CN202809836U - Hollow type ductility girder frame structure - Google Patents
Hollow type ductility girder frame structure Download PDFInfo
- Publication number
- CN202809836U CN202809836U CN 201220507178 CN201220507178U CN202809836U CN 202809836 U CN202809836 U CN 202809836U CN 201220507178 CN201220507178 CN 201220507178 CN 201220507178 U CN201220507178 U CN 201220507178U CN 202809836 U CN202809836 U CN 202809836U
- Authority
- CN
- China
- Prior art keywords
- section
- girder
- chord members
- members
- truss
- 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
Abstract
The utility model relates to a hollow type ductility girder frame structure, and belongs to the field of the construction industry. The hollow type ductility girder frame structure comprises at least two frame columns, and at least two layers of lattice girders are arranged between the adjacent frame columns. The lattice girders mainly comprise upper chord members, lower chord members, straight web members, and tilted web members. At least one layer of the lattice girders comprises a girder section, and the girder section comprises a section of the upper chord members, a section of the lower chord members and a section of the straight web members, wherein the section of the lower chord members corresponds to the section of the upper chord members, and the section of the straight web members is arranged between the section of the upper chord members and the section of the lower chord members. Compared with a common girder frame structure, the hollow type ductility girder frame structure is excellent in anti-seismic property. When horizontal earthquake action reaches a certain extent, two ends of a hollow type energy dissipation section can form plastic hinges, so that the purposes of seismic resistance and energy dissipation are achieved. In addition, girder rod pieces and the frame columns outside the energy dissipation section remains to maintain an elastic working state, so that the safety of the overall structure is guaranteed.
Description
Technical field
The utility model relates to the earthquake-resistant building structure type in a kind of building trade field, specifically a kind of purlin mount structure that utilizes the open web type truss to consume energy.
Background technology
The purlin mount structure refers to replace with girder truss a kind of combining structure of real abdomen formula girder steel in the frame construction, is mainly used in Long-span Multi-storey Frame degree building.But the truss ductility in the mount structure of common purlin is relatively poor, easily because whole destruction occurs the rod member unstability, therefore should not be used for providing fortification against earthquakes the area under geological process.
Truss in the mount structure of common purlin is carried out the antidetonation transformation, improve its ductility, improve the anti-seismic performance of purlin mount structure, have important practical significance.The open web type ductility purlin mount structure that the utility model proposes is exactly wherein a kind of, and this class formation can be applied to provide fortification against earthquakes in the Long-span Multi-storey Frame degree building in area.
The utility model content
The utility model is not enough for the anti-seismic performance of common purlin mount structure, and a kind of ductility purlin mount structure is provided, and can significantly improve ductility and the energy dissipation ability of purlin mount structure, has good economic benefit and social benefit.
For achieving the above object, the utility model adopts following technical proposals:
A kind of open web type ductility purlin mount structure, it comprises at least two frame columns, be provided with at least two-tier truss beam between the adjacent frame trestle, described girder truss mainly is comprised of upper chord, lower chord, straight web member and diagonal web member, at least one deck girder truss comprises a truss section, and this truss section is comprised of one section upper chord, one section lower chord corresponding with this section upper chord and the straight web member between this section upper chord and this section lower chord.
All be provided with described truss section on every layer of girder truss.
Described truss section is positioned at the central authorities of girder truss span.
Described truss section middle part does not have diagonal web member, forms open web type energy dissipating section, and its length is determined by the seismic fortification intensity of building location.
The beneficial effect that the utility model produces:
1. under horizontal earthquake action, when the earthquake effect acquired a certain degree, because the shear resistance of open web type energy dissipating section is limited, its top-bottom chord two ends took the lead in surrendering and forming plastic hinge, thereby have increased the ductility of structure, have realized the purpose of energy dissipation.
2. after open web type energy dissipating section top-bottom chord two ends formed plastic hinge, all the other truss members and frame column still kept elastic state, thereby guarantee integrally-built safety, prevent from caving in and toppling.
Description of drawings
Fig. 1 is that open web type ductility purlin mount structure forms schematic diagram.
Wherein: 1. frame column; 2. girder truss; 3. open web type energy dissipating section.
The specific embodiment
Below in conjunction with drawings and Examples the utility model is further specified.
As shown in Figure 1, a kind of open web type ductility purlin mount structure, it comprises three frame columns 1, is provided with three layers of girder truss 2 between the adjacent frame trestle 1, girder truss 2 mainly is comprised of upper chord, lower chord, straight web member and diagonal web member.The central authorities of every layer of girder truss 2 span are all with a truss section.Described truss section is comprised of one section upper chord, one section lower chord corresponding with this section upper chord and the straight web member between this section upper chord and this section lower chord.Do not have diagonal web member in the truss section 3, form open web type energy dissipating section 3.
When carrying out structure design, the length of open web type energy dissipating section 3 determines that according to the seismic fortification intensity of building their location all the other members can carry out according to a conventional method internal force and calculate and analyze.
Compare with common purlin mount structure, open web type ductility purlin mount structure has good anti-seismic performance, when horizontal earthquake action acquires a certain degree, the chord member two ends of open web type energy dissipating section 3 can form plastic hinge, thereby realize the purpose of energy dissipation, and the truss member outside the open web type energy dissipating section and frame column still keep elastic state, have guaranteed integrally-built safety.
Although above-mentionedly by reference to the accompanying drawings the specific embodiment of the present utility model is described; but be not the restriction to the utility model protection domain; one of ordinary skill in the art should be understood that; on the basis of the technical solution of the utility model, those skilled in the art do not need to pay various modifications that creative work can make or distortion still in protection domain of the present utility model.
Claims (3)
1. open web type ductility purlin mount structure, it comprises at least two frame columns, be provided with at least two-tier truss beam between the adjacent frame trestle, described girder truss mainly is comprised of upper chord, lower chord, straight web member and diagonal web member, it is characterized in that: one deck girder truss comprises a truss section at least, and this truss section is comprised of one section upper chord, one section lower chord corresponding with this section upper chord and the straight web member between this section upper chord and this section lower chord.
2. a kind of open web type ductility according to claim 1 purlin mount structure is characterized in that: all be provided with described truss section on every layer of girder truss.
3. a kind of open web type ductility according to claim 1 and 2 purlin mount structure, it is characterized in that: described truss section is positioned at the central authorities of girder truss span.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220507178 CN202809836U (en) | 2012-09-29 | 2012-09-29 | Hollow type ductility girder frame structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220507178 CN202809836U (en) | 2012-09-29 | 2012-09-29 | Hollow type ductility girder frame structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202809836U true CN202809836U (en) | 2013-03-20 |
Family
ID=47868743
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220507178 Expired - Fee Related CN202809836U (en) | 2012-09-29 | 2012-09-29 | Hollow type ductility girder frame structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN202809836U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105888131A (en) * | 2016-04-22 | 2016-08-24 | 山东建筑大学 | Flexural yielding type energy dissipation truss |
| CN110468957A (en) * | 2019-07-09 | 2019-11-19 | 深圳市建筑设计研究总院有限公司 | A kind of two-way open-web truss structure system in space and its construction method |
-
2012
- 2012-09-29 CN CN 201220507178 patent/CN202809836U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105888131A (en) * | 2016-04-22 | 2016-08-24 | 山东建筑大学 | Flexural yielding type energy dissipation truss |
| CN105888131B (en) * | 2016-04-22 | 2018-09-04 | 山东建筑大学 | A kind of bending yield type energy dissipating truss |
| CN110468957A (en) * | 2019-07-09 | 2019-11-19 | 深圳市建筑设计研究总院有限公司 | A kind of two-way open-web truss structure system in space and its construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN207794743U (en) | A kind of replaceable waveform mild steel folded plate damper | |
| CN205637112U (en) | Anti side structure of assembled truss rigid frame combination | |
| CN103835437A (en) | Corrugated web steel column with cross-shaped section | |
| CN204491830U (en) | Can restore funcitons frame-brace structure system | |
| CN205804661U (en) | Girder truss and the energy dissipating attachment structure of external surrounding frame trestle in framework core wall structure | |
| CN103174235A (en) | Anti-twisting novel soft steel energy dissipation device of plane irregular structure | |
| CN202809836U (en) | Hollow type ductility girder frame structure | |
| CN202450660U (en) | Bending-proof steel plate shear wall by using wooden gratings | |
| CN205189159U (en) | Perfobond strip damping wall with adjustable | |
| CN202809886U (en) | Buckling restrained brace type ductility truss frame structure | |
| CN203334542U (en) | Floor slab steel truss structure | |
| CN105201095A (en) | Restrained brace anti-seismic structure for super high-rise building and manufacturing method | |
| CN105113642A (en) | Steel structural joint member | |
| CN204001220U (en) | A kind of steel structure node member | |
| CN203238804U (en) | Novel high-rise structure system with energy dissipation outrigger | |
| CN202809835U (en) | Weak web member type ductile truss frame structure | |
| CN201738231U (en) | Post plate type hollow high pier | |
| CN203947591U (en) | A kind of steel structure connecting member | |
| CN204491826U (en) | Can restore funcitons tube structure system | |
| CN204940530U (en) | A kind of damping type steel structure node component | |
| CN204940553U (en) | A kind of steel structure node component | |
| CN107338865B (en) | Rigidity-balanced staggered truss steel structure system | |
| CN202249004U (en) | Improved steel structure plant structure | |
| CN204252388U (en) | Cellular web T section abnormity steel column | |
| CN204098355U (en) | Cellular steel web-H-shaped cross section, concrete filled steel tube edge of a wing coupled column |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130320 Termination date: 20140929 |
|
| EXPY | Termination of patent right or utility model |