CN102535672B - Novel hybrid huge anti-seismic structure and construction method thereof - Google Patents
Novel hybrid huge anti-seismic structure and construction method thereof Download PDFInfo
- Publication number
- CN102535672B CN102535672B CN201210033748.2A CN201210033748A CN102535672B CN 102535672 B CN102535672 B CN 102535672B CN 201210033748 A CN201210033748 A CN 201210033748A CN 102535672 B CN102535672 B CN 102535672B
- Authority
- CN
- China
- Prior art keywords
- huge
- main frame
- frame
- column
- construction method
- 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.)
- Active
Links
Images
Landscapes
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The invention relates to a novel hybrid huge anti-seismic structure and a construction method thereof. The anti-seismic structure comprises an outer frame barrel, an inner core barrel and a cantilever truss for connecting the outer frame barrel and the inner core barrel, wherein the outer frame barrel comprises a primary frame and a secondary frame supported on the primary frame; the primary frame comprises a huge corner column positioned at the corner of the periphery of the main frame, a huge middle column positioned on the middle part of the periphery of the main frame, and huge beams arranged at intervals of a plurality of floors; the secondary frame is formed by connecting a secondary frame column and a secondary frame beam; the main frame is at least divided into a lower section, a middle section and an upper section from bottom to top; the middle section and the lower section of the main frame are connected with a huge support between upper and lower huge beams; the middle section is taken as a transition section; and a huge oblique column is connected between the upper and lower huge beams. A high-rise part of the structure has better view and landscape effects and high anti-seismic performance; and the structure can be widely applied to high-rise and super high-rise building structures.
Description
Technical field
The present invention relates to a kind of high level or super-high building structure and construction method thereof.
Background technology
High level or super-high building structure that mammoth structure is made up of large-scale components such as Huge Beam, huge post and huge supports are the cooperative a kind of structural system of aggregated(particle) structure of main structure and conventional structure member composition.
Mammoth structure is from integral plane, and the materials'use of mammoth structure has just in time met the principle of as far as possible carrying out, and can give full play to material property; From structure angle, mammoth structure is a kind of unconventional large scale structure with huge anti-side rigidity and integral working, is very reasonably Super High form of structure of one; From building angle.Mammoth structure can meet many flat facade requirements of building that have specific form and use function.Many talent's imaginations of architects are implemented.Mammoth structure is as the brand-new system of one of high level or super highrise building.Due to himself advantage and feature, be more and more taken seriously, and be applied to more and more engineering reality, be a kind of form of structure that has very much development.
But at present the conventional form of mammoth structure is for to arrange four huge posts in structure bight, between huge corner post, by huge support and connection, due to the existence of huge support, there is block vision in this form of structure, affects the defect of landscape effect.Also having a kind of form is that huge support between two huge corner posts replaces with huge center pillar, and this kind of structure exists again the rigidity of structure relatively low, in earthquake displacement larger, the problem that anti-seismic performance is poor.
Summary of the invention
Given this, the object of this invention is to provide a kind of Novel hybrid huge anti-seismic structure and construction method thereof, solve in guaranteeing the rigidity of structure, when improving structural seismic performance, meet the technical problem of Super High part to view requirement; And solve the problem of this new structure in the construction method of Practical Project.
For achieving the above object, the present invention adopts following technical scheme:
A kind of Novel hybrid huge anti-seismic structure, comprise outside framework cylinder, inner core cylinder and the semi-girder truss that is connected outside framework cylinder and inner core cylinder, described outside framework cylinder comprises main frame and time framework, described frame supported is on main frame, wherein, described main frame comprises the huge corner post that is positioned at the peripheral bight of main frame, be positioned at the huge center pillar at middle part, main frame periphery and the Huge Beam every some storey setting, described time framework is formed by connecting by secondary frame column and secondary frame beam, under described main frame is at least divided into from bottom to top, in, upper three sections, wherein lower curtate connects huge support between upper and lower two Huge Beams, the upper end of described huge support is positioned at the end of upper strata Huge Beam, the lower end of huge support is positioned at the rightabout end of lower floor's Huge Beam, middle section is as transition zone, between upper and lower two Huge Beams, connect huge batter post, the lower end of described huge batter post is positioned at the end of lower floor's Huge Beam, and dock with the huge support upper end in lower curtate, the upper end of described huge batter post is connected with the middle part of upper strata Huge Beam, and dock with the huge center pillar lower end in upper curtate.
Described huge corner post in each bight is one or two.
Described huge batter post is Eight characters post, herringbone column or the combination more than both.
Described Eight characters post or herringbone column are steel column, steel core concrete column, combined steel and concrete column or the combination more than both.
Huge center pillar in described upper curtate is more than one at each facade, is provided with intercolumniation and supports between two huge center pillars.
Between described secondary frame column, being provided with intercolumniation supports.
Described intercolumniation is supported for the support of monocline bar, bridging, herringbone bridging or the combination more than both.
Described Huge Beam is Huge Steel Truss, huge girder steel or both combinations.
Described inner core cylinder is Steel Reinforced Concrete Shear Walls, reinforced concrete shear wall, steel truss, steel plate shear force wall or above any combination.
The construction method of described Novel hybrid huge anti-seismic structure, comprises the steps:
Step 11, the semi-girder truss of construction main frame upper curtate, stays reserved seam thereon as required;
Step 12, repeating step nine to 11 until total binds, is observed sedimentation and deformation in whole structure construction procedure, and according to observation achievement, the reserved seam of welding.
Compared with prior art the present invention has following characteristics and beneficial effect:
First, structure of the present invention, owing to being provided with huge center pillar at upper curtate, is convenient to extraneous adornment and use, has improved landscape effect simultaneously, has the good visual field.
Secondly, structure of the present invention, with respect to the form of structure that huge center pillar is set merely between huge corner post, reduces the displacement of giant frame structure under horizontal loads, improves anti-seismic performance.
In addition, the present invention arranges the huge batter post of its transitional function at upper curtate and centre portion, make rigidity and shearing gradual, and power transmission is more mild and direct, thereby is more conducive to improve anti-seismic performance.
The present invention can be widely used in high-rise and Super High megaplex structure.
Accompanying drawing explanation
Below in conjunction with accompanying drawing, the present invention will be further described in detail.
Fig. 1 is that facade of the present invention is arranged embodiment mono-schematic diagram.
Fig. 2 is that facade of the present invention is arranged embodiment bis-schematic diagrames.
Fig. 3 is that facade of the present invention is arranged embodiment tri-schematic diagrames.
Fig. 4 is that facade of the present invention is arranged embodiment tetra-schematic diagrames.
Fig. 5 is that facade of the present invention is arranged embodiment five schematic diagrames.
Fig. 6 is that facade of the present invention is arranged embodiment six schematic diagrames.
Fig. 7 is layout embodiment mono-schematic diagram of the present invention.
Fig. 8 is layout embodiment bis-schematic diagrames of the present invention.
Fig. 9 is layout embodiment tri-schematic diagrames of the present invention.
Figure 10 is layout embodiment tetra-schematic diagrames of the present invention.
Figure 11 is layout embodiment five schematic diagrames of the present invention.
The huge center pillar of Reference numeral: 1-, the huge corner post of 2-, 3-Huge Beam, the huge support of 4-, 5-secondary frame column, 6-secondary frame beam, 7-inner core cylinder, 8-semi-girder truss, 9-intercolumniation support, the huge batter post of 10-.
the specific embodiment
Embodiment mono-is referring to shown in Fig. 1 and any figure combination of Fig. 7 to Figure 11, comprise outside framework cylinder, inner core cylinder 7 and the semi-girder truss 8 that is connected outside framework cylinder and inner core cylinder 7, described outside framework cylinder comprises main frame and time framework, described frame supported is on main frame, wherein, described main frame comprises the huge corner post 2 that is positioned at the peripheral bight of main frame, be positioned at the huge center pillar 1 at middle part, main frame periphery and the Huge Beam 3 every some storey setting, described time framework is formed by connecting by secondary frame column 5 and secondary frame beam 6, under described main frame is at least divided into from bottom to top, in, upper three sections, wherein lower curtate connects huge support 4 between upper and lower two Huge Beams 3, the upper end of described huge support 4 is positioned at the end of upper strata Huge Beam, the lower end of huge support 4 is positioned at the rightabout end of lower floor's Huge Beam, middle section is as transition zone, between upper and lower two Huge Beams 3, connect huge batter post 10, the lower end of described huge batter post 10 is positioned at the end of lower floor's Huge Beam, and dock with the huge support upper end in lower curtate, the upper end of described huge batter post 10 is connected with the middle part of upper strata Huge Beam, and dock with the huge center pillar lower end in upper curtate.Described huge corner post 2 in each bight is one or two, and huge batter post 10 is Eight characters post, and described Eight characters post is steel column, steel core concrete column, combined steel and concrete column or the combination more than both.Huge center pillar in described upper curtate is two, is provided with intercolumniation and supports intercolumniation described in 9 and support 9 for the support of monocline bar, bridging, herringbone bridging or above both combination between two huge center pillars.Described inner core cylinder 7 be on shear wall with hole, referring to Fig. 8 and Figure 11, described inner core cylinder 7 is hidden framework in shear wall, referring to Fig. 7 and Figure 10, described inner core cylinder 7 is for to be made up of two nestable cylindrical shells, and urceolus is that shear wall is hidden frame construction, inner core is frame construction, referring to Fig. 9.Lower curtate Lower Half increases bottom rigidity by intercolumniation support 9 is set between secondary frame column 5, only at the first half near middle section, huge support 4 is set, and can effectively save material and construction cost.
Above-mentioned shear wall is Steel Reinforced Concrete Shear Walls, reinforced concrete shear wall, steel truss, steel plate shear force wall or above any combination.
Wherein, the scope of upper curtate: be 1%～90% of whole structure height.
The scope of lower curtate: be 1%～90% of whole structure height.
The scope of middle section: 1%～50%.
Embodiment bis-is referring to shown in Fig. 2 and any figure combination of Fig. 7 to Figure 11, and different from embodiment mono-, the bottom section first half is two huge supports 4.
Embodiment tri-is referring to shown in Fig. 3 and any figure combination of Fig. 7 to Figure 11, different from embodiment bis-is, top section between two huge corner posts 2 on each facade is provided with a huge center pillar 1, centre portion is provided with two huge batter posts 10 that connect huge center pillar 1 and huge support 4, described huge batter post 10 is herringbone column herringbone column, and described herringbone column is steel column, steel core concrete column, combined steel and concrete column or above both combination.
Embodiment tetra-is referring to shown in Fig. 4 and any figure combination of Fig. 7 to Figure 11, and different from embodiment tri-, centre portion is provided with and connects the combination that huge batter post 10 is herringbone column and Eight characters post, and wherein, herringbone column is in Lower Half, and Eight characters post is at the first half.Herringbone column is steel column, steel core concrete column, combined steel and concrete column or above both combination.
Embodiment five is referring to shown in Fig. 5 and any figure combination of Fig. 7 to Figure 11, different from embodiment tri-, is provided with intercolumniation and supports 9 between described huge batter post 10, and it is bridging that described intercolumniation supports 9.
Embodiment six is referring to shown in Fig. 6 and any figure combination of Fig. 7 to Figure 11, and different from embodiment five, it is that monocline bar supports that described intercolumniation supports 9.
In addition, according to engineering reality, described intercolumniation supports 9 and also can be herringbone bridging, or being combined with of the support of monocline bar, bridging, herringbone bridging both or both.
The construction method of above-mentioned Novel hybrid huge anti-seismic structure, is characterized in that: comprise the steps:
Step 11, the semi-girder truss 8 of construction main frame upper curtate, stays reserved seam thereon as required;
Step 12, repeating step nine to 11 until total binds, is observed sedimentation and deformation in whole structure construction procedure, and according to observation achievement, the reserved seam of welding.
Above-described embodiment is only exemplary embodiments of the present invention, in Practical Project, carries out flexible combination according to structure height and specific requirement, and this common practise that is those skilled in the art is no longer launched narration at this.
Claims (9)
1. the construction method of a Novel hybrid huge anti-seismic structure, it is characterized in that: described Novel hybrid huge anti-seismic structure, comprise outside framework cylinder, inner core cylinder (7) and the semi-girder truss (8) that is connected outside framework cylinder and inner core cylinder (7), described outside framework cylinder comprises main frame and time framework, described frame supported is on main frame, wherein, described main frame comprises the huge corner post (2) that is positioned at the peripheral bight of main frame, be positioned at the huge center pillar (1) at middle part, main frame periphery and the Huge Beam (3) every some storey setting, described time framework is formed by connecting by secondary frame column (5) and secondary frame beam (6), under described main frame is at least divided into from bottom to top, in, upper three sections, wherein lower curtate connects huge support (4) between upper and lower two Huge Beams (3), the upper end of described huge support (4) is positioned at the end of upper strata Huge Beam, the lower end of huge support (4) is positioned at the rightabout end of lower floor's Huge Beam, middle section is as transition zone, between upper and lower two Huge Beams (3), connect huge batter post (10), the lower end of described huge batter post (10) is positioned at the end of lower floor's Huge Beam, and dock with the huge support upper end in lower curtate, the upper end of described huge batter post (10) is connected with the middle part of upper strata Huge Beam, and dock with the huge center pillar lower end in upper curtate,
The construction method of described Novel hybrid huge anti-seismic structure comprises the steps:
Step 1, the some layers of inner core cylinder (7) of constructing;
Step 2, the huge corner post (2) of the some layers of main frame of constructing and the secondary frame column (5) of Huge Beam (3) and inferior framework and secondary frame beam (6);
Step 3, huge support (4) and the semi-girder truss (8) of construction main frame lower curtate, stay reserved seam thereon as required;
Step 4, repeating step one to three, until the middle section bottom surface of main frame;
Step 5, continues some layers of inner core cylinder of construction (7);
Step 6, the secondary frame column (5) of the huge corner post (2) of the some layers of main frame of constructing, huge batter post (10) and Huge Beam (3) and inferior framework and secondary frame beam (6);
Step 7, the semi-girder truss (8) of section in construction main frame, stays reserved seam thereon as required;
Step 8, repeating step five to seven, until the upper curtate bottom surface of main frame;
Step 9, continues some layers of inner core cylinder of construction (7);
Step 10, the secondary frame column (5) of the huge corner post (2) of the some layers of main frame of constructing, huge center pillar (1) and Huge Beam (3) and inferior framework and secondary frame beam (6);
Step 11, the semi-girder truss (8) of construction main frame upper curtate, stays reserved seam thereon as required;
Step 12, repeating step nine to 11 until total binds, is observed sedimentation and deformation in whole structure construction procedure, and according to observation achievement, the reserved seam of welding.
2. the construction method of Novel hybrid huge anti-seismic structure according to claim 1, is characterized in that: described huge corner post (2) in each bight is one or two.
3. the construction method of Novel hybrid huge anti-seismic structure according to claim 1, is characterized in that: described huge batter post (10) is Eight characters post, herringbone column or the combination more than both.
4. the construction method of Novel hybrid huge anti-seismic structure according to claim 3, is characterized in that: described Eight characters post or herringbone column are steel column, steel core concrete column, combined steel and concrete column, reinforced concrete post or the combination more than both.
5. the construction method of Novel hybrid huge anti-seismic structure according to claim 1, is characterized in that: the huge center pillar in described upper curtate is more than one at each facade, is provided with intercolumniation and supports (9) between two huge center pillars.
6. the construction method of Novel hybrid huge anti-seismic structure according to claim 1, is characterized in that: between described secondary frame column (5), be provided with intercolumniation and support (9).
7. according to the construction method of the Novel hybrid huge anti-seismic structure described in claim 5 or 6, it is characterized in that: described intercolumniation supports (9) for the support of monocline bar, bridging, herringbone bridging or the combination more than both.
8. the construction method of Novel hybrid huge anti-seismic structure according to claim 1, is characterized in that: described Huge Beam (3) is Huge Steel Truss, huge girder steel, Huge Steel Open Concrete Beam Reinforced, huge steel framed concrete beam or above-mentioned both combinations arbitrarily.
9. the construction method of Novel hybrid huge anti-seismic structure according to claim 1, is characterized in that: described inner core cylinder (7) is Steel Reinforced Concrete Shear Walls, reinforced concrete shear wall, steel truss, steel plate shear force wall or above any combination.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210033748.2A CN102535672B (en) | 2012-02-15 | 2012-02-15 | Novel hybrid huge anti-seismic structure and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210033748.2A CN102535672B (en) | 2012-02-15 | 2012-02-15 | Novel hybrid huge anti-seismic structure and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102535672A CN102535672A (en) | 2012-07-04 |
| CN102535672B true CN102535672B (en) | 2014-05-28 |
Family
ID=46343571
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201210033748.2A Active CN102535672B (en) | 2012-02-15 | 2012-02-15 | Novel hybrid huge anti-seismic structure and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102535672B (en) |
Families Citing this family (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103643738B (en) * | 2013-11-18 | 2016-06-22 | 同济大学建筑设计研究院(集团)有限公司 | A kind of Frame-Shear wall with flexible cable |
| CN107155335B (en) * | 2014-09-24 | 2020-04-28 | 默罕默德·加拉尔·叶海亚·卡莫 | Lateral distribution of loads in super high-rise buildings to reduce the effects of wind, earthquakes and explosions, while increasing the area of utilization |
| CN104612449A (en) * | 2015-02-11 | 2015-05-13 | 清华大学 | Giant buckling-preventing support frame structure system |
| KR101834867B1 (en) * | 2016-04-28 | 2018-04-19 | 삼성물산 주식회사 | High Stiffness Mega Girder |
| CN105971109A (en) * | 2016-05-10 | 2016-09-28 | 成立 | Perpendicular pull type concentrated load bearing building body |
| CN106368322B (en) * | 2016-09-27 | 2018-12-04 | 北京市机械施工有限公司 | A kind of installation method for the bi-directional symmetrical inclination steel column between super high-rise building conversion layer |
| CN106703198A (en) * | 2016-11-23 | 2017-05-24 | 同济大学建筑设计研究院(集团)有限公司 | Ultra-high-steel-structured core tube structure system with supporting frame |
| CN107060204B (en) * | 2017-01-18 | 2019-05-14 | 清华大学 | A kind of construction stability ring beam of slip |
| CN107060077B (en) * | 2017-05-10 | 2020-11-24 | 南京瑞麒凰电子科技有限公司 | Shear force control transverse force structure |
| CN107806181A (en) * | 2017-11-02 | 2018-03-16 | 杨洪 | A kind of mammoth structure of building |
| CN112160594B (en) * | 2020-09-23 | 2022-04-12 | 成都建工第四建筑工程有限公司 | Construction method beneficial to resisting horizontal force of multi-layer special-shaped steel structure building |
| CN113899083A (en) * | 2021-09-18 | 2022-01-07 | 同济大学 | Photo-thermal power generation system comprising giant frame inclined strut structure |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1168943A (en) * | 1997-05-23 | 1997-12-31 | 东南大学 | High or super high building structure system with multi-function earthquake-proof control mechanism |
| CN1305044A (en) * | 2001-03-02 | 2001-07-25 | 陆建衡 | Combined anti-earthquake mechanism |
| CN1995571A (en) * | 2006-12-29 | 2007-07-11 | 北京工业大学 | Built-in steel truss concrete combined huge size beam column frame and its manufacture method |
| CN101215854A (en) * | 2008-01-10 | 2008-07-09 | 同济大学 | Beam-column hinged-flection constrained support steel skeleton construction |
| CN101255718A (en) * | 2008-03-13 | 2008-09-03 | 同济大学 | Ultra-high layer combined wall dual structure architecture |
| CN201991099U (en) * | 2010-07-02 | 2011-09-28 | 北京工业大学 | Externally applied shock-absorbing steel frame for shock resistance and reinforcement |
| CN202466883U (en) * | 2012-02-15 | 2012-10-03 | 姚攀峰 | Novel combined type large-size anti-seismic structure |
-
2012
- 2012-02-15 CN CN201210033748.2A patent/CN102535672B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1168943A (en) * | 1997-05-23 | 1997-12-31 | 东南大学 | High or super high building structure system with multi-function earthquake-proof control mechanism |
| CN1305044A (en) * | 2001-03-02 | 2001-07-25 | 陆建衡 | Combined anti-earthquake mechanism |
| CN1995571A (en) * | 2006-12-29 | 2007-07-11 | 北京工业大学 | Built-in steel truss concrete combined huge size beam column frame and its manufacture method |
| CN101215854A (en) * | 2008-01-10 | 2008-07-09 | 同济大学 | Beam-column hinged-flection constrained support steel skeleton construction |
| CN101255718A (en) * | 2008-03-13 | 2008-09-03 | 同济大学 | Ultra-high layer combined wall dual structure architecture |
| CN201991099U (en) * | 2010-07-02 | 2011-09-28 | 北京工业大学 | Externally applied shock-absorbing steel frame for shock resistance and reinforcement |
| CN202466883U (en) * | 2012-02-15 | 2012-10-03 | 姚攀峰 | Novel combined type large-size anti-seismic structure |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102535672A (en) | 2012-07-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102535672B (en) | Novel hybrid huge anti-seismic structure and construction method thereof | |
| CN102979162B (en) | Multi-story high-rise assembled steel structure frame - prestressed centrally-braced system | |
| CN104912190A (en) | Dry type joggle frame structure | |
| CN102979163B (en) | Multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system | |
| CN202466883U (en) | Novel combined type large-size anti-seismic structure | |
| CN104831851A (en) | Reinforced concrete orthogonal-diagonal space lattice box structure and production method thereof | |
| CN203639807U (en) | Y-shaped pier for concrete filled steel tube truss beam | |
| CN202202410U (en) | Cross-shaped abnormal joint formed by connection of steel structure box column, box beam and I beam | |
| CN105908856A (en) | Prefabricated reinforcement concrete block T-shaped rib anti-buckling steel plate earthquake resistant wall | |
| CN202202412U (en) | Rectangular steel pipe concrete special-shaped column-steel beam framework middle node | |
| CN105625567B (en) | High-rise and superelevation layer concrete orthogonal-diagonal lattice space lattice boxlike tube-in-tube structure | |
| CN102866057A (en) | Loading device for pulling tests of steel-concrete mixed connection and production method | |
| CN202611287U (en) | Steel structure combined system applicable to large-scale thermal power plant | |
| CN207295986U (en) | Assembled interlocks Bailey bracket steel building | |
| CN203559504U (en) | Built-in supporting composite insulation shear wall with double layers of steel pipes | |
| CN206015917U (en) | A kind of outside reinforcement box column H profile steel beam connecting node | |
| CN202202413U (en) | Rectangular steel tube concrete special-shaped column and steel beam frame corner node | |
| CN102877583B (en) | High-rise and ultrahigh-rise floor system | |
| CN202202411U (en) | T-shaped abnormal joint formed by rigid connection of steel structure variable-section box column and I beam | |
| CN202202415U (en) | Side node of rectangular steel pipe concrete special-shaped column and steel beam framework | |
| CN206000061U (en) | Floor splicing construction and building template | |
| CN104763054B (en) | A kind of assembled integral orthogonal spatial mixed type steel lattice box structure | |
| CN107630509A (en) | A kind of compound orthogonal-diagonal lattice space steel lattice boxlike tube-in-tube structure of assembled | |
| CN202202414U (en) | Crossform special shaped node for rigid connection of box-like steel-structured column and I-shaped beams | |
| CN203546908U (en) | Assembly type building wall beam stable connection structure |
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 |