CN207776545U - A kind of high-strength steel controller perturbation ductility construction - Google Patents
A kind of high-strength steel controller perturbation ductility construction Download PDFInfo
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- CN207776545U CN207776545U CN201820051371.6U CN201820051371U CN207776545U CN 207776545 U CN207776545 U CN 207776545U CN 201820051371 U CN201820051371 U CN 201820051371U CN 207776545 U CN207776545 U CN 207776545U
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- supporting rack
- energy dissipation
- strength steel
- crossbeam
- dissipation area
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Abstract
A kind of high-strength steel controller perturbation ductility construction, it include the main structure body that the crossbeam being set to using the column and spaced horizontal of high-strength steel material between column is constituted, crossbeam is connected with column by structures with semi-rigid joints or hinged joint, the main structure body is separated to form at least one energy dissipation area by crossbeam, and energy dissipation is provided with energy dissipation apparatus in area.The high-strength steel controller perturbation ductility construction, ensure that high-strength steel member is in elastic stage in normal use and geological process, solve the problems, such as the high-strength steel structure system of tradition because ductility is in the limited problem of area use of providing fortification against earthquakes, the application range of high-strength steel construction is extended, the advantage of high-strength steel can more fully, be effectively played.
Description
Technical field
The utility model belongs to building high-strength steel field of structural design, more particularly to a kind of high-strength steel controller perturbation ductility knot
Structure.
Background technology
Improving the intensity of steel helps to reduce the sectional dimension of steel structure member, and increase building efficiently uses space.
Thick plates can be solved the problems, such as by reducing plate thickness, ensure weldquality.The use of high-strength steel can also mitigate dead load, subtract
Small superstructure reduces foundation cost to the active force on basis.Since dead load is small, providing fortification against earthquakes, area can also reduce
The geological process of structure.For bridge and large-span structure, the use of high-strength steel can solve what heavy steel member was transported and lifted
Problem, simultaneously because its intensity height from heavy and light the characteristics of, the structural span of bigger may be implemented.In recent years, various countries will generally be bent
It takes the steel that intensity is more than 420MPa and is known as high-strength steel, the steel higher than 690MPa are known as super-high strength steel.
The mechanical property of the steel of the different trades mark is compared, finds the raising with steel yield strength, steel
Yield tensile ratio increases, and the limiting strain of steel reduces.This show the ductility and energy consumption of high-strength steel with the raising of steel strength and
It is deteriorated.The Aseismic Design of China's building element is provided fortification against earthquakes using three stages at present, i.e. no damage in small earthquake, and middle shake can repair, and big shake is not
.To ensure high-strength steel construction in, the anti-seismic performance in big earthquake centre, it is desirable that build the ability with absorption, dissipation seismic energy.Cause
This for needing to consider the building provided fortification against earthquakes, in order to ensure its in, big earthquake centre meet requirements for fortification against earthquake, structure need to have
Certain plastic deformation ability, absorbs and the seismic energy that dissipates, to ensure the safety of structure.
China《Code for design of steel structures》（GB50017）It is required that the yield tensile ratio of steel is not more than 0.83, elongation after fracture is not
Less than 15%.Correspondingly, China《Seismic design provision in building code》（GB-50011）Regulation considers the steel building provided fortification against earthquakes,
The actual measurement yield tensile ratio of steel is not more than 0.85, and elongation after fracture is not less than 20%, and should have and apparent must surrender step.Due to
The raising of steel strength, yield tensile ratio increase, and elongation after fracture reduces, therefore its application in steel building is limited
System, is particularly unsuitable in anti-seismic structure.
Utility model content
The purpose of this utility model is to provide one kind in defect existing for aspect of providing fortification against earthquakes for current high-strength steel construction
High-strength steel controller perturbation ductility construction ensures that high-strength steel member is in elastic stage in normal use and geological process, solves
The high-strength steel structure system of tradition extends the application of high-strength steel construction because ductility problem is in the limited problem of area use of providing fortification against earthquakes
Range can more fully, effectively play the advantage of high-strength steel.
In order to solve the above technical problems, the technical solution adopted in the utility model is：The high-strength steel controller perturbation ductility knot
Structure includes the main structure body that the crossbeam being set to using the column and spaced horizontal of high-strength steel material between column is constituted, the cross
Beam is connected with column by structures with semi-rigid joints or hinged joint, and the main structure body is separated to form at least one antidetonation by crossbeam and consumes
Energy area, energy dissipation are provided with energy dissipation apparatus in area.
The energy dissipation apparatus is buckling restrained brace system, anti-buckling shearing wall system or viscous damper system.
The buckling restrained brace system is set as central supported or accentric support.
The central supported by be set in energy dissipation area center monocline support structure, center timbering with rafter arch sets's structure or
Center V-arrangement support construction composition；The center monocline support structure is the supporting rack being obliquely installed, and the both ends of supporting rack and antidetonation
The diagonal position connection in energy consumption area；The center timbering with rafter arch sets structure is to dock the supporting rack formed in herringbone by two,
And the upper docking section of supporting rack is connect with the crossbeam center on the upside of energy dissipation area, the lower flaring both ends point of supporting rack
It is not connect with two nodes on the downside of energy dissipation area；The center V-arrangement support construction is to be formed by two docking that are in the shape of the letter V
Supporting rack, and the lower docking section of supporting rack is connect with the crossbeam center on the downside of the energy dissipation area, supporting rack it is upper
Flaring both ends are connect with two nodes on the upside of energy dissipation area respectively.
The accentric support by be set in energy dissipation area eccentric monocline support structure, eccentric timbering with rafter arch sets's structure or
Eccentric V-arrangement support construction composition；The bias monocline support structure is the supporting rack being obliquely installed, and the low side of supporting rack be located at
The non-endpoint location of node connection on the downside of energy dissipation area, the high-end and crossbeam on the upside of energy dissipation area of supporting rack connects
It connects；The bias timbering with rafter arch sets structure is the supporting rack not docked by two corresponding tilts settings and upside, and supporting rack
Upper necking both ends are connect with the crossbeam non-central location on the upside of energy dissipation area, the lower flaring both ends of supporting rack respectively with positioned at
Two nodes connection on the downside of energy dissipation area；The bias V-arrangement support construction be by two corresponding tilts settings and downside it is not right
The supporting rack connect, and the lower necking both ends of supporting rack are connect with the crossbeam non-central location on the downside of energy dissipation area, supporting rack
Upper flaring both ends connect respectively with two nodes on the upside of energy dissipation area.
The anti-buckling shearing wall system is by the anti-buckling shear wall structure with energy dissipation effect between being set to column
At.
The viscous damper system uses brace type viscous damper or wall viscous damping, and the viscous resistance of brace type
Buddhist nun's device is connect by the supporting rack that both sides are obliquely installed with main structure body.
The utility model has the beneficial effects that：
1）In the high-strength steel controller perturbation ductility construction, main supporting member uses high-strength steel material, main structure body not to hold
Smaller cross force is carried on a shoulder pole or undertaken, and bean column node is rationally set, ensures that there is overall structure sufficient deformability to make antidetonation
Energy-consuming device plays a role；
2）What crossbeam and column were effectively connected by structures with semi-rigid joints or hinged joint generation transversely deforming and main structure body
Energy dissipation system provides lateral stiffness with main structure body common eigenvector, for structure, and the seismic energy that dissipates in deformation process, protects
Demonstrate,prove the safety of structure；
3）In the high-strength steel controller perturbation ductility construction, it is ensured that the high-strength steel member in normal use and geological process
In elastic stage, solve the problems, such as the high-strength steel structure system of tradition because ductility in area of providing fortification against earthquakes using limited problem, expand
The application range of high-strength steel construction is opened up, the advantage of high-strength steel can more fully, be effectively played.
Description of the drawings
Buckling restrained brace-high-strength steel controller perturbation system of monocline support form centered on Fig. 1；
The buckling restrained brace of timbering with rafter arch sets's form-high-strength steel controller perturbation system centered on Fig. 2；
The buckling restrained brace of V-arrangement supporting form-high-strength steel controller perturbation system centered on Fig. 3；
Fig. 4 is buckling restrained brace-high-strength steel controller perturbation system that eccentric monocline supports form；
Fig. 5 is buckling restrained brace-high-strength steel controller perturbation system of eccentric timbering with rafter arch sets's form；
Fig. 6 is buckling restrained brace-high-strength steel controller perturbation system of eccentric V-arrangement supporting form；
Fig. 7 is anti-buckling shear wall-high-strength steel controller perturbation system；
Fig. 8 is brace type viscous damper-high-strength steel controller perturbation system；
Fig. 9 is wall viscous damper-high-strength steel controller perturbation system.
Specific implementation mode
Illustrate that the embodiment of the utility model, those skilled in the art can be by these by particular specific embodiment below
Content disclosed by specification understands other advantages and effect of the utility model easily.
It please refers to Fig.1 to Fig. 9.It should be clear that structure, ratio, size etc. depicted in this specification institute accompanying drawings, only to
Coordinate the revealed content of specification, so that those skilled in the art understands and reads, is not limited to the utility model
Enforceable qualifications, therefore do not have technical essential meaning, the modification of any structure, the change of proportionate relationship or size
Adjustment, in the case where not influencing the effect of the utility model can be generated and the purpose that can reach, should all still fall in the utility model
Revealed technology contents obtain in the range of capable of covering.Meanwhile in this specification it is cited as "upper", "lower", " left side ",
The term on " right side ", " centre " and " one " etc. is merely convenient to being illustrated for narration, rather than enforceable to limit the utility model
Range, relativeness are altered or modified, enforceable when being also considered as the utility model in the case where changing technology contents without essence
Scope.
The utility model provides a kind of high-strength steel controller perturbation ductility construction, as shown in Figures 1 to 9.The high-strength steel bomb
Property control ductility construction, include being constituted using the column 2 and the crossbeam 1 that is set between column 2 of spaced horizontal of high-strength steel material
Main structure body, crossbeam 1 and column 2 are connected by structures with semi-rigid joints or hinged joint 3, and the main structure body separates shape by crossbeam 1
At at least one energy dissipation area, energy dissipation is provided with energy dissipation apparatus in area.Preferably, in the present embodiment, the cross
Beam 1 is provided with 2 ~ 5, and energy dissipation area is provided with 2 ~ 5 groups accordingly.In the high-strength steel controller perturbation ductility construction, vertically
The main structure body that load is made of the crossbeam 1 and column 2 using high-strength steel material undertakes, the calculating by load and structure reactance
Design, ensure that high-strength steel member can meet the requirement for bearing capacity of structure in elastic stage.The energy dissipation apparatus is in the wrong
Song constraint support system, any one anti-buckling sheared in wall system, viscous damper system.
According to the difference of use occasion, the buckling restrained brace system is set as two kinds of shapes of central supported and accentric support
Formula.The central supported is by the center monocline support structure, center timbering with rafter arch sets's structure or the center V that are set in energy dissipation area
Shape support construction forms, as shown in Figure 1 to Figure 3.The center monocline support structure is the supporting rack 4 being obliquely installed, and supporting rack
Both ends connect with the diagonal position in energy dissipation area；The center timbering with rafter arch sets structure is to dock shape in herringbone by two
At supporting rack, and the upper docking section of supporting rack is connect with the crossbeam center on the upside of the energy dissipation area, supporting rack
Lower flaring both ends are connect with two nodes on the downside of energy dissipation area respectively；It is in V that the center V-arrangement support construction, which is by two,
Font docks the supporting rack to be formed, and the lower docking section of supporting rack connects with the crossbeam center on the downside of energy dissipation area
It connects, the upper flaring both ends of supporting rack are connect with two nodes on the upside of energy dissipation area respectively, have good energy dissipation
Performance.
The accentric support by be set in energy dissipation area eccentric monocline support structure, eccentric timbering with rafter arch sets's structure or
Eccentric V-arrangement support construction composition, as shown in Figures 4 to 6.The bias monocline support structure is the supporting rack 4 being obliquely installed, and is propped up
The low side of support is connect with the node on the downside of energy dissipation area, the high-end cross on the upside of energy dissipation area of supporting rack
The non-endpoint location of beam connects；The bias timbering with rafter arch sets structure is the branch that do not docked by two corresponding tilt settings and upside
Support, and the upper necking both ends of supporting rack are connect with the crossbeam non-central location on the upside of energy dissipation area, the lower expansion of supporting rack
Mouth both ends are connect with two nodes on the downside of energy dissipation area respectively；The bias V-arrangement support construction is to be inclined by two correspondences
The supporting rack that tiltedly setting and downside are not docked, and the lower necking both ends of supporting rack are non-central with the crossbeam on the downside of energy dissipation area
Position connects, and the upper flaring both ends of supporting rack are connect with two nodes on the upside of energy dissipation area respectively, has anti-well
Shake energy-dissipating property.
The anti-buckling shearing wall system is by the anti-buckling shear wall 5 with energy dissipation effect between being set to column 2
It constitutes, as shown in Figure 7；The viscous damper system uses brace type viscous damper 6 or wall viscous damping 8, and props up
The supporting rack 7 that support formula viscous damper is obliquely installed by both sides is connect with main structure body, as shown in Figure 8 and Figure 9.In use,
Energy dissipation apparatus can be any one in buckling restrained brace system, anti-buckling shearing wall system, viscous damper system
Kind, can also be the combination of multiple systems.
In the high-strength steel controller perturbation ductility construction, main supporting member uses high-strength steel material, main structure body not to undertake
Or smaller cross force is undertaken, and bean column node is rationally set, ensure that there is overall structure sufficient deformability antidetonation to be made to consume
Energy device plays a role.Crossbeam and column 2 are effective by structures with semi-rigid joints or hinged joint generation transversely deforming and main structure body
The energy dissipation system of connection provides lateral stiffness with main structure body common eigenvector, for structure, and dissipates ground in deformation process
Shake energy, ensures the safety of structure.In addition, in the high-strength steel controller perturbation ductility construction, it is ensured that on normal use and ground
High-strength steel member is in elastic stage when shake effect, solves the problems, such as the high-strength steel structure system of tradition because ductility is in area of providing fortification against earthquakes
Using limited problem, the application range of high-strength steel construction is extended, can more fully, effectively play the advantage of high-strength steel.
Basic principles, main features, and advantages of the present invention has been shown and described above.One's own profession
The technical staff of industry is it should be appreciated that the present utility model is not limited to the above embodiments, described in above embodiments and description
Only illustrate the principles of the present invention, the utility model can also on the premise of not departing from the spirit and scope of the utility model
There are various changes and modifications, these changes and improvements are both fallen within the scope of claimed utility model.The requires of the utility model
Protection domain is defined by appended claims and equivalent.
In the description of the present invention, it should be understood that the orientation of the instructions such as term "front", "rear", "left", "right"
Or position relationship is to be based on the orientation or positional relationship shown in the drawings, and is only that the utility model is described with simplified for ease of description,
Rather than instruction or imply signified device or element must have a particular orientation, be specific azimuth configuration and operation, because
And it should not be understood as the limitation that content is protected to the utility model.
Claims (7)
1. a kind of high-strength steel controller perturbation ductility construction, it is characterised in that：Include the column and water proof using high-strength steel material
The main structure body that the flat crossbeam being set between column is constituted, the crossbeam and column are connected by structures with semi-rigid joints or hinged joint
It connects, the main structure body is separated to form at least one energy dissipation area by crossbeam, and energy dissipation dress is provided in energy dissipation area
It sets.
2. a kind of high-strength steel controller perturbation ductility construction according to claim 1, it is characterised in that：The energy dissipation dress
It is set to buckling restrained brace system, anti-buckling shearing wall system or viscous damper system.
3. a kind of high-strength steel controller perturbation ductility construction according to claim 2, it is characterised in that：The buckling-restrained branch
Support system is set as central supported or accentric support.
4. a kind of high-strength steel controller perturbation ductility construction according to claim 3, it is characterised in that：The central supported by
Center monocline support structure, center timbering with rafter arch sets's structure or the center V-arrangement support construction composition being set in energy dissipation area；Institute
It is the supporting rack being obliquely installed to state center monocline support structure, and the both ends of supporting rack are connect with the diagonal position in energy dissipation area；
The center timbering with rafter arch sets structure is to dock the supporting rack formed, and the upper docking section and position of supporting rack in herringbone by two
Crossbeam center connection on the upside of energy dissipation area, the lower flaring both ends of supporting rack respectively on the downside of energy dissipation area
Two nodes connection；The center V-arrangement support construction is the supporting rack formed by two docking that are in the shape of the letter V, and under supporting rack
Docking section is connect with the crossbeam center on the downside of the energy dissipation area, the upper flaring both ends of supporting rack respectively with positioned at antidetonation
Two nodes connection on the upside of energy consumption area.
5. a kind of high-strength steel controller perturbation ductility construction according to claim 3, it is characterised in that：The accentric support by
Eccentric monocline support structure, eccentric timbering with rafter arch sets's structure or the eccentric V-arrangement support construction composition being set in energy dissipation area；Institute
It is the supporting rack being obliquely installed to state eccentric monocline support structure, and the low side of supporting rack connects with the node on the downside of energy dissipation area
It connects, the high-end non-endpoint location with the crossbeam on the upside of energy dissipation area of supporting rack is connect；The bias timbering with rafter arch sets
Structure is the supporting rack not docked by the setting of two corresponding tilts and upside, and the upper necking both ends of supporting rack are and energy dissipation
Crossbeam non-central location connection on the upside of area, the lower flaring both ends of supporting rack respectively with two nodes on the downside of energy dissipation area
Connection；The bias V-arrangement support construction is the supporting rack not docked by two corresponding tilt settings and downside, and under supporting rack
Necking both ends are connect with the crossbeam non-central location on the downside of energy dissipation area, the upper flaring both ends of supporting rack respectively with positioned at anti-
Two nodes connection on the upside of shake energy consumption area.
6. a kind of high-strength steel controller perturbation ductility construction according to claim 2, it is characterised in that：The anti-buckling shearing
Wall system is made of the anti-buckling shear wall with energy dissipation effect between being set to column.
7. a kind of high-strength steel controller perturbation ductility construction according to claim 2, it is characterised in that：The viscous damper
System uses brace type viscous damper or wall viscous damping, and brace type viscous damper is obliquely installed by both sides
Supporting rack is connect with main structure body.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201820051371.6U CN207776545U (en) | 2018-01-12 | 2018-01-12 | A kind of high-strength steel controller perturbation ductility construction |
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|---|---|---|---|
| CN201820051371.6U CN207776545U (en) | 2018-01-12 | 2018-01-12 | A kind of high-strength steel controller perturbation ductility construction |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108118939A (en) * | 2018-01-12 | 2018-06-05 | 郑州大学 | A kind of high-strength steel controller perturbation ductility construction |
| CN109184308A (en) * | 2018-09-04 | 2019-01-11 | 国核电力规划设计研究院有限公司 | A kind of support construction and support system of controllable collapse direction |
| CN109184307A (en) * | 2018-09-04 | 2019-01-11 | 国核电力规划设计研究院有限公司 | A kind of combined type support construction and support system |
| CN109184309A (en) * | 2018-09-04 | 2019-01-11 | 国核电力规划设计研究院有限公司 | A kind of anti-earthquake support construction and support system |
| CN109184310A (en) * | 2018-09-04 | 2019-01-11 | 国核电力规划设计研究院有限公司 | Weak combined support construction and support system are suppressed in a kind of drawing |
| CN109184305A (en) * | 2018-09-04 | 2019-01-11 | 国核电力规划设计研究院有限公司 | A kind of mitigation support construction and support system |
-
2018
- 2018-01-12 CN CN201820051371.6U patent/CN207776545U/en not_active Expired - Fee Related
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108118939A (en) * | 2018-01-12 | 2018-06-05 | 郑州大学 | A kind of high-strength steel controller perturbation ductility construction |
| CN109184308A (en) * | 2018-09-04 | 2019-01-11 | 国核电力规划设计研究院有限公司 | A kind of support construction and support system of controllable collapse direction |
| CN109184307A (en) * | 2018-09-04 | 2019-01-11 | 国核电力规划设计研究院有限公司 | A kind of combined type support construction and support system |
| CN109184309A (en) * | 2018-09-04 | 2019-01-11 | 国核电力规划设计研究院有限公司 | A kind of anti-earthquake support construction and support system |
| CN109184310A (en) * | 2018-09-04 | 2019-01-11 | 国核电力规划设计研究院有限公司 | Weak combined support construction and support system are suppressed in a kind of drawing |
| CN109184305A (en) * | 2018-09-04 | 2019-01-11 | 国核电力规划设计研究院有限公司 | A kind of mitigation support construction and support system |
| CN109184305B (en) * | 2018-09-04 | 2020-09-04 | 国核电力规划设计研究院有限公司 | Disaster reduction supporting structure and supporting system |
| CN109184307B (en) * | 2018-09-04 | 2020-09-18 | 国核电力规划设计研究院有限公司 | Combined type supporting structure and supporting system |
| CN109184308B (en) * | 2018-09-04 | 2020-09-29 | 国核电力规划设计研究院有限公司 | Supporting structure and supporting system capable of controlling collapse direction |
| CN109184309B (en) * | 2018-09-04 | 2020-11-03 | 国核电力规划设计研究院有限公司 | Shockproof support structure and support system |
| CN109184310B (en) * | 2018-09-04 | 2020-11-10 | 国核电力规划设计研究院有限公司 | Supporting structure and supporting system of tensile and compressive weak combination type |
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Granted publication date: 20180828 Termination date: 20220112 |