CN105201260A - Steel structure seismic-reduction energy-dissipation system provided with viscoelastic damper and design method - Google Patents
Steel structure seismic-reduction energy-dissipation system provided with viscoelastic damper and design method Download PDFInfo
- Publication number
- CN105201260A CN105201260A CN201510658421.8A CN201510658421A CN105201260A CN 105201260 A CN105201260 A CN 105201260A CN 201510658421 A CN201510658421 A CN 201510658421A CN 105201260 A CN105201260 A CN 105201260A
- Authority
- CN
- China
- Prior art keywords
- steel plate
- viscoelastic
- shear wall
- viscoelastic damper
- steel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Abstract
The invention provides a steel structure seismic-reduction energy-dissipation system provided with a viscoelastic damper and a design method and belongs to the field of seismic resistance of buildings. The steel structure seismic-reduction energy-dissipation system provided with the viscoelastic damper comprises a frame, the viscoelastic damper and a corrugated steel plate shear wall, wherein the viscoelastic damper and the corrugated steel plate shear wall are arranged in the frame. The upper portion of the viscoelastic damper is connected with the upper portion of the frame, and the lower portion of the viscoelastic damper is connected with the corrugated steel plate shear wall. The lower portion of the corrugated steel plate shear wall is connected with the lower portion of the frame through a connecting piece, and two sides of the corrugated steel plate shear wall are separated from the frame.
Description
Technical field
The invention belongs to building aseismicity field, be specifically related to a kind of the steel work damping dissipative devices and the method for designing that are provided with viscoelastic damper.
Background technology
In modern architecture, for traditional steel plate shear force wall Lateral Resistant System, be widely used in Practical Project because it has the advantages such as bearing capacity is high, ductility good, energy dissipation capacity is strong.In order to eliminate the infringement to conventional steel plates shear wall under thin tail sheep, viscoelastic damper is applied in steel frame, meanwhile introduces displacement limits mechanism, make viscoelastic damper under thin tail sheep, produce shearing lag return distortion, dissipate the seismic energy inputted, and reduces the vibrations reaction of structure.In addition in order to make full use of the strength and ductility of steel plate materials, the outer elastic instability problem of plane of thin steel plate shear wall must be solved, corrugated steel shear wall is arranged in steel frame, larger Out-of Plane Stiffness is provided by the geometry outside its face, make self not easily flexing to occur, shear behavior is better than plain plate, improves the flexural property of body of wall.
Summary of the invention
The object of the invention is to solve the difficult problem existed in above-mentioned prior art, a kind of the steel work damping dissipative devices and the method for designing that are provided with viscoelastic damper are provided, eliminate under thin tail sheep the infringement of conventional steel plates shear wall, secondly plain plate is replaced to strengthen the shear-carrying capacity of structure with corrugated steel, solve the out-of-plane elastic instability problem of plain plate shear wall, better play the strength and ductility of steel plate materials.
The present invention is achieved by the following technical solutions:
Be provided with a steel work damping dissipative devices for viscoelastic damper, comprise framework and the viscoelastic damper be arranged in framework and corrugated steel shear wall;
The top of described viscoelastic damper is connected with the top of framework, and the bottom of described viscoelastic damper is connected with described corrugated steel shear wall;
The bottom of described corrugated steel shear wall is connected with the bottom of framework by connector, both sides and framework apart.
As the further restriction to the technical program, described framework comprises the two frame girders of two frame columns and the horizontally set longitudinally arranged, and one end of every root Vierendeel girder is all connected with a frame column, and the other end is all connected with another root frame column;
The top of described viscoelastic damper is connected with the Vierendeel girder of top, and bottom is connected with described corrugated steel shear wall, and the described bottom of corrugated steel shear wall is connected by connector with the Vierendeel girder of below;
The both sides of described corrugated steel shear wall are all separated with two frame columns.
As the further restriction to the technical program, described viscoelastic damper comprises one group of viscoelastic damping device, each viscoelastic damping device comprises the outer steel plate of interior steel plate and U-shaped, a part for described interior steel plate is inserted in the U-shaped structure of outer steel plate, viscoelastic material is equipped with between the both sides of interior steel plate and outer steel plate, described outer steel plate, viscoelastic material and interior steel plate have through hole, and peg is through this through hole; The inwall compact siro spinning technology of the through hole on the external cylindrical surface of described peg and interior steel plate, and have gap between the inwall of the through hole of outer steel plate; The two ends place passing outer steel plate at described peg is provided with pad.
The part of stretching out outer steel plate at described interior steel plate has bolt hole, for being connected with corrugated steel shear wall.
The two sides of described viscoelastic material and interior steel plate and and the medial surface of outer steel plate be all be bonded into as a whole by the method for HTHP sulfuration;
As the further restriction to the technical program, the top of each described viscoelastic damping device is all connected with the bottom flange of top frame beam by the mode of welding, and described viscoelastic damping device is all connected with corrugated steel shear wall by the bolt installed in described bolt hole by bottom.
As the further restriction to the technical program, described corrugated steel shear wall is horizontal honeycomb-type structural.
As the further restriction to the technical program, described Vierendeel girder and frame column all adopt i shaped steel.
As the further restriction to the technical program, be welded with end plate respectively at the two ends of described Vierendeel girder, by node bolt, described end plate be connected with frame column.
Described connector is splice bar.
Be provided with a method for designing for the steel work damping dissipative devices of viscoelastic damper, comprise:
(1) by Calculation and Analysis of Force, the thickness h of described viscoelastic material is determined
vwith individual layer shearing area A
d;
(3) ripple size and the steel plate thickness t of corrugated steel shear wall is determined;
(3) be connected with the Vierendeel girder of below by connector the bottom of described corrugated steel shear wall, then be welded and fixed the bottom flange of the top of described viscoelastic damper and top frame beam, bottom is connected by the top of bolt with corrugated steel shear wall.
Described step (1) is achieved in that
The thickness h of described viscoelastic material
vdesign formulas be: h
v=d
y// 0.05;
The individual layer shearing area A of described viscoelastic material
ddesign formulas be:
In formula, V
ifor the interlaminar shear of framework i-th layer; The storage modulus of shearing that G ' is viscoelastic material, gets 1200KN/m
2; u
dfor the horizontal movement of viscoelastic damper, get the yield displacement value d of viscoelastic damper
y, according to
determine d
y, d
syfor structure yield story drift limit value; M is i-th layer of quantity of arranging viscoelastic damper.
Described step (2) is achieved in that
The ripple size of described corrugated steel shear wall comprises wavelength, wave height, horizontal segment and oblique Length Ratio and angle, specific as follows:
The span of wavelength q=2 (a+b) is: 150mm ~ 300mm;
The span of wave height d 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 design formulas of described steel plate thickness is:
In formula, t is steel plate thickness; r
rfor antidetonation partial safety factor, get 1.2; L is steel plate width; f
yfor steel tensile strength design load; The shear yield stress of steel plate
ω=max{a, c}, a are ripple level segment length, and b refers to the horizontal projection length of the oblique section of ripple, and c is the oblique segment length of ripple; υ is poisson's ratio (getting 0.3); K
lpartial cut buckling failure influence coefficient; E is elasticity modulus of materials.
The span of described steel plate thickness: 1.6mm ~ 6mm.
Compared with prior art, the invention has the beneficial effects as follows: viscoelastic damper combines with steel frame corrugated steel shear wall by the present invention, steel frame bears whole vertical load and overturning moment as structural edge component, viscoelastic damper and corrugated steel shear wall are built in steel frame bears whole lateral force, can the anti-side rigidity of significantly lift frame, reduce the sidesway of structure itself; First little shake or high wind load (first stage) is resisted by viscoelastic damper by the shearing lag return distortion of viscoelastic material in antidetonation process, under middle shake or macroseism load action, viscoelastic damper no longer produces shear strain and consumes energy, but lateral force is passed to horizontal corrugated steel shear wall, carry out earthquake energy (second stage) by corrugated steel shear wall, reach the object of damping power consumption.
Accompanying drawing explanation
Fig. 1 is structural representation of the present invention.
Fig. 2-1 is the front view at A place in Fig. 1.
Fig. 2-2 is first perspective view at A place in Fig. 1.
Fig. 2-3 is second structural representation at A place in Fig. 1.
Fig. 3 is B place detail drawing in Fig. 1.
Fig. 4-1 is C place first structural representation in Fig. 1.
Fig. 4-2 is C place second structural representation in Fig. 1.
Fig. 4-3 is the bolt at C place 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 that structure etc. is for schematic diagram.
In figure, 1-frame column, 2-Vierendeel girder, 3-splice bar, 4-end plate, 5-node bolt, B-corrugated steel shear wall, C-viscoelastic damper.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in further detail:
As shown in Figure 1 to Figure 4 shown in-3, the present invention includes framework and the viscoelastic damper C be arranged in framework and corrugated steel shear wall B;
The described top of viscoelastic damper C is connected with the top of framework, and the bottom of described viscoelastic damper C is connected with described corrugated steel shear wall B;
The bottom of described corrugated steel shear wall B is connected with the bottom of framework by connector, both sides and framework apart.
Described framework comprises the two frame girders 2 of two frame columns 1 and horizontally set longitudinally arranged, and one end of every root Vierendeel girder 2 is all connected with a frame column 1, and the other end is all connected with another root frame column 1;
The top of described viscoelastic damper C is connected with the described Vierendeel girder 2 of top, and bottom is connected with described corrugated steel shear wall B, and the described bottom of corrugated steel shear wall B is connected by connector with the described Vierendeel girder 2 of below;
The both sides of described corrugated steel shear wall B are all separated with two frame columns 1.
Described corrugated steel shear wall B is horizontal honeycomb-type structural;
Described Vierendeel girder 2 and frame column 1 all adopt i shaped steel;
Be welded with end plate 4 respectively at the two ends of described Vierendeel girder 2, by node bolt 5, described end plate 4 be connected with frame column 1;
Described connector is splice bar 3.
Described steel frame comprises frame column 1 and Vierendeel girder 2, and the connected mode of frame column 1 and Vierendeel girder 2 adopts the board-like connection of two ends overhanging end, and namely Vierendeel girder 2 and end plate 4 are by being welded to connect, and end plate 4 is connected by node bolt 5 with frame column 1; Described viscoelastic damper C top and Vierendeel girder 2 bottom flange are by being welded to connect, bottom and corrugated steel shear wall B are bolted, (splice bar 3 plays the effect being connected corrugated steel shear wall B and Vierendeel girder 2 for corrugated steel shear wall B and the splice bar 3 being welded in Vierendeel girder 2, play the effect of transmitting load simultaneously) by being welded to connect, corrugated steel shear wall B both sides are separated with frame column 1.
Described viscoelastic damper C comprises one group of viscoelastic damping device, and viscoelastic damping device concrete structure as shown in Figure 4, is made up of with bolt hole 45 the outer steel plate 42 of U-shaped, interior steel plate 41, viscoelastic material 43, peg 45, pad 44.A part for described interior steel plate 41 is inserted in the U-shaped structure of outer steel plate 42, between the both sides and outer steel plate 42 of interior steel plate 41, be equipped with viscoelastic material 43, and viscoelastic material 43 and steel plate are that to make it be bonded into by the method for HTHP sulfuration as a whole; Outside steel plate 42, viscoelastic material 43 and interior steel plate 41 have through hole, peg 45 is through through hole; Through-hole wall compact siro spinning technology on the external cylindrical surface of peg 45 and interior steel plate 41, and and between the through-hole wall of outer steel plate 42, leave certain gap 46; The two ends place passing outer steel plate 42 at described peg 45 is provided with pad 44.The top of each described viscoelastic damping device is all connected with the bottom flange of the described Vierendeel girder 2 of top by the mode of welding, and the part of stretching out described outer steel plate 42 at described interior steel plate 41 has bolt hole 45, for being connected with described corrugated steel shear wall B.
Viscoelastic material 43 and steel plate are that to make it be bonded into by the method for HTHP sulfuration as a whole, peg 45 is arranged to introduce displacement limits mechanism, through-hole wall compact siro spinning technology on the external cylindrical surface of peg 45 and interior steel plate, being bondd by cementing agent is fixed on interior steel plate 41 through-hole wall, and and between the through-hole wall of outer steel plate 42, leave certain gap 46, the value of reserving gaps should be less than the yield displacement of viscoelastic material, dissipation energy is carried out by the shear strain of viscoelastic material 43 when displacement is less than reserving gaps 46, when displacement exceedes reserving gaps, the external cylindrical surface of peg 45 contacts with outer steel plate 42, viscoelastic material 43 can not produce shear strain, but by peg 45, load is passed to corrugated steel shear wall B.
Viscoelastic material and steel plate are that to make it be bonded into by the method for HTHP sulfuration as a whole, peg is arranged to introduce displacement limits mechanism, through-hole wall compact siro spinning technology on the external cylindrical surface of peg and interior steel plate, being bondd by cementing agent is fixed on interior steel plate through-hole wall, and and between the through-hole wall of the U-shaped steel plate in outside, leave certain gap, the value of reserving gaps should be less than the yield displacement dy of viscoelastic material, shear strain when displacement is less than reserving gaps by viscoelastic material carrys out dissipation energy, when displacement exceedes reserving gaps, the external cylindrical surface of peg contacts with outer steel plate, viscoelastic material can not produce shear strain, but by peg, load is passed to corrugated steel shear wall.
Described viscoelastic material 43 adopts high molecular polymer, and major part is acrylate copolymer or glass state material, and natural rubber can be adopted as viscoelastic material.
By the method for designing based on bearing capacity, viscoelastic damper and choosing of corrugated steel shear wall determine according to its load born in earthquake.When load is less than the yield force that viscoelastic damper bears, the seismic forces acting on each layer of framework is dissipated by the shear strain of viscoelastic material. when load exceedes the yield force of viscoelastic damper, due to the existence of displacement limits mechanism, viscoelastic damper is shear energy dissipation no longer, but to be dissipated seismic energy by corrugated steel shear wall.
(1) first stressed as shown in Fig. 5-1 and Fig. 5-2 under seismic loading of viscoelastic damper, by Calculation and Analysis of Force, determines the thickness of viscoelastic material and the size of shearing area, selects suitable viscoelastic damper to be applied in structure.
(2) secondly determine ripple size and the steel plate thickness of corrugated steel shear wall, the equivalence of corrugated steel shear wall is become simplified model as shown in Figure 6.
One, the shearing area A of viscoelastic material
dand thickness h
vmethod for designing:
1, under seismic loading, the yield force (mP of viscoelastic damper
d) the interlaminar shear V of frame construction should be less than
i(by calculate try to achieve and as known quantity):
mP
d≤V
i(1)
In formula, P
dfor the yield force of single viscoelastic damper;
V
ifor the interlaminar shear of framework i-th layer;
M is i-th layer of quantity of arranging viscoelastic damper, and its value is by formula m=A
di/ A
ddetermine, wherein A
difor the individual layer shear(ing) area that i-th layer of viscoelastic damper during m=1 is total, A
dfor the individual layer shear(ing) area (see Fig. 5-1) of single viscoelastic damper, and each damper has two surface of shear.
2, the P in formula (1)
dcalculate by following two formulas, the force diagram (see Fig. 5-1) with reference to viscoelastic damper:
P
d＝2·τ·A
d(2)
In formula, τ is the shear stress (see Fig. 5-1) of viscoelastic material;
A
dfor the individual layer shear(ing) area (see Fig. 5-2) of viscoelastic material;
K
dfor the stiffness factor of damper;
The storage modulus of shearing that G ' is viscoelastic material, generally gets 1200KN/m
2;
U
dfor the horizontal movement (see Fig. 5-1) of viscoelastic damper, get the yield displacement value d of damper herein
y, according to formula (12.3.6-2) in " seismic design provision in building code "
determine d
y, in formula, d
syfor structure yield story drift limit value;
H
vfor viscoelastic material layer thickness (see Fig. 5-1) between vertical adjacent two panels shearing steel plate, for meeting shockproof requirements, viscoelastic material layer thickness h
vshould meet
tan γ: viscoelastic material shear angle tangent value, gets tan γ=1.Therefore strain according to horizontal shear
determine the thickness of viscoelastic material layer, i.e. h
v=d
y/ 0.05 meets shockproof requirements.
3, the individual layer shear(ing) area A of i-th layer of viscoelastic material can be obtained according to formula (1) and (3)
dthe design formulas of (see Fig. 5-2), namely
Two, the design procedure of corrugated steel size is as follows:
The Commonly Used Size following (see Fig. 3) of corrugated steel in Practical Project:
The span of wavelength q=2 (a+b): 150mm ~ 300mm;
The span of wave height d: 30mm ~ 100mm;
The span of horizontal segment and oblique Length Ratio a/c: 1 ~ 2;
The span of thickness of slab t: 1.6mm ~ 6mm;
The span of angle θ: 30 ° ~ 60 °.
In order to play the strength and ductility of corrugated steel material, ensure that it has enough energy dissipation capacities, the shear-carrying capacity (τ lt) that corrugated steel provides should be greater than horizontal seismic force (r
rv
i), namely
τ·l·t＞r
R·V
i(5)
In formula, r
rfor antidetonation partial safety factor, get 1.2;
L is steel plate width;
T is steel plate thickness;
τ is corrugated steel shear wall shear stress, and now τ gets the shear yield stress of steel plate
f
yfor steel tensile strength design load.
Minimum thickness by (5) formula determination corrugated steel:
The partial cut flexing elastic carrier power design formulas of corrugated steel shear wall:
In formula, K
lpartial cut buckling failure influence coefficient;
E is elasticity modulus of materials;
υ is poisson's ratio (getting 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 is determined, i.e. τ using the elasticity partial cut flexing of corrugated steel as ultimate limit state
l< τ
y, therefore the maximum gauge design formulas of corrugated steel is:
The span of corrugated steel thickness can be obtained, namely according to formula (6) and (8)
The present invention is fast fairly simple in construction, is first connected with framework by connector by corrugated steel shear wall, then chooses suitable viscoelastic damper and be connected with Vierendeel girder bottom flange and corrugated steel shear wall by connector; The board-like connected mode of two ends overhanging end that steel frame adopts belongs to varied rigid link, and compared with the rigid connection adopted in conventional steel framework, overhanging end board-like connected mode in two ends can strengthen the distortion energy dissipation capacity of structure.
Technique scheme is one embodiment of the present invention, for those skilled in the art, on the basis that the invention discloses application process and principle, be easy to make various types of improvement or distortion, and the method be not limited only to described by the above-mentioned detailed description of the invention of the present invention, therefore previously described mode is just preferred, and does not have restrictive meaning.
Claims (10)
1. be provided with a steel work damping dissipative devices for viscoelastic damper, it is characterized in that: described in be provided with viscoelastic damper steel work damping dissipative devices comprise framework and the viscoelastic damper that is arranged in framework and corrugated steel shear wall;
The top of described viscoelastic damper is connected with the top of framework, and the bottom of described viscoelastic damper is connected with described corrugated steel shear wall;
The bottom of described corrugated steel shear wall is connected with the bottom of framework by connector, both sides and framework apart.
2. the steel work damping dissipative devices being provided with viscoelastic damper according to claim 1, it is characterized in that: described framework comprises the two frame girders of two frame columns and the horizontally set longitudinally arranged, one end of every root Vierendeel girder is all connected with a frame column, and the other end is all connected with another root frame column;
The top of described viscoelastic damper is connected with the Vierendeel girder of top, and bottom is connected with described corrugated steel shear wall, and the described bottom of corrugated steel shear wall is connected by connector with the Vierendeel girder of below;
The both sides of described corrugated steel shear wall are all separated with two frame columns.
3. the steel work damping dissipative devices being provided with viscoelastic damper according to claim 2, it is characterized in that: described viscoelastic damper comprises one group of viscoelastic damping device, each viscoelastic damping device comprises the outer steel plate of interior steel plate and U-shaped, a part for described interior steel plate is inserted in the U-shaped structure of outer steel plate, viscoelastic material is equipped with between the both sides of interior steel plate and outer steel plate, described outer steel plate, viscoelastic material and interior steel plate have through hole, and peg is through this through hole; The inwall compact siro spinning technology of the through hole on the external cylindrical surface of described peg and interior steel plate, and have gap between the inwall of the through hole of outer steel plate; The two ends place passing outer steel plate at described peg is provided with pad;
The part of stretching out outer steel plate at described interior steel plate has bolt hole, for being connected with corrugated steel shear wall.
4. the steel work damping dissipative devices being provided with viscoelastic damper according to claim 3, is characterized in that: the two sides of described viscoelastic material and interior steel plate and and the medial surface of outer steel plate be all be bonded into as a whole by the method for HTHP sulfuration.
5. the steel work damping dissipative devices being provided with viscoelastic damper according to claim 4, it is characterized in that: the top of each described viscoelastic damping device is all connected with the bottom flange of top frame beam by the mode of welding, and described viscoelastic damping device is all connected with corrugated steel shear wall by the bolt installed in described bolt hole by bottom.
6. the steel work damping dissipative devices being provided with viscoelastic damper according to claim 5, is characterized in that: described corrugated steel shear wall is horizontal honeycomb-type structural;
Described Vierendeel girder and frame column all adopt i shaped steel;
Be welded with end plate respectively at the two ends of described Vierendeel girder, by node bolt, described end plate be connected with frame column;
Described connector is splice bar.
7. the arbitrary described method for designing being provided with the steel work damping dissipative devices of viscoelastic damper of claim 1 to 6, is characterized in that: described method comprises:
(1) by Calculation and Analysis of Force, the thickness h of described viscoelastic material is determined
vwith individual layer shearing area A
d;
(2) ripple size and the steel plate thickness t of corrugated steel shear wall is determined;
(3) be connected with the Vierendeel girder of below by connector the bottom of described corrugated steel shear wall, then be welded and fixed the bottom flange of the top of described viscoelastic damper and top frame beam, bottom is connected by the top of bolt with corrugated steel shear wall.
8. method according to claim 7, is characterized in that: described step (1) is achieved in that
The thickness h of described viscoelastic material
vdesign formulas be: h
v=d
y/ 0.05;
The individual layer shearing area A of described viscoelastic material
ddesign formulas be:
In formula, V
ifor the interlaminar shear of framework i-th layer; The storage modulus of shearing that G ' is viscoelastic material, gets 1200KN/m
2; u
dfor the horizontal movement of viscoelastic damper, get the yield displacement value d of viscoelastic damper
y, according to
determine d
y, d
syfor structure yield story drift limit value; M is i-th layer of quantity of arranging viscoelastic damper.
9. method according to claim 8, is characterized in that: described step (2) is achieved in that
The ripple size of described corrugated steel shear wall comprises wavelength, wave height, horizontal segment and oblique Length Ratio and angle, specific as follows:
The span of wavelength q=2 (a+b) is: 150mm ~ 300mm;
The span of wave height d 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 design formulas of described steel plate thickness is:
In formula, t is steel plate thickness; r
rfor antidetonation partial safety factor, get 1.2; L is steel plate width; f
yfor steel tensile strength design load; The shear yield stress of steel plate
ω=max{a, c}, a are ripple level segment length, and b refers to the horizontal projection length of the oblique section of ripple, and c is the oblique segment length of ripple; υ is poisson's ratio; K
lpartial cut buckling failure influence coefficient; E is elasticity modulus of materials.
10. method according to claim 9, is characterized in that: the span of described steel plate thickness: 1.6mm ~ 6mm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510658421.8A CN105201260B (en) | 2015-10-12 | 2015-10-12 | A kind of steel construction damping dissipative devices and design method provided with viscoelastic damper |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510658421.8A CN105201260B (en) | 2015-10-12 | 2015-10-12 | A kind of steel construction damping dissipative devices and design method provided with viscoelastic damper |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN105201260A true CN105201260A (en) | 2015-12-30 |
| CN105201260B CN105201260B (en) | 2017-12-08 |
Family
ID=54949186
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201510658421.8A Active CN105201260B (en) | 2015-10-12 | 2015-10-12 | A kind of steel construction damping dissipative devices and design method provided with viscoelastic damper |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN105201260B (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106760058A (en) * | 2017-01-02 | 2017-05-31 | 沈阳建筑大学 | Double-deck corrugated steel polyvinyl alcohol cement-base composite material combines antiknock shear wall |
| CN107740539A (en) * | 2017-09-21 | 2018-02-27 | 华侨大学 | A kind of rectangular profile corrugated steel concrete combination column |
| CN108824639A (en) * | 2018-07-16 | 2018-11-16 | 济南大学 | A kind of energy-dissipating and shock-absorbing Column Joint and its design method |
| CN109580777A (en) * | 2018-11-28 | 2019-04-05 | 深圳职业技术学院 | A kind of the damping energy dissipation appraisal procedure and its application of honeycomb cardboard quality system |
| CN110080425A (en) * | 2019-04-11 | 2019-08-02 | 横琴共轭科技有限公司 | A kind of construction method of assembled Coupling Damping wall |
| CN111287166A (en) * | 2020-03-20 | 2020-06-16 | 江苏科技大学 | Assembled FRP pipe-shaped steel concrete composite structure under marine corrosion environment |
| CN111706111A (en) * | 2020-07-20 | 2020-09-25 | 东南大学建筑设计研究院有限公司 | Near-modern building seismic reinforcement design method based on structural performance |
| CN113312721A (en) * | 2021-05-28 | 2021-08-27 | 华南理工大学 | Anti-seismic design analysis method for viscoelastic damper shock absorption structure |
| CN113982347A (en) * | 2021-10-19 | 2022-01-28 | 东南大学 | Novel topology space metal grid reinforced viscoelastic damper |
| CN115492272A (en) * | 2022-09-30 | 2022-12-20 | 中铁二局集团建筑有限公司 | Dual energy dissipation type corrugated plate mild steel damping wall |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4922059B2 (en) * | 2007-05-09 | 2012-04-25 | 大和ハウス工業株式会社 | Hybrid vibration control mechanism |
| CN203846636U (en) * | 2014-05-30 | 2014-09-24 | 中交(巴中)投资发展有限公司 | Novel anti-seismic house |
| CN104314192A (en) * | 2014-10-22 | 2015-01-28 | 上海大学 | Multilayer damper with displacement amplifying device |
| CN104727570A (en) * | 2015-04-08 | 2015-06-24 | 山东工艺美术学院 | Lateral force resisting system for multi-story and high-rise steel structure and bearing capacity calculating method |
| CN104746774A (en) * | 2015-04-01 | 2015-07-01 | 同济大学 | Beam through type corrugated steel plate energy consumption shear wall structure |
| CN104947825A (en) * | 2015-06-12 | 2015-09-30 | 云南震安减震科技股份有限公司 | Viscoelastic damper and preparing method thereof |
| CN205012494U (en) * | 2015-10-12 | 2016-02-03 | 济南大学 | Viscoplasticity power consumption antidetonation system |
-
2015
- 2015-10-12 CN CN201510658421.8A patent/CN105201260B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4922059B2 (en) * | 2007-05-09 | 2012-04-25 | 大和ハウス工業株式会社 | Hybrid vibration control mechanism |
| CN203846636U (en) * | 2014-05-30 | 2014-09-24 | 中交(巴中)投资发展有限公司 | Novel anti-seismic house |
| CN104314192A (en) * | 2014-10-22 | 2015-01-28 | 上海大学 | Multilayer damper with displacement amplifying device |
| CN104746774A (en) * | 2015-04-01 | 2015-07-01 | 同济大学 | Beam through type corrugated steel plate energy consumption shear wall structure |
| CN104727570A (en) * | 2015-04-08 | 2015-06-24 | 山东工艺美术学院 | Lateral force resisting system for multi-story and high-rise steel structure and bearing capacity calculating method |
| CN104947825A (en) * | 2015-06-12 | 2015-09-30 | 云南震安减震科技股份有限公司 | Viscoelastic damper and preparing method thereof |
| CN205012494U (en) * | 2015-10-12 | 2016-02-03 | 济南大学 | Viscoplasticity power consumption antidetonation system |
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106760058A (en) * | 2017-01-02 | 2017-05-31 | 沈阳建筑大学 | Double-deck corrugated steel polyvinyl alcohol cement-base composite material combines antiknock shear wall |
| CN107740539B (en) * | 2017-09-21 | 2023-05-05 | 华侨大学 | Rectangular contour corrugated steel plate concrete composite column |
| CN107740539A (en) * | 2017-09-21 | 2018-02-27 | 华侨大学 | A kind of rectangular profile corrugated steel concrete combination column |
| CN108824639A (en) * | 2018-07-16 | 2018-11-16 | 济南大学 | A kind of energy-dissipating and shock-absorbing Column Joint and its design method |
| CN109580777A (en) * | 2018-11-28 | 2019-04-05 | 深圳职业技术学院 | A kind of the damping energy dissipation appraisal procedure and its application of honeycomb cardboard quality system |
| CN109580777B (en) * | 2018-11-28 | 2021-08-20 | 深圳职业技术学院 | Damping energy consumption evaluation method of honeycomb paperboard quality system and application thereof |
| CN110080425A (en) * | 2019-04-11 | 2019-08-02 | 横琴共轭科技有限公司 | A kind of construction method of assembled Coupling Damping wall |
| CN111287166A (en) * | 2020-03-20 | 2020-06-16 | 江苏科技大学 | Assembled FRP pipe-shaped steel concrete composite structure under marine corrosion environment |
| CN111706111A (en) * | 2020-07-20 | 2020-09-25 | 东南大学建筑设计研究院有限公司 | Near-modern building seismic reinforcement design method based on structural performance |
| CN113312721B (en) * | 2021-05-28 | 2022-05-24 | 华南理工大学 | Anti-seismic design analysis method for viscoelastic damper shock absorption structure |
| CN113312721A (en) * | 2021-05-28 | 2021-08-27 | 华南理工大学 | Anti-seismic design analysis method for viscoelastic damper shock absorption structure |
| CN113982347A (en) * | 2021-10-19 | 2022-01-28 | 东南大学 | Novel topology space metal grid reinforced viscoelastic damper |
| CN115492272A (en) * | 2022-09-30 | 2022-12-20 | 中铁二局集团建筑有限公司 | Dual energy dissipation type corrugated plate mild steel damping wall |
Also Published As
| Publication number | Publication date |
|---|---|
| CN105201260B (en) | 2017-12-08 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN105201260A (en) | Steel structure seismic-reduction energy-dissipation system provided with viscoelastic damper and design method | |
| Alinia et al. | Cyclic behaviour, deformability and rigidity of stiffened steel shear panels | |
| Inoue et al. | Stiffening requirements for unbonded braces encased in concrete panels | |
| Psycharis et al. | Shear resistance of pinned connections of precast members to monotonic and cyclic loading | |
| US8881491B2 (en) | Coupling member for damping vibrations in building structures | |
| Shi et al. | Experimental study on the seismic behavior of high-performance cold-formed steel plate shear walls | |
| CN205012494U (en) | Viscoplasticity power consumption antidetonation system | |
| CN105696719B (en) | A kind of flexion-proof energy consumption supporting structure constrained using GFRP angle steel | |
| Dicleli et al. | Seismic performance of chevron braced steel frames with and without viscous fluid dampers as a function of ground motion and damper characteristics | |
| CN102409774B (en) | Viscoelastic damper used for buckling restrained braced building | |
| Hayashi et al. | Self-centering rocking composite frame using double-skin concrete-filled steel tube columns and energy-dissipating fuses in multiple locations | |
| KR101226766B1 (en) | A device for coupling beam on column | |
| Farokhi et al. | Investigating the parameters influencing the behavior of knee braced steel structures | |
| Musmar | Effect of link on eccentrically braced frames | |
| Carden et al. | Seismic performance of steel girder bridges with ductile cross frames using single angle X braces | |
| Zhou et al. | Static and multi-impact performances of RC beams strengthened with large rupture-strain FRP composites | |
| Al-Kharat et al. | Inelastic performance of screw-connected cold-formed steel strap-braced walls | |
| Mosallam | Connection and reinforcement design details for pultruded fiber reinforced plastic (PFRP) composite structures | |
| Eom et al. | Cyclic loading tests on framed stud walls with strap braces and steel sheathing | |
| CN108118939A (en) | A kind of high-strength steel controller perturbation ductility construction | |
| Ding et al. | Tests of hysteretic behavior for unbonded steel plate brace encased in reinforced concrete panel | |
| CN203821630U (en) | Two-sided connection type low yield point steel plate shear wall | |
| CN110331799A (en) | The trapezoidal corrugated plating shear wall of Low Yield Point Steel | |
| CN206581426U (en) | One kind sliding shearing mild steel damper | |
| Sarkisian et al. | Performance-based engineering of core wall tall buildings |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |