CN105696470A - Synchronous quick steel box girder in-situ incremental launching and tower column construction method - Google Patents

Synchronous quick steel box girder in-situ incremental launching and tower column construction method Download PDF

Info

Publication number
CN105696470A
CN105696470A CN201610031089.7A CN201610031089A CN105696470A CN 105696470 A CN105696470 A CN 105696470A CN 201610031089 A CN201610031089 A CN 201610031089A CN 105696470 A CN105696470 A CN 105696470A
Authority
CN
China
Prior art keywords
girder
steel
steel box
segment
crane
Prior art date
Application number
CN201610031089.7A
Other languages
Chinese (zh)
Other versions
CN105696470B (en
Inventor
宋伟俊
龚国锋
陈宁贤
曲江峰
刘长海
高学文
刘志
邢如祥
章耀林
常洁
岳超杰
朱林达
蔡文焘
汤和达
裴野
高明慧
王森
张久超
Original Assignee
中国铁建大桥工程局集团有限公司
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by 中国铁建大桥工程局集团有限公司 filed Critical 中国铁建大桥工程局集团有限公司
Priority to CN201610031089.7A priority Critical patent/CN105696470B/en
Publication of CN105696470A publication Critical patent/CN105696470A/en
Application granted granted Critical
Publication of CN105696470B publication Critical patent/CN105696470B/en

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges
    • E01D21/06Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections

Abstract

The invention provides a synchronous quick steel box girder in-situ incremental launching and tower column construction method. The method includes the following steps that firstly, a main tower is constructed in a formwork creeping manner, and meanwhile all temporary pier foundations and the underwater part are poured and mounted during the dry season; secondly, framework creeping continues till pouring of a middle cross beam is completed, and all temporary piers are erected; and thirdly, joint segments, above the middle cross beam, of the main tower are constructed in a formwork creeping manner, protective parts are mounted on the proper position above the middle cross beam, and all steel box girder joint segments are mounted through a side span incremental launching method. By the adoption of the synchronous quick steel box girder in-situ incremental launching and tower column construction method, the construction period is saved, construction of working procedures is fully jointed and controlled, and manpower is saved; the stress of temporary pier supports in the incremental launching process is definite, counterforce of walking incremental launching devices can be adjusted manually, and the stress deformation of a steel box girder is controllable; and only one crane is needed during construction of one side of the main tower and the steel box girder, equipment input is reduced, and good economic benefits are achieved.

Description

A kind of steel box-girder original position pushing tow and king-post construction method simultaneously and rapidly

Technical field

The invention belongs to field of bridge construction, especially relate to a kind of steel box-girder original position pushing tow and king-post construction method simultaneously and rapidly。

Background technology

Along with the development of Chinese society economy, railway, highway and city rail construction scale constantly expand, and the large-span suspension bridge crossing over rivers,lakes and seas becomes more and more。

Building the suspension bridge crossing over rivers,lakes and seas, by the impact of the conditions such as hydrogeology and navigation, difficulty of construction is big。Earth anchored suspension bridge is generally first constructed king-tower, sets up main push-towing rope, assembled girder steel stretch-draw suspension rod, and self-anchored suspension bridge first box beam pushing tow or symmetrical cantilever to design attitude, then to set up main push-towing rope stretch-draw suspension rod。Below for its work progress of self-anchored suspension bridge brief description: construction king-tower, set up steel box-girder low level sliding falsework at end bay simultaneously, utilize loop wheel machine lifting shipping end bay steel box-girder and be slid onto below design attitude, after Construction of Pylon completes, setting up interim head tower, king-tower lateral symmetry lifts by crane cantilever steel box-girder steel box girder segment stretching oblique drag-line, after all box beam cantilevers complete and join the two sections of a bridge, etc, erection main push-towing rope, stretch-draw suspension rod, complete system transform。

The program has the disadvantage in that 1, low level slippage bracket to consider the impact of the withered phase SEA LEVEL VARIATION of flood, and such as in upper and middle reaches, the Changjiang river, the withered phase SEA LEVEL VARIATION of flood is up to 15 meters;2, low level slippage bracket arranges that closely the elongated layout of slipway beam, steel box-girder needs the repeatedly sliding of single-unit or binodal, and holding time is long;3, end bay side steel box-girder needs lifting to get to design attitude for twice, and full-bridge one side needs two to three loop wheel machines, consumes the time long, costly;4, after Construction of Pylon completes and installs interim head tower, cantilever steel box-girder could be lifted by crane, take long in time limit。

Summary of the invention

It is an object of the invention to provide a kind of pushing tow step stress is clear and definite, be greatly saved the construction period steel box-girder pushing tow and king-post construction method simultaneously and rapidly, and provide a kind of original position pushing tow to arrange and step。

For reaching above-mentioned purpose, the technical scheme is that and be achieved in that:

1, a kind of steel box-girder original position pushing tow and king-post construction method simultaneously and rapidly, it is characterised in that: comprise the following steps:

1). climbing formwork for construction king-tower, simultaneously complete building and installing of each Temporary Piers basis and underwater portion in dry season;

2). continuing creeping formwork to middle cross beam and build complete, each described Temporary Piers has set up;

3). the above king-tower sections of climbing formwork for construction middle cross beam, in this middle cross beam above appropriate location, protection is installed, and adopts end bay incremental launching method that each steel box girder segment is installed;

4). Construction of Pylon completes and interim head tower installs, and starts in lifting across steel box girder segment, king-tower both sides simultaneous tension correspondence suspension cable, after midspan closing, installs cat road, set up main push-towing rope, progressively stretch-draw suspension rod remove suspension cable。

Further, described step 3) end bay incremental launching method installs each steel box girder segment and comprises the following steps:

301). on outermost first Temporary Piers in each Temporary Piers one end described, slipway beam is set, slipway beam arranges pad and two the first slide blocks, utilize tower crane assembly steel nose girder, steel nose girder is arranged on pad, and this steel nose girder and slipway beam are carried out anchoring temporarily, at steel nose girder end face assembly girder erection crane, and girder erection crane is anchored on steel nose girder, first segment steel box girder segment, this first segment steel box girder segment and the splicing of steel nose girder tail end is lifted by crane with girder erection crane;

302). remove the pad under steel nose girder and anchoring temporarily, steel nose girder is made to be bearing on slide block, successively incremeantal launching method jack is installed, steel nose girder and successively incremeantal launching method jack are connected by steel strand wires, with the dilatory steel nose girder of successively incremeantal launching method jack to the sliding of end bay direction, then installing the second slide block on slipway beam, this second slide block is arranged on the lifting position of slipway beam, girder erection crane walks to walk to lifting position, anchoring;Slipway beam and steel nose girder being carried out anchoring temporarily, lifts by crane second section steel box girder segment with girder erection crane, this second section steel box girder segment welds with first segment steel box girder segment;

303). release the anchoring temporarily between slipway beam and steel nose girder, with the dilatory steel nose girder of successively incremeantal launching method jack, to the sliding of end bay direction;

304). the second slide block is moved on to below steel box girder segment diaphragm plate, copy tightly with the end of setting a roof beam in place, release the anchoring between girder erection crane and steel nose girder, girder erection crane is walked to walk to above second section steel box girder segment and anchors, lift by crane next joint steel box girder segment with girder erection crane, weld with second section steel box girder segment;

305). with the dilatory steel nose girder of successively incremeantal launching method jack, to the sliding of end bay direction;Installing pad on slipway beam, girder erection crane is walked to walk to lifting position and is lifted by crane next joint steel box girder segment, saves steel box girder segment with upper one and welds;

306). remove the first slide block, the second slide block and successively incremeantal launching method jack, slipway beam is installed the first walking pusher;With the first walking type pushing device to end bay direction pushing tow steel nose girder;

307). girder erection crane walks to walk to lifting position, anchoring to end bay direction;Lift by crane next joint steel box girder segment with girder erection crane, save steel box girder segment with upper one and weld;With walking type pushing device to end bay direction pushing tow steel nose girder;

308). the second temporary pier being close to the first Temporary Piers arranges the second walking pusher, with the second walking pusher pad steel nose girder leading portion;Girder erection crane, to the traveling of end bay direction, anchors;Lift by crane next joint steel box girder segment with girder erection crane, save steel box girder segment with upper one and weld;

309). the walking pusher arranged on the 3rd Temporary Piers is arrived in repeat the above steps to steel nose girder front end, and by parity of reasoning, until steel nose girder arrives the walking pusher arranged on other end Temporary Piers;

310). continue above-mentioned lifting pushing tow step, arrive design attitude to all steel box girder segments, and remove steel nose girder。

Relative to prior art, a kind of steel box-girder original position pushing tow of the present invention and king-post construction method simultaneously and rapidly have the advantage that

A kind of steel box-girder original position pushing tow of the present invention and king-post construction method simultaneously and rapidly save the duration, and fully linking controls the construction of operation, saves manpower;Pushing tow process Temporary Piers support force is clear and definite, it is possible to artificial adjustment walking pusher counter-force, steel box-girder stress deformation is controlled;Side king-tower and steel box girder construction only need a loop wheel machine, reduce equipment investment, have good economic benefit。

Detailed description of the invention

It should be noted that when not conflicting, the embodiment in the present invention and the feature in embodiment can be mutually combined。

In describing the invention, it will be appreciated that, term " " center ", " longitudinal direction ", " transverse direction ", " on ", D score, "front", "rear", "left", "right", " vertically ", " level ", " top ", " end ", " interior ", the orientation of the instruction such as " outward " or position relationship be for only for ease of the description present invention and simplifying and describe; rather than the device of instruction or hint indication or element must have specific orientation, with specific azimuth configuration and operation, be therefore not considered as limiting the invention。Additionally, term " first ", " second " etc. are only for descriptive purposes, and it is not intended that indicate or imply relative importance or the implicit quantity indicating indicated technical characteristic。Thus, the feature defining " first ", " second " etc. can express or implicitly include one or more these features。In describing the invention, except as otherwise noted, " multiple " are meant that two or more。

In describing the invention, it is necessary to explanation, unless otherwise clearly defined and limited, term " installation ", " being connected ", " connection " should be interpreted broadly, for instance, it is possible to it is fixing connection, it is also possible to be removably connect, or connect integratedly;Can be mechanically connected, it is also possible to be electrical connection;Can be joined directly together, it is also possible to be indirectly connected to by intermediary, it is possible to be the connection of two element internals。For the ordinary skill in the art, it is possible to understand above-mentioned term concrete meaning in the present invention by concrete condition。

The present invention is described in detail below in conjunction with embodiment。

1, a kind of steel box-girder original position pushing tow and king-post construction method simultaneously and rapidly, it is characterised in that: comprise the following steps:

1). climbing formwork for construction king-tower, simultaneously complete building and installing of each Temporary Piers basis and underwater portion in dry season;

2). continuing creeping formwork to middle cross beam and build complete, each described Temporary Piers has set up;

3). the above king-tower sections of climbing formwork for construction middle cross beam, in this middle cross beam above appropriate location, protection is installed, and adopts end bay incremental launching method that each steel box girder segment is installed;

4). Construction of Pylon completes and interim head tower installs, and starts in lifting across steel box girder segment, king-tower both sides simultaneous tension correspondence suspension cable, after midspan closing, installs cat road, set up main push-towing rope, progressively stretch-draw suspension rod remove suspension cable。

Described step 3) end bay incremental launching method installs each steel box girder segment and comprises the following steps:

301). on outermost first Temporary Piers in each Temporary Piers one end described, slipway beam is set, slipway beam arranges pad and two the first slide blocks, utilize tower crane assembly steel nose girder, steel nose girder is arranged on pad, and this steel nose girder and slipway beam are carried out anchoring temporarily, at steel nose girder end face assembly girder erection crane, and girder erection crane is anchored on steel nose girder, lift by crane first segment steel box girder segment with girder erection crane, splice with steel nose girder tail end;

302). remove the pad under steel nose girder and anchoring temporarily, steel nose girder is made to be bearing on slide block, successively incremeantal launching method jack is installed, steel nose girder and successively incremeantal launching method jack are connected by steel strand wires, with the dilatory steel nose girder of successively incremeantal launching method jack to the sliding of end bay direction, then installing the second slide block on slipway beam, this second slide block is arranged on the lifting position of slipway beam, girder erection crane walks to walk to lifting position, anchoring;Slipway beam and steel nose girder are carried out anchoring temporarily, lifts by crane second section steel box girder segment with girder erection crane, weld with first segment steel box girder segment;

303). release the anchoring temporarily between slipway beam and steel nose girder, with the dilatory steel nose girder of successively incremeantal launching method jack, to the sliding of end bay direction;

304). the second slide block is moved on to below steel box girder segment diaphragm plate, copy tightly with the end of setting a roof beam in place, release the anchoring between girder erection crane and steel nose girder, girder erection crane is walked to walk to above second section steel box girder segment and anchors, lift by crane next joint steel box girder segment with girder erection crane, weld with second section steel box girder segment;

305). with the dilatory steel nose girder of successively incremeantal launching method jack, to the sliding of end bay direction;Installing pad on slipway beam, girder erection crane is walked to walk to lifting position and is lifted by crane next joint steel box girder segment, saves steel box girder segment with upper one and welds;

306). remove the first slide block, the second slide block and successively incremeantal launching method jack, slipway beam is installed the first walking pusher;With the first walking type pushing device to end bay direction pushing tow steel nose girder;

307). girder erection crane walks to walk to lifting position, anchoring to end bay direction;Lift by crane next joint steel box girder segment with girder erection crane, save steel box girder segment with upper one and weld;With walking type pushing device to end bay direction pushing tow steel nose girder;

308). the second temporary pier being close to the first Temporary Piers arranges the second walking pusher, with the second walking pusher pad steel nose girder leading portion;Girder erection crane, to the traveling of end bay direction, anchors;Lift by crane next joint steel box girder segment with girder erection crane, save steel box girder segment with upper one and weld;

309). the walking pusher arranged on the 3rd Temporary Piers is arrived in repeat the above steps to steel nose girder front end, and by parity of reasoning, until steel nose girder arrives the walking pusher arranged on other end Temporary Piers;

310). continue above-mentioned lifting pushing tow step, arrive design attitude to all steel box girder segments, and remove steel nose girder。

The foregoing is only presently preferred embodiments of the present invention, not in order to limit the present invention, all within the spirit and principles in the present invention, any amendment of making, equivalent replacement, improvement etc., should be included within protection scope of the present invention。

Claims (2)

1. a steel box-girder original position pushing tow and king-post construction method simultaneously and rapidly, it is characterised in that: comprise the following steps:
1). climbing formwork for construction king-tower, simultaneously complete building and installing of each Temporary Piers basis and underwater portion in dry season;
2). continuing creeping formwork to middle cross beam and build complete, each described Temporary Piers has set up;
3). the above king-tower sections of climbing formwork for construction middle cross beam, in this middle cross beam above appropriate location, protection is installed, and adopts end bay incremental launching method that each steel box girder segment is installed;
4). Construction of Pylon completes and interim head tower installs, and starts in lifting across steel box girder segment, king-tower both sides simultaneous tension correspondence suspension cable, after midspan closing, installs cat road, set up main push-towing rope, progressively stretch-draw suspension rod remove suspension cable。
2. a kind of steel box-girder original position pushing tow according to claim 1 and king-post construction method simultaneously and rapidly, it is characterised in that: described step 3) end bay incremental launching method installs each steel box girder segment and comprises the following steps:
301). on each outermost Temporary Piers in Temporary Piers one end described, slipway beam is set, slipway beam arranges pad and two the first slide blocks, utilize tower crane assembly steel nose girder, steel nose girder is arranged on pad, and this steel nose girder and slipway beam are carried out anchoring temporarily, at steel nose girder end face assembly girder erection crane, and girder erection crane is anchored on steel nose girder, first segment steel box girder segment is lifted by crane, by this first segment steel box girder segment and the splicing of steel nose girder tail end with girder erection crane;
302). remove the pad under steel nose girder and anchoring temporarily, steel nose girder is made to be bearing on slide block, successively incremeantal launching method jack is installed, steel nose girder and successively incremeantal launching method jack are connected by steel strand wires, with the dilatory steel nose girder of successively incremeantal launching method jack to the sliding of end bay direction, then installing the second slide block on slipway beam, this second slide block is arranged on the lifting position of slipway beam, girder erection crane walks to walk to lifting position, anchoring;Slipway beam and steel nose girder being carried out anchoring temporarily, lifts by crane second section steel box girder segment with girder erection crane, this second section steel box girder segment welds with first segment steel box girder segment;
303). release the anchoring temporarily between slipway beam and steel nose girder, with the dilatory steel nose girder of successively incremeantal launching method jack, to the sliding of end bay direction;
304). the second slide block is moved on to below steel box girder segment diaphragm plate, copy tightly with the end of setting a roof beam in place, release the anchoring between girder erection crane and steel nose girder, girder erection crane is walked to walk to above second section steel box girder segment and anchors, lift by crane next joint steel box girder segment with girder erection crane, weld with second section steel box girder segment;
305). with the dilatory steel nose girder of successively incremeantal launching method jack, to the sliding of end bay direction;Installing pad on slipway beam, girder erection crane is walked to walk to lifting position and is anchored and lift by crane next joint steel box girder segment, saves steel box girder segment with upper one and welds;
306). remove the first slide block, the second slide block and successively incremeantal launching method jack, slipway beam is installed the first walking pusher;With the first walking type pushing device to end bay direction pushing tow steel nose girder;
307). girder erection crane walks to walk to lifting position, anchoring to end bay direction;Lift by crane next joint steel box girder segment with girder erection crane, save steel box girder segment with upper one and weld;With walking type pushing device to end bay direction pushing tow steel nose girder;
308). the second temporary pier being close to the first Temporary Piers arranges the second walking pusher, with the second walking pusher pad steel nose girder leading portion;Girder erection crane, to the traveling of end bay direction, anchors;Lift by crane next joint steel box girder segment with girder erection crane, save steel box girder segment with upper one and weld;
309). the walking pusher arranged on the 3rd Temporary Piers is arrived in repeat the above steps to steel nose girder front end, and by parity of reasoning, until steel nose girder arrives the walking pusher arranged on other end Temporary Piers;
310). continue above-mentioned lifting pushing tow step, arrive design attitude to all steel box girder segments, and remove steel nose girder。
CN201610031089.7A 2016-01-18 2016-01-18 Synchronous quick steel box girder in-situ incremental launching and tower column construction method CN105696470B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201610031089.7A CN105696470B (en) 2016-01-18 2016-01-18 Synchronous quick steel box girder in-situ incremental launching and tower column construction method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201610031089.7A CN105696470B (en) 2016-01-18 2016-01-18 Synchronous quick steel box girder in-situ incremental launching and tower column construction method

Publications (2)

Publication Number Publication Date
CN105696470A true CN105696470A (en) 2016-06-22
CN105696470B CN105696470B (en) 2017-05-17

Family

ID=56227509

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201610031089.7A CN105696470B (en) 2016-01-18 2016-01-18 Synchronous quick steel box girder in-situ incremental launching and tower column construction method

Country Status (1)

Country Link
CN (1) CN105696470B (en)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108103953A (en) * 2018-03-09 2018-06-01 中国铁建大桥工程局集团有限公司 Suitable for high-block bridge degree steel truss girder bridge double-slider push construction method

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101509229A (en) * 2009-03-31 2009-08-19 四川公路桥梁建设集团有限公司 Shelf beam support -free construction method for edge span beam section of large-span steel case beam stayed-cable bridge
JP4355240B2 (en) * 2004-03-18 2009-10-28 中日本高速道路株式会社 PC box girder extrusion construction method
CN101736697A (en) * 2009-12-15 2010-06-16 中交路桥华北工程有限公司 Construction method for pushing and furling complete bracket of steel box girders
CN103741601A (en) * 2013-06-28 2014-04-23 中交第三航务工程局有限公司 Tower, beam and cable synchronous bridge forming technology
CN104746437A (en) * 2015-04-20 2015-07-01 中国铁建大桥工程局集团有限公司 Self-anchoring type mounting method of suspension bridge
CN204919348U (en) * 2015-08-07 2015-12-30 中国铁建大桥工程局集团有限公司 Supplementary head tower of using of self anchored suspension bridge installation

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4355240B2 (en) * 2004-03-18 2009-10-28 中日本高速道路株式会社 PC box girder extrusion construction method
CN101509229A (en) * 2009-03-31 2009-08-19 四川公路桥梁建设集团有限公司 Shelf beam support -free construction method for edge span beam section of large-span steel case beam stayed-cable bridge
CN101736697A (en) * 2009-12-15 2010-06-16 中交路桥华北工程有限公司 Construction method for pushing and furling complete bracket of steel box girders
CN103741601A (en) * 2013-06-28 2014-04-23 中交第三航务工程局有限公司 Tower, beam and cable synchronous bridge forming technology
CN104746437A (en) * 2015-04-20 2015-07-01 中国铁建大桥工程局集团有限公司 Self-anchoring type mounting method of suspension bridge
CN204919348U (en) * 2015-08-07 2015-12-30 中国铁建大桥工程局集团有限公司 Supplementary head tower of using of self anchored suspension bridge installation

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108103953A (en) * 2018-03-09 2018-06-01 中国铁建大桥工程局集团有限公司 Suitable for high-block bridge degree steel truss girder bridge double-slider push construction method
CN108103953B (en) * 2018-03-09 2019-10-15 中国铁建大桥工程局集团有限公司 Suitable for high-block bridge degree steel truss girder bridge double-slider push construction method

Also Published As

Publication number Publication date
CN105696470B (en) 2017-05-17

Similar Documents

Publication Publication Date Title
Rosignoli Bridge launching
KR100969005B1 (en) Constructing method of suspension bridge and temporary cable therefor
CN102587296B (en) Self-balancing external prestressing strengthening method for bridge structure
CN101418542B (en) Cable system construction method of spatial self-anchored rope-suspension bridge
CN103643640B (en) Jacking-first and line-reinforcement-second jacking construction method for frame bridge
CN101195987B (en) Stayed-cable bridge midspan incremental launching auxiliary closure technique
CN104612058B (en) A kind of construction method of buckstay flexible arch bridge
CN103967050A (en) Construction system of subway station
CN103741601B (en) Tower, beam and cable synchronous bridge forming technology
CN102797226B (en) Integral erection construction method of 60m steel box girder
CN100543235C (en) The method and system of erecting steel trusses by stay cable auxiliary complete cantilever
CN104532748B (en) The floating jacking of a kind of super kiloton steel truss girder pushes away erection construction method
CN102182147B (en) Steel box girder erection method
CN105442459B (en) Large-Span Continuous girder span building up station rotator construction rotor system and construction method
CN104562936B (en) A kind of tie-rod steel pipe arch bridge construction method continuously
CN105565176B (en) A kind of asymmetric cable crane of single column
CN106758841B (en) A kind of whole construction process of the double rope face low-pylon cable-stayed bridges of double tower
CN104195952A (en) Steel box girder erection method applied to steel and concrete hybrid girder cable-stayed bridge
CN101418543B (en) Self-anchored rope-suspension bridge inclined drawing construction method
CN101225638A (en) Method for mounting ground anchor type suspension bridge prestressed concrete stiffening box girder
CN105421248B (en) Large-Span Continuous girder span building up station turns and closure construction method
CN101781879B (en) Construction method of single-pylon cable-stayed bridge without dorsal cables
CN106592441A (en) Mounting method of stayed cable of cable-stayed bridge
CN101117795A (en) Mounting method for steel case basket arch single-frame segment
CN104947604B (en) A kind of fast quick change frame construction method of high-speed railway 900t concrete box girders

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant