CN206844393U - Reduce the non-stiffened steel plate shear wall of circular-arc cut that vertical load influences - Google Patents
Reduce the non-stiffened steel plate shear wall of circular-arc cut that vertical load influences Download PDFInfo
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- CN206844393U CN206844393U CN201720409417.2U CN201720409417U CN206844393U CN 206844393 U CN206844393 U CN 206844393U CN 201720409417 U CN201720409417 U CN 201720409417U CN 206844393 U CN206844393 U CN 206844393U
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Abstract
The utility model discloses a kind of non-stiffened steel plate shear wall of circular-arc cut for reducing vertical load and influenceing, including by frame column, the agent structure that Vierendeel girder is formed, the embedded steel plate of installation in agent structure, the embedded steel plate is connected with frame column and Vierendeel girder, the embedded steel plate level offers circular-arc cut to side, the arc length of circular-arc cut for it is horizontal to, camber is vertical, the circular-arc cut is located at embedded steel plate level to middle side edge, wherein, the arc length of the circular-arc cut is 1/3~1/4 times of embedded steel plate span, the camber scope of circular-arc cut is 10~15cm.This non-stiffened steel plate shear wall can give full play to the lateral resistant ability of non-stiffened steel plate shear wall, effectively weaken adverse effect of the vertical load to steel plate shear force wall limit lateral capacity.
Description
Technical field
A kind of steel plate shear force wall is the utility model is related to, belongs to construction project technical field, more particularly to a kind of reduce is erected
To the non-stiffened steel plate shear wall of circular-arc cut of loading effect.
Background technology
Steel plate shear force wall is a kind of new lateral resistant member to grow up the 1970s, different according to structural form
Steel plate shear force wall can be divided into five classes：Non- stiffened steel plate shear wall, stiffened steel plate shear wall, anti-buckling steel plate shear force wall, steel
Plate compound shear wall and slotted steel plate shear wall.Compared to reinforced concrete shear wall, the size of steel plate shear force wall is small, deadweight
Gently, increase the usable floor area in house, reduce foundation cost, good in economic efficiency, while it also has that anti-side rigidity is big, shearing resistance carrying
The characteristics of power is high, ductility is good and energy dissipation capacity is strong, therefore, steel plate shear force wall turns into most promising high-rise lateral resisting
One of system.
Existing JGJ/T380-2015《Steel plate shear force wall technical regulation》Middle regulation：Steel plate shear force wall is preferably by being not subject to erect
Calculated to load design, and calculation assumption should be realized using corresponding construction and working measure.Vertical load can make non-put more energy into
The embedded steel plate of steel plate shear force wall produces that drum is bent, this lateral resistant ability, anti-side rigidity and power consumption to non-stiffened steel plate shear wall
Ability can have a negative impact.In order to realize that steel plate shear force wall is not subject to the calculation assumption of vertical load, in engineering practice
Usual way is main body frame of first constructing, and treats that main body binds and main dead load has applied and finishes and then carry out embedded steel plate
Installation, following problem be present in this kind of way, when, construction period can be extended；Second, under wind action, do not have
Steel plate shear force wall, which provides lateral resisting, can cause building structure deformation excessive；Third, additional dead load and the working load such as finishing layer
It is after-applied in the installation of embedded steel plate, vertical load can be still delivered on steel plate shear force wall.Another method is will be embedded
The installation of steel plate lags behind main body frame number layer, compared with a kind of upper method, this kind of way short construction period, and in work progress
In, the problem of structure has certain anti-side rigidity, but basic is non-stiffened steel plate shear wall still unavoidable commitment part
Vertical load.
Required according to prior art, steel plate shear force wall should not bear the vertical load in addition to deadweight, and this sets reality
Meter, construction and in be it is difficult to ensure that, therefore, realization avoids the adverse effect steel plate shear force wall by vertical load from being always
The problem of building field.
As Chinese patent (U of Authorization Notice No. CN 203716336) discloses " a kind of side punch thin steel plate shear wall ",
Including the frame column be arrangeding in parallel, at least provided with a pair of frames beam, frame column and Vierendeel girder between the frame column be arrangeding in parallel
It is connected respectively with embedded sheet metal (except the position that punches), ribbed stiffener is symmetrically arranged with the embedded sheet metal place of punching both sides.The reality
With new embedded sheet metal can be given to provide stronger supported along four sides, steel plate shear force wall " pulling force field " effect can be given full play to, had
There is very high side bearing capacity；" pulling force field " can be greatly reduced to the additional bending moment of frame column, effective protecting frame trestle simultaneously.
The steel plate shear force wall is that sufficient " pulling force field " can be formed in the case where significantly reducing side bearing capacity, is substantially little
Width protects the steel column of shear wall both sides on the premise of reducing steel plate shear force wall side bearing capacity, but for non-stiffened steel plate shear wall
It can be influenceed do not have improvement by vertical load during construction and use；In addition, the steel plate shear force wall is to embedding sheet metal
On the hole specifications parameter that opens up etc. also do not relate to, and this exactly influence steel plate shear force wall side bearing capacity it is crucial because
Element.
Utility model content
The purpose of this utility model is to provide a kind of non-stiffened steel plates shearing of circular-arc cut for reducing vertical load influence
Wall, for solving the problems of the prior art.
The utility model is achieved by the following technical programs：
A kind of non-stiffened steel plate shear wall of circular-arc cut for reducing vertical load and influenceing, including by frame column, Vierendeel girder
The agent structure of composition, the embedded steel plate of the interior installation of agent structure, the embedded steel plate is connected with frame column and Vierendeel girder, described
Embedded steel plate level offers circular-arc cut to side, the arc length of circular-arc cut be it is horizontal to, camber be vertical, the circle
Arc incision is located at embedded middle part of the steel plate level to side.
In order to realize the purpose of this utility model, can also adopt the following technical scheme that：
The circular-arc cut non-stiffened steel plate shear wall as described above for reducing vertical load and influenceing, the circular-arc cut
Arc length be 1/3~1/4 times of embedded steel plate span, the camber scope of circular-arc cut is 10~15cm.
The circular-arc cut non-stiffened steel plate shear wall as described above for reducing vertical load and influenceing, the circular-arc cut
It is arranged on the upper side edge and lower side of embedded steel plate.
The circular-arc cut non-stiffened steel plate shear wall as described above for reducing vertical load and influenceing, the circular-arc cut
It is arranged on centre position of the embedded steel plate level to side.
The circular-arc cut non-stiffened steel plate shear wall as described above for reducing vertical load and influenceing, the embedded steel plate
2 circular-arc cut upper and lower correspondings that upper side edge and lower side are set respectively.
The utility model has the advantages that：
1st, the utility model sets circle in embedded steel plate level to side, namely embedded steel plate upper side edge or/and lower side
Arc incision, this construction measure can effectively weaken adverse effect of the vertical load to steel plate shear force wall limit lateral capacity；Using
This non-stiffened steel plate shear wall can effectively shorten construction period, and preferable anti-side rigidity is provided for building structure.
2nd, by many optimization designs such as mechanics, structure and simulated test, originally embedded in non-stiffened steel plate shear wall
The circular lance size, the parameter range of choice that are opened up on steel plate are scientific and reasonable, effect protrudes, and also preferably circular arc can be avoided to cut
Make a slip of the tongue big, embedded steel plate shearing limit lateral capacity can be caused relatively low；Circular-arc cut is too small, can undertake embedded steel plate excessive
Vertical load.
3rd, the utility model has structure simple structure, power transmission clear and definite, is easily installed construction and uses.
Brief description of the drawings
, below will be to embodiment in order to illustrate more clearly of the utility model embodiment or technical scheme of the prior art
Or the required accompanying drawing used is briefly described in description of the prior art.
Fig. 1 is the structural representation of the first embodiment of the utility model；
Fig. 2 is the structural representation of second of embodiment of the utility model；
Fig. 3 is the song for setting the embedded steel plate of different circular-arc cut steel plate shear force wall test specimens to undertake vertical load ratio
Line；Wherein, the curve of Fig. 3 a embedded steel plate limit lateral capacities when being Hc=50mm, Lc difference, Fig. 3 b be Hc=150mm, Lc not
The curve of embedded steel plate limit lateral capacity simultaneously, the song of steel plate limit lateral capacity is embedded when Fig. 3 c are Lc=750mm, Hc difference
Line, the curve of steel plate limit lateral capacity is embedded when Fig. 3 d are Lc=1000mm, Hc difference；
Fig. 4 is the curve for setting different circular-arc cut steel plate shear force wall test specimens to embed steel plate limit lateral capacity；Its
In, the curve for the elastic limit lateral capacity compensation that steel plate is influenceed by vertical load is embedded when Fig. 4 a are Lc differences, Fig. 4 b are Hc
The curve for the elastic limit lateral capacity compensation that steel plate is influenceed by vertical load is asynchronously embedded, when Fig. 4 c are Lc=750mm not
The curve of steel plate limit lateral capacity, difference circular arc when Fig. 4 d are Lc=1000mm are embedded with circular-arc cut steel plate shear force wall test specimen
Shape otch steel plate shear force wall test specimen embeds the curve of steel plate limit lateral capacity；
Fig. 5 is the curve of the embedded steel plate elastic limit lateral capacity compensation under vertical uniform load q；Wherein, Fig. 5 a
To embed the curve of steel plate elastic limit lateral capacity compensation under vertical uniform load q during Lc differences, Fig. 5 b are interior when being Hc differences
The curve of embedding steel plate elastic limit lateral capacity compensation under vertical uniform load q.
Reference：1- top frames are set a roof beam in place, 2- bottom frames are set a roof beam in place, 3- left frame trestles, 4- correct frame posts, and 5- embeds steel plate,
The upper circular-arc cuts of 6-, circular-arc cut under 7-.
Embodiment
It is new below in conjunction with this practicality to make the purpose, technical scheme and advantage of the utility model embodiment clearer
Accompanying drawing in type embodiment, the technical scheme in the embodiment of the utility model is clearly and completely described, it is clear that is retouched
The embodiment stated is the utility model part of the embodiment, rather than whole embodiments.
Embodiment one：
As shown in figure 1, agent structure is set a roof beam in place 2, left frame trestle 3, right including top frame 1, bottom frame of setting a roof beam in place in the present embodiment
Frame column 4, embedded steel plate 5, embedded steel plate 5 and top frame set a roof beam in place 1 and bottom frame set a roof beam in place and 2 be connected, with left and right frame column 3,4
It is connected.
Embedded steel plate 5 is horizontal to include upper side edge and lower side to side, and the present embodiment is in the setting of the embedded upper side edge of steel plate 5
Circular-arc cut 6, the arc length L of upper circular-arc cut 6cIt is level to, camber HcTo be vertical.
Embodiment two：
The present embodiment is improved on the basis of embodiment one, as shown in Fig. 2 unlike, it is interior in the present embodiment
The lower side of embedding steel plate 5 is additionally provided with lower 7,2 circular-arc cut (6,7) upper and lower correspondings of circular-arc cut, is respectively positioned on embedded
The horizontal centre position to side of steel plate 5, lower circular-arc cut 7 is identical with the upper size of circular lance 6, parameter setting, arc length Lc
It is level to camber HcTo be vertical.
In conjunction with the embodiments two, to being provided with upper circular-arc cut 6, the non-stiffened steel plate shear wall of lower circular-arc cut 7 tries
Part has carried out numerical simulation：
(1) top frame set a roof beam in place 1, bottom frame set a roof beam in place 2 from 600 × 300 × 30 × 40mm i shaped cross sections, left frame trestle
3rd, correct frame post 4 is from 400 × 400 × 50mm box-type section, the span L of embedded steel plate 5eHighly it is 3000mm, it is thick
Spend twFor 10mm, ratio of height to thickness λ is 300, embeds Q235 steel of the steel plate 5 from low-yield, and top frame is set a roof beam in place 1, under(-)chassis
Beam 2, left frame trestle 3, correct frame post 4 are Q345 steel, the arc length L of circular-arc cut 5cWith camber HcFor parametric variable, steel
Plate shear wall test specimen parameter refers to table 1, and wherein SPSW is conventional steel sheet shear wall test specimen, and L1-1~L1-4, L2-1~L2-4 are
Two groups with arc length LcFor the steel plate shear force wall test specimen of parametric variable, H3-1~H3-4, H4-1~H4-4 are two groups with camber HcFor ginseng
The steel plate shear force wall test specimen of number variable；
(2) non-stiffened steel plate shear wall test specimen model is established in finite element software ABAQUS：Cell type is S4R shell lists
Member；It 2 with left frame trestle 3, correct frame post 4 is binding connection that top frame, which sets a roof beam in place that 1, bottom frame sets a roof beam in place, embeds steel plate 5 and body junction
Structure is all binding connection, applies fixed constraint to the embedded bottom of steel plate 5, applies hinge to the bottom of left frame trestle 3, correct frame post 4
Constraint is connect, while limits top frame 1, bottom frame of setting a roof beam in place and sets a roof beam in place the plane outer displacements of 2 webs, coupling top frame is set a roof beam in place corresponding to 1
All nodes is horizontal to the free degree on the outside of left frame trestle 3；
(3) consider the initial imperfection of steel plate shear force wall, when carrying out finite element numerical simulation to steel plate shear force wall, be first spy
Value indicative buckling analysis, take the embedded span L of steel plate 5e1/1000 be applied on embedded steel plate 5 as initial imperfection；Consider further that several
What non-linear and material nonlinearity, nonlinear analysis is carried out with Full Newton Raphson iterative methods, i.e., is sheared in steel plate
The top flange of wall top portion Vierendeel girder 1 applies vertical line load q, and it is 1524N/mm to calculate q by formula (1)~(3), and analysis draws each non-
The vertical load that stiffened steel plate shear wall test specimen and its embedded steel plate undertake, then calculate non-stiffened steel plate shear wall test specimen and embed
The vertical load ratio ζ that steel plate undertakes, as shown in table 1；
As shown in Table 1, the vertical load ratio ζ that SPSW test specimens embed that steel plate 5 undertakes is 5.78%, more than in circular lance
The vertical load ratio ζ that embedding steel plate 5 is undertaken；As camber HcOne timing, ζ is with arc length LcIncrease and reduce, as arc length LcNecessarily
When, ζ is with camber HcIncrease and reduce, it can thus be appreciated that：The construction measure energy of circular lance (6,7) is opened up on embedded steel plate 5
Effectively weaken embedded steel plate 5 to undertake vertical load, circular lance (6,7) are bigger, the vertical load ratio that embedded steel plate 5 undertakes
Example is smaller；
The vertical load ratio that embedded steel plate 5 undertakes under the effect of 1 vertical line load of table
σmax=Mmax/Wz≤[σ] (1)
Mmax=ql2/8 (2)
Wz=Iz/ymax (3)
In formula (1)~(3)：[σ] be material allowable stress, MmaxSet a roof beam in place for top frame 1 maximal bending moment, σmaxFor top
Maximum (normal) stress on portion's Vierendeel girder 1, WzFor bending sections coefficient, q is vertical line load, and l is the span of Vierendeel girder, IzTo cut
Face inertia coeffeicent, ymaxSet a roof beam in place for top frame on 1 cross section apart from the ordinate of the farthest stress point of neutral axis；
(4) use and step (3) identical method, are sheared to the steel plate under vertical load and horizontal displacement load action
Wall test specimen carries out finite element numerical simulation, and horizontal displacement Δ applies step by step according to the story drift θ of steel plate shear force wall, until layer
Between angle of displacement θ up to 1/50, embedded steel plate 5 is undergone elasticity, elastoplasticity and plastic stage, story drift θ=Δ/h, h=
3300mm is distance of the load(ing) point to frame column (3,4) bottom, and horizontal displacement is applied to top frame and set a roof beam in place left frame trestle 3 corresponding to 1
On the Coupling point in outside；Analysis draws the limit lateral capacity F of embedded steel plate 5pHV, draw FpHVWith θ relation curve；According to circular arc
Otch steel plate shear force wall test specimen embeds the elastic lateral loading of the embedded steel plate 5 of elastic limit lateral capacity and SPSW test specimen of steel plate 5
Power, calculating, which opens up, embeds steel plate elasticity limit lateral capacity compensation ω caused by circular lance；
Fig. 3 a are Hc=50mm, LcThe curve of the limit lateral capacity of steel plate 5 is asynchronously embedded, Fig. 3 b are Hc=150mm, LcNo
The curve of the embedded limit lateral capacity of steel plate 5 simultaneously, Fig. 3 c are Lc=750mm, HcAsynchronously embed the song of the limit lateral capacity of steel plate 5
Line, Fig. 3 d are Lc=1000mm, HcAsynchronously embed the curve of the limit lateral capacity of steel plate 5；From Fig. 3 a~3d, circular lance
The embedded steel plate 5 of the more conventional steel plate shear force wall test specimen of embedded steel plate 5 of steel plate shear force wall test specimen, its bearing capacity have been cut down, arc
Long LcBigger, compensation ω is bigger；Arc length LcOne timing, compensation ω is with camber HcIncrease and be slightly in the trend of increase；HcIt is different
Embedded steel plate 5, its lateral loading force curve is close；As can be seen here, compared with conventional steel sheet shear wall test specimen embeds steel plate 5,
The reduction of the embedded limit lateral capacity of steel plate 5, arc length L can be caused by opening up the construction measure of circular lancecIt is the master for influenceing compensation
Want factor；
(5) use with step (3), (4) identical method to the steel plate shear force wall test specimen under horizontal displacement load action
Finite element numerical simulation is carried out, analysis draws the limit lateral capacity F of embedded steel plate 5pH；The elastic anti-side drawn according to step (4)
Bearing capacity FpHVThe elastic limit lateral capacity F drawn with this steppHEmbedded 5 elastic anti-side of steel plate caused by vertical load is calculated to hold
Carry power compensation ψ；Fig. 4 a are LcAsynchronously embed the song for the elastic limit lateral capacity compensation that steel plate 5 is influenceed by vertical load
Line, Fig. 4 b are HcAsynchronously embed the curve of elastic limit lateral capacity compensation that steel plate is influenceed by vertical load, dotted line in figure
The elastic limit lateral capacity compensation of steel plate 5 is embedded for SPSW test specimens；As seen from the figure：Circular lance steel plate shear force wall and conventional steel sheet
Shear wall is compared, and the influence that vertical load embeds 5 elastic limit lateral capacity of steel plate to it weakens, and compensation ψ is with arc length LcIncreasing
Reduce greatly, as increase camber HcWhen, compensation ψ occurs slightly decreasing phenomenon, arc length LcIt is to influence vertical load to embedding steel
The principal element of the elastic limit lateral capacity compensation of plate 5；
(6) comprehensive analysis difference circular-arc cut (6,7) size is to embedding the influence of the limit lateral capacity of steel plate 5 and to weakening
The embedded limit lateral capacity of steel plate 5 is drawn the arc length L of circular-arc cut (6,7) by vertical load effectcTake embedded steel
The span L of plate 5e1/3~1/4 times of scope, camber HcTake 100mm~150mm.
The technology contents of the not detailed description of the utility model are known technology.
Claims (5)
1. a kind of non-stiffened steel plate shear wall of circular-arc cut for reducing vertical load and influenceing, including by frame column, Vierendeel girder structure
Into agent structure, the embedded steel plate of installation, the embedded steel plate are connected with frame column and Vierendeel girder in agent structure, its feature
Be, the embedded molten steel is put down to side and offers circular-arc cut, the arc length of circular-arc cut be it is horizontal to, camber be perpendicular
To the circular-arc cut is located at embedded middle part of the steel plate level to side.
2. the circular-arc cut non-stiffened steel plate shear wall according to claim 1 for reducing vertical load and influenceing, its feature
It is, the arc length of the circular-arc cut is 1/3~1/4 times of embedded steel plate span, and the camber scope of circular-arc cut is 10
~15cm.
3. the circular-arc cut non-stiffened steel plate shear wall according to claim 1 or 2 for reducing vertical load and influenceing, it is special
Sign is that the circular-arc cut is arranged on the upper side edge and lower side of embedded steel plate.
4. the circular-arc cut non-stiffened steel plate shear wall according to claim 1 or 2 for reducing vertical load and influenceing, it is special
Sign is that the circular-arc cut is arranged on centre position of the embedded steel plate level to side.
5. the circular-arc cut non-stiffened steel plate shear wall according to claim 3 for reducing vertical load and influenceing, its feature
It is, 2 circular-arc cut upper and lower correspondings that the upper side edge and lower side of the embedded steel plate are set respectively.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720409417.2U CN206844393U (en) | 2017-04-19 | 2017-04-19 | Reduce the non-stiffened steel plate shear wall of circular-arc cut that vertical load influences |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720409417.2U CN206844393U (en) | 2017-04-19 | 2017-04-19 | Reduce the non-stiffened steel plate shear wall of circular-arc cut that vertical load influences |
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| CN206844393U true CN206844393U (en) | 2018-01-05 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106930434A (en) * | 2017-04-19 | 2017-07-07 | 青岛腾远设计事务所有限公司 | Reduce the non-stiffened steel plate shear wall of circular-arc cut of vertical load influence |
| CN108867939A (en) * | 2018-09-18 | 2018-11-23 | 广东工业大学 | A kind of anti-buckling steel plate shear force wall |
-
2017
- 2017-04-19 CN CN201720409417.2U patent/CN206844393U/en not_active Expired - Fee Related
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106930434A (en) * | 2017-04-19 | 2017-07-07 | 青岛腾远设计事务所有限公司 | Reduce the non-stiffened steel plate shear wall of circular-arc cut of vertical load influence |
| CN108867939A (en) * | 2018-09-18 | 2018-11-23 | 广东工业大学 | A kind of anti-buckling steel plate shear force wall |
| WO2020057129A1 (en) * | 2018-09-18 | 2020-03-26 | 广东工业大学 | Anti-buckling steel plate shear wall |
| CN108867939B (en) * | 2018-09-18 | 2023-11-14 | 广东工业大学 | Buckling-restrained steel plate shear wall |
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