CN216892922U - Buckling-restrained shear plate damper - Google Patents
Buckling-restrained shear plate damper Download PDFInfo
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- CN216892922U CN216892922U CN202121448104.0U CN202121448104U CN216892922U CN 216892922 U CN216892922 U CN 216892922U CN 202121448104 U CN202121448104 U CN 202121448104U CN 216892922 U CN216892922 U CN 216892922U
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Abstract
The utility model discloses a buckling-restrained shearing plate damper, which comprises a waveform buckling-restrained shearing energy consumption 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 utility model belongs to the field of earthquake resistance of constructional engineering and structural engineering, and particularly relates to a buckling-restrained shear plate damper.
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.
SUMMERY OF THE UTILITY MODEL
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 out-of-plane buckling of a web plate of the damper of the shear steel plate, the damper of the anti-buckling shear plate is designed, has excellent energy consumption performance, can effectively reduce the out-of-plane buckling of the shear 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 utility model is realized by the following technical scheme:
the utility model provides a buckling-restrained shearing plate damper which comprises a waveform 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 waveform 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 utility model has the beneficial effects that:
the straight plate in the anti-buckling 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 relieve out-of-plane buckling, under the condition that relative displacement of the upper end plate and the lower end plate along the direction of the strong axis of the energy consumption plate occurs, three sections of straight plates of the energy consumption plate can generate shear deformation in the plane, 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 consumption 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 consumption plate, so that the out-of-plane buckling degree is relieved, 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 reduced suddenly and rapidly 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 schematic view of a rectangular steel plate damper;
FIGS. 4(a) and (b) are illustrations of an embodiment of the present invention;
FIG. 5 is a graph comparing hysteresis curves;
FIG. 6 is a graph comparing skeleton curves;
FIG. 7 is a comparison graph of equivalent viscous damping ratio;
FIG. 8 is a graph comparing cumulative total energy consumption;
FIG. 9 is an out-of-plane deformed elevational view of the utility model loaded to 36.60 mm;
FIG. 10 is an out-of-plane deformation elevation view of a rectangular steel plate damper loaded to 27.64 mm;
fig. 11 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 utility model 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 utility model, 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 wave-shaped buckling-restrained shearing energy dissipation plate 1 is formed by cold machining a complete rectangular plate, and 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.
The effects and applications of the present invention will be further explained with reference to the drawings.
Referring to fig. 4(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. 4(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 take place for three sections straight board 2 of power consumption board, and out-of-plane bending deformation can take place for two sections bent plate 3, compares that rectangular steel plate damper takes place the shear deformation scope little, and the direction of bending deformation is along the strong axle direction of power consumption board, and the out-of-plane deformation that can take place in the middle part of the rectangular steel plate web is changed into along the bending deformation of power consumption board strong axle to alleviate the out-of-plane bucking degree, promote power consumption ability. 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. 5, which is a comparison graph of hysteresis curves of the damper of the utility model and the damper of the rectangular steel plate under reciprocating loading, because the wave-shaped buckling-restrained shear energy dissipation plate 1 of the utility model 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 utility model. 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. 6, 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. 7, 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 yielding 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 utility model 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 utility model has better ductility and energy consumption performance. Referring to fig. 8, a comparison graph of the accumulated total energy consumption shows that the accumulated total energy consumption of the rectangular energy consumption plate is obviously higher than that of the rectangular energy consumption plate, and the accumulated total energy consumption is improved 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. 9, 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. 10, 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. 11, 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 external 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 (8)
1. The buckling-restrained shearing plate damper is characterized by comprising a waveform 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 waveform 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 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.
2. The buckling-restrained shear plate damper of claim 1, wherein the radii of curvature of the two semicircular arc segments are uniform in size.
3. The buckling-restrained shear plate damper of claim 1, 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.
4. The anti-buckling shear plate damper of claim 1, 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: straight a is 1:1:0.5:1: 1.
5. The buckling restrained shear plate damper of claim 1, 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.
6. The buckling restrained shear plate damper of claim 1, 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.
7. The buckling restrained shear plate damper of claim 1, 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.
8. The buckling restrained shear plate damper of claim 1, 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.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121448104.0U CN216892922U (en) | 2021-06-28 | 2021-06-28 | Buckling-restrained shear plate damper |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202121448104.0U CN216892922U (en) | 2021-06-28 | 2021-06-28 | Buckling-restrained shear plate damper |
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| Publication Number | Publication Date |
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| CN216892922U true CN216892922U (en) | 2022-07-05 |
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| CN202121448104.0U Active CN216892922U (en) | 2021-06-28 | 2021-06-28 | Buckling-restrained shear plate damper |
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- 2021-06-28 CN CN202121448104.0U patent/CN216892922U/en active Active
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