CN113293880A - Buckling-restrained shear plate damper and design method thereof - Google Patents
Buckling-restrained shear plate damper and design method thereof Download PDFInfo
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Abstract
The invention discloses a buckling-restrained shear plate damper and a design method thereof, wherein the buckling-restrained shear plate damper comprises a waveform buckling-restrained shear energy dissipation plate, an upper end plate and a lower end plate; the upper end plate and the lower end plate are connected with the wave-shaped buckling-restrained shearing energy dissipation plate through welding; the wave-shaped buckling-restrained shearing energy dissipation plate is formed by sequentially connecting three sections of straight plates and two sections of bent plates in a transverse direction at intervals. The bent plate in the buckling-restrained shear plate damper can effectively reduce out-of-plane buckling, under the condition that relative displacement along the direction of a strong axis of the energy-consuming plate occurs on the upper end plate and the lower end plate, shear deformation in a plane can occur on three sections of straight plates of the energy-consuming plate, bending deformation out of the plane can occur on two sections of bent plates, the bending deformation is along the direction of the strong axis of the energy-consuming plate, out-of-plane deformation occurring under large displacement in the middle of a rectangular steel plate web plate is converted into bending deformation along the strong axis of the energy-consuming plate, therefore, the out-of-plane buckling degree is reduced, and the energy-consuming capacity is improved. The damper has a plurality of excellent performances of small out-of-plane buckling degree, good ductility, strong energy consumption capability and the like, and is an ideal energy consumption element.
Description
Technical Field
The invention belongs to the field of earthquake resistance of constructional engineering and structural engineering, and particularly relates to a buckling-restrained shear plate damper and a design method and application thereof.
Background
The earthquake can cause serious damage to the building structure, cause a large number of house damages or collapse, and cause great loss to the lives and properties of people. In order to reduce the great loss of people caused by earthquakes, energy dissipation and shock absorption technologies are rapidly developed in recent years. The damper devices are arranged at the positions of the nodes, the supports, the shear walls, the floor spaces, the main attaching structures and the like of the structure, seismic energy is dissipated through bending, shearing and torsional deformation of the dampers, the seismic response of the structure is reduced, the damage degree of the structure is reduced, and the effect of energy dissipation and shock absorption is achieved. One of the most commonly used types of dampers is the metal damper.
The common metal shearing damper consumes energy in two modes, namely shearing yielding energy consumption through an energy consumption plate and bending yielding energy consumption through the energy consumption plate. The shear steel plate damper utilizes shear elastic-plastic deformation generated in a steel plate plane to perform energy dissipation and shock absorption, and has the advantages of simplicity in manufacturing, good energy dissipation performance, large initial rigidity, good economical efficiency and the like, and is researched and applied to houses and bridge structures. However, researches find that under the action of reciprocating load, the web plate is easy to buckle out of a plane along with the increase of shearing deformation, and the hysteretic curve of the damper is prematurely pinched, so that the bearing capacity and the energy consumption capacity of the damper are reduced, and the damper is damaged and quit working quickly.
Disclosure of Invention
In order to overcome the problems in the prior art and solve the problem that the bearing capacity and the energy consumption capacity of the damper are reduced due to the fact that the web plate of the damper for the sheared steel plate is subjected to out-of-plane buckling, the damper for the anti-buckling sheared steel plate is designed, has excellent energy consumption performance, can effectively reduce the out-of-plane buckling phenomenon of the sheared steel plate, and improves the energy consumption and shock absorption effects of the damper; meanwhile, the high-strength bolt is connected with the application structure, so that the high-strength bolt is easy to install and disassemble, and the function of being replaceable after the earthquake can be realized.
In order to achieve the effect, the invention is realized by the following technical scheme:
the invention provides a design method of a buckling-restrained shear plate damper, which comprises the following steps:
determining the elastic yield load P according to the actual arrangement position and the internal force condition of the dampery(ii) a Setting the height-thickness ratio h/t of the damper according to the actual arrangement position size;
according to elastic yield load PyObtaining the cross-sectional area A of the damper:
wherein f isyThe material yield stress, b the length of the damper, t the thickness of the damper plate and alpha the amplification coefficient;
according to the virtual work principle, calculating the elastic rigidity K of the rectangular section of the damper:
obtaining the elastic yield displacement delta of the damper rectangular section steel platey：
Wherein,
respectively bending and shearing deformation under the action of unit load P; e is elastic modulus, v is Poisson's ratio, and k is the correction coefficient of uneven distribution of section shear stress;
will elastic yield displacement deltayMultiplying by a reduction coefficient beta to obtain the elastic yield displacement:
Δy hair＝βΔy
Checking for DeltayWhether the requirement of anti-seismic interlayer lateral movement is met or not is judged, and if the requirement is not met, the selection is reselectedAnd (5) recalculating the section area until the height-thickness ratio h/t meets the requirement.
The invention further provides a buckling restrained shearing plate damper which comprises a wave-shaped buckling restrained shearing energy dissipation plate, an upper end plate and a lower end plate, wherein the upper end plate and the lower end plate are arranged in parallel, and the wave-shaped buckling restrained shearing energy dissipation plate is vertically connected between the upper end plate and the lower end plate; the wave-shaped buckling-restrained shearing energy dissipation plate is formed by cold processing of a straight plate and is formed by sequentially connecting three sections of straight plates, two sections of bent plates and upper and lower end plates in a parallel direction at intervals; three sections of straight plates are respectively arranged at the two end parts and the middle part, the two sections of curved plates are semi-circular arc sections and are arranged at the two sides of the middle straight plate section, and the directions of the circular arc openings are opposite.
Preferably, the straight plates are positioned at two end parts and the middle part of the wave-shaped buckling-restrained shearing energy dissipation plate, the curved plates are positioned between the straight plates and are semi-circular arc sections, and the curvature radiuses of the two semi-circular arc sections are consistent.
Preferably, the width of the straight plate section in the middle part is half of the width of the straight plate sections at the two end parts.
Preferably, the ratio of the length of the straight plate section to the diameter of the curved plate is as follows: a, straight a: and b, bending: c, straightening: and b, bending: straight a is 1:1:0.5:1: 1.
Preferably, the straight plates positioned at the two end parts and the middle part of the wave-shaped buckling-restrained shearing energy dissipation plate and the semi-arc-section curved plates adjacent to the straight plates are symmetrically arranged around the center of the straight plate section, and the total cross-section shearing force resultant force passes through the center of the center.
Preferably, the wave-shaped buckling-restrained shearing energy dissipation plate is formed by cold machining a whole straight steel plate, and the joint of the straight plate and the curved plate is in arc transition.
Preferably, the wave-shaped buckling-restrained shearing energy dissipation plate is connected with the upper end plate and the lower end plate in a welding mode; the upper end plate and the lower end plate are connected with the application structure through high-strength bolts.
Preferably, Q345 steel is adopted as the upper end plate and the lower end plate; the wave-shaped buckling-restrained shearing energy consumption plate is made of LY225 or Q235 steel.
The buckling-restrained shear plate damper can be applied to shear wall coupling beams and a frame structure provided with herringbone supports.
The buckling-restrained shear plate damper can be applied to a frame structure, an upper end plate is connected with a frame beam, a lower end plate is connected with a herringbone support, and the lower portion of the herringbone support is connected with a frame column. The upper end plate and the lower end plate of the buckling-restrained shear plate damper are both provided with bolt holes, and can be connected with an application structure through high-strength bolts.
The buckling-restrained shear plate damper can also be applied to a shear wall connecting beam and is arranged in the middle of the shear wall connecting beam. The pre-buried steel plate in the coupling beam is connected with the upper end plate and the lower end plate of the damper through high-strength bolts.
Compared with the prior art, the invention has the beneficial effects that:
the straight plate in the buckling-restrained shear plate damper mainly plays an energy consumption role by generating shear deformation along the direction of a strong axis, the bent plate mainly consumes energy by generating bending deformation out of a plane, the bent plate can effectively reduce out-of-plane buckling, under the condition that relative displacement along the direction of the strong axis of the energy-consuming plate is generated on the upper end plate and the lower end plate, the three sections of straight plates of the energy-consuming plate can generate shear deformation in the plane, the two sections of bent plates can generate bending deformation out of the plane, the bending deformation is along the direction of the strong axis of the energy-consuming plate, out-of-plane deformation generated under large displacement in the middle of a rectangular steel plate web plate is converted into bending deformation along the strong axis of the energy-consuming plate, so that the out-of-plane buckling degree is reduced, and the energy consumption capacity is improved. The damper has a plurality of excellent performances of small out-of-plane buckling degree, good ductility, strong energy consumption capability and the like, and is an ideal energy consumption element.
This structure has the following advantages:
1. the structure can effectively solve the problem that the web plate is easy to buckle out of the plane under the action of reciprocating load of the shear steel plate damper.
2. When the damper works, the problems that the ductility of the shear steel plate damper is insufficient, and the bearing capacity is suddenly and rapidly reduced can be effectively solved.
3. The problems that the hysteretic curve of the shear steel plate damper is too early to pinch and shrink, the energy consumption capability is greatly reduced, and the shear steel plate damper is damaged and quits working quickly can be effectively solved.
4. The size of the wave-shaped buckling-restrained shearing energy dissipation plate can be adjusted according to the actual structural component size and the structural inter-layer displacement angle limit value applied to the buckling-restrained shearing plate damper, so that the wave-shaped buckling-restrained shearing energy dissipation plate can achieve an ideal target in different structures.
5. The buckling-restrained shear plate damper can realize earthquake concentrated damage, can be quickly replaced after an earthquake, and can restore the preset function of a building structure.
Drawings
FIG. 1 is a schematic structural view of the present invention;
FIG. 2 is a diagram of determining geometric parameters of a wave-shaped buckling-restrained shearing energy dissipation plate;
FIG. 3 is a pictorial view of a rectangular steel plate damper;
FIG. 4(a), (b) and (c) are simplified analysis models of geometric parameters, shearing force and bending moment of the rectangular steel plate damper respectively;
FIGS. 5(a) and (b) are illustrations of an embodiment of the present invention;
FIG. 6 is a graph comparing hysteresis curves;
FIG. 7 is a graph comparing skeleton curves;
FIG. 8 is a comparison graph of equivalent viscous damping ratio;
FIG. 9 is a graph of cumulative total power consumption;
FIG. 10 is an out-of-plane deformed elevational view of the invention loaded to 36.60 mm;
FIG. 11 is an out-of-plane deformation elevation view of a rectangular steel plate damper loaded to 27.64 mm;
fig. 12 is an out-of-plane deformed elevational view loaded to 27.64mm in accordance with the present invention.
In the figure: 1-a wave-shaped buckling-restrained shearing energy dissipation plate; 2-straight plate; 3-a curved plate; 4-upper end plate; 5-a lower end plate; 6-bolt hole; 7-the wave form buckling restrained shear energy dissipation board.
Detailed Description
The present invention will now be described in detail with reference to the drawings and specific embodiments, wherein the exemplary embodiments and descriptions of the present invention are provided to explain the present invention without limiting the invention thereto.
As shown in fig. 1, a buckling-restrained shear plate damper provided for an embodiment of the present invention includes a corrugated buckling-restrained shear energy dissipating plate 1, an upper end plate 4 and a lower end plate 5. The upper end plate and the lower end plate are arranged in parallel, the waveform buckling-restrained shearing energy dissipation plate 1 is arranged between the upper end plate 4 and the lower end plate 5, the waveform buckling-restrained shearing energy dissipation plate is formed by performing cold processing on a straight plate, the top end of the waveform buckling-restrained shearing energy dissipation plate 1 is welded to the upper end plate 4, and the bottom end of the waveform buckling-restrained shearing energy dissipation plate is welded to the lower end plate 5.
The wave-shaped buckling-restrained shearing energy dissipation plate 1 is formed by sequentially connecting three sections of straight plates 2 and two sections of bent plates 3 at intervals in the transverse direction. The steel plate can be formed by a whole straight steel plate through cold machining, and the joint of the straight plate and the bent plate is chamfered. The initial defects of the steel plate can be reduced to the maximum extent, the influence of the initial defects on the yield strength is reduced, and the opening directions of the two sections of bent plates 3 are opposite, so that the maximum bending energy consumption capability is realized.
In one embodiment of the invention, the straight plate 2 has three sections, wherein the length of the middle straight plate 2 is half of the length of the two end straight plates 2; the bent plate 3 has two sections which are semi-circular arc sections, the curvature radius is consistent, and the opening directions of the circular arcs are opposite; three sections of straight plates are respectively arranged at the two end parts and the middle part. The three sections of straight plates 2 and the two sections of curved plates 3 are arranged in a centrosymmetric way around the centroid of the middle straight plate, and the total section shearing resultant force passes through the centroid. The parameter limitation is adopted, referring to fig. 2, which is a geometric parameter determination diagram of the waveform buckling-restrained shearing energy dissipation plate, the ratio of the length of three sections of straight plates 2 to the diameter of the outer surface of two sections of curved plates 3 is as follows: a, straight a: and b, bending: c, straightening: and b, bending: straight a is 1:1:0.5:1: 1. Wherein, the upper end plate and the lower end plate adopt Q345 steel; the wave-shaped buckling-restrained shearing energy consumption plate is made of LY225 or Q235 steel.
The waveform buckling-restrained shearing energy consumption plate 1 is formed by a complete rectangular plate through cold machining, so that the theoretical yield load and yield displacement of the waveform buckling-restrained shearing energy consumption plate are deduced by adopting a rectangular steel plate damper with the same height-thickness ratio h/t and the same length b in a simplified analysis model, and the waveform buckling-restrained shearing energy consumption plate is a geometric parameter of the rectangular steel plate damper with the rectangular section and the simplified analysis model as shown in figures 4(a) - (c). The maximum shear stress of the cross section can be obtained according to the mechanics of materials:
in the formula taumaxIs maximum cross sectionShear stress; pyIs a shear force at the cross section; and a is the cross-sectional area.
Yield from minses criteria:
when the middle part of the section has the maximum shearing stress, the normal stress is zero, and the section can be regarded as a pure shearing state, so that the following conditions can be obtained:
in the formula sigmax、σyAnd σzFor positive stress, τxy、τyzAnd τzxIs shear stress; f. ofyIs the material yield stress. Obtained by the formulae (2) and (3)
And then substituting the formula (1) to obtain the elastic yield load of the rectangular section steel plate damper as follows:
the displacement delta of the end part under the load action can be obtained by the virtual work principleyNamely:
in the formula
Respectively bending and shearing deformation under the action of unit load P; i (z) is the cross-sectional moment of inertia; e is the modulus of elasticity; k is a correction coefficient of uneven distribution of the section shear stress, and k is 1.2 for the rectangular section;
bending moments of the section at the x position under the action of unit force and unit load P are respectively;
the shearing force of the section at the x position under the action of unit force and unit load P is respectively.
The elastic yield displacement of the rectangular-section steel plate damper can be obtained by substituting the formulas (4), (6) and (7) into the formula (5):
wherein ν is the poisson ratio.
Because the wave-shaped buckling-restrained shearing energy dissipation plate 1 comprises the bent plate 3 and the energy dissipation part of the pure shearing straight plate 2 is smaller than that of the rectangular energy dissipation steel plate, the ultimate bearing capacity is lower than that of the rectangular energy dissipation steel plate. Therefore, when the section size of the damper is designed, the elastic yield load and displacement of the rectangular section steel plate damper need to be amplified or reduced.
According to the simulation calculation results in table 1, the elastic yield load ratio of the rectangular section steel plate damper to the invention is alpha-Py/Py hair1.88, stiffness ratio K/KHair-like device1.8, the elastic yield displacement ratio of the present invention can be derived
The method is characterized in that the size of the section of the rectangular plate is calculated by multiplying the elastic yield load of the rectangular-section steel plate damper by an amplification factor alpha to be 1.88 and multiplying the elastic yield displacement by a reduction factor beta to be 0.96, and then the rectangular-section steel plate damper is processed into the corrugated buckling-restrained shear energy dissipation plate 1.
Table 1 a table of simulation calculations.
TABLE 1
The design method of the buckling-restrained shear plate damper of the invention is given as follows:
firstly, determining the elastic yield load P according to the internal force condition of the actual arrangement position of the damperyAnd setting the height-thickness ratio h/t of the damper according to the actual arrangement position size.
Secondly, the elastic yield load P is loadedyMultiplying by the amplification factor alpha to 1.88, according to the formula
The damper length b and the cross-sectional area a are obtained.
Wherein f isyIs the yield stress of the material, b is the length of the damper, t is the thickness of the damper plate, and alpha is the amplification factor.
Then calculating the elastic stiffness of the damper with the rectangular section according to the virtual work principle
Further obtaining the elastic yield displacement of the rectangular section steel plate damper
Wherein,
respectively bending and shearing deformation under the action of unit load P; e is elastic modulus, ν is Poisson's ratio, and k is correction coefficient of uneven distribution of section shear stress.
Finally the elastic yield displacement deltayThe elastic yield displacement Δ of the present invention obtained by multiplying the reduction coefficient β by 0.96y hair＝βΔyChecking for deltayAnd (4) whether the requirement of the anti-seismic interlayer lateral movement is met, if not, selecting the height-thickness ratio h/t again, and calculating the cross section area again until the requirement is met.
The effects and applications of the present invention will be further explained with reference to the drawings.
Referring to fig. 5(a), which is an application example of the present invention, when the application structure is a frame structure, the buckling restrained shear plate damper 7 may be installed in the frame structure through a herringbone support, wherein the upper end plate 4 is connected to the frame beam, and the lower end plate 5 is connected to the herringbone support. Referring to fig. 5(b), when the application structure is a shear wall coupling beam, the buckling-restrained shear plate damper 7 can be arranged in the middle of the shear wall coupling beam, the embedded steel plate in the coupling beam is connected with the upper end plate 4 and the lower end plate 5 through high-strength bolts, the energy dissipation and shock absorption effects are achieved, meanwhile, the bolt connection is easy to install and disassemble, and the function of being replaceable after an earthquake can be achieved.
When the damper works (when the upper end plate 4 and the lower end plate 5 generate relative displacement), the rectangular energy dissipation steel plate is easy to generate out-of-plane buckling after shearing deformation, and at the moment, the bent plate 3 in the wave-shaped buckling-restrained shearing energy dissipation plate 1 plays an important role. Shear deformation in the plane can occur to three sections of straight plates 2 of the energy dissipation plate, bending deformation outside the plane can occur to two sections of bent plates 3, the range of shear deformation is small compared with that of a rectangular steel plate damper, the direction of bending deformation is along the direction of a strong axis of the energy dissipation plate, and out-of-plane deformation which can occur in the middle of a web plate of the rectangular steel plate is converted into bending deformation along the strong axis of the energy dissipation plate, so that the out-of-plane buckling degree is reduced, and the energy dissipation capacity is improved. The damper has a plurality of excellent performances of small out-of-plane buckling degree, large plastic deformation capacity, good ductility, strong energy consumption capacity and the like, and is an ideal energy consumption element.
Referring to fig. 3, which is a visual diagram of a rectangular steel plate damper, the same material is adopted, and the same cyclic reciprocating load controlled by displacement is applied under the condition that the height-thickness ratio is consistent and the steel consumption is consistent.
Referring to fig. 6, which is a comparison graph of hysteresis curves of the damper of the invention and the damper of the rectangular steel plate under reciprocating loading, because the wave-shaped buckling-restrained shear energy dissipation plate 1 of the invention contains the curved plate 3, the energy dissipation part of the pure shear straight plate 2 is smaller than that of the rectangular energy dissipation steel plate, and the ultimate bearing capacity is lower than that of the rectangular energy dissipation steel plate, but once the rectangular energy dissipation steel plate is buckled out of plane, the bearing capacity is rapidly reduced, the loading displacement reaches the breaking load only when reaching 27.64mm, and the loading displacement reaches the breaking load when reaching 36.60mm, it can be seen that the damper of the rectangular steel plate is broken too early compared with the damper of the invention. Meanwhile, the hysteresis curve is full, the pinch phenomenon is small, the bearing capacity is slowly reduced, and the ductility and the energy consumption capability are better.
Referring to fig. 7, a graph comparing the frame curve of the damper with that of a rectangular steel plate according to the present invention and the specification of the earthquake resistance test method for buildings 4.5.4 shows that the ductility factor of the damper is 13.22, the ductility factor of the damper with a rectangular steel plate is 8.78, the ductility factor of the damper with a rectangular steel plate is significantly greater than that of the damper with a rectangular steel plate, and the damper with a rectangular steel plate has better ductility.
Referring to fig. 8, which is a comparison graph of equivalent viscous damping ratio, the equivalent viscous damping ratio increases with the increase of loading displacement before the test piece yields, and the equivalent viscous damping ratio of the rectangular steel plate damper after the rectangular steel plate damper yields is between 0.55 and 0.59. After the four corners of the rectangular energy-consuming steel plate are subjected to yielding, the middle part of the web plate begins to generate out-of-plane buckling, the equivalent viscous damping ratio is rapidly reduced, and the energy-consuming capacity is reduced. After four corners of the invention are buckled, the middle part of the web plate does not bend out of the plane, so the equivalent viscous damping ratio is slowly reduced, and the invention has better ductility and energy consumption performance. Referring to fig. 9, a comparison graph of the total accumulated energy consumption shows that the total accumulated energy consumption of the rectangular energy consumption plate is significantly higher than that of the rectangular energy consumption plate, and the total accumulated energy consumption is increased by 19.49%, which indicates that the energy consumption performance of the rectangular energy consumption plate is better than that of the rectangular energy consumption plate.
Referring to fig. 10, which is an out-of-plane buckling deformation front view of the corrugated buckling-restrained shear energy dissipating plate 1 when the rectangular steel plate damper is loaded to 36.60mm, compared with the out-of-plane buckling deformation front view when the rectangular steel plate damper is loaded to 27.64mm shown in fig. 11, the out-of-plane buckling degree of the corrugated buckling-restrained shear energy dissipating plate is smaller than that of the rectangular steel plate damper. The bearing capacity of the rectangular steel plate damper is reduced to 85% of the limit bearing capacity before the rectangular steel plate damper, the maximum out-of-plane buckling displacement of the rectangular steel plate damper is about 41.14mm, and the maximum out-of-plane buckling displacement of the rectangular steel plate damper is 39.43 mm. Referring to fig. 12, the out-of-plane buckling displacement of the wave-shaped buckling-restrained shear energy dissipation plate 1 is about 26.19mm when the loading displacement reaches 27.64mm, and the out-of-plane buckling reduction degree is 36.34%, which shows that the out-of-plane buckling degree of the wave-shaped buckling-restrained shear energy dissipation plate 1 is obviously smaller than that of a rectangular steel plate damper, and the middle part of the web plate of the wave-shaped buckling-restrained shear energy dissipation plate 1 does not generate obvious out-of-plane buckling deformation.
In summary, the present invention can effectively prevent the outward buckling of the energy dissipation plate surface, and is an excellent energy dissipation device.
The above description is only for the specific embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention.
Claims (10)
1. A design method of a buckling restrained shear plate damper is characterized by comprising the following steps:
determining the elastic yield load P according to the actual arrangement position and the internal force condition of the dampery(ii) a Setting the height-thickness ratio h/t of the damper according to the actual arrangement position size;
according to elastic yield load PyObtaining the cross-sectional area A of the damper:
wherein f isyThe material yield stress, b the length of the damper, t the thickness of the damper plate and alpha the amplification coefficient;
according to the virtual work principle, calculating the elastic rigidity K of the rectangular section of the damper:
obtaining the elastic yield displacement delta of the damper rectangular section steel platey：
Wherein,
respectively bending and shearing deformation under the action of unit load P; e is elastic modulus, v is Poisson's ratio, and k is the correction coefficient of uneven distribution of section shear stress;
will elastic yield displacement deltayMultiplying by a reduction coefficient beta to obtain the elastic yield displacement:
Δy hair＝βΔy
Checking for DeltayAnd (4) whether the requirement of the anti-seismic interlayer lateral movement is met, if not, selecting the height-thickness ratio h/t again, and recalculating the cross-sectional area until the requirement is met.
2. The buckling-restrained shear-plate damper designed according to the method of claim 1, comprising a corrugated buckling-restrained shear-dissipative plate, an upper end plate and a lower end plate, wherein the upper end plate and the lower end plate are arranged in parallel, and the corrugated buckling-restrained shear-dissipative plate is vertically connected between the upper end plate and the lower end plate; the wave-shaped buckling-restrained shearing energy dissipation plate is formed by sequentially connecting three sections of straight plates, two sections of bent plates and upper and lower end plates in a parallel direction at intervals; three sections of straight plates are respectively arranged at the two end parts and the middle part; the two curved plates are semi-circular arc sections and are arranged on two sides of the middle straight plate section, and the directions of the circular arc openings are opposite.
3. The buckling-restrained shear plate damper of claim 2, wherein the radii of curvature of the two semicircular arc segments are uniform in size.
4. The buckling-restrained shear plate damper of claim 2, wherein the width of the straight plate section in the middle portion is half the width of the straight plate sections at the two end portions.
5. The anti-buckling shear plate damper of claim 2, wherein the ratio of the straight plate segment length to the curved plate diameter dimension is: a, straight a: and b, bending: c, straightening: and b, bending: straight a is 1:1:0.5:1: 1.
6. A buckling restrained shear plate damper as claimed in claim 2, wherein the straight plates at both ends and in the middle of the wave shaped buckling restrained shear energy dissipating plate and the curved plates of the semi-arc segments adjacent to the straight plates are arranged symmetrically about the centroid of the straight plate segment in the middle, and the total cross-sectional shear force resultant passes through this centroid.
7. The buckling restrained shear plate damper of claim 2, wherein the corrugated buckling restrained shear dissipating plate is cold worked from a single integral straight steel plate, the junction of the straight plate and the curved plate being in a circular arc transition.
8. The buckling restrained shear plate damper of claim 2, wherein the corrugated buckling restrained shear dissipative plate is welded to the upper and lower end plates; the upper end plate and the lower end plate are connected with the application structure through high-strength bolts.
9. The buckling restrained shear plate damper of claim 2, wherein the upper and lower end plates are Q345 steel; the wave-shaped buckling-restrained shearing energy consumption plate is made of LY225 or Q235 steel.
10. Use of an anti-buckling shear plate damper according to any one of claims 2 to 9 in shear wall coupling and in mounting of a herringbone strut to a frame structure.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112144690A (en) * | 2020-10-30 | 2020-12-29 | 中国地震局工程力学研究所 | Bending shear mixed type square steel pipe damper and manufacturing method |
| CN117251952A (en) * | 2023-09-08 | 2023-12-19 | 海南大学 | Optimal design method of damping structure based on multi-level graded yield damper |
-
2021
- 2021-06-28 CN CN202110721001.5A patent/CN113293880A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112144690A (en) * | 2020-10-30 | 2020-12-29 | 中国地震局工程力学研究所 | Bending shear mixed type square steel pipe damper and manufacturing method |
| CN112144690B (en) * | 2020-10-30 | 2023-03-17 | 中国地震局工程力学研究所 | Bending shear mixed type square steel pipe damper and manufacturing method |
| CN117251952A (en) * | 2023-09-08 | 2023-12-19 | 海南大学 | Optimal design method of damping structure based on multi-level graded yield damper |
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