CN105201260B - A kind of steel construction damping dissipative devices and design method provided with viscoelastic damper - Google Patents
A kind of steel construction damping dissipative devices and design method provided with viscoelastic damper Download PDFInfo
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- CN105201260B CN105201260B CN201510658421.8A CN201510658421A CN105201260B CN 105201260 B CN105201260 B CN 105201260B CN 201510658421 A CN201510658421 A CN 201510658421A CN 105201260 B CN105201260 B CN 105201260B
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Abstract
The invention provides a kind of steel construction damping dissipative devices and design method provided with viscoelastic damper, belong to building aseismicity field.The steel construction damping dissipative devices for being provided with viscoelastic damper include framework and the viscoelastic damper and corrugated steel shear wall that are arranged in framework；The top of the viscoelastic damper is connected with the top of framework, and the bottom of the viscoelastic damper is connected with the corrugated steel shear wall；The bottom of the corrugated steel shear wall is connected by the bottom of connector and framework, both sides and framework apart.
Description
Technical field
The invention belongs to building aseismicity field, and in particular to a kind of steel construction damping energy consumption body provided with viscoelastic damper
System and design method.
Background technology
In modern architecture, for traditional steel plate shear force wall Lateral Resistant System, because it has, high capacity, ductility are good, consume
The advantages that energy ability is strong is widely used in Practical Project.In order to eliminate the infringement under thin tail sheep to conventional steel plates shear wall,
Viscoelastic damper is applied in steel frame, displacement limits mechanism is at the same time introduced, makes viscoelastic damper in thin tail sheep
Lower generation shearing lag return deformation, the seismic energy for the input that dissipates, reduce the vibrations reaction of structure.In addition in order to make full use of steel plate
The intensity and ductility of material, it is necessary to solve the problems, such as the outer elastic instability of plane of thin steel plate shear wall, ripple is arranged in steel frame
Steel plate shear force wall, larger Out-of Plane Stiffness is provided by the geometry outside its face, make itself to be not susceptible to flexing, shear resistance
Plain plate can be better than, improve the flexural property of wall.
The content of the invention
It is an object of the invention to solve problem present in above-mentioned prior art, there is provided one kind is provided with viscoelastic damper
Steel construction damping dissipative devices and design method, eliminate the infringement to conventional steel plates shear wall under thin tail sheep, next uses ripple
Line steel plate replaces plain plate to carry out the shear-carrying capacity of enhancing structure, and solve plain plate shear wall goes out plane elasticity destabilization problems,
Preferably play the intensity and ductility of steel plate materialses.
The present invention is achieved by the following technical solutions：
A kind of steel construction damping dissipative devices provided with viscoelastic damper, including framework and the viscoelastic that is arranged in framework
Property damper and corrugated steel shear wall；
The top of the viscoelastic damper connects with the top of framework, the bottom of the viscoelastic damper and the ripple
Line steel plate shear force wall connects；
The bottom of the corrugated steel shear wall is connected by the bottom of connector and framework, both sides and framework apart.
As the further restriction to the technical program, the framework includes two longitudinally disposed frame columns and laterally set
The two frame girders put, one end of every Vierendeel girder are connected with a frame column, and the other end is connected with another frame column；
The top of the viscoelastic damper and the Vierendeel girder of top connect, and bottom connects with the corrugated steel shear wall
Connect, the bottom of the corrugated steel shear wall and the Vierendeel girder of lower section are connected by connector；
The both sides of the corrugated steel shear wall separate with two frame columns.
As the further restriction to the technical program, the viscoelastic damper includes one group of viscoelastic damping device,
Each viscoelastic damping device includes the outer steel plate of interior steel plate and U-shaped, and a part for the interior steel plate is inserted into the U-shaped of outer steel plate
In structure, viscoelastic material is equipped between the both sides of interior steel plate and outer steel plate, in the outer steel plate, viscoelastic material and interior
Through hole is provided with steel plate, peg passes through the through hole；The inwall of the external cylindrical surface of the peg and the through hole on interior steel plate closely connects
Connect, have gap between the inwall of the through hole of outer steel plate；Passed in the peg and pad is provided with the both ends of outer steel plate.
Bolt hole is provided with the part that the interior steel plate stretches out outer steel plate, for being connected with corrugated steel shear wall.
Two sides of the viscoelastic material and interior steel plate and be by HTHP sulphur with the medial surface of outer steel plate
The method bonding of change turns into an entirety；
As the further restriction to the technical program, the top of each viscoelastic damping device passes through welding
Mode is connected with the lower flange of top frame beam, and bottom is hindered the viscoplasticity by the bolt installed in the bolt hole
Buddhist nun's device is connected with corrugated steel shear wall.
As the further restriction to the technical program, the corrugated steel shear wall is horizontal honeycomb-type structural.
As the further restriction to the technical program, the Vierendeel girder and frame column use i shaped steel.
As the further restriction to the technical program, end plate is respectively welded at the both ends of the Vierendeel girder, passes through section
The end plate is connected by point bolt with frame column.
The connector is fish platee.
A kind of design method of the steel construction damping dissipative devices provided with viscoelastic damper, including：
(1) by Calculation and Analysis of Force, the thickness h of the viscoelastic material is determinedVWith individual layer section of shear Ad；
(3) ripple size and steel plate thickness t of corrugated steel shear wall are determined；
(3) bottom of the corrugated steel shear wall is connected by connector and the Vierendeel girder of lower section, then will be described viscous
The top of elastic damper and the lower flange of top frame beam are welded and fixed, and bottom is upper by bolt and corrugated steel shear wall
Portion connects.
What the step (1) was realized in：
The thickness h of the viscoelastic materialVCalculation formula be：hV=dy//0.05；
The individual layer section of shear A of the viscoelastic materialdCalculation formula be：
In formula, ViFor i-th layer of interlaminar shear of framework；G ' is the storage modulus of shearing of viscoelastic material, takes 1200KN/m2；
udFor the horizontal displacement of viscoelastic damper, the yield displacement value d of viscoelastic damper is takeny, according toDetermine dy, dsyFor
Structure yield story drift limit value；M is the quantity of i-th layer of arrangement viscoelastic damper.
What the step (2) was realized in：
The ripple size of the corrugated steel shear wall includes wavelength, wave height, horizontal segment and oblique Length Ratio and angle,
It is specific as follows：
Wavelength q=2 (a+b) span is：150mm~300mm；
Wave height d span is：30mm~100mm；
The span of horizontal segment and oblique Length Ratio a/c：1~2；
The span of angle, θ：30 °~60 °；
The span calculation formula of the steel plate thickness is：
In formula, t is steel plate thickness；rRFor antidetonation partial safety factor, 1.2 are taken；L is steel plate width；fySet for steel tensile strength
Evaluation；The shear yield stress of steel plateω=max { a, c }, a are ripple level segment length, and b refers to the oblique section of ripple
Floor projection length, c are the oblique segment length of ripple；υ is Poisson's ratio (taking 0.3)；KlPartial cut buckling failure influences coefficient；E is
Elasticity modulus of materials.
The span of the steel plate thickness：1.6mm~6mm.
Compared with prior art, the beneficial effects of the invention are as follows：The present invention is by viscoelastic damper and steel frame corrugated steel
Plate shear wall is combined, and steel frame undertakes whole vertical loads and overturning moment, viscoelastic damper as structural edge component
Be built in corrugated steel shear wall in steel frame and undertake whole side forces, can significantly lift frame anti-side rigidity, subtract
The sidesway of small structure in itself；During antidetonation first by viscoelastic damper by the shearing lag return of viscoelastic material deform come
Small shake or high wind load (first stage) are resisted, under middle shake or macroseism load action, viscoelastic damper no longer produces shearing
Deform and consume energy, but side force is passed to horizontal corrugated steel shear wall, consume ground by corrugated steel shear wall
Energy (second stage) is shaken, reaches the purpose of damping power consumption.
Brief description of the drawings
Fig. 1 is the structural representation of the present invention.
Fig. 2-1 is the front view at A in Fig. 1.
Fig. 2-2 is the first dimensional structure diagram at A in Fig. 1.
Fig. 2-3 is the second structural representation at A in Fig. 1.
Fig. 3 is detail drawing at B in Fig. 1.
Fig. 4-1 is first structure schematic diagram at C in Fig. 1.
Fig. 4-2 is the second structural representation at C in Fig. 1.
Fig. 4-3 is the bolt at C in Fig. 1.
Fig. 5-1 is the first force analysis figure of viscoelastic damper.
Fig. 5-2 is the second force analysis figure of viscoelastic damper.
Fig. 6 is structure etc. for schematic diagram.
In figure, 1- frame columns, 2- Vierendeel girders, 3- fish platees, 4- end plates, 5- node bolts, B- corrugated steel shear walls, C-
Viscoelastic damper.
Embodiment
The present invention is described in further detail below in conjunction with the accompanying drawings：
As shown in Figure 1 to Figure 4 shown in -3, the present invention includes framework and the viscoelastic damper C and corrugated steel that are arranged in framework
Plate shear wall B；
The top of the viscoelastic damper C connects with the top of framework, the bottom of the viscoelastic damper C with it is described
The B connections of corrugated steel shear wall；
The bottom of the corrugated steel shear wall B is connected by the bottom of connector and framework, both sides and framework apart.
The framework includes two longitudinally disposed frame columns 1 and the two frame girders 2 laterally set, every Vierendeel girder 2
One end be connected with a frame column 1, the other end is connected with another frame column 1；
The top of the viscoelastic damper C and the Vierendeel girder 2 of top connect, and bottom shears with the corrugated steel
Wall B connections, the bottom of the corrugated steel shear wall B and the Vierendeel girder 2 of lower section are connected by connector；
The both sides of the corrugated steel shear wall B separate with two frame columns 1.
The corrugated steel shear wall B is horizontal honeycomb-type structural；
The Vierendeel girder 2 and frame column 1 use i shaped steel；
End plate 4 is respectively welded at the both ends of the Vierendeel girder 2, by node bolt 5 by the end plate 4 and frame column 1
Connection；
The connector is fish platee 3.
The steel frame includes frame column 1 and Vierendeel girder 2, and the connected mode of frame column 1 and Vierendeel girder 2 is overhanging using both ends
End plate type is connected, i.e., with end plate 4 by being welded to connect, end plate 4 is attached Vierendeel girder 2 with frame column 1 by node bolt 5；
With the lower flange of Vierendeel girder 2 by being welded to connect, bottom passes through spiral shell with corrugated steel shear wall B on the viscoelastic damper C tops
Tether and connect, (fish platee 3 plays is connected corrugated steel shear wall B to corrugated steel shear wall B with the fish platee 3 that is welded in Vierendeel girder 2
With the effect of Vierendeel girder 2, while play a part of transmit load) by being welded to connect, corrugated steel shear wall B both sides and framework
Post 1 separates.
The viscoelastic damper C includes one group of viscoelastic damping device, viscoelastic damping device concrete structure such as Fig. 4 institutes
Show, be made up of the outer steel plate 42 of U-shaped, interior steel plate 41, viscoelastic material 43, peg 45, pad 44 and bolt hole 45.The interior steel
A part for plate 41 is inserted into the U-shaped structure of outer steel plate 42, is equipped between the both sides of interior steel plate 41 and outer steel plate 42 viscous
Elastomeric material 43, viscoelastic material 43 and steel plate are that the method vulcanized by HTHP makes its bonding turn into an entirety；
Through hole is provided with outer steel plate 42, viscoelastic material 43 and interior steel plate 41, peg 45 passes through through hole；The external cylindrical surface of peg 45 with it is interior
Through-hole wall on steel plate 41 is closely connected, and certain gap 46 is left between the through-hole wall of outer steel plate 42；In the bolt
Nail 45, which passes, is provided with pad 44 at the both ends of outer steel plate 42.The top of each viscoelastic damping device passes through the side of welding
The lower flange connection of the Vierendeel girder 2 of formula and top, spiral shell is provided with the part that the interior steel plate 41 stretches out the outer steel plate 42
Keyhole 45, for being connected with the corrugated steel shear wall B.
Viscoelastic material 43 and steel plate are that the method vulcanized by HTHP makes its bonding turn into an entirety, peg 45
Being set to introduce displacement limits mechanism, the external cylindrical surface of peg 45 is closely connected with the through-hole wall on interior steel plate,
It is adhesively fixed by binding agent on the interior through-hole wall of steel plate 41, and certain gap is left between the through-hole wall of outer steel plate 42
46, the value of reserving gaps should be less than the yield displacement of viscoelastic material, pass through viscoplasticity when displacement is less than reserving gaps 46
The detrusion of material 43 carrys out dissipation energy, and when displacement exceedes reserving gaps, the external cylindrical surface of peg 45 connects with outer steel plate 42
Touch, viscoelastic material 43 can not produce detrusion, but deliver load to corrugated steel shear wall B by peg 45.
Viscoelastic material and steel plate are that the method vulcanized by HTHP makes its bonding turn into an entirety, peg be for
Introduce displacement limits mechanism and set, the external cylindrical surface of peg is closely connected with the through-hole wall on interior steel plate, by bonding
Agent is adhesively fixed on interior steel plate through-hole wall, and leaves certain gap between the through-hole wall of outside U-shaped steel plate, preset slot
The value of gap should be less than the yield displacement dy of viscoelastic material, pass through the shearing of viscoelastic material when displacement is less than reserving gaps
Deformation carrys out dissipation energy, and when displacement exceedes reserving gaps, the external cylindrical surface of peg contacts with outer steel plate, and viscoelastic material can not
Detrusion is produced, but corrugated steel shear wall is delivered load to by peg.
The viscoelastic material 43 uses high molecular polymer, and most of is acrylate copolymer or glass state material, can
To be used as viscoelastic material using natural rubber.
By the design method based on bearing capacity, the selection of viscoelastic damper and corrugated steel shear wall is on ground according to it
Load that earthquake centre is born determines.When load is less than the yield force that viscoelastic damper is born, it is each to act on framework
The seismic force of layer dissipates when load exceedes the yield force of viscoelastic damper by the detrusion of viscoelastic material, by
In the presence of displacement limits mechanism, viscoelastic damper no longer shear energy dissipation, but dissipate ground by corrugated steel shear wall
Shake energy.
(1) stress of the viscoelastic damper under seismic loading first passes through stress as shown in Fig. 5-1 and Fig. 5-2
Analysis calculates, and determines the thickness of viscoelastic material and the size of the section of shear, selects appropriate viscoelastic damper to be applied to knot
In structure.
(2) secondly determine corrugated steel shear wall ripple size and steel plate thickness, by corrugated steel shear wall it is equivalent into
Simplified model as shown in Figure 6.
First, the section of shear A of viscoelastic materialdAnd thickness hVDesign method：
1st, under seismic loading, the yield force (mP of viscoelastic damperd) it should be less than the interlaminar shear V of frame structurei
(tried to achieve by calculating and be used as known quantity)：
mPd≤Vi (1)
In formula, PdFor the yield force of single viscoelastic damper；
ViFor i-th layer of interlaminar shear of framework；
M is the quantity of i-th layer of arrangement viscoelastic damper, and its value passes through formula m=Adi/AdIt is determined that wherein AdiFor m=1
When the total individual layer shear(ing) area of i-th layer of viscoelastic damper, AdFor single viscoelastic damper individual layer shear(ing) area (see Fig. 5-
1), and each damper has two shear surfaces.
2nd, the P in formula (1)dCan be calculated by following two formula, with reference to viscoelastic damper force diagram (see Fig. 5-
1)：
Pd=2 τ Ad (2)
In formula, τ is the shear stress of viscoelastic material (see Fig. 5-1)；
AdFor the individual layer shear(ing) area of viscoelastic material (see Fig. 5-2)；
KdFor the stiffness coefficient of damper；
G ' is the storage modulus of shearing of viscoelastic material, typically takes 1200KN/m2；
udFor the horizontal displacement (see Fig. 5-1) of viscoelastic damper, the yield displacement value d of damper is taken hereiny, according to《Build
Build earthquake resistant design code》Middle formula (12.3.6-2)Determine dy, in formula, dsyFor structure yield story drift limit value；
hVThe viscoelastic material layer thickness (see Fig. 5-1) between vertically-adjacent two panels shearing steel plate, to meet shockproof requirements, glue
Elastomeric layer thickness hvIt should meettanγ：Viscoelastic material angle of shear tangent value, takes tan γ=1.Cause
This is strained according to horizontal shearTo determine the thickness of viscoelastic material layer, i.e. hV=dy/ 0.05 meets that antidetonation will
Ask.
3rd, the individual layer shear(ing) area A of i-th layer of viscoelastic material can be obtained according to formula (1) and (3)dThe calculating of (see Fig. 5-2)
Formula, i.e.,
2nd, the design procedure of corrugated steel size is as follows：
The Commonly Used Size of corrugated steel is following (see Fig. 3) in Practical Project：
Wavelength q=2 (a+b) span：150mm~300mm；
Wave height d span：30mm~100mm；
The span of horizontal segment and oblique Length Ratio a/c：1~2；
Thickness of slab t span：1.6mm~6mm；
The span of angle, θ：30 °~60 °.
In order to play the intensity of corrugated steel material and ductility, ensure that it there are enough energy dissipation capacities, corrugated steel is carried
The shear-carrying capacity (τ lt) of confession should be greater than horizontal seismic force (rR·Vi), i.e.,
τ lt ＞ rR·Vi (5)
In formula, rRFor antidetonation partial safety factor, 1.2 are taken；
L is steel plate width；
T is steel plate thickness；
τ is corrugated steel shear wall shear stress, and now τ takes the shear yield stress of steel platefyResist for steel
Tensile strength design load.
The minimum thickness of corrugated steel is determined by (5) formula：
The partial cut flexing elastic carrier power calculation formula of corrugated steel shear wall：
In formula, KlPartial cut buckling failure influences coefficient；
E is elasticity modulus of materials；
υ is Poisson's ratio (taking 0.3)；
ω=max { a, c }, a are ripple level segment length, and c is the oblique segment length of ripple (see Fig. 5).
The maximum gauge of corrugated steel, i.e. τ are determined using the elastic partial cut flexing of corrugated steel as limiting conditionl
＜ τy, therefore the maximum gauge calculation formula of corrugated steel is：
The span of corrugated steel thickness can be obtained according to formula (6) and (8), i.e.,
The present invention is fairly simple quick in terms of construction, first connects corrugated steel shear wall by connector and framework
Connect, then choose suitable viscoelastic damper and be connected by connector with Vierendeel girder lower flange and corrugated steel shear wall；
The board-like connected mode of both ends overhanging end that steel frame uses belongs to varied rigid link, is rigidly connected with what is used in traditional steel frame
Mode is compared, and the board-like connected mode of both ends overhanging end can be with the deformation energy dissipation capacity of enhancing structure.
Above-mentioned technical proposal is one embodiment of the present invention, for those skilled in the art, at this
On the basis of disclosure of the invention application process and principle, it is easy to make various types of improvement or deformation, be not limited solely to this
Invent the method described by above-mentioned embodiment, therefore previously described mode is simply preferable, and and without limitation
The meaning of property.
Claims (3)
- A kind of 1. steel construction damping dissipative devices provided with viscoelastic damper, it is characterised in that：It is described to be provided with viscoelastic damping The steel construction damping dissipative devices of device include framework and the viscoelastic damper and corrugated steel shear wall that are arranged in framework；The top of the viscoelastic damper connects with the top of framework, the bottom of the viscoelastic damper and the corrugated steel Plate shear wall connects；The bottom of the corrugated steel shear wall is connected by the bottom of connector and framework, both sides and framework apart；The framework includes two longitudinally disposed frame columns and the two frame girders laterally set, and one end of every Vierendeel girder is equal It is connected with a frame column, the other end is connected with another frame column；The top of the viscoelastic damper and the Vierendeel girder of top are connected, and bottom is connected with the corrugated steel shear wall, institute The Vierendeel girder of the bottom and lower section of stating corrugated steel shear wall is connected by connector；The both sides of the corrugated steel shear wall separate with two frame columns；The viscoelastic damper includes one group of viscoelastic damping device, and each viscoelastic damping device includes interior steel plate and U-shaped Outer steel plate, a part for the interior steel plate is inserted into the U-shaped structure of outer steel plate, between the both sides of interior steel plate and outer steel plate Viscoelastic material is equipped with, through hole is provided with the outer steel plate, viscoelastic material and interior steel plate, peg passes through the through hole；Institute The external cylindrical surface of peg is stated closely to be connected with the inwall of the through hole on interior steel plate, it is seamed between the inwall of the through hole of outer steel plate Gap；Passed in the peg and pad is provided with the both ends of outer steel plate；Bolt hole is provided with the part that the interior steel plate stretches out outer steel plate, for being connected with corrugated steel shear wall；The viscoelastic Property material and interior steel plate two sides and be that the method bonding vulcanized by HTHP turns into the medial surface of outer steel plate One entirety, the viscoelastic material use high molecular polymer；The top of each viscoelastic damping device passes through weldering The mode connect is connected with the lower flange of top frame beam, and bottom is by the bolt installed in the bolt hole by the viscoelastic Property damping unit is connected with corrugated steel shear wall；The corrugated steel shear wall is horizontal honeycomb-type structural；The Vierendeel girder and frame column use i shaped steel；End plate is respectively welded at the both ends of the Vierendeel girder, is connected the end plate with frame column by node bolt；The connector is fish platee.
- 2. a kind of design method of the steel construction damping dissipative devices provided with viscoelastic damper described in claim 1, it is special Sign is：Methods described includes：(1) by Calculation and Analysis of Force, the thickness h of the viscoelastic material is determinedvWith individual layer section of shear Ad；(2) ripple size and steel plate thickness t of corrugated steel shear wall are determined；(3) bottom of the corrugated steel shear wall is connected by connector and the Vierendeel girder of lower section, then by the viscoplasticity The top of damper and the lower flange of top frame beam are welded and fixed, and bottom is connected by the top of bolt and corrugated steel shear wall Connect；What the step (1) was realized in：The thickness h of the viscoelastic materialvCalculation formula be：hv=dy/0.05；The individual layer section of shear A of the viscoelastic materialdCalculation formula be：In formula, ViFor i-th layer of interlaminar shear of framework；G ' is the storage modulus of shearing of viscoelastic material, takes 1200KN/m2；udFor The horizontal displacement of viscoelastic damper, take the yield displacement value d of viscoelastic dampery, according toDetermine dy, dsyFor structure Yield story drift limit value；M is the quantity of i-th layer of arrangement viscoelastic damper；What the step (2) was realized in：The ripple size of the corrugated steel shear wall includes wavelength, wave height, horizontal segment and oblique Length Ratio and angle, specifically It is as follows：Wavelength q=2 (a+b) span is：150mm~300mm；Wave height d span is：30mm~10mm；The span of horizontal segment and oblique Length Ratio a/c：1~2；The span of angle, θ：30 °~60 °；The span calculation formula of the steel plate thickness is：In formula, t is steel plate thickness；rRFor antidetonation partial safety factor, 1.2 are taken；L is steel plate width；fyDesigned for steel tensile strength Value；The shear yield stress of steel plateω=max { a, c }, a are ripple level segment length, and b refers to the water of the oblique section of ripple Flat projected length, c are the oblique segment length of ripple；υ is Poisson's ratio；KlPartial cut buckling failure influences coefficient；E is elastic properties of materials mould Amount.
- 3. according to the method for claim 2, it is characterised in that：The span of the steel plate thickness：1.6mm~6mm.
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