CN1215236C - Method for constructing Y shape pillar and suspended declined beam - Google Patents
Method for constructing Y shape pillar and suspended declined beam Download PDFInfo
- Publication number
- CN1215236C CN1215236C CN 02154109 CN02154109A CN1215236C CN 1215236 C CN1215236 C CN 1215236C CN 02154109 CN02154109 CN 02154109 CN 02154109 A CN02154109 A CN 02154109A CN 1215236 C CN1215236 C CN 1215236C
- Authority
- CN
- China
- Prior art keywords
- cast
- cast section
- floor
- scaffold
- declined
- 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.)
- Expired - Fee Related
Links
Images
Landscapes
- On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)
Abstract
The present invention discloses a construction method of a Y-shaped column and an overhanging highly-deviated beam, which belongs to a construction method of beam columns of edifices; more specifically, the present invention relates to a construction method of building beam columns provided with the overhanging highly-deviated beam. The present invention adopts a method of segmenting combined construction namely that the Y-shaped column and the overhanging highly-deviated beam are divided into a plurality of segments, each segment and adjacent floor plates, beams, columns and other concrete structures are combined and simultaneously poured and constructed so that the segment, the floor plates, beams, columns and other concrete structures are interconnected into integration and resist together axial pressure and horizontal thrust which are generated by the self weight of the highly-deviated beam; a supporting system is a combined scaffold system composed of an inverted-bowel multifunctional scaffold and an ordinary fastening scaffold which match with each other; after a loading experiment is carried out to the combined scaffold system, the combined scaffold system is cast by concrete. The method of the present invention solves the problem of the axial pressure and the horizontal thrust of the self weight of the highly-deviated beam to the vertical shaft and side columns and ensures the absolutely safety and reliability of construction. The present invention is suitable for the construction of large field structure provided the overhanging highly-deviated beam and the Y-shaped column.
Description
Technical field
The invention belongs to building beam column job practices, especially have the job practices of the building beam column of the declined beam of encorbelmenting.
Background technology
Along with the progress in epoch, the design of heavy construction is more and more noveler, the various up-to-date scientific achievements of a large amount of employings in the design, and revolutionary approach emerges in an endless stream.The overhanging type declined beams that adopt in the design of large-scale stadium more, the declined beam absolute altitude in this design can be nearly 40 meters, long nearly ten meters of the part of encorbelmenting, it makes stadiums tall and straight, magnificence, majestic appearance is broken out.Simultaneously, the design of these novelties has proposed stern challenge also for the construction of stadiums has brought all difficult problems to the building operations industry.Huge encorbelments beam in work progress, and axial compression and horizontal thrust that the concrete deadweight produces all are huge, leans on the template of conventional method and other support system to contend with, and difficulty is very big, and safety factor is not high, and with high costs.
Summary of the invention
At a difficult problem of the prior art, the purpose of this invention is to provide a kind of Y shape pillar and the job practices of the declined beam of encorbelmenting, it can guarantee construction safety, can guarantee workmanship again, can also greatly save construction fund.
The object of the present invention is achieved like this: the job practices of the Y shape pillar and the declined beam of encorbelmenting, comprise the conventional reinforcing bar of rolling, install template, template is provided with support system outward, fluid concrete, the demoulding, operations such as concrete curing, its special feature is: described concrete pouring has adopted a kind of segmentation to unite the method for construction, being about to Y shape pillar upwards is divided into several sections with the declined beam of encorbelmenting by ground and carries out concrete pouring successively, every section is adjacent the floor that connects, beam, post and other concrete structure gang be casting and constructing simultaneously, they is connected to each other is one, resists axial compression and horizontal thrust that the declined beam deadweight produces jointly; Described template outer support system is to adopt bowl fastening type multifunction scaffold and common fastener scaffold to cooperate the scaffold joint system of forming, and the density degree of scaffold is determined greater than the vertical transmission load degree of being that it should carry with the allowable stress that guarantees every vertical rod; Distich fit that the hand frame system carries out bearing test and sedimentation or displacement adjusted after carry out concrete pouring again.
The segmentation of the segmentation combined construction method that concrete pouring of the present invention is adopted and the mode of associating following (shown in band circle numeral in the accompanying drawing 1):
The first cast section, the Y shape pillar column by in the 5-10mm height at the bottom of the floor beam of ground to two, side column and floor beam column are united cast;
The second cast section, unite cast by Y shape pillar column, side column and two room floors in first cast section upper surface to the two layer floor face height;
The 3rd cast section, unite cast by beam, post, the floor of Y shape pillar column, side column and one deck grandstand in the 5-10mm height under second cast section upper surface to the four layer beam;
The 4th cast section, unite cast by the Y shape pillar column in four layers of floor face height of the 3rd cast section upper surface to the and the 4th layer of beam and floor, side column and the 3rd floor column and floor;
The 5th cast section, unite cast by the 4th cast section upper surface to the hypomere of declined beam;
The 6th cast section, stick 20-25mm by the 4th a cast section upper surface to the Y shape pillar branch and pour into a mould;
The 7th cast section, pour into a mould by the 6th cast section upper surface to the inside bifurcated of Y shape pillar in the height of declined beam bottom surface;
The 8th cast section, declined beam interlude are poured into a mould;
The 9th cast section, pour into a mould by the 6th cast section upper surface to the outside bifurcated of Y shape pillar in the height of declined beam bottom surface;
The tenth cast section, declined beam epimere are poured into a mould.
Described the 7th cast section of job practices and the 9th cast section can be constructed simultaneously, and the side column in the 4th cast section and the construction of the 3rd floor column and floor can be poured into a mould simultaneously with the 3rd cast section.
In the described scaffold joint system, the Y shape pillar bifurcated adopts common fastener type steel pipe scaffold to support with interior promptly last declined beam of encorbelmenting part; The encorbelment template of declined beam view field of Y shape pillar adopts wrist button multifunction scaffold to support, and horizon bar adopts two steel pipes, two fastener to fix; Up at the bottom of beam slab hoop and longitudinal axis support are set from two-layer platform, hoop supports whenever to stride the 3-5 road is set, and up adds 2-4 road horizontal support from bifurcated, with vertical support top and cant beam support rail banding, and bottom and scaffold horizon bar banding; Every 2-6 strides a shearing support is set.
Job practices of the present invention is to create from the enforcement of the concrete engineering of the newly designed Y shape pillar and the declined beam of encorbelmenting, the method that construction is united in segmentation is to calculate according to the stressing conditions science to member, the method of creating out after the analysis, Y type column, end bay post and relevant floor, floor joist, story post and other concrete structure are constructed simultaneously and are made Y type column, end bay post and floor etc. fuse, declined beam deadweight column and the axial compression of side column and the difficult problem of horizontal thrust have been solved, declined beam is divided into three sections constructions, has guaranteed that being perfectly safe of construction is reliable.The construction scaffolding of the part of encorbelmenting has adopted the up-to-date wrist button multifunction scaffold of developing, and this scaffold building is convenient, fixation, not yielding, and the position has carried out encrypt being provided with on Y type bifurcated, has guaranteed the construction quality of declined beam and safe and reliable; Adopt the use that matches with wrist button scaffold of common steel pipe scaffold in the part of not encorbelmenting of declined beam, saved the engineering spending.The bearing test that carries out before the declined beam construction, the slight dip and the displacement that have in time solved support system have guaranteed the accurate positioning of declined beam, for advantage has been created in next procedure.
Description of drawings
Accompanying drawing 1 is the Y shape pillar and the declined beam construction segmentation situation schematic diagram of encorbelmenting;
Accompanying drawing 2 is Y shape pillar and declined beam support system schematic diagram;
Accompanying drawing 3 is 1-1 generalized sections of accompanying drawing 2;
Accompanying drawing 4 is hoop, radial support schematic diagram.
Accompanying drawing acceptance of the bid keep the score state as follows: 1---the Y shape pillar column; 2---edge column; 3---the declined beam hypomere; 4---the declined beam stage casing; 5---the declined beam epimere; 6---crotch; 7---interior bifurcated; 8---outer bifurcated; 9---constuction joint; 10---four floor beams; 11---two floor plates; 12---three floor plates; 13---four floor plates; 14---one deck grandstand; 15---one deck grandstand column; 16---elongated scaffold; 17---two fasteners; 18---shearing support (per four stride be provided with); 19---two vertical rods; 20---the hoop Support Position; 21---the radial support position; 22---shelf is set up the place; 23---the floor beam column.
The specific embodiment
Below in conjunction with accompanying drawing and embodiment the specific embodiment of the present invention is described in further detail.Certain stadium engineering is the engineering of national the third-largest scale, and its engineering adopts Y shape pillar, staged declined beam as the primary structure supporting system.Shown in the accompanying drawing 1-4, the high 13.7m of Y shape pillar vertical section, tiltedly fork place absolute altitude is respectively 20.5m and 27.9m, and the column section maximum is 1000 * 5618mm, 56 concrete columns support whole grandstands and superstructure by the staged cant beam, the axially long 40m of declined beam is non-uniform beam, and its maximum cross-section is 1200 * 2840mm, the absolute altitude minimum point of declined beam is 12.70m, peak is 37.03m, and the inclination angle is 33.13 degree, and the length of encorbelmenting is 8.68m.
First difficult point of the construction of this Y shape pillar and staged declined beam is: how to keep out axial compression that the deadweight of concrete in the concrete construction produces the declined beam bottom and the horizontal thrust bending moment of end bay post (promptly to).Practical Calculation obtains: axial force F=1.2 * 2.84 * 2500 * 40 * sin α=186724kg ≈ 1867KN that the concrete deadweight produces; Horizontal shear force to end bay post top is N=F * cos α=1561KN.To this, the present inventor has proposed the method for section construction according to the principle of " wearing high heels ", and the order of section construction is shown in the numerical order of band circle in the accompanying drawing 1; The post of each section, beam and concrete floor, floor joist, story post etc. are constructed simultaneously, they are connected as a single entity, the horizontal thrust that produces when resisting the declined beam concrete construction jointly.After last section concrete reaches certain intensity when horizontal thrust (produce when promptly being enough to resist the declined beam concrete construction), the concrete of its upper segment of constructing again can guarantee that being perfectly safe of declined beam concrete construction is reliable.Declined beam is divided into upper, middle and lower again constructs for three sections, and by this method construction, when the 8th section construction (declined beam middle-end), the horizontal thrust of its generation is reduced to: N=1.2 * 2.84 * 2500 * 19 * sin α * cos α=74148kg ≈ 742KN.According to design load, when concrete pouring was 3 days the length of time, the shearing resistance on end bay post top was about F=1000 * 1600 * 1.677=2683KN; Shearing resistance F＞horizontal thrust N, structural safety.
Second difficult point of the construction of this Y shape pillar and staged declined beam is: balance declined beam top how, the horizontal thrust that the part of promptly encorbelmenting produces in concrete construction.The method that the present inventor takes is: set up all round victory scaffold with φ 48 * 3.5 scaffold tubes, vertical pole ' s span and cross bar array pitch are set up in two kinds of situation; The first is in position that this workshop section produces the power maximum of toppling---the wrist button multifunction scaffold of the template employing latest scientific research in the declined beam view field of encorbelmenting, its support interval: Vierendeel girder and ring beam are that 300 * 600 deck-siding directions are 300, the beam length direction is 600), the vertical rod step pitch is 1800 below the Y shape pillar bifurcated, is 900 more than the bifurcated.Its horizon bar is connected the two steel pipes of employing with the concrete column that has watered, two fasteners are fixed.For guaranteeing the monolithic stability of support body, from two-layer platform hoop and vertical support radially are set up at axis in length and breadth at the bottom of the beam slab, hoop supports whenever to stride four roads is set, the steel pipe spacing is φ 48 * 3.5@1500 * 1500, from bifurcated three road horizontal supports are set up simultaneously, the steel pipe spacing is φ 48 * 3.5@3000 * 3000, vertical support top and cant beam support rail banding, bottom and scaffold horizon bar banding.Two to be Y shape pillar bifurcateds adopt the common steel tube scaffold with the support of the declined beam of the interior part of not encorbelmenting for it.
As follows to above scheme checking computations:
The deadweight (get comparatively big section beam section) of tiltedly playing the leading role: q=1.2 * 2.84 * 2500=8.52t/m
Being converted to the horizontal projection load is: q1=q/cos33.13 °=10.19t/m
Template deadweight (in 30kg/m2) is converted to the horizontal projection load and is:
q2＝(1.2+2.84×2)×0.03/cosα＝0.24t/m
Setting up of scaffold is vertical pole ' s span 0.3m, array pitch 0.6m, and step pitch 1.8m, to get 1m * 2m be that the unit calculates, the vertical rod height is got 25.0m, then:
q3＝[(25.2×7+2.5×7+15×0.6)×3.84+7×16×1.5]/0.6＝1.58t/m
The construction live load is got q4=300kg/m
The vertical transmission load of every vertical rod in the scaffold:
N1＝1/7[1.2(q1+q2+q3)+1.4q4]×0.6＝1.27t
The vertical rod checking computations: u gets 1.25, L=uL0=1.25 * 180=225cm, and r=1.58cm,
F=205N/mm2; Table look-up φ=0.337
The allowable stress of every vertical rod is:
[N]=φ Af=0.337 * 489 * 205=33782N=3.35T＞N1 meets the demands
Whether carry out bearing test before the construction declined beam, eliminate initial deformation first, second checking has displacement.With the bundled reinforcing bar that is equivalent to concrete, template weight, load in batches and carry out precompressed, check result is not found the displacement situation, and the sedimentation of 0.5～1.3cm is only arranged, and formally pours into a mould after the adjustment.Check after the form removal and do not find obvious sedimentation.
Present embodiment shows that above scheme has guaranteed construction safety, has guaranteed workmanship, has reached the requirement of clear-water concrete, and the concrete declined beam is not subjected to displacement, and also in allowed band, component surface is clear, attractive in appearance for amount of deflection, corner angle are upright.
Method of the present invention is applicable to the construction of the large-scale treatment of the earth that similarly has encorbelment declined beam and Y type column.
Claims (4)
1, the job practices of the Y shape pillar and the declined beam of encorbelmenting, comprise and roll reinforcing bar, install template, template is provided with support system outward, fluid concrete, the demoulding, operations such as concrete curing, it is characterized in that: described concrete pouring adopts segmentation to unite the method for construction, being about to Y shape pillar upwards is divided into several sections with the declined beam of encorbelmenting by ground and carries out concrete pouring successively, every section is adjacent the floor that connects, beam, post and other concrete structure gang be casting and constructing simultaneously, they is connected to each other is one, resists axial compression and horizontal thrust that the declined beam deadweight produces jointly; Described template outer support system is to adopt bowl fastening type multifunction scaffold and common fastener scaffold to cooperate the scaffold joint system of forming, and the density degree of scaffold is determined greater than the vertical transmission load degree of being that it should carry with the allowable stress that guarantees every vertical rod; Distich fit that the hand frame system carries out bearing test and sedimentation or displacement adjusted after carry out concrete pouring again.
2, job practices according to claim 1, it is characterized in that: the segmentation of the segmentation combined construction method that described concrete pouring is adopted is by ground step pouring progressively upwards, unite and be meant that concrete structure that each section is adjacent is united and carry out concrete pouring that the mode of its segmentation and associating is as follows:
The first cast section, unite cast by Y shape pillar column (1), side column (2) and floor beam column (23) in the 5-10mm height at the bottom of ground to two floor (11) beam;
The second cast section, unite cast by Y shape pillar column (1), side column (2) and two layers of floor face (11) in first cast section upper surface to the two layer floor face height;
The 3rd cast section, unite cast by beam, post, the floor (14,15) of Y shape pillar column (1), side column (2) and one deck grandstand in the 5-10mm height under second cast section upper surface to the four layer beam;
The 4th cast section, unite cast by the Y shape pillar column (1) in four layers of floor face height of the 3rd cast section upper surface to the and the 4th floor beam (10) and floor (13), side column (2) and the 3rd floor column and floor (12);
The 5th cast section, unite cast by the 4th cast section upper surface to the hypomere (3) of declined beam;
The 6th cast section, go up 20-25mm by the 4th cast section upper surface to Y shape pillar bifurcated (6) and pour into a mould;
The 7th cast section, pour into a mould by the 6th cast section upper surface to the inside bifurcated of Y shape pillar (7) in the height of declined beam bottom surface;
The 8th cast section, declined beam interlude (4) are poured into a mould;
The 9th cast section, pour into a mould by the 6th cast section upper surface to the outside bifurcated of Y shape pillar (8) in the height of declined beam bottom surface;
The tenth cast section, declined beam epimere (5) are poured into a mould.
3, job practices according to claim 1 and 2, it is characterized in that: described the 7th cast section and the 9th cast section can be constructed simultaneously, and the side column in the 4th cast section and the construction of the 3rd floor column and floor can be poured into a mould simultaneously with the 3rd cast section.
4, according to the described method of arbitrary claim in the claim 1 to 3, it is characterized in that: in the described scaffold joint system, the Y shape pillar bifurcated adopts common fastener type steel pipe scaffold to support with interior promptly last declined beam of encorbelmenting part; The encorbelment template of declined beam view field of Y shape pillar adopts wrist button multifunction scaffold to support, and horizon bar adopts two steel pipes, two fastener to fix; Up at the bottom of beam slab hoop and longitudinal axis support are set from two-layer platform, hoop supports whenever to stride the 3-5 road is set, and up adds 2-4 road horizontal support from bifurcated, with vertical support top and cant beam support rail banding, and bottom and scaffold horizon bar banding; Every 2-6 strides a shearing support is set.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 02154109 CN1215236C (en) | 2002-12-23 | 2002-12-23 | Method for constructing Y shape pillar and suspended declined beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 02154109 CN1215236C (en) | 2002-12-23 | 2002-12-23 | Method for constructing Y shape pillar and suspended declined beam |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1510225A CN1510225A (en) | 2004-07-07 |
| CN1215236C true CN1215236C (en) | 2005-08-17 |
Family
ID=34235426
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 02154109 Expired - Fee Related CN1215236C (en) | 2002-12-23 | 2002-12-23 | Method for constructing Y shape pillar and suspended declined beam |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1215236C (en) |
Families Citing this family (18)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101538896B (en) * | 2009-04-03 | 2011-05-11 | 标力建设集团有限公司 | Construction method for jettied structure at high attitude of high-rise building |
| CN101949191B (en) * | 2010-09-06 | 2012-06-27 | 中国建筑第八工程局有限公司 | Method for constructing unsupported super-long irregularly-shaped overhanging floor |
| CN102605955A (en) * | 2012-04-20 | 2012-07-25 | 天津住宅集团建设工程总承包有限公司 | Stand variable-section prestress overhanging type folding beam construction method |
| CN103015723A (en) * | 2012-12-28 | 2013-04-03 | 青建集团股份公司 | Secondary casting molding construction method of cast-in-situ concrete stand structure |
| CN104088461B (en) * | 2014-07-18 | 2016-03-02 | 北京城建建设工程有限公司 | Y type cast-in-situ concrete columns template system and construction method thereof |
| CN104295001B (en) * | 2014-08-25 | 2016-04-27 | 浙江省一建建设集团有限公司 | The construction technology of variable cross-section prestressing force cant beam |
| CN104213728B (en) * | 2014-08-25 | 2017-02-01 | 浙江省一建建设集团有限公司 | Oblique beam for grandstand of stadium and construction process for oblique beam |
| CN104481025A (en) * | 2014-11-21 | 2015-04-01 | 江苏沪宁钢机股份有限公司 | Trident pillar with irregular sections |
| CN105178434B (en) * | 2015-06-08 | 2017-09-29 | 天津住宅集团建设工程总承包有限公司 | One kind chooses hovering and hangs building structure, building and annular building mansion |
| CN105298126B (en) * | 2015-10-23 | 2017-05-17 | 中冶东北建设（沈阳）工程技术有限公司 | Method for high-formwork construction of large-diameter oval oblique-cone structure |
| CN105239725A (en) * | 2015-11-17 | 2016-01-13 | 中建二局第三建筑工程有限公司 | Construction method and construction template for ultrahigh oblique concrete column |
| CN106854941B (en) * | 2016-12-30 | 2019-05-10 | 中国建筑第八工程局有限公司 | A kind of construction method of big section Stand Inclined Beams and batter post |
| CN107227814B (en) * | 2017-06-19 | 2019-05-03 | 中国建筑第二工程局有限公司 | Sectional construction method for large cantilever concrete structure |
| CN110374201B (en) * | 2019-07-02 | 2024-03-01 | 中建八局第三建设有限公司 | Buckling restrained supporting large cantilever structure system |
| CN110512796B (en) * | 2019-07-10 | 2021-03-02 | 中建钢构有限公司 | Hyperbolic arc-shaped large-span steel truss and manufacturing method thereof |
| CN113605720B (en) * | 2021-08-13 | 2022-07-26 | 中建八局新型建造工程有限公司 | Supporting device for high-altitude inclined beam |
| CN113756574B (en) * | 2021-10-11 | 2022-04-22 | 北京建工集团有限责任公司 | High-precision low-cost arc-shaped step grandstand mold system and pouring method |
| CN115075398A (en) * | 2022-07-11 | 2022-09-20 | 中国建筑第二工程局有限公司 | Reverse-order socket construction method for installing Y-shaped steel column |
-
2002
- 2002-12-23 CN CN 02154109 patent/CN1215236C/en not_active Expired - Fee Related
Also Published As
| Publication number | Publication date |
|---|---|
| CN1510225A (en) | 2004-07-07 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN1215236C (en) | Method for constructing Y shape pillar and suspended declined beam | |
| CN110331668B (en) | Construction method of bidirectional inclined V-shaped bridge tower of cable-stayed bridge without back cables | |
| CN110886227B (en) | Main tower cast-in-place lower cross beam support system and construction method | |
| WO2003062544A2 (en) | Methods and apparatus for building tall vertical structures | |
| CN109138431B (en) | Super high-rise pump pipe bridge crossing device and construction method thereof | |
| CN112942808A (en) | Combined template construction method combining mechanized construction | |
| CN113719032A (en) | Construction method for column base joint of multi-limb column | |
| CN114781026A (en) | Construction control method for single leaning tower cable-stayed bridge | |
| CN112049019B (en) | Accurate installation structure and construction method for complex three-dimensional variable cross-section arch rib | |
| CN117027425A (en) | Method for installing large-span steel truss overhanging special-shaped structure | |
| EP3403798B1 (en) | Mobile structure and procedure for the prefabrication of desirably prestressed concrete bars | |
| CN110700109A (en) | Construction process of concrete arch ring of steel pipe stiff skeleton of bridge | |
| CN110005198A (en) | Taper pile shuttering support system and its construction method | |
| CN115679834A (en) | Construction method for variable-section special-shaped cable tower pulling-supporting combined temporary consolidation mid-tower column | |
| CN114135096A (en) | Ultrahigh structure formwork construction platform and implementation method thereof | |
| CN114622492A (en) | Ultrahigh hollow thin-wall pier large-section diaphragm plate and construction method | |
| CN113863645A (en) | Construction method of telescopic adjustable climbing frame based on outer curved surface contraction engineering | |
| CN108978500B (en) | Large-span box girder suspension casting assembly prestress composite support system and construction method | |
| CN218932849U (en) | Hollow vase pier structure | |
| CN217174391U (en) | Concrete pump pipe bridge-loading device for cast-in-situ prestressed continuous beam bridge | |
| CN114790818B (en) | Diagonal bracing transition method for accelerating erection of overhanging scaffold | |
| CN212200732U (en) | Fixing structure of external extending tubular column of building | |
| CN112922322B (en) | Construction method of two-way cosine three-dimensional corrugated steel plate arch-shaped supporting system | |
| CN216713527U (en) | Assembled plane superstructure | |
| CN115075143B (en) | Bridge tower column construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C19 | Lapse of patent right due to non-payment of the annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |