CN202809835U - Weak web member type ductile truss frame structure - Google Patents
Weak web member type ductile truss frame structure Download PDFInfo
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- CN202809835U CN202809835U CN 201220507040 CN201220507040U CN202809835U CN 202809835 U CN202809835 U CN 202809835U CN 201220507040 CN201220507040 CN 201220507040 CN 201220507040 U CN201220507040 U CN 201220507040U CN 202809835 U CN202809835 U CN 202809835U
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Abstract
The utility model relates to a weak web member type ductile truss frame structure and belongs to the technical field of construction industries. The weak web member type ductile truss frame structure comprises at least two frame columns, and at least two layers of truss girders are arranged between adjacent frame columns, wherein each of the truss girders is mainly composed of an upper chord, a lower chord, a straight web member and an inclined web member. At least a layer of the truss girder includes a truss area section which is mainly composed of a section of the upper chord, a section of the lower chord, straight web members and flexible web members, wherein the section of the lower chord is opposite to the section of the upper chord, each of the straight web members is arranged between the section of the upper chord and the section of the lower chord, and each of the flexible web members is arranged between every two adjacent straight web members. Compared with an ordinary truss frame structure, the weak web member type ductile truss frame structure has better anti-seismic property. When a horizontal earthquake action reaches a certain level, two ends of a chord rod of a weak web member type energy dissipation section can form a plastic hinge, and therefore, the purpose of seismic energy dissipation is achieved, truss rod parts and frameworks outside the weak web member type energy dissipation section still maintain an elastic working state, and safety of the whole 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 weak web member formula 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 weak web member formula 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 weak web member formula 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 straight web member and the flexible web member between this section upper chord and this section lower chord, and described flexible web member is arranged in a crossed manner between adjacent two straight web members.
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 adopts the intersection flexible member to make diagonal web member, forms weak web member formula energy dissipating section.Weak web member formula energy dissipating section is positioned at girder truss span central authorities, 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 weak web member formula 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. behind the weak web member formula energy dissipating section top-bottom chord two ends formation plastic hinge, all the other truss members and frame column still keep elastic state, thereby guarantee integrally-built safety, prevent from caving in and toppling.
Description of drawings
Fig. 1 is that weak web member formula ductility purlin mount structure forms schematic diagram.
Wherein: 1. frame column; 2. girder truss; 3. weak web member formula energy dissipating section; 4. flexible web member.
The specific embodiment
Below in conjunction with drawings and Examples the utility model is further specified.
As shown in Figure 1, a kind of weak web member formula ductility purlin mount structure, it comprises three frame columns 1, be provided with three layers of girder truss 2 between the adjacent frame trestle 1, described girder truss 2 is mainly by upper chord, lower chord, straight web member and diagonal web member form, the China and Britain of every layer of girder truss 2 span are all with a weak web member formula energy dissipating section 3, should weak web member formula energy dissipating section 3 be a truss section, and this truss section is by one section upper chord, the 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 and flexible web member 4 form, and described flexible web member 4 is arranged in a crossed manner between adjacent two straight web members.The pin joint of flexible web member 4 and upper chord or lower chord is in the junction of adjacent straight web member and upper chord or lower chord.
When carrying out structure design, the length of weak web member formula 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, weak web member formula ductility purlin mount structure has good anti-seismic performance, when horizontal earthquake action acquires a certain degree, the chord member two ends of weak web member formula energy dissipating section can form plastic hinge, thereby realize the purpose of energy dissipation, and the truss member outside the weak web member formula 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. web member formula ductility purlin mount structure a little less than a kind, 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 straight web member and the flexible web member between this section upper chord and this section lower chord, and described flexible web member is arranged in a crossed manner between adjacent two straight web members.
2. a kind of weak web member formula ductility purlin according to claim 1 mount structure is characterized in that: all be provided with described truss section on every layer of girder truss.
3. a kind of weak web member formula ductility purlin according to claim 1 and 2 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 201220507040 CN202809835U (en) | 2012-09-29 | 2012-09-29 | Weak web member type ductile truss frame structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201220507040 CN202809835U (en) | 2012-09-29 | 2012-09-29 | Weak web member type ductile truss frame structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202809835U true CN202809835U (en) | 2013-03-20 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 201220507040 Expired - Fee Related CN202809835U (en) | 2012-09-29 | 2012-09-29 | Weak web member type ductile truss frame structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN202809835U (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103556751A (en) * | 2013-11-19 | 2014-02-05 | 四川电力设计咨询有限责任公司 | Suspension type gable |
| CN105672510A (en) * | 2015-03-31 | 2016-06-15 | 济南热电有限公司 | Steel roof truss with anti-seismic and energy-dissipation effect |
| CN112962787A (en) * | 2021-04-29 | 2021-06-15 | 广西大学 | Force opposite punching structure |
-
2012
- 2012-09-29 CN CN 201220507040 patent/CN202809835U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103556751A (en) * | 2013-11-19 | 2014-02-05 | 四川电力设计咨询有限责任公司 | Suspension type gable |
| CN105672510A (en) * | 2015-03-31 | 2016-06-15 | 济南热电有限公司 | Steel roof truss with anti-seismic and energy-dissipation effect |
| CN112962787A (en) * | 2021-04-29 | 2021-06-15 | 广西大学 | Force opposite punching structure |
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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 |
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| EXPY | Termination of patent right or utility model |