CN205153211U - That takes square entrance to a cave prevents bucking steel sheet shear force wall - Google Patents
That takes square entrance to a cave prevents bucking steel sheet shear force wall Download PDFInfo
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- CN205153211U CN205153211U CN201520955856.4U CN201520955856U CN205153211U CN 205153211 U CN205153211 U CN 205153211U CN 201520955856 U CN201520955856 U CN 201520955856U CN 205153211 U CN205153211 U CN 205153211U
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Abstract
The utility model relates to a that takes square entrance to a cave prevents bucking steel sheet shear force wall, which belongs to the technical field of buildings, this shear force wall area has great vertical rigidity and horizontal rigidity, owing to adopt the entrance to a cave vertical channel -section steel concrete restraint component, make big square entrance to a cave department receive better restraint, the stress concentration that avoids and the premature failure that appears, additionally, because the restraint component adopts thin steel cylinder, protection restraint component that can be better, make the work that the component keeps good that respectively retrains pose, consequently, have good anti -seismic performance and power consumption ability, realized that steel sheet shear force wall and energy consumer unite two into one, but wide application in steel construction and reinforced concrete structure's energy dissipation, it has that bearing capacity is high under the seismic action, lateral stiffness is big, the power consumption can the reinforce etc. The characteristic of a series of superiorities, be the antidetonation power consumption member of a superiority.
Description
Technical field
The utility model belongs to technical field of buildings, is specifically related to a kind of anti-buckling steel plate shear force wall with square hole.
Background technology
Earthquake disaster has sudden and crushing, and the safety of human life, property in serious threat; Every year ruinous earthquake nearly thousand times occur in the world, a violent earthquake can cause the economic loss of more than one hundred billion dollar, causes hundreds of thousands people death or severe disability.China is located in the world on two most active earthquake zones, and be one of the most serious country that suffers disaster from an earthquake, the casualties that earthquake causes occupies first place in the world, and economic loss is also very huge; In earthquake building considerable damage with collapse, be the immediate cause causing earthquake disaster; When earthquake occurs, ground vibration causes the earthquake response of structure; Basis is fixed in the building structure on ground, its reaction is along highly successively amplifying from top to bottom; Because the earthquake response (acceleration, speed or displacement) of works a part is excessive, the heavy damage of main body load-carrying members is even collapsed; Or although agent structure is not destroyed, architectural coating, finishing or other non-structural accessory etc. damage and cause heavy losses; Or indoor expensive instrument, damage of facilities cause serious loss or secondary disaster; In order to avoid the generation of above-mentioned disaster, people must control the earthquake response of structural system, and eliminate " amplifier " effect of structural system.
20 beginnings of the century, the computational methods that large gloomy professor Fang Ji of Japan proposes and the seismic coefficient method of helping wild sharp weapon doctor proposition all do not consider the dynamic characteristics of structure, people were referred to as the static(al) theory of seismic design afterwards, in order to resist earthquake, tend to adopt firm building structure, i.e. " rigid structural system ", but this structural system is difficult to real realization more, also uneconomical, only have the important building of only a few to adopt this structural system; Along with the development of society, building is more and more huger, complicated, and the safety of people to building has had higher requirement, and the target of setting up defences that therefore will reach expection in rational economic limit is more difficult, between safety and economy, people face dilemma; Secondly, to the understanding of earthquake not enough, predict thing earthquake response earthquake response actual with it also has certain distance to people, and thus taked seismic measures also not exclusively rationally.It is in early 1950s that the first time of aseismic theory development is broken through, and the people such as the MABiot of the U.S. propose the reacting spectrum theory of seismic design; At this moment people start the dynamic characteristics relation considered between earthquake motion and building, propose " ductility construction system ".Compare with method for designing the earliest, Ductility Design Method is with the thought of energy being carried out to " dredging ", and therefore it has certain science; But works will stop dynamic respons, power conversion or consumption must be carried out; This Aseismic Structure System, damaging appears in admissible structure and supporting member (post, beam, node etc.) in earthquake, namely the damage of structure and supporting member is relied on to consume most of energy, often cause structural element heavy damage in earthquake even to be collapsed, this is unreasonable to a certain extent is also unsafe; Along with progress and the expanding economy of society, people require also more and more higher to antidetonation shock attenuation, windproof, some important building (as memorial architecture, decorating expensive modern architecture and nuclear power station etc.) does not allow structural element to enter inelastic state, the application of " ductility construction system " is restricted day by day, and these all become reality and great problem that Structural Engineering technician faces.Scholars is actively devoted to exploration and the research of new Aseismic Structure System, and U.S. mat scholar Yao Zhiping (JTPYao) professor first time of Chinese origin in 1972 clearly proposes the concept of vibration control of civil engineering structure; Yao thinks that the performance of structure can be controlled by control device, to make them under environmental load effect, can remain in a scope of specifying, and for guaranteeing safety, displacement structure needs restriction, considers from the comfort aspect of occupants, and acceleration needs restriction; Vibration control of civil engineering structure can alleviate the reaction of structure under the dynamic actions such as earthquake, wind, vehicle, wave, stream, ice and damage accumulation effectively, effectively improves the shock resistance of structure and combats a natural disaster performance.Such aseismic theory enters again a new developing stage.
Steel plate shear wall structure is the novel lateral resisting structure system of one that 20 century 70s grow up; Steel plate shear force wall is made up of embedded steel plate, vertical edges component (post) and horizontal edge component (beam), its holistic resistant behavior is similar to the vertical semi girder of bottom build-in, wherein vertical edges component is equivalent to flange of beam, embedded steel plate is equivalent to web, and horizontal edge component can Approximate Equivalent be then transverse stiffener; Embedded steel plate can adopt without stiffening rib and the structural form having stiffening rib; The Post-Bucking Strength of steel plate can be made full use of without the steel plate shear force wall of putting more energy under severe earthquake action, and there is good ductility and energy dissipation capacity.The steel plate shear force wall of putting more energy into then can limit the flat out-of-plane buckling of steel plate, thus improves the flexing bearing capacity of structure, contributes to strengthening the lateral deformation stiffness of structure under wind and little shake effect and convenient construction; Compared with adding concrete shear wall structure system with traditional steel frame or steel frame, steel plate shear wall structure has the advantages such as thickness is thin, fast and ductility is good from heavy and light, construction speed.Existing achievement in research and case history show, steel plate shear force wall is a kind of Lateral Resistant System very with development potentiality, are particularly useful for high-intensity earthquake and set up defences the highrise building in district and seismic hardening.In the past few decades, scholars has carried out the research of many tests and theoretical side to this structure.These researchs are obtained for common conclusion: this structural elasticity initial stiffness is high, displacement ductility is large, Hysteresis Behavior is stable.
China starts late about the research of steel plate shear force wall, " Technical Specification for Steel Structure of Tall Buildings " annex four is about the calculating of steel plate wall, think that steel plate wall structure only bears horizontal loading, design limit state using shearing elasticity buckling strength as steel plate wall, does not have to consider the problem in axial load effect lower steel plate wall flexing.
The Wasted-energy steel plate wall of current research and development has China Patent No. 200810034557.1 to disclose a kind of name to be called " high-rise vertical shearing energy-consuming steel plate wall structure system " utility model patent, this structure is due to horizontal Lateral Resistant System and steel plate wall relative sliding difficulty, active force in plane can be caused sharply to increase, make horizontal Lateral Resistant System cannot reach out-of-plane buckling-restrained effect; In addition, because horizontal Lateral Resistant System is often because larger plane acts on outward, can due to the excessive and premature degradation of local pressure, in addition due to concrete tensile property extreme difference, therefore the appearance crack that the concrete of horizontal Lateral Resistant System is too early is often caused, lose out-of-plane effect of contraction, and the advantage of this structure cannot be played, energy dissipation capacity significantly reduces;
But some Wasted-energy steel plate walls easily produce flexing at present, also have the distribution of the plasticity of some Wasted-energy steel plate walls more concentrated, be unfavorable for power consumption, these problems all need to be solved preferably.
Utility model content
For the deficiencies in the prior art, the utility model proposes a kind of anti-buckling steel plate shear force wall with square hole, effectively solve steel plate buckling problem, improve the energy dissipation capacity of structure; Utilize the power consumption effect of the anti-buckling steel plate shear force wall in the square hole of band to reduce the earthquake response of building structure, realize playing a very good protection to building structure.
A kind of anti-buckling steel plate shear force wall with square hole, comprise girder steel, steel column, in fill out steel plate and attaching means, wherein, described attaching means comprises: hole level trough steel concrete confining part, hole vertical slots steel concrete confining part, ultra-thin steel sheet concrete horizontal confining part, the vertical confining part of ultra-thin steel sheet concrete, the oblique confining part of ultra-thin steel sheet concrete;
Fill out the upper and lower both sides of steel plate in described and be fixedly connected with girder steel respectively, inside fill out steel plate the right and left and be fixedly connected with steel column respectively;
The center filling out steel plate in described is provided with square hole, and four limits at square hole are parallel with interior four limits filling out steel plate; The both sides up and down at square hole are provided with hole level trough steel concrete confining part, and the right and left at square hole is provided with hole vertical slots steel concrete confining part;
The front and back filling out steel plate in described is divided equally cloth and is provided with attaching means and distributed architecture is identical, is specially: fill out between square hole and girder steel on steel plate and be provided with ultra-thin steel sheet concrete horizontal confining part; Fill out between square hole and steel column on steel plate and be provided with the vertical confining part of ultra-thin steel sheet concrete; Fill out on steel plate between the corner that corner and the steel beam, column at square hole are formed and be provided with the oblique confining part of ultra-thin steel sheet concrete.
Fill out steel plate four limit in described and be provided with angle steel.
Described hole level trough steel concrete confining part is identical with hole vertical slots steel concrete confining part structure, includes channel-section steel, slot and concrete, and wherein, concreting in channel-section steel, concrete is divided into two halves along the longitudinal of channel-section steel by slot.
Described ultra-thin steel sheet concrete horizontal confining part, the vertical confining part of ultra-thin steel sheet concrete are identical with ultra-thin steel sheet concrete oblique confining part structure, include concrete and thin steel cylinder, and described concrete four side is surrounded by thin steel cylinder.
Described attaching means is connected with interior steel plate of filling out by bolt.
The two ends of described hole level trough steel concrete confining part are respectively along square hole extending to below 10 ~ 20mm place above or below the vertical slots steel concrete confining part of hole.
Described slot fills out steel plate in inserting.
The utility model advantage:
The utility model proposes a kind of anti-buckling steel plate shear force wall with square hole, this shear wall band has larger vertical rigidity and horizontal rigidity, owing to adopting hole vertical slots steel concrete confining part, large square hole place is made to be subject to good constraint, the premature failure that the stress avoided is concentrated and occurred, in addition, because confining part adopts thin steel cylinder, can protect confining part preferably, the work making each confining part keep good is posed, and therefore has good anti-seismic performance and energy dissipation capacity; Achieve steel plate shear force wall and energy consumer unites two into one, the energy-dissipating and shock-absorbing of steel work and reinforced concrete structure can be widely used in; It has a series of superior characteristics such as supporting capacity under geological process is high, anti-side rigidity is large, energy dissipation capacity is strong, is a kind of superior energy dissipation component.
Accompanying drawing explanation
Fig. 1 is the anti-buckling steel plate shear wall structure schematic diagram in the square hole of band of a kind of embodiment of the utility model;
Fig. 2 is the hole level trough steel concrete confining part end view of a kind of embodiment of the utility model;
Fig. 3 is the ultra-thin steel sheet concrete horizontal confining part end view of a kind of embodiment of the utility model;
In figure, 1 is girder steel; 2 is steel column; 3 be in fill out steel plate; 4 is square hole; 5 is hole level trough steel concrete confining part; 6 is hole vertical slots steel concrete confining part; 7 is ultra-thin steel sheet concrete horizontal confining part; 8 is the vertical confining part of ultra-thin steel sheet concrete; 9 is the oblique confining part of ultra-thin steel sheet concrete; 10 is angle steel; 11 backing plates; 12 is bolt; 13 is nut; 14 is channel-section steel; 15 is concrete; 16 is slot; 17 is thin steel cylinder.
Detailed description of the invention
Below in conjunction with accompanying drawing, a kind of embodiment of the utility model is described further.
In the utility model embodiment, as shown in Figure 1, anti-buckling steel plate shear force wall with square hole comprise 2 girder steels, 1,2 steel columns 2, in fill out steel plate 3 and attaching means, wherein, described attaching means comprises: 2 hole level trough steel concrete confining part 5,2 hole vertical slots steel concrete confining parts, 6,4 ultra-thin steel sheet concrete horizontal confining parts 7,4 vertical confining parts of ultra-thin steel sheet concrete, 8,8 oblique confining parts 9 of ultra-thin steel sheet concrete; Inside fill out steel plate about 3 both sides and be fixedly connected with girder steel 1 respectively by nut, inside fill out steel plate 3 the right and left and be fixedly connected with steel column 2 respectively by nut; The center inside filling out steel plate 3 is provided with square hole 4, and four limits at square hole 4 are parallel with interior four limits filling out steel plate 3; The both sides up and down at square hole 4 are provided with hole level trough steel concrete confining part 5, the right and left at square hole is provided with hole vertical slots steel concrete confining part 6, and the two ends of level trough steel concrete confining part 5 on the downside of square hole 4 extend to 10 ~ 20mm place below hole vertical slots steel concrete confining part 6 in the horizontal direction respectively, the two ends of the level trough steel concrete confining part 5 on the upside of square hole 4 extend to 10 ~ 20mm place above hole vertical slots steel concrete confining part 6 in the horizontal direction respectively.
In Fig. 1,11 is backing plate; 12 is bolt; 13 is nut; Inside fill out steel plate 3 four limit and be fixed with angle steel 10 by nut.
In the utility model embodiment, described square hole 4 is large square hole, its length of side 500mm ~ 2000mm.
In the utility model embodiment, as shown in Figure 1, the front and back inside filling out steel plate 3 is divided equally cloth and is provided with attaching means and distributed architecture is identical, is specially: fill out between square top, hole 4 and upper girder steel on steel plate 3 and be bolted 1 ultra-thin steel sheet concrete horizontal confining part 7; Fill out between the following and lower girder steel in square hole 4 on steel plate 3 and be bolted 1 ultra-thin steel sheet concrete horizontal confining part 7; Fill out between the square left side, hole 4 and left steel column on steel plate 3 and be bolted 1 vertical confining part 8 of ultra-thin steel sheet concrete; Fill out on the right of square hole 4 and between right steel column on steel plate 3 and be bolted 1 vertical confining part 8 of ultra-thin steel sheet concrete; Fill out between the corner that corner and the steel beam, column at square hole 4 are formed on steel plate 3 and be fixed with 1 oblique confining part 9 of ultra-thin steel sheet concrete respectively by bolt.
In the utility model embodiment, as shown in Figure 2, hole level trough steel concrete confining part is identical with hole vertical slots steel concrete confining part structure, include channel-section steel, slot and concrete, wherein, concreting in channel-section steel, concrete is divided into two halves along the longitudinal of channel-section steel by slot; The width of slot 16 is 5 ~ 20mm; The slot 16 that steel plate 3 is inserted into hole level trough steel concrete confining part 5, hole vertical slots steel concrete confining part 6 is respectively filled out in square hole 4, and with bolts;
In the utility model embodiment, as shown in Figure 3, described ultra-thin steel sheet concrete horizontal confining part, the vertical confining part of ultra-thin steel sheet concrete are identical with ultra-thin steel sheet concrete oblique confining part structure, include concrete and thin steel cylinder (thickness is 0.5 ~ 2mm), described concrete four side is surrounded by thin steel cylinder.
Claims (7)
1. the anti-buckling steel plate shear force wall at the square hole of band, it is characterized in that, comprise girder steel, steel column, in fill out steel plate and attaching means, wherein, described attaching means comprises: hole level trough steel concrete confining part, hole vertical slots steel concrete confining part, ultra-thin steel sheet concrete horizontal confining part, the vertical confining part of ultra-thin steel sheet concrete, the oblique confining part of ultra-thin steel sheet concrete;
Fill out the upper and lower both sides of steel plate in described and be fixedly connected with girder steel respectively, inside fill out steel plate the right and left and be fixedly connected with steel column respectively;
The center filling out steel plate in described is provided with square hole, and four limits at square hole are parallel with interior four limits filling out steel plate; The both sides up and down at square hole are provided with hole level trough steel concrete confining part, and the right and left at square hole is provided with hole vertical slots steel concrete confining part;
The front and back filling out steel plate in described is divided equally cloth and is provided with attaching means and distributed architecture is identical, is specially: fill out between square hole and girder steel on steel plate and be provided with ultra-thin steel sheet concrete horizontal confining part; Fill out between square hole and steel column on steel plate and be provided with the vertical confining part of ultra-thin steel sheet concrete; Fill out on steel plate between the corner that corner and the steel beam, column at square hole are formed and be provided with the oblique confining part of ultra-thin steel sheet concrete.
2. the anti-buckling steel plate shear force wall at the square hole of band according to claim 1, is characterized in that, fills out steel plate four limit and be provided with angle steel in described.
3. the anti-buckling steel plate shear force wall at the square hole of band according to claim 1, it is characterized in that, described hole level trough steel concrete confining part is identical with hole vertical slots steel concrete confining part structure, include channel-section steel, slot and concrete, wherein, concreting in channel-section steel, concrete is divided into two halves along the longitudinal of channel-section steel by slot.
4. the anti-buckling steel plate shear force wall at the square hole of band according to claim 1, it is characterized in that, described ultra-thin steel sheet concrete horizontal confining part, the vertical confining part of ultra-thin steel sheet concrete are identical with ultra-thin steel sheet concrete oblique confining part structure, include concrete and thin steel cylinder, described concrete four side is surrounded by thin steel cylinder.
5. the anti-buckling steel plate shear force wall at the square hole of band according to claim 1, is characterized in that, described attaching means is connected with interior steel plate of filling out by bolt.
6. the anti-buckling steel plate shear force wall at the square hole of band according to claim 1, it is characterized in that, the two ends of described hole level trough steel concrete confining part are respectively along square hole extending to below 10 ~ 20mm place above or below the vertical slots steel concrete confining part of hole.
7. the anti-buckling steel plate shear force wall at the square hole of band according to claim 3, is characterized in that, described slot fills out steel plate in inserting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520955856.4U CN205153211U (en) | 2015-11-25 | 2015-11-25 | That takes square entrance to a cave prevents bucking steel sheet shear force wall |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201520955856.4U CN205153211U (en) | 2015-11-25 | 2015-11-25 | That takes square entrance to a cave prevents bucking steel sheet shear force wall |
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| CN205153211U true CN205153211U (en) | 2016-04-13 |
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| CN201520955856.4U Withdrawn - After Issue CN205153211U (en) | 2015-11-25 | 2015-11-25 | That takes square entrance to a cave prevents bucking steel sheet shear force wall |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105332447A (en) * | 2015-11-25 | 2016-02-17 | 沈阳建筑大学 | Buckling-restrained steel plate shear wall with square hole |
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2015
- 2015-11-25 CN CN201520955856.4U patent/CN205153211U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105332447A (en) * | 2015-11-25 | 2016-02-17 | 沈阳建筑大学 | Buckling-restrained steel plate shear wall with square hole |
| CN105332447B (en) * | 2015-11-25 | 2017-05-03 | 沈阳建筑大学 | Buckling-restrained steel plate shear wall with square hole |
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Legal Events
| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20160413 Effective date of abandoning: 20170503 |