CN205804691U - A kind of steel plate shear force wall - Google Patents
A kind of steel plate shear force wall Download PDFInfo
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- CN205804691U CN205804691U CN201620586947.XU CN201620586947U CN205804691U CN 205804691 U CN205804691 U CN 205804691U CN 201620586947 U CN201620586947 U CN 201620586947U CN 205804691 U CN205804691 U CN 205804691U
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- steel plate
- shear force
- plate shear
- force wall
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Abstract
The utility model discloses a kind of steel plate shear force wall, including the shear wall body being made up of two blocks of steel plates being oppositely arranged and bionical sandwich layer, described bionical sandwich layer is polygon honeycomb, this polygon honeycomb grid is connected with described shear wall body by securing member, and described polygon honeycomb is made up of the most interconnective polygonal gird unit.Every mechanical performance indexs such as the deformation energy dissipation capacity that the bionical steel plate shear force wall of this utility model can be effectively improved under the anti-bending strength of steel plate, flexural property and geological process.Applicant carries out Three-D limited element resolution to above-mentioned bionical steel plate shear wall structure and obtains, and under conditions of two kinds of steel plate shear force walls are identical in quality, the outer flexural property of the plane of bionical steel plate shear force wall and deformation energy dissipation capacity are conventional steel plates shear walls 1.8 2.3 times.
Description
Technical field
This utility model relates to a kind of steel plate shear force wall, belongs to house architectural structure field.
Background technology
China starts at skyscraper from the eighties, particularly in high-rise building use steel construction, high-rise steel structure with
Other structure is compared, using function, design, construct and all have relative significant advantage, additionally, steel in terms of mixed economy
Improve constantly and being growing steadily of steel construction scientific research, design and fabrication and installation troop of material yield also make high-rise steel structure in China
Development have light prospect.
At present, in high-rise steel structure through frequently with Lateral Resistant System mainly have mega-structure system, frame structure
System, frame-support structure system, shear wall structure system, frame-shear wall structure system, frame and shear wall structure body
System and tube structure system, and have a kind of common structural elements-shear wall in above-mentioned rear four kinds of structural systems.
The ductile performance of steel plate shear force wall and Hysteresis Behavior are all preferable, and hysteretic loop is stable, and energy dissipation capacity is strong, and anti-seismic performance is excellent
More；Compared with reinforced concrete shear wall, the size of steel plate shear force wall and deadweight are smaller, dynamic load under geological process
Low, save the space that structure takies and the burden reducing basis；Additionally, steel plate shear force wall decreases the operation of formwork,
Save the time of concrete coagulation, substantially reduce the duration, make speed of application faster；It is connected letter with periphery steel-frame beam, post
The application in steel construction of single advantage also steel plate shear force wall is provided with preferable development prospect.In actual applications, in order to fill
The performance of steel plate is waved in distribution, ensures that hysteretic loop is full, enables to occur during steel plate shear force wall stress pure shear yield failure, generally
Need to arrange enough horizontal and vertical ribbed stiffeners in steel plate shear force wall both sides, to ensure that steel plate does not occur overall bending before surrender
Song and cripling, the complexity this considerably increases steel plate shear force wall design, manufacturing and constructing.Particularly weld ribbed stiffener
Time produce residual stress will largely affect under the stress performance of steel plate shear force wall, particularly geological process deformation consumption
Can ability.Therefore, Novel bionic shear wall is to arise at the historic moment under the background having taken into full account existing steel plate shear force wall shortcoming,
On the one hand bionical steel plate shear force wall inhibits complete buckling and the local of steel plate by the outer flexural property of self fabulous anti-plane
Flexing, the connection of the purest bolt makes to there is not the residual stress caused by welding in shear wall.And the grid of centre
Layer can fill heat preserving and insulating material to improve the environmental protection and energy saving index of building.
Summary of the invention
Technical problem to be solved in the utility model is the deficiency existed for above-mentioned steel plate shear force wall, such as laterally
Easy flexing or the high-strength residual stress that produced by welding under horizontal force action.By the honeycomb texture of some biologies exists pillar-
Its outer layer is fiber, and sandwich layer is the inspiration of protein, extracts honeycomb-cylindrical structure model, and is verified by calculating, it is provided that
A kind of bionical new steel plate shear wall that mechanical property is more excellent under equal in quality.
For solving above-mentioned technical problem, the technical solution adopted in the utility model is:
A kind of steel plate shear force wall, including the shear wall body being made up of two blocks of steel plates being oppositely arranged and bionical sandwich layer,
It is characterized in that: described bionical sandwich layer is polygon honeycomb, this polygon honeycomb is by securing member and described shearing
Wall wall connecting, described polygon honeycomb is made up of the most interconnective polygonal gird unit.
Described polygon honeycomb also include connect post, this connection post be positioned at interconnective polygonal gird unit it
Between, the limit that polygonal gird unit each two is adjacent is intersected on described connection post.
The end face of described connection post is concordant with the end face of the polygonal gird unit being connected post position.
Described connection post is hollow, and described securing member passes from connecting the hollow of post.
Described bionical steel plate shear force wall is connected or bolt connection by binding agent connection, one-shot forming, buckle-type.
Described bionical sandwich layer is connected or bolt connection by bonding agent connection, one-shot forming, buckle-type.
The cross section of hollow connection post is circular, tetragon or triangle.
At described steel plate near the side rolling decorative pattern of bionical sandwich layer.
Described bionical sandwich layer is internal fills insulation, heat-barrier material.
A kind of multifunctional steel-plate shear wall (the most bionical steel plate shearing with bionical core structure of this utility model
Wall) be a kind of centre be polygon grid interlayer strengthening shear wall.Including both sides surface plate and intermediate layer grid.All
Grid intersection, be provided with centered by the line that crosses and polygon grid be fixed on one cylinder, the end face of this cylinder with
The end face of the polygonal gird of cylinder position is concordant and is connected, and the diameter of the length of side of grid and inscribed circle all can root
Change according to the demand of Practical Project.Polygon cell structure can be regular hexagon grid, it is also possible to be other polygons, and
Formed by these grid close-packed arrays.Cellular is a kind of version therein.From the foregoing, with the honeycomb with cylinder
The sandwich clad steel shear wall that structure is manufactured into, compared to conventional steel plates shear wall, can significantly improve it and at transverse horizontal load and erect
Anti-flexural property and deformation behavior outside plane under load action, be a kind of lightweight, that intensity is high biomimetic features.
It practice, its steel plate of steel plate shear force wall used in present Practical Project is the thinnest for beam column frame, easily occur
Flat out-of-plane buckling unstability.Even if the flexural property of clean steel plate can be improved by the way of welding ribbed stiffener, but owing to large area is welded
The high intensity residual stress produced when connecing so that steel plate shearing there will be cripling at weld by force, thus causes overall bending
Bent.And this utility model can improve the deformation under the outer flexural property of plane, elastic performance and the geological process of thin-walled steel plate
Energy dissipation capacity.Along with steel construction high-rise, high-rise and the use of combinative structure, before this utility model has the widest application
Scape.
This utility model arranges bionical honeycomb interlayer between the sheet metal of both sides, and this structure plays three below strengthening and makees
With: 1, this pillar-honeycomb sandwich construction has the outer flexural property of more preferable plane relative to isopyknic thin-walled honeycomb plate；2, folder
Rotating fields adds the flat out of plane constraint of two panels, enhances the outer flexural property of plane of panel itself；3, sandwich tool
Having thin-walled column and honeycomb, have fabulous deformability under horizontal force action, can dissipate most seismic energy
Amount, it is ensured that agent structure is not destroyed.4, this bionical steel plate shear force wall is according to fabricated construction thought, it is not necessary to Site Welding, can
Avoid welding residual stress and reduce engineering time and operation.5, described both sides steel plate is surface plate, and thickness is the most real
About the 1/3 of border engineering use.
The bionical steel plate shear force wall of this utility model can be effectively improved the anti-bending strength of steel plate, flexural property and earthquake and make
Every mechanical performance indexs such as the deformation energy dissipation capacity under with.Applicant carries out three-dimensional to above-mentioned bionical steel plate shear wall structure to be had
Limit element resolution obtains, under conditions of two kinds of steel plate shear force walls are identical in quality, the outer flexural property of the plane of bionical steel plate shear force wall with
And deformation energy dissipation capacity is conventional steel plates shear wall 1.8-2.3 times.
Accompanying drawing explanation
Fig. 1 is this utility model overall structure (front view) schematic diagram；
Fig. 2 is the A-A sectional view of Fig. 1；
Fig. 3 is this bright inventive structure schematic diagram；
Fig. 4 is the structural representation of Fig. 3 center core layer and side panel；
Fig. 5 this utility model scale diagrams (Fig. 4 top view)；
Fig. 6 is that bionical steel plate shear force wall sandwich layer assembles schematic diagram；
Fig. 7 is that schematic diagram joined by bionical steel plate shear force wall dress both sides steel plate；
Fig. 8 loads schematic diagram for simulation flexing unstability；
Fig. 9 is bionical steel plate shear force wall (a) the first buckling mode deformation pattern；
Figure 10 is pure steel plate shear force wall (b) the first buckling mode deformation pattern；
Figure 11 is the load-displacement curve of steel plate shear force wall the first rank buckling mode.
Wherein: 1 is bionical steel plate shear force wall both sides steel plates；2 is bionical sandwich layer；3 is top edge Vierendeel girder；4 is lower limb
Vierendeel girder；5 is left frame trestle；6 is correct frame post；7,8 is angle cleat；9,10 is with semicircular polygon grid；11 are
Connecting bolt；12 is panel bolts hole；13 is the connecting bolt of both sides panel and middle bionical sandwich layer.
Detailed description of the invention
Below in conjunction with the accompanying drawings, this utility model is elaborated:
Shown in Fig. 1, Fig. 2, this utility model honeycomb sandwich panel, outside it, it is provided with top edge Vierendeel girder 3, lower limb frame
Set a roof beam in place 4, left frame trestle 5 and correct frame post 6.Honeycomb sandwich panel includes A, B side panel 1, middle bionical sandwich layer 2.In this reality
Executing in example, honeycomb is regular hexagon grid, and each limit of regular hexagon grid is honeycomb wall.Planar, all adjacent
Regular hexagon all has a common edge, all adjacent regular hexagons all to have two public points, and the two public point is positioned at public affairs
The altogether two ends on limit, are provided with centered by this end points and are distributed on two public points of adjacent two grids and with this end points be
Cylindrical structure in three hexagonal grids of intersection point, the end face of this cylinder is concordant with the end face of the hexagonal grid being connected, and
The grid length of side and inscribed circle diameter can change according to the demand of Practical Project.
A kind of bionical steel plate shear force wall, including both sides steel plate and the honeycomb of centre, described honeycomb is polygon
Shape grid, such as hexagon, tetragon and triangle.Adjacent two grids have a common edge, it is characterised in that: at the possessive case
Grid intersection, is provided with centered by the line that crosses and polygon grid is fixed on cylinder integrally, the end face of this cylinder and circle
The end face of the polygonal gird of cylinder position is concordant and is connected.
The length of side of described honeycomb grid and the diameter of inscribed circle all can change according to the demand of Practical Project, and foundation is two
The cripling of side steel plate is no earlier than the complete buckling of steel plate shear force wall.
Described bionical steel plate shear force wall divides shear wall grade according to the seismic fortification intensity of location, and each grade has
Its vertical load that can bear, horizontal loading and shock resistance, unit in charge of construction and designing unit can be according to the institutes of building
Seismic fortification intensity in area is chosen.Special stressing conditions can specifically customize.
Described bionical steel plate shear force wall can pass through binding agent connection, one-shot forming, buckle-type connects or bolt connects.
Described bionical honeycomb sandwich layer can pass through bonding agent connection, one-shot forming, buckle-type connects or bolt connects.
Described monoblock steel plate shear force wall is according to fabricated construction thought, it is not necessary to Site Welding, and welding can be avoided to produce
High-strength residual stress and reduce engineering time and operation.
The keriotheca of described both sides steel plate and centre can be prefabricated in producer, and transport is spliced with bolt behind scene.
Described both sides steel plate is surface plate, and about 1/3 that thickness is the use of present Practical Project.
Described both sides steel plate near sandwich layer side rolling decorative pattern to increase frictional force.
Heat preserving and insulating material is filled, to meet different function needs in described bionical steel plate shear force wall interlayer.
The concrete assembling implementation of the bionical steel plate shear force wall of this utility model is as follows:
Bionical steel plate shear force wall model schematic and detail structure such as Fig. 1, shown in 2,3,4 and 5.This specification is according to conventional
Building shear wall size and stressing conditions, reserve both sides steel plate and interlayer according to the seismic fortification intensity of location
Bolt hole spacing.The first step will be connected with installing with the polygon grid of semicircular unit (imitating by bolt as shown in Figure 6
Raw honeycomb sandwich layer has multiple processing technology, and this detailed description of the invention provides only a kind of as example, it is also possible to by bonding agent even
Connect, one-shot forming, the mode such as buckle-type connection)；Both sides A, B Interal fixation, assembling process are shown in Fig. 7 by bolt by second step；
3rd step is attached with Vierendeel girder, post after respective members is transported to job site.
This specification is passed through the bionical steel plate shear force wall of finite element software sunykatuib analysis and commonly uses bending of pure steel plate shear force wall
Qu Xingneng illustrates the superiority of bionical steel plate shear force wall.Bionical steel plate shear force wall size in this specification is according to building shearing
Commonly Used Size in wall is arranged, and using material is Q335B steel.Detailed dimensions is shown in Table 1.Model 1 is that bionical steel plate shear force wall is correlated with
Size.Wherein R, r make a comment or criticism hexagon inscribed circle radius, little column radius respectively；T, t refer to both sides steel plate thickness, honeycomb sandwich layer respectively
Thickness；H, h refer to bionical steel plate shear force wall integral thickness and sandwich layer height respectively；B, L refer to width and the height of shear wall respectively.Model
2 is pure steel plate shear force wall.The quality of above two steel plate shear force wall is the most identical with volume.
Table 1 shear wall size (unit mm)
| Version | R | t | r | T | h | L | B | H |
| Model 1 | 200 | 2 | 80 | 2.16 | 100 | 3000 | 4500 | 104.16 |
| Model 2 | 0 | 0 | 0 | 0 | 0 | 3000 | 4500 | 6 |
The problem that there's almost no vertical load bearing capacity due to existing steel plate shear force wall.More destruction is due to steel
Plate shear wall is crossed thin and is caused the flexing unstability under horizontal lateral forces.Therefore the most powerful the having of nonlinear functions is used
Finite element analysis program-ABAQUS carries out flexing simulation to bionical steel plate shear force wall (model 1) and pure steel plate shear force wall (model 2).Logical
Cross and shear wall is applied unit level power effect, analyze and obtain two kinds of steel plate shear force walls flexing mould under horizontal loads
State.In various buckling modes, the first rank buckling mode is the unstability mode being easiest to occur.Therefore in the wrong by comparing the first rank
Bent instability modes illustrates the flexural property between bionical steel plate shear force wall and pure steel plate shear force wall, and by corresponding load-
Displacement curve illustrates the difference on deformity out of plane and energy dissipation capacity of two kinds of steel plate shear force walls.When steel plate shear force wall models
Ensure that two kinds of shear wall volumes are identical, so above-mentioned flexural property index is in two kinds of shear wall homogenous quantities, the feelings of same volume
Comparing under condition, other factors are the most identical, therefore have more representativeness.
Resolve (see Fig. 8 stress model) by ABAQUS, to applying horizontal force action on the left of steel plate shear force wall, adopt on the right side of it
Use affixed constraint.Take the first rank buckling mode respectively as shown in Figure 9 and Figure 10, take load-displacement curve as shown in figure 11.
Table 2 shear wall flexing analog data
| Version | R | t | r | T | h | L | B | H | FBullet(KN) | FPole(KN) |
| Model 1 | 200 | 2 | 80 | 2.2 | 100 | 3000 | 4500 | 104.2 | 28.49 | 51.12 |
| Model 2 | 0 | 0 | 0 | 0 | 0 | 3000 | 4500 | 6 | 15.02 | 21.55 |
Figure 11 is the load-displacement curve that finite element software obtains.By Tu Ke get, the load-position of two kinds of steel plate shear force walls
Move curve and can be divided into three phases.First stage is elastic deformation stage, and this stage slope of curve K characterizes shear wall opposing plane
The size of outer deformability, and calculate each curve elastic stage slope K with this1, K2And K1It is K21.86 times；Second stage is bullet
Plastic period, this stage steel plate shear force wall is the most excessive to plastic deformation by elastic deformation；Phase III is plastic deformation rank
Section.Bionical steel plate shear force wall is after entering plastic deformation, and bearing capacity the most slightly rises, and pure steel plate shear force wall is then water
Flat line.The most bionical new steel plate shear wall or pure steel plate shear force wall, under geological process, why it can pass through
Deformation power consumption enters plastic deformation mainly due to structure.Second, three stages were the elastic-plastic deformation stage, were also steel plate shearings
The power consumption stage that wall is main.Abscissa displacement and two kinds of steel plate shear force walls of the product representation of vertical coordinate load in Figure 11 are moulded at bullet
The size of sexual stage earthquake energy, respectively W1, W2, the most above-mentioned two second and third stage of class steel plate shear force wall and abscissas
The area formed.It is approximately 1.9 times of W2 by W1 can be obtained by calculating.Mean that bionical steel plate shear force wall is entering elastic-plastic deformation
After the deformation energy dissipation capacity that has be 1.9 times of pure steel plate shear force wall.Therefore such steel plate shear force wall is in performance kinetically
(anti-fatigue ability, non-deformability, the ability etc. of opposing vibrations load) will have the performance of brilliance.
Claims (9)
1. a steel plate shear force wall, including the shear wall body being made up of two blocks of steel plates being oppositely arranged and bionical sandwich layer, its
Being characterised by: described bionical sandwich layer is polygon honeycomb, this polygon honeycomb is by securing member and described shear wall
Wall connecting, described polygon honeycomb is made up of the most interconnective polygonal gird unit.
Steel plate shear force wall the most according to claim 1, it is characterised in that: described polygon honeycomb also includes connecting
Post, this connection post is between interconnective polygonal gird unit, and the limit that polygonal gird unit each two is adjacent crosses
On described connection post.
Steel plate shear force wall the most according to claim 2, it is characterised in that: the end face of described connection post is with to be connected post institute in place
The end face of the polygonal gird unit put is concordant.
Steel plate shear force wall the most according to claim 3, it is characterised in that: described connection post is hollow, described securing member from
Connect the hollow of post to pass.
Steel plate shear force wall the most according to claim 1, it is characterised in that: described bionical steel plate shear force wall is by binding agent even
Connect, one-shot forming, buckle-type connect or bolt connect.
Steel plate shear force wall the most according to claim 2, it is characterised in that: described bionical sandwich layer by bonding agent connect, one
Secondary molding, buckle-type connect or bolt connects.
Steel plate shear force wall the most according to claim 4, it is characterised in that: the cross section of hollow connection post is circular, tetragon
Or triangle.
Steel plate shear force wall the most according to claim 1, it is characterised in that: sidewinder near the one of bionical sandwich layer at described steel plate
Cotton ginning stricture of vagina.
Steel plate shear force wall the most according to claim 1, it is characterised in that: described bionical sandwich layer is internal fills insulation, heat insulation
Material.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620586947.XU CN205804691U (en) | 2016-06-15 | 2016-06-15 | A kind of steel plate shear force wall |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620586947.XU CN205804691U (en) | 2016-06-15 | 2016-06-15 | A kind of steel plate shear force wall |
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| CN205804691U true CN205804691U (en) | 2016-12-14 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105908865A (en) * | 2016-06-15 | 2016-08-31 | 东南大学 | Steel plate shear wall |
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2016
- 2016-06-15 CN CN201620586947.XU patent/CN205804691U/en not_active Expired - Fee Related
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105908865A (en) * | 2016-06-15 | 2016-08-31 | 东南大学 | Steel plate shear wall |
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| 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: 20161214 Termination date: 20180615 |
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| CF01 | Termination of patent right due to non-payment of annual fee |