CN103437423B - Controllable quantitative release connection method and structure for steel truss - Google Patents
Controllable quantitative release connection method and structure for steel truss Download PDFInfo
- Publication number
- CN103437423B CN103437423B CN201310348141.8A CN201310348141A CN103437423B CN 103437423 B CN103437423 B CN 103437423B CN 201310348141 A CN201310348141 A CN 201310348141A CN 103437423 B CN103437423 B CN 103437423B
- Authority
- CN
- China
- Prior art keywords
- steel truss
- steel
- controllable
- truss
- release
- 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
Landscapes
- On-Site Construction Work That Accompanies The Preparation And Application Of Concrete (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention discloses a controllable quantitative release connection method and a controllable quantitative release connection structure for a steel truss. Both ends of the steel truss are connected with concrete structures at both sides by horizontal supports; one horizontal support is the controllable quantitative release connection structure; the other horizontal support is a conventional hinged structure; the controllable quantitative release connection structure comprises a unidirectional sliding spherical hinge support and a bolt locking device; by matching of the unidirectional sliding spherical hinge support and the bolt locking device, controllable quantitative release connection of the single end of the steel truss is implemented; after a horizontal force generated by dead weights of the steel truss and a roof structure is released and deformation is completed, the steel truss is connected with a concrete frame of a skirt building into one whole body to resist to a horizontal load by screwing down bolts of the bolt locking device. According to the invention, the horizontal force generated under the specific designed load can be released, and the design difficulty in a pitch point at the joint of the steel truss and the concrete skirt building structure is reduced; displacement of the skirt building under the horizontal load is reduced.
Description
Technical field
The present invention relates to the controllable quantitative release method of attachment of steel truss and controllable ration release attachment structure, especially suitable
Connected mode for banquet hall steel truss and armored concrete annex.Belong to building structure technology field.
Background technology
With the raising of people's living standard, the building such as current market, commercial office complex adopts annex formula structure mostly.
As certain construction project, including multilamellar annex concrete frame structure, it is provided with the banquet hall roofing purlin of two floor heights in the range of C-F axle
Frame, forms local spaciousness, and banquet hall roofing truss adopts large-span steel roofing, is made up of many Pin one direction truss, winds up and be supported on
On the annex concrete frame of both sides.Due to building function demand, act on the more general light-steel roofing of vertical load on steel truss
Much larger, including roof greening plantation load, light of stage equipment load, movable partition load etc..According to general two ends
Be articulated and connected mode, and vertical load, temperature load and the truss axle power caused by vertical deformation are very big, thus steel truss end
The horizontal pull passing to annex concrete frame is very big, leads to actual node difficulty of design and construction to increase；Simultaneously related mixed
Solidifying soil frame cross section is oversized, also can affect building and use function.Although hinged using one end, one end can be slided along truss direction
Dynamic connected mode, the horizontal force of two ends annex concrete frame passed to by releasable truss, but this connected mode makes displacement
Amount does not limit, and weakens rigidity in roofing layer plane, story drift can not meet shockproof requirements under geological process；With
When, connect due to only having single concrete annex structure and local floor between top layer and secondary top layer annex framework, lead to overall knot
Structure easily produces larger torsional deflection in this place, is connected unstable between steel truss and reinforced concrete framework, to this concrete skirt
The design of building structure is totally unfavorable, thus affecting the security performance of whole building.
Content of the invention
An object of the present invention, is to be connected shakiness between the steel truss of prior art and reinforced concrete framework to overcome
Fixed, provide a kind of controllable quantitative release method of attachment, this method of attachment is simple, and the construction period is short, can discharge particular design lotus
Carry the lower horizontal force producing.
The second object of the present invention, is to provide for a kind of controllable ration release attachment structure, this attachment structure quantitative
Steel truss processed passes to the load of both sides annex concrete annex structure, reduces displacement under horizontal loading for the annex, reduces steel
Truss and the design difficulty of concrete annex structural attachments node.
An object of the present invention can be achieved through the following technical solutions：
Steel truss controllable quantitative release method of attachment it is characterised in that：
1) using steel truss being supported on by the way of supporting of winding up in the concrete annex structure of two ends；
2) two ends of steel truss are connected with the concrete annex structure of both sides by horizontal support；One of described horizontal support
Discharge attachment structure for controllable quantitative, the two of described horizontal support is common hinge structure；
3) controllable quantitative release attachment structure includes unidirectional slip ball hinged support and bolt locking devices, by unidirectional cunning
The cooperation of dynamic ball hinged support and bolt locking devices is realized the release of steel truss single-ended controllable quantitative and is connected；
4) in realizing steel truss single-ended controllable quantitative release connection procedure, the winding up and unidirectional slidably ball of steel truss
Hinged-support is fixedly connected, treat steel truss, horizontal support, packway girder steel and Roof system install in place complete, steel truss entirety edge
The unmarried slip in truss direction, release steel truss and roof structure deadweight produce horizontal force, complete deformation after, by bolt lock dress
The bolt put is installed and is tightened, forms positioning connection structure, so that steel truss and annex concrete frame is linked to be entirety, jointly resist water
Flat load, completes controllable quantitative release and connects.
Further：" controlled " timing node by controlling bolt locking devices to connect that controllable quantitative release connects
To realize, " quantitative " is the practical situation according to each engineering project, to select to need the size of the horizontal force of release, by slidably
Bearing is discharging；Whole connected mode passes through effectively being implemented in combination in of Slidable support and bolt locking devices.
Further：4th) put described packway girder steel to refer to hang in truss lower edge as in the passage of general maintenance
Girder steel, this passage is referred to as packway.
Further：4th) put described deck system and refer to be connected to the whole roof load above steel truss, including
Roof greening plantation load, light of stage equipment load and movable partition load.
Further：Described horizontal force is derived from steel truss and the deadweight product being connected to the whole roof load above steel truss
Raw horizontal force.
The second object of the present invention can be achieved through the following technical solutions：
Steel truss controllable quantitative release attachment structure it is characterised in that：Controllable quantitative release attachment structure includes
Steel corbel, unidirectional slip ball hinged support and bolt locking devices, the bottom surface of steel corbel is provided with bracket connection end, unidirectional slip ball pivot
The upper surface of bearing is provided with ball pivot connection end, and described unidirectional slip ball hinged support is arranged on steel corbel, the top boom of steel truss
It is connected with unidirectional slip ball hinged support by ball pivot connection end, the top boom of steel truss passes through bolt locking devices and concrete skirt
Building structure is connected；When whole steel truss by unidirectional slip ball hinged support along truss direction emission levels power after, tighten bolt lock
Determine the bolt of device, so that steel truss and concrete annex structure is connected integral, constitute the controlled fixed of common opposing horizontal loading
Amount release attachment structure.
Further：One end of bolt locking devices passes through bolt and connecting plate is connected with steel corbel, bolt locking devices
The other end be connected with the top boom side of steel truss, this is connected to quantitative horizontal force and is discharged by unidirectional slip ball hinged support
Carry out steel corbel afterwards to be connected with concrete annex structure.
Further：The top boom of described steel truss is welded on unidirectional slip ball hinged support.
Further：Described steel truss is made up of top boom, web member and lower boom.
The present invention has the beneficial effect projecting as follows：
1st, the controllable quantitative release method of attachment of steel truss according to the present invention, due to being incited somebody to action by the way of supporting of winding up
Steel truss is supported in the concrete annex structure of two ends；The concrete annex knot of horizontal support and both sides is passed through at the two ends of steel truss
Structure connects；One of described horizontal support discharges attachment structure for controllable quantitative, and the two of described horizontal support is common hinge knot
Structure, therefore, it is possible to discharge the horizontal force producing under particular design load, fixing quantity steel truss passes to both sides high building concrete
The load of annex structure, has reduction steel truss and concrete annex structural attachments design of node difficulty, reduces at node
The sectional dimension of dependent Concrete annex structure is required it is ensured that whole security performance built etc. is beneficial with meeting construction level clear height
Effect.
2nd, controllable quantitative according to the present invention discharges attachment structure, when whole steel truss is by unidirectional slip ball hinged support
Along after the emission levels power of truss direction, tighten the bolt of bolt locking devices, make steel truss and concrete annex structure be linked to be one
Overall, constitute the common controllable ration release connected mode resisting horizontal loading, there is rigidity in enhancing floor level, reduce skirt
Displacement under horizontal loading for the building, and when effectively having shared deformation, between annex, concrete annex structure produces
Additional load, makes building structure general safety, the beneficial effect such as sturdy and durable.
Brief description
Fig. 1 is applied to the structural system elevational schematic view of annex for the present invention.
Fig. 2 is applied to the structure roofing layer site plan of annex for the present invention.
Fig. 3 is applied to the truss elevational schematic view of annex for the present invention.
Fig. 4 is the enlarged drawing that in Fig. 3, controllable quantitative discharges connecting node.
Specific embodiment
Below in conjunction with the accompanying drawings the present invention is further described.
The controllable quantitative release attachment structure of steel truss as shown in Figure 1, Figure 2, Figure 3 and Figure 4, including concrete annex knot
Structure 1, steel truss 2, steel corbel 3, unidirectional slip ball hinged support 4 and bolt locking devices 5, described steel truss 2 by top boom 2-1,
Web member 2-1 and lower boom 2-3 is constituted；Described steel corbel 3 is arranged in concrete annex structure 1, and the bottom surface of steel corbel 3 is provided with cattle
Lower limb connection end, the upper surface of unidirectional slip ball hinged support 4 is provided with ball pivot connection end, and described unidirectional slip ball hinged support 4 is arranged on
On steel corbel 3, the ball pivot connection end of the top boom 2-1 of steel truss 2 is welded on unidirectional slip ball hinged support 4, bolt locking dress
The one end putting 5 is passed through bolt and connecting plate and is connected with steel corbel 3, the top boom of the other end of bolt locking devices 5 and steel truss 2
Side connects, this is connected to after quantitative horizontal force is discharged by unidirectional slip ball hinged support 4 and carries out steel corbel 3 and concrete
Annex structure 1 connects；When whole steel truss 2 by unidirectional slip ball hinged support 4 along truss direction emission levels power after, tighten spiral shell
The bolt of bolt locking device 5, makes steel truss 2 even integral with concrete annex structure 1, constitutes common opposing horizontal loading
Controllable ration discharges attachment structure.
The controllable quantitative release method of attachment of steel truss,
1) using steel truss 2 being supported in two ends concrete annex structure 1 by the way of supporting of winding up；
2) two ends of steel truss 2 are connected with the concrete annex structure 1 of both sides by horizontal support；Described horizontal support it
One discharges attachment structure for controllable quantitative, and the two of described horizontal support is common hinge structure；
3) controllable quantitative release attachment structure includes unidirectional slip ball hinged support 4 and bolt locking devices 5, by unidirectional
The cooperation of slip ball hinged support 4 and bolt locking devices 5 is realized the release of steel truss 2 single-ended controllable quantitative and is connected；
4) realize steel truss 2 single-ended controllable quantitative release connection procedure in, steel truss 2 wind up with unidirectional slidably
Ball hinged support 4 is fixedly connected, treat steel truss 2, horizontal support, packway girder steel and Roof system install in place complete, steel truss is whole
Body along the unmarried slip in truss direction, release steel truss and roof structure deadweight produce horizontal force, complete deformation after, by bolt lock
The bolt installation determining device 5 is tightened, forms positioning connection structure, so that steel truss and annex concrete frame is linked to be overall, common
Opposing horizontal loading, completes controllable quantitative release and connects；Described packway girder steel refers to hang in truss lower edge as general
Girder steel in the passage of maintenance, this passage is referred to as packway；Described deck system refers to be connected to whole above steel truss 2
Roof load, including roof greening plantation load, light of stage equipment load and movable partition load；Described horizontal force is derived from steel
Truss 2 and the horizontal force producing of conducting oneself with dignity being connected to the whole roof load above steel truss 2.
" controlled " that controllable quantitative release connects is realized by the timing node controlling bolt locking devices to connect,
" quantitative " is the practical situation according to each engineering project, select need release horizontal force size, by Slidable support Lai
Release；Whole connected mode passes through effectively being implemented in combination in of Slidable support and bolt locking devices.
In practical application, bolt locking devices 5 are located at unidirectional slip ball hinged support 4 top and unidirectional slip ball hinged support 4
There is no direct connection relational；One end of bolt locking devices 5 pass through bolt and connecting plate be connected with steel corbel 3, its other end and
The top boom 2-1 side of steel truss 2 connects, but this connection must be released by unidirectional slip ball hinged support in quantitative horizontal force
Can carry out afterwards.Described steel corbel 3 is connected with concrete annex structure 1, and described unidirectional slip ball hinged support 4 is arranged on steel cattle
On lower limb 3, the top boom 2-1 of steel truss 2 is arranged on unidirectional slip ball hinged support 4, and the top boom 2-1 of steel truss 2 passes through bolt
Locking device 5 is connected with concrete annex structure 1.
Below, using frame shear wall structure system, local steel construction, high building is 17 layers, highly taking certain annex as a example
118.3m；5 layers of annex, height 39.7m, 4～5 layers of 5～9 axles hand over C～F axle scope local spacious, use as banquet hall, fete
7 Pin spans 51m, the steel truss 2 of height 3.5m can be adopted in Room roof.The banquet hall long-span roofing structural system of this annex is single
To plane girder, steel truss 2 is supported on the concrete annex structure 1 at two ends by the way of top boom 2-1 supporting；Steel truss 2
Horizontal supporting system is set outside plane, is connected with both sides concrete annex structure 1, steel truss 2 one end adopt common hinge 8, one
End discharges connected mode 9 using controllable quantitative.Controllable quantitative release connects through unidirectional slidably ball hinged support 4 and bolt
Effectively being implemented in combination in of locking device 5.The top boom 2-1 of steel truss 2 is reliable with unidirectional slidably ball hinged support 4 to be welded, steel
Truss 2, support system 7, packway girder steel and Roof system install in place complete, whole steel truss 2 passes through unidirectional slidably ball pivot
Bearing 4, along the unidirectional slip in truss direction, discharges the lower generation of Roof system deadweight that steel truss 2 and concrete annex structure 1 are constituted
Horizontal force, after the completion of deformation, the bolt of bolt locking devices 5 is installed and tightens, steel truss 2 is with concrete annex structure 1 even
Integral, jointly resist horizontal loading.
Claims (8)
1. steel truss controllable quantitative release method of attachment it is characterised in that：
1）By steel truss by the way of supporting of winding up（2）It is supported on two ends concrete annex structure（1）On；
2）Steel truss（2）Two ends pass through the concrete annex structure of horizontal support and both sides（1）Connect；Described horizontal support it
One discharges attachment structure for controllable quantitative, and the two of described horizontal support is common hinge structure；
3）Controllable quantitative release attachment structure includes unidirectional slip ball hinged support（4）And bolt locking devices（5）, by unidirectional
Slip ball hinged support（4）And bolt locking devices（5）Cooperation realize steel truss（2）Single-ended controllable quantitative release connects；
4）Realizing steel truss（2）In single-ended controllable quantitative release connection procedure, steel truss（2）Wind up with unidirectional slidably
Ball hinged support（4）It is fixedly connected, treat steel truss（2）, horizontal support, packway girder steel and Roof system install in place complete, steel truss
The overall horizontal force producing along the unmarried slip in truss direction, release steel truss and roof structure deadweight of frame, complete after deformation, by spiral shell
Bolt locking device（5）Bolt install tighten, form positioning connection structure, so that steel truss and annex concrete frame is linked to be whole
Body, jointly opposing horizontal loading, complete controllable quantitative release and connect.
2. steel truss controllable quantitative according to claim 1 release method of attachment it is characterised in that：Controllable quantitative is released
" controlled " of putting connection is realized by the timing node controlling bolt locking devices to connect, and " quantitative " is according to each engineering project
Practical situation, select need release horizontal force size, discharged by Slidable support；Whole connected mode is passed through can
Effectively being implemented in combination in of sliding support and bolt locking devices.
3. steel truss controllable quantitative according to claim 1 and 2 release method of attachment it is characterised in that：4th）Point institute
The packway girder steel stated refers to hang in truss lower edge as the girder steel in the passage of general maintenance, and this passage is referred to as packway.
4. steel truss controllable quantitative according to claim 1 and 2 release method of attachment it is characterised in that：4th）Point institute
The Roof system stated refers to be connected to steel truss（2）Whole roof load above, including roof greening plantation load, stage lighting
Light device load and movable partition load.
5. steel truss controllable quantitative according to claim 1 and 2 release method of attachment it is characterised in that：Described level
Power is derived from steel truss（2）And it is connected to steel truss（2）The horizontal force that the deadweight of whole roof load above produces.
6. steel truss controllable quantitative according to claim 1 release method of attachment it is characterised in that：Described controllable type
Quantitative release attachment structure includes steel corbel（3）, unidirectional slip ball hinged support（4）And bolt locking devices（5）, steel corbel（3）
Bottom surface be provided with bracket connection end, unidirectional slip ball hinged support（4）Upper surface be provided with ball pivot connection end, described unidirectional sliding ball
Hinged-support（4）It is arranged on steel corbel（3）On, steel truss（2）Top boom（2-1）By ball pivot connection end and unidirectional slip ball pivot
Bearing（4）Connect, steel truss（2）Top boom（2-1）By bolt locking devices（5）With concrete annex structure（1）It is connected；
When whole steel truss（2）By unidirectional slip ball hinged support（4）Along after the emission levels power of truss direction, tighten bolt locking devices
（5）Bolt, make steel truss（2）With concrete annex structure（1）Even integral, constitute the controlled of common opposing horizontal loading
Quantitative release attachment structure.
7. steel truss controllable quantitative according to claim 6 release method of attachment it is characterised in that：Described steel truss
（2）Top boom（2-1）It is welded on unidirectional slip ball hinged support（4）On.
8. steel truss controllable quantitative according to claim 6 release method of attachment it is characterised in that：Described steel truss
（2）By top boom（2-1）, web member（2-1）And lower boom（2-3）Constitute.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310348141.8A CN103437423B (en) | 2013-08-09 | 2013-08-09 | Controllable quantitative release connection method and structure for steel truss |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310348141.8A CN103437423B (en) | 2013-08-09 | 2013-08-09 | Controllable quantitative release connection method and structure for steel truss |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103437423A CN103437423A (en) | 2013-12-11 |
| CN103437423B true CN103437423B (en) | 2017-02-08 |
Family
ID=49691132
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310348141.8A Active CN103437423B (en) | 2013-08-09 | 2013-08-09 | Controllable quantitative release connection method and structure for steel truss |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103437423B (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104532958A (en) * | 2014-11-21 | 2015-04-22 | 苏州工业园区设计研究院股份有限公司 | Steel gallery supporting seat system |
| CN105332452B (en) * | 2015-11-26 | 2017-10-13 | 中国航空规划设计研究总院有限公司 | Cable curtain wall supporting system and its construction method of a kind of top provided with steel truss |
| CN105369891B (en) * | 2015-12-08 | 2017-11-24 | 上海市机械施工集团有限公司 | A kind of corridor construction control method of different length large-span truss composition |
| CN106939642B (en) * | 2017-04-25 | 2019-05-10 | 中国建筑第八工程局有限公司 | Under hanging riding track davit structure and its installation forming method |
| CN110080592A (en) * | 2019-04-26 | 2019-08-02 | 湖北文理学院 | A kind of multidimensional hinged ball drum type brake viscoplasticity Self-resetting shock-absorption device and its shock-dampening method |
| CN111173143B (en) * | 2020-01-20 | 2021-03-26 | 三箭建设工程集团有限公司 | Large-span pipe truss spherical hinged support and construction method |
| CN115142689B (en) * | 2022-08-01 | 2023-09-29 | 东南大学 | Pulling and pressing dual-purpose support release device capable of sliding laterally and release method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102094456A (en) * | 2009-12-14 | 2011-06-15 | 贵阳铝镁设计研究院 | Connecting method and structure for corridor and twin towers |
| CN202157417U (en) * | 2011-07-08 | 2012-03-07 | 昆明有色冶金设计研究院股份公司 | Sliding connection member between connected buildings |
| CN202936884U (en) * | 2012-11-18 | 2013-05-15 | 中钢集团马鞍山矿山研究院有限公司 | Sliding industrial vestibule supporting structure |
| CN103132603A (en) * | 2013-03-25 | 2013-06-05 | 唐山学院 | Temperature stress releasing structure of large-size steel structure building |
| EP2617910A1 (en) * | 2010-09-14 | 2013-07-24 | Korea Hydro&Nuclear Power Co. Ltd | Connection method between steel-plate concrete structure and different structure |
| CN203452201U (en) * | 2013-08-09 | 2014-02-26 | 广州市设计院 | Controllable type quantified releasing connecting structure of steel truss |
-
2013
- 2013-08-09 CN CN201310348141.8A patent/CN103437423B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102094456A (en) * | 2009-12-14 | 2011-06-15 | 贵阳铝镁设计研究院 | Connecting method and structure for corridor and twin towers |
| EP2617910A1 (en) * | 2010-09-14 | 2013-07-24 | Korea Hydro&Nuclear Power Co. Ltd | Connection method between steel-plate concrete structure and different structure |
| CN202157417U (en) * | 2011-07-08 | 2012-03-07 | 昆明有色冶金设计研究院股份公司 | Sliding connection member between connected buildings |
| CN202936884U (en) * | 2012-11-18 | 2013-05-15 | 中钢集团马鞍山矿山研究院有限公司 | Sliding industrial vestibule supporting structure |
| CN103132603A (en) * | 2013-03-25 | 2013-06-05 | 唐山学院 | Temperature stress releasing structure of large-size steel structure building |
| CN203452201U (en) * | 2013-08-09 | 2014-02-26 | 广州市设计院 | Controllable type quantified releasing connecting structure of steel truss |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103437423A (en) | 2013-12-11 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103437423B (en) | Controllable quantitative release connection method and structure for steel truss | |
| CN104947788B (en) | A kind of modular assembly formula building systems and its method of construction | |
| CN106968342B (en) | Super-large span overlapping structure | |
| CN208917657U (en) | Prefabricated assembled ultra-high performance concrete prestressing force i-shaped beams | |
| CN105971304B (en) | A kind of building structure strengthening transformation jacketing frame | |
| CN107060152B (en) | Attachment device and method between a kind of prefabricated internal partition wall of substation and floor | |
| CN209456892U (en) | Cable-stayed bridge steel overhangs structure of sidewalk | |
| CN203452201U (en) | Controllable type quantified releasing connecting structure of steel truss | |
| CN107215747A (en) | A kind of outer elevator hoistways and wall body fixing device | |
| CN202831751U (en) | Two-way dense rib type storage pocket barricade | |
| CN206607724U (en) | A kind of assembling type steel structure Side fascia subiculum upper hanging type attachment structure | |
| CN204001194U (en) | Light steel truss structure integrated building system | |
| CN106320699B (en) | The fast assembling-disassembling method of truss type formwork strutting system | |
| CN105625732B (en) | Superelevation overhanging steel structure truss support free construction method | |
| CN107338965A (en) | The discharging of modularization ready-package and outer protection integrated system for assembled architecture | |
| CN206887796U (en) | A kind of ready-package deck and its assembled helistop | |
| CN109281390B (en) | Assembled concrete truss shear wall building structure | |
| CN104746932B (en) | Pressure weight type roof communication tower and mounting method | |
| CN207700557U (en) | A kind of safe and stable type is used for roofing slidingtype accessory structure | |
| CN206887795U (en) | A kind of helistop and its deck used | |
| CN103482493A (en) | Internal climbing tower crane | |
| CN207110150U (en) | A kind of rib glass formula junior unit glass curtain wall | |
| CN110206148A (en) | Big across the superelevation spatial mesh structure system that bearing diagonal is combined with arched roof | |
| CN206396987U (en) | Lamination English truss composite light core inorganic plate | |
| CN202248995U (en) | Rapid integration communication device suitable for mountainous regions |
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 | ||
| CP01 | Change in the name or title of a patent holder |
Address after: 528300 3-5 TIYU East Road TIYU East Heng street, Tianhe District, Guangzhou City, Guangdong Province Patentee after: Guangzhou Design Institute Group Co.,Ltd. Address before: 528300 3-5 TIYU East Road TIYU East Heng street, Tianhe District, Guangzhou City, Guangdong Province Patentee before: GUANGZHOU DESIGN INSTITUTE |
|
| CP01 | Change in the name or title of a patent holder |