CN217053754U - Friction energy dissipation type self-resetting steel structure with SMA plate and prestressed tendons - Google Patents
Friction energy dissipation type self-resetting steel structure with SMA plate and prestressed tendons Download PDFInfo
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- CN217053754U CN217053754U CN202220741741.5U CN202220741741U CN217053754U CN 217053754 U CN217053754 U CN 217053754U CN 202220741741 U CN202220741741 U CN 202220741741U CN 217053754 U CN217053754 U CN 217053754U
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 86
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- 238000005265 energy consumption Methods 0.000 description 5
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Abstract
The utility model discloses a friction energy dissipation type self-resetting steel structure with SMA plates and prestressed tendons, which comprises an H-shaped side column and an H-shaped steel beam; the flange of the H-shaped side column is externally connected with two first angle steel connecting plates, the opposite surfaces of the two first angle steel connecting plates are provided with reducing bolt holes, and the web plate of the steel beam is connected between the two first angle steel connecting plates through first bolts; the first surface of a second angle steel connecting plate is connected to the outer side of the flange of the H-shaped side column through a second bolt, and the second surface of the second angle steel connecting plate is connected to one flange of the H-shaped steel beam through a third bolt. The utility model discloses utilize high strength bolt and the friction power consumption of variable aperture bolt hole, prestressing tendons and SMA panel from the ability three coupling effect that restores to the throne, improve structure power consumption ability and deformability under the earthquake effect, reduce damage and residual deformation after shaking.
Description
Technical Field
The utility model belongs to the technical field of but energy dissipation absorbing steel construction, concretely relates to take friction energy dissipation type from restoring to throne steel construction of SMA board and prestressing tendons.
Background
Most buildings employ a frame structure, and beam-column joints are the main components of the frame structure, and are responsible for distributing bending moment, transferring shear force and axial force. In the structural design, in order to meet the fortification requirements of 'no damage of small earthquake, repairable of medium earthquake and no fall of large earthquake', the engineering design needs to be controlled from multiple aspects, wherein 'strong columns, weak beams, strong shears, weak bends and strong node weak members' are important principles to be obeyed by the earthquake-resistant design of a frame part. The node damage can cause the whole structure to be damaged or collapsed, so that the improvement of the seismic performance of the frame node is particularly important for improving the seismic performance of the whole frame structure.
The traditional earthquake-resistant technology adopts a 'hard resistance' method, and comprises the ways of strengthening the structure, thickening the section of the member, increasing the reinforcing bars of the member, improving the rigidity of the structure and the like to resist the earthquake. However, the higher the structural rigidity, the greater the seismic action, which can lead to serious damage and greater residual deformation of the components or structures after a major earthquake, and finally, these methods are neither economical nor safe. However, the structural damping control adopts methods of energy dissipation, shock isolation, structural dynamic performance change and the like, so that the aim of isolating the earthquake or weakening the earthquake energy is fulfilled, the damping effect can be effectively exerted, and the method is economical and safe.
In order to reduce the loss caused by earthquake, a large number of students try to find a steel beam side column node with self-resetting energy consumption capability. Normally, the self-resetting of the node is realized by using prestressed reinforcements, but this method has some problems: the relaxation of the prestressed tendon and the difficult construction, etc. Therefore, a self-resetting beam-column joint mode capable of consuming earthquake energy is urgently needed to be found, the safety of the structure in the earthquake is improved, the earthquake resistance is changed into shock absorption, and the durability of the joint is improved.
SUMMERY OF THE UTILITY MODEL
For overcoming the not enough of above-mentioned prior art, the utility model provides a take SMA board and prestressing tendons's friction power consumption type from restoring to the throne steel construction. The energy-consuming and self-restoring composite material has good energy-consuming capability and self-restoring capability in earthquakes, and the ductility and the self-restoring capability of the structure are improved.
In order to achieve the above purpose, the utility model adopts the technical scheme that:
a friction energy dissipation type self-resetting steel structure with an SMA plate and prestressed tendons comprises an H-shaped side column and an H-shaped steel beam; the flange of the H-shaped side column is externally connected with two first angle steel connecting plates, the opposite surfaces of the two first angle steel connecting plates are provided with variable-diameter bolt holes, and the web plate of the H-shaped steel beam is connected between the two first angle steel connecting plates through first bolts;
the first surface of a second angle steel connecting plate is connected to the outer side of the flange of the H-shaped side column through a second bolt, and the second surface of the second angle steel connecting plate is connected to one flange of the H-shaped steel beam through a third bolt.
Optionally, a beam flange lug plate is arranged on the other flange of the H-shaped steel beam, a column flange lug plate is arranged on the flange of the H-shaped side column, and an SMA plate is connected between the column flange lug plate and the beam flange lug plate.
Optionally, a beam stiffening rib plate is arranged between the upper flange and the lower flange of the H-shaped steel beam.
Optionally, four or more post-tensioned prestressed steel bars are anchored between the upper flange and the lower flange of the H-shaped steel beam; the post-tensioned prestressed reinforcement horizontally penetrates through the flange of the H-shaped side column and the first angle steel connecting plate, one end of the post-tensioned prestressed reinforcement is anchored on the flange of the right side of the H-shaped side column, and the other end of the post-tensioned prestressed reinforcement is anchored on the beam stiffening rib plate through the first anchoring piece.
Optionally, a column stiffening rib plate is arranged between the two flanges of the H-shaped side column.
Optionally, the SMA plate is connected between the column flange ear plate and the beam flange ear plate through a second anchor.
Optionally, the reducing bolt hole comprises an upper hole and a lower hole which are intersected to form a gourd shape, and the first bolt is fixed in the hole in the upper portion.
Optionally, four stiffening rib plates are arranged on the H-shaped side column, and the four stiffening rib plates are symmetrically arranged relative to the web of the H-shaped side column.
Optionally, the first bolt, the second bolt, and the third bolt are high-strength stainless steel bolts.
Optionally, there is 10mm interval between H type side column and the H shaped steel roof beam.
Compared with the prior art, the utility model has the advantages of it is following:
the utility model discloses utilize high strength bolt and the friction power consumption of variable aperture bolt hole, prestressing tendons and SMA panel from the ability three coupling effect that restores to the throne, improve structure power consumption ability and deformability under the earthquake effect, reduce and shake back damage and residual deformation, reduce and shake back repair cost, from the comprehensive benefit more accord with the unity of structural security, suitability and durability.
The utility model discloses anchor prestressing steel between girder steel side post, apply the precompression for the node in advance, can provide a restoring force when the structure warp, the structure is under the effect of force, and the material finally reaches the bearing capacity final value of structure after negative stress-zero stress-normal stress-design strength stress, has improved structural rigidity and security.
Furthermore, two SMA plates are arranged on the flange of the steel beam, the hyperelastic effect of the SMA material has outstanding hysteresis energy consumption and self-recovery characteristics, and through the plastic deformation and self-recovery capability of the SMA plates, the structure can fully consume energy in an earthquake and does not generate residual deformation or small deformation under the action of load. The deformed portion is partially or fully restored by superelasticity after the earthquake.
Furthermore, under the structural action load of the beam column node, the borne bending moment and shearing force are large, the required deformability is also strong, and the arrangement of the SMA plate and the prestressed steel bars can improve the ductility of the structure, consume earthquake energy and reduce earthquake damage.
Furthermore, the steel beam and the side column are connected through a high-strength bolt penetrating through the variable-diameter bolt hole, and the high-strength bolt is fixed in the upper hole. Under the action of small earthquakes, the node resists the earthquakes by self. Under the action of the medium shock, the deformation is not large because of the functions of the SMA plate and the prestressed tendons. The steel beam and the side column can slide relatively in the upper hole, and the bolt, the nut and the hole wall are rubbed to consume energy. Under the action of large shock, the bolt rod contacts with the variable aperture and then continuously slides in the aperture, so that energy is consumed through friction. The SMA, the prestressed tendons and the friction energy consumption act synergistically to absorb a large amount of earthquake energy. Under the action of a super earthquake, the bolt rod is extruded with the variable aperture, and along with energy accumulation, the bolt slides to the lower hole and continuously rubs with the hole wall, so that energy is further consumed, and the structure safety is ensured.
Drawings
The accompanying drawings, which form a part of the present application, are included to provide a further understanding of the invention, and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the invention and not to limit the invention. In the drawings:
fig. 1 is a schematic view of the overall structure of the present invention;
FIG. 2 is a front view of the present invention;
FIG. 3 is a side view of the present invention;
FIG. 4 is a schematic view of the steel beam of the present invention;
fig. 5 is a schematic view of the angle steel connecting plate of the present invention.
Description of the reference numerals: the steel-reinforced composite beam comprises, by weight, 1-H-shaped side columns, 2-H-shaped steel beams, 3-column reinforcing rib plates, 4-first angle steel connecting plates, 5-reducing bolt holes, 6-first bolts, 7-third bolts, 8-second angle steel connecting plates, 9-second bolts, 10-beam reinforcing rib plates, 11-post-tensioning prestressed steel bars, 12-first anchoring parts, 13-beam flange lug plates, 14-second anchoring parts, 15-SMA plates and 16-column flange lug plates.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings in conjunction with embodiments. It should be noted that, in the present application, the embodiments and features of the embodiments may be combined with each other without conflict.
The following detailed description is exemplary in nature and is intended to provide further explanation of the invention as claimed. Unless otherwise defined, all technical terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs. The terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of exemplary embodiments according to the invention.
As shown in fig. 1 to 5, an embodiment of the present invention provides a friction energy dissipation type self-resetting steel structure with SMA plates and prestressed tendons, which is characterized by including an H-shaped side column 1 and an H-shaped steel beam 2; two first angle steel connecting plates 4 are connected to the outside of a flange of the H-shaped side column 1, reducing bolt holes 5 are formed in the opposite surfaces of the two first angle steel connecting plates 4, and a web plate of the H-shaped steel beam 2 is connected between the two first angle steel connecting plates 4 through first bolts 6; the flange of the H-shaped side column 1 is connected with a first surface of a second angle steel connecting plate 8 through a second bolt 9, and a second surface of the second angle steel connecting plate 8 is connected to one flange of the H-shaped steel beam 2 through a third bolt 7.
In other embodiments, the other flange of the H-shaped steel beam 2 is provided with a beam flange ear plate 13, the flange of the H-shaped side column 1 is provided with a column flange ear plate 16, and an SMA plate 15 (shape memory alloy) is connected between the column flange ear plate 16 and the beam flange ear plate 13 to further improve the deformation ductility and the seismic performance of the node. As an example of this embodiment, an SMA sheet 15 is connected between the column flange ear 16 and the beam flange ear 13 via a second anchor 14.
In this embodiment, H shaped steel roof beam, H type side column all are the direct weld in the mill, can the lug connection on the scene, are convenient for construct.
In other embodiments, beam stiffening ribs 10 are provided between the upper and lower flanges of the H-section steel beam 2. A column stiffening rib plate 3 is arranged between two flanges of the H-shaped side column 1.
In other embodiments, four or more post-tensioned prestressed steel bars 11 are anchored between the upper flange and the lower flange of the H-shaped steel beam 2; the post-tensioning prestressed reinforcement 11 horizontally penetrates through the flange of the H-shaped side column 1 and the first angle steel connecting plate 4, one end of the post-tensioning prestressed reinforcement is anchored on the flange of the right side of the H-shaped side column 1, and the other end of the post-tensioning prestressed reinforcement is anchored on the beam stiffening rib plate 10 through the first anchoring part 12. By applying the preload to the node, the performance of the material can be fully exerted, and the steel is saved.
Be applied to the utility model discloses a concrete embodiment is provided with four piece post stiffening rib boards 3 on the H type side post 1, and four piece post stiffening rib boards 3 set up for H type side post 1's web symmetry.
Be applied to the utility model discloses a concrete embodiment, reducing bolt hole 5 constitutes the calabash shape including crossing upper and lower two holes, and the shape is similar to "sugarcoated haw", and first bolt 6 is fixed in the hole on upper portion. The bolt can slide in the reducing bolt hole, consumes seismic energy.
As an example, the first bolt 6, the second bolt 9, and the third bolt 7 are all high-strength stainless steel bolts, and the performance grade is 8.8 grade or 10.9 grade.
In other embodiments, a distance of 10mm exists between the H-shaped side column 1 and the H-shaped steel beam 2, and as can be seen from fig. 2, the beams and the columns are prevented from rotating under the action of bending moment and colliding with each other, so that the node can be fully deformed under the condition that the structure is not damaged.
The working principle is as follows:
the utility model discloses take SMA board and prestressing tendons's friction power consumption type from restoring to the throne steel construction, through the post-tensioned prestressing tendons 11 of anchoring between SMA panel 15 on the H shaped steel roof beam 2 edge of a wing and the H type edge post 1, improved the deformation ductility and the fatigue resistance ability of steel frame node, solved the problem that the exclusive use prestressing tendons brought. The bolt rod can slide in the hole by changing the aperture of the reducing bolt hole 5, and the earthquake energy is absorbed by friction, so that the earthquake damage is reduced. When the bolt rod slides downwards in the hole, the SMA plate 15 deforms, the post-tensioning prestressed reinforcement 11 offsets a part of load, the hyperelasticity of the SMA plate 15 enables the joint to restore the original shape, and then the friction energy consumption is repeated continuously. The damping mechanism of the node is based on the synergistic effect of the three components, and the thought of a plurality of defense lines is utilized, so that the integrity and the safety of the structure are enhanced, and the development of the building industry is met.
It will be appreciated by those skilled in the art that the invention can be embodied in other specific forms without departing from the spirit or essential characteristics thereof. The embodiments disclosed above are therefore to be considered in all respects as illustrative and not restrictive. All changes which come within the scope of the invention or which are equivalent to the scope of the invention are embraced by the invention.
Claims (10)
1. A friction energy dissipation type self-resetting steel structure with an SMA plate and prestressed tendons is characterized by comprising an H-shaped side column (1) and an H-shaped steel beam (2); two first angle steel connecting plates (4) are connected to the outer sides of flanges of the H-shaped side column (1), reducing bolt holes (5) are formed in the opposite surfaces of the two first angle steel connecting plates (4), and a web plate of the H-shaped steel beam (2) is connected between the two first angle steel connecting plates (4) through first bolts (6);
the flange of the H-shaped side column (1) is connected with a first surface of a second angle steel connecting plate (8) through a second bolt (9), and a second surface of the second angle steel connecting plate (8) is connected to one flange of the H-shaped steel beam (2) through a third bolt (7).
2. The friction energy dissipation type self-resetting steel structure with the SMA plate and the prestressed tendons as recited in claim 1, wherein a beam flange ear plate (13) is arranged on the other flange of the H-shaped steel beam (2), a column flange ear plate (16) is arranged on the flange of the H-shaped side column (1), and an SMA plate (15) is connected between the column flange ear plate (16) and the beam flange ear plate (13).
3. The friction energy dissipation type self-resetting steel structure with the SMA plate and the prestressed tendons of claim 1, wherein beam stiffening ribs (10) are arranged between the upper and lower flanges of the H-shaped steel beam (2).
4. The friction energy dissipation type self-resetting steel structure with the SMA plate and the prestressed tendons of claim 3, wherein four or more post-tensioned prestressed steel tendons (11) are anchored between the upper and lower flanges of the H-shaped steel beam (2); post-tensioned prestressed reinforcement (11) level passes the edge of a wing and first angle steel connecting plate (4) of H type side post (1), and one end anchor is on H type side post (1) right side edge of a wing, and the other end anchors on roof beam stiffening rib board (10) through first anchor assembly (12).
5. The friction energy dissipation type self-resetting steel structure with the SMA plate and the prestressed tendons of claim 1, wherein a column stiffening rib plate (3) is arranged between two flanges of the H-shaped side column (1).
6. The friction energy dissipation type self-resetting steel structure with the SMA plate and the prestressed tendons of claim 2, wherein the SMA plate (15) is connected between the column flange lug plate (16) and the beam flange lug plate (13) through a second anchoring piece (14).
7. The friction energy dissipation type self-resetting steel structure with the SMA plate and the prestressed tendons of claim 1, wherein the variable diameter bolt holes (5) comprise two intersecting holes, one upper hole and the other lower hole, forming a gourd shape, and the first bolts (6) are fixed in the holes at the upper part.
8. The friction energy dissipation type self-resetting steel structure with the SMA plate and the prestressed tendons of claim 5, wherein four column stiffening rib plates (3) are arranged on the H-shaped side column (1), and the four column stiffening rib plates (3) are symmetrically arranged relative to the web of the H-shaped side column (1).
9. The friction energy dissipation type self-resetting steel structure with the SMA plate and the prestressed tendons of claim 1, wherein the first bolt (6), the second bolt (9) and the third bolt (7) are high-strength stainless steel bolts.
10. The friction energy dissipation type self-resetting steel structure with the SMA plate and the prestressed tendons of claim 1, wherein a distance of 10mm exists between the H-shaped side column (1) and the H-shaped steel beam (2).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220741741.5U CN217053754U (en) | 2022-03-31 | 2022-03-31 | Friction energy dissipation type self-resetting steel structure with SMA plate and prestressed tendons |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202220741741.5U CN217053754U (en) | 2022-03-31 | 2022-03-31 | Friction energy dissipation type self-resetting steel structure with SMA plate and prestressed tendons |
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| Publication Number | Publication Date |
|---|---|
| CN217053754U true CN217053754U (en) | 2022-07-26 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202220741741.5U Expired - Fee Related CN217053754U (en) | 2022-03-31 | 2022-03-31 | Friction energy dissipation type self-resetting steel structure with SMA plate and prestressed tendons |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN217053754U (en) |
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- 2022-03-31 CN CN202220741741.5U patent/CN217053754U/en not_active Expired - Fee Related
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Granted publication date: 20220726 |