CN203684436U - Combined corrugation frame-shear assembly energy dissipation structural system - Google Patents
Combined corrugation frame-shear assembly energy dissipation structural system Download PDFInfo
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- CN203684436U CN203684436U CN201420025822.0U CN201420025822U CN203684436U CN 203684436 U CN203684436 U CN 203684436U CN 201420025822 U CN201420025822 U CN 201420025822U CN 203684436 U CN203684436 U CN 203684436U
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Abstract
本实用新型公开了一种组合槽纹框剪装配耗能结构体系，其特征是体系中是采用钢管混凝土柱、槽纹腹板梁和槽纹钢板剪力墙；在钢管混凝土柱、槽纹腹板梁和槽纹钢板剪力墙之间实施螺栓连接；槽纹腹板梁的截面为H形，具有H形截面槽纹腹板梁的翼缘板为平钢板，腹板为槽纹状钢板；槽纹钢板剪力墙为槽纹状钢板。本实用新型是一种施工进度快、传力途径简单、耗能能力强的装配式高层钢结构耗能建筑体系。
The utility model discloses a combined corrugated frame shear assembly energy-consuming structural system, which is characterized in that steel pipe concrete columns, corrugated web beams and corrugated steel plate shear walls are used in the system; Bolt connection is implemented between the plate girder and the corrugated steel plate shear wall; the cross section of the corrugated web beam is H-shaped, the flange plate of the corrugated web beam with H-shaped cross-section is a flat steel plate, and the web plate is a corrugated steel plate ; The corrugated steel plate shear wall is a corrugated steel plate. The utility model is an assembled high-rise steel structure energy-consuming building system with fast construction progress, simple force transmission path and strong energy consumption capacity.
Description
Technical field
The utility model relates to a kind of combination slot line frame and cuts assembling energy-dissipation structure system.
Background technology
Earthquake is the mankind to be endangered to one of maximum natural calamity, and earthquake isolation is the emphasis of highly seismic region design of building structures, especially high level and Super High structure.Earthquake isolation is the energy dissipation capacity of building by raising, makes degree of injury and the deformation failure of earthquake to structure reach minimum.
The main frame beam column node of high-rise steel structure full welding or the bolt weldering connected nodes of adopting at present, these two kinds of nodes all need scene to weld more.Under geological process, tend to because commissure stress is concentrated, or even weldquality do not pass a test and cause weld seam to be torn, thereby cause overall structure to lose efficacy.Site Welding needs large number quipments and personnel in addition, and scene fire prevention is had to certain hidden danger.
For shear wall part, the now reinforced concrete shear walls that adopt more, between reinforced concrete shear wall and steel frame due to material property difference thermal response difference, making between the two can not fine collaborative work and stressed work.In addition, the disadvantages affect of structure of reinforced concrete complexity, long construction period the development of high-rise steel structure, steel plate shear force wall can overcome the problems referred to above, minority is applied in high-rise steel structure.But current steel plate shear force wall is all plain plate, in earthquake, flexing is very fast, and lateral resistant ability is limited, and connected mode is welding, again steel plate self is produced to stress and concentrate when strengthening site work amount.
At present tall building structures system is taking cylinder in frame cylinder, bundled tube and cylinder as main, but frame part joint form is single, the concrete shear force wall ductility that shell portion adopts is inadequate again, and energy dissipation capacity deficiency under geological process easily occurs that large fracture, later stage repair and replacing cost is high.In the situation that building height rises, can only deal with by improving section area, and the construction period is often very long.Lack the new structure system that a kind of construction speed is fast, force path is simple, energy dissipation capacity is strong.
Utility model content
The utility model is for avoiding the existing weak point of above-mentioned prior art, provides the combination slot line frame that a kind of construction speed is fast, force path is simple, energy dissipation capacity is strong to cut assembling energy-dissipation structure system.
The utility model is that technical solution problem adopts following technical scheme:
The design feature that the utility model combination slot line frame is cut assembling energy-dissipation structure system is: in described system, be to adopt steel core concrete column, groove line web beam and groove line steel plate shear force wall; Between described steel core concrete column, groove line web beam and groove line steel plate shear force wall, implementing bolt connects; The cross section of described groove line web beam is H shape, described in there is H tee section groove line web beam frange plate be plain plate, web is groove line shape steel plate; Described groove line steel plate shear force wall is groove line shape steel plate.
The design feature that the utility model combination slot line frame is cut assembling energy-dissipation structure system is also:
On the post jamb of described steel core concrete column, be reserved with bolt hole, in the two ends of described groove line web beam welding friction steel plate, in described friction steel plate, leave friction steel plate bolt hole, the sidewall of described friction steel plate and steel core concrete column fits, and be bolted, form bean column node.
Described steel core concrete column is to adopt square-section, and described friction steel plate is the flat board fitting with the sidewall of steel core concrete column.
Described steel core concrete column is to adopt circular cross-section, and described friction steel plate is the arc fitting with the sidewall of steel core concrete column.
On the frange plate of described groove line web beam, interval is fixedly welded with junction plate, is reserved with junction plate bolt hole on described junction plate; Be in each groove peak at the two ends of the groove line shape steel plate of described groove line steel plate shear force wall and trough valley place is reserved with wallboard bolt hole; Described groove line steel plate shear force wall is to be and to be arranged on vertically in framework with groove line, and be connected with the junction plate bolt on correspondence position with trough valley position with each groove peak, described junction plate is the same side in described steel plate shear force wall all, between described steel plate shear force wall and described steel core concrete column, is not directly connected.
Form prefabricated welding unit with described corrugated web beam and friction steel plate, form assembled unit with described groove line web beam and junction plate, be prefabricated in the factory; Described steel core concrete column, corrugated web beam and steel plate shear force wall are to implement to be connected with bolt at the scene.
Compared with the prior art, the utility model beneficial effect is embodied in:
1, the utility model adopts groove line web beam and groove line shape steel plate shear force wall, has improved shear wall Post-Bucking Strength and ductility, has significantly increased girder steel anti-bending bearing capacity and has reduced girder steel deflection deformation.Overall structure is played to very big raising at the energy dissipation capacity under geological process.
2, the utility model adopts full bolt site assembly to connect, and without Site Welding work, has ensured site operation quality, has improved industrialization of construction industry efficiency of assembling.Full bolt connection node form power transmission is reasonable, even if repair after rarely occurred earthquake and to change cost little, and overall structure energy dissipation capacity and ductility more superior.
3, the combination slot line frame the utility model proposes is cut assembling energy-dissipation structure system, is a kind of assembling novel building system.This building system anti-seismic performance is good, and lateral deformation stiffness is large, and ductility is good, is particularly useful for more than 10 layers or 24 meters highrise building.Can realize that speed of application is fast, site work amount is few, the target of reliable in structure.
Brief description of the drawings
Fig. 1 is the utility model structure elevational schematic view;
Fig. 2 is that the utility model structure adopts square section pile schematic cross-sectional view;
Fig. 3 is that the utility model structure adopts circular cross-section post schematic cross-sectional view;
Fig. 4 is the utility model middle slot line web beam and groove line steel plate shear force wall connection diagram;
Fig. 5 a and Fig. 5 b are respectively the utility model node connecting structure master and look and schematic side view.
Number in the figure: 1 steel core concrete column, 2 groove line web beams, 3 groove line steel plate shear force walls, 4 junction plates, 5 friction steel plate, 6 bolts.
Detailed description of the invention
Referring to Fig. 1, in the present embodiment, combination slot line frame is cut the form of structure of assembling energy-dissipation structure system and is: in system, adopt steel core concrete column 1, groove line web beam 2 and groove line steel plate shear force wall 3; Between steel core concrete column 1, groove line web beam 2 and groove line steel plate shear force wall 3, implementing bolt connects; The cross section of groove line web beam 2 is H shape, the frange plate with H tee section groove line web beam 2 is plain plate, web is groove line shape steel plate, groove line web beam changes its web form on the basis of plain edition girder steel, improve its shear-carrying capacity, delay the appearance of node plastic hinge, effectively reduced depth of section; Groove line steel plate shear force wall 3 is groove line shape steel plate, and groove line shape steel plate flexing first under geological process, benefits from groove line cross section, and when its flexing, energy dissipation capacity is strong, still has larger lateral strength after flexing, has significantly improved structure redundancy.
As shown in Fig. 5 a and Fig. 5 b, on the post jamb of steel core concrete column 1, be reserved with bolt hole, in the two ends of groove line web beam 2 welding friction steel plate 5, in friction steel plate 5, leave friction steel plate bolt hole, friction steel plate 5 and groove line web beam 2 co-operation of beam-ends, under geological process, after shear wall flexing, friction steel plate 5 drum before girder steel flexing is bent, in repairing, only needs friction steel plate 5 to change in the later stage.Friction steel plate 5 fits with the sidewall of steel core concrete column 1, and connect by bolt 6, form bean column node, this node connects due to friction steel plate 5 and the friction energy-dissipating of steel core concrete column 1, improve the ductility of structure, it is bent that even if reach ultimate limit states, this node only can be out of shape by end plate, beam-ends flexing develops into post jamb drum, collapse and can there is not agent structure Sudden failure, provide larger escape space and time.This beam column connected mode adopts full bolt to connect without Site Welding work, improves node security reliability.
Shown in Fig. 2, for the steel core concrete column 1 that adopts square-section, friction steel plate 5 is the flat boards that fit with the sidewall of steel core concrete column 1; Shown in Fig. 3, for the steel core concrete column 1 that adopts circular cross-section, friction steel plate 5 is the arcs that fit with the sidewall of steel core concrete column 1.Under geological process, between friction steel plate 5 and steel core concrete column 1 by mutual rubbing action consumed energy.
Shown in Fig. 4, in the present embodiment, on the frange plate of groove line web beam 2, interval is fixedly welded with junction plate 4, is reserved with junction plate bolt hole on junction plate 4; Be in each groove peak at the two ends of the groove line shape steel plate of groove line steel plate shear force wall 3 and trough valley place is reserved with wallboard bolt hole.Junction plate 4 has avoided groove line steel plate shear force wall 3 directly to contact with groove line web beam 2, has eliminated shear wall the stress of girder steel is concentrated.Groove line steel plate shear force wall 3 is to be vertically and to be arranged in framework with groove line, and is connected with junction plate 4 bolts on correspondence position with trough valley position with each groove peak, and junction plate 4 is the same side in steel plate shear force wall 3 all.After groove line steel plate shear force wall 3 is connected with groove line web beam 2 by junction plate 4, general frame is under horizontal force action, girder steel by junction plate 4 by Shear transfer to groove line steel plate shear force wall 3, have benefited from bolt connecting mode between the two, there will not be the unfavorable Joint failure as torn in weld seam, until there are groove line steel plate shear force wall 3 buckling failures.Steel core concrete column 1 is as vertical applied force member, the pulling force field that groove line steel plate shear force wall 3 forms after flexing can exert an influence to steel core concrete column 1 rigidity, therefore between the utility model steel plate shear force wall 3 and steel core concrete column 1, be not directly connected, overcome an above-mentioned difficult problem.
In concrete enforcement, form prefabricated welding unit with groove line web beam 2 and friction steel plate 5, form assembled unit with groove line web beam 2 and junction plate 4, be prefabricated in the factory, this structural system only occurs with steel core concrete column 1, groove line web beam 2 with junction plate 4 and friction steel plate 5 and groove line steel plate shear force wall 3 three parts at the construction field (site); Three parts are all implemented to connect with bolt at the scene, can adopt frictional high-strength bolts, ensure connecting portion reliability on the one hand, utilize on the other hand junction bolt power consumption.Three forms after entirety, and " fuse " that groove line steel plate shear force wall 3 becomes total arranges and dissipative cell, and simultaneously also due to this good ductility in system bean column node place, groove line steel plate shear force wall 3 each member in the time of surrender still can remain on elastic stage.To bear power consumption and lateral resisting at " fuse " the pit line web beam 2 of deactivating, even if groove line web beam 2 and friction steel plate 5 surrenders in succession, structural entity also there will not be interlayer surrender mechanism, has ensured the safety of building.
Claims (6)
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| Application Number | Priority Date | Filing Date | Title |
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| CN201420025822.0U CN203684436U (en) | 2014-01-15 | 2014-01-15 | Combined corrugation frame-shear assembly energy dissipation structural system |
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| CN201420025822.0U CN203684436U (en) | 2014-01-15 | 2014-01-15 | Combined corrugation frame-shear assembly energy dissipation structural system |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103711228A (en) * | 2014-01-15 | 2014-04-09 | 合肥工业大学 | Assembling and energy consuming structural system with combined fluted frameworks and shear walls |
| CN104895229A (en) * | 2015-06-08 | 2015-09-09 | 上海市机械施工集团有限公司 | Prefabricated steel joint concrete slab-column structure and hoisting method thereof |
| CN108204039A (en) * | 2018-02-01 | 2018-06-26 | 福建工程学院 | A kind of assembled architecture truss structure |
-
2014
- 2014-01-15 CN CN201420025822.0U patent/CN203684436U/en not_active Expired - Lifetime
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103711228A (en) * | 2014-01-15 | 2014-04-09 | 合肥工业大学 | Assembling and energy consuming structural system with combined fluted frameworks and shear walls |
| CN104895229A (en) * | 2015-06-08 | 2015-09-09 | 上海市机械施工集团有限公司 | Prefabricated steel joint concrete slab-column structure and hoisting method thereof |
| CN108204039A (en) * | 2018-02-01 | 2018-06-26 | 福建工程学院 | A kind of assembled architecture truss structure |
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| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20140702 Effective date of abandoning: 20160330 |
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| C25 | Abandonment of patent right or utility model to avoid double patenting |