stayed continuous collaboration system | |
| CN220661246U (en) | Bottom die and side die combined system of prefabricated box girder and forming system comprising same | |
| CN114197307B (en) | Prefabricated bridge deck, cable-stayed bridge and construction method thereof | |
| CN216786888U (en) | Active service box girder diaphragm suspension formwork system | |
| CN114687290B (en) | Construction method of steel-cast-in-situ plate steel-concrete composite beam |
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 | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20210209 |