Mixed resistance mechanism column foot

Abstract

The present invention provides a column foot with a hybrid resistance mechanism, comprising: a foundation, a steel column fixed above the foundation, and a friction shear energy dissipation device. The friction shear energy dissipation device is provided in two sets, one fixed to each side of the steel column. The friction shear energy dissipation device comprises a shear device and a friction device connected to each other. The friction device is provided with a friction main plate, which has multiple bolt holes with designed positions and shapes. High-strength bolts are connected to the bolt holes. The friction main plate is connected to the shear device via the high-strength bolts, forming a dual energy dissipation system. The technical solution of the present invention solves the problems of low energy dissipation capacity of column footings in the prior art, insufficient utilization of the energy dissipation characteristics of materials and components, and difficulty in rapid post-earthquake repair.

Description

Technical Field

[0001] The present invention relates to the technical field of earthquake resistance of building engineering, and in particular to a column foot with a mixed resistance mechanism. Background Art

[0002] The column base is a crucial node connecting the superstructure and the foundation, and its seismic resistance severely impacts the overall structural performance of the building. Earthquake damage surveys at home and abroad have shown that insufficient bearing capacity and deformation capacity of connection nodes are one of the main causes of earthquake damage to steel structures. Steel column bases are primarily classified into three types: exposed, externally packaged, and embedded. Exposed column bases are widely used in mid- and low-rise buildings due to their ease of construction, low cost, and clear force transmission mechanism. However, exposed column bases are prone to slippage under earthquakes, exhibit a pronounced pinching effect in their hysteresis curves, exhibit a low degree of fixation, and have poor energy dissipation capacity. Furthermore, under earthquakes, column bases are severely damaged, making rapid repair impossible and requiring demolition and reconstruction, resulting in significant economic losses.

[0003] In order to safely protect buildings from earthquake damage and speed up post-earthquake repair, low-damage building structures have received increasing attention. After extensive research, it has been found that low-damage building structures can be achieved by installing seismic isolation systems or supplementing damping systems to dissipate seismic energy and reduce structural damage. Among them, the seismic isolation system limits the input energy transmitted to the structure by extending the fundamental period of the building. The installation of dampers is to absorb seismic energy through mechanical dampers, reducing damage to structural components. Currently, the structure connected by metal dampers and friction dampers provides a very suitable solution for the seismic resistance of steel structures, with high seismic performance.

[0004] However, statistics show that current research on improving the energy consumption of exposed column bases mostly stays at a single energy consumption mechanism. Although this device can improve the energy consumption capacity of the column base node, its energy consumption mechanism is relatively simple for earthquakes of different levels, which is reflected in the inability to fully utilize the energy consumption characteristics of materials and components to ensure that the structure reaches the maximum energy consumption level.

[0005] In order to ensure that the structure can meet different seismic performance targets under different earthquake levels and better meet the seismic requirements of "toughness" disaster prevention, the present invention designs a column base with a hybrid resistance mechanism. Summary of the Invention

[0006] In view of the above-mentioned technical problems that the existing column base has low energy dissipation capacity, does not fully utilize the energy dissipation characteristics of materials and components, and is difficult to repair quickly after an earthquake, a hybrid resistance mechanism column base is provided. The present invention connects the shear device and the friction device through high-strength bolts to form a friction shear device, forming a dual energy dissipation system. The dual energy dissipation mechanism is divided into friction energy dissipation and shear energy dissipation. Under the action of small earthquakes and wind shocks, the initial stiffness of the column base is improved. Under the action of medium or large earthquakes, the friction device and the shear device successively enter the energy dissipation stage. The friction main plate adopts a "pea" shaped bolt hole to accurately control the 2-level sliding distance and reduce the influence of the oversized circular hole on the strength of the friction plate. The hybrid resistance mechanism column base fully utilizes the energy dissipation characteristics of materials and components, improves the energy dissipation capacity of the column base, ensures that the main structure is within the elastic range, improves the self-resetting ability of the column base, and only needs to replace the friction shear device for post-earthquake repair, thereby reducing economic losses.

[0007] The technical means adopted in the present invention are as follows:

[0008] A mixed resistance mechanism column foot comprises: a foundation, a steel column fixed above the foundation, and a friction shear energy dissipation device, wherein the friction shear energy dissipation device is provided with two groups, which are respectively fixed on both sides of the steel column;

[0009] The friction shear energy dissipation device includes a shear device and a friction device connected to each other. The friction device is provided with a friction main plate. A plurality of bolt holes are provided on the friction main plate. The positions of the bolt holes are determined through design (calculation). High-strength bolts are connected inside the bolt holes. The friction main plate is connected to the shear device through the high-strength bolts to form a dual energy dissipation system.

[0010] Furthermore, the friction shear energy dissipation device is symmetrically fixed on both sides of the steel column and also includes a column connecting plate. Two of the shear devices and two of the friction devices are provided. One side of the two shear devices is connected to the column connecting plate, and the other side is connected to the two friction devices through high-strength bolts.

[0011] Furthermore, the shear device adopts a shear damper, which is a metal damper. The shear damper adopts a shear energy-absorbing plate. The shear energy-absorbing plate is a square plate with multiple channels. The channels are long and close to the column connecting plate. The multiple channels are distributed in a row at intervals. The shear energy-absorbing plate is also provided with at least two bolt holes, and the bolt holes cooperate with the bolt holes to connect high-strength bolts. One end of the two shear energy-absorbing plates is welded to the column connecting plate, and the column connecting plate is connected to the steel column by high-strength bolts.

[0012] Furthermore, the friction device adopts a friction damper and also includes a cover plate and two pieces of friction material. The outer side of the friction main plate, the friction material and the shearing device are fitted in sequence, and the inner side of the friction main plate, the friction material and the cover plate are fitted in sequence. The shearing device, the friction main plate, the friction material and the cover plate are connected to form a whole through high-strength bolts.

[0013] Furthermore, a stiffening plate is welded to the outer edge of the friction main plate, and a beam connecting plate is welded between the stiffening plate and the bottom of the friction main plate.

[0014] Furthermore, the steel column also includes a steel column base plate, which is fixed to the bottom end of the steel column as an integrated structure. Two anchor bolts are connected to the steel column base plate, and the two anchor bolts are arranged on the axis of the steel column. The anchor bolts provide shear resistance; the steel column is connected to the foundation through the steel column base plate at its bottom through anchor bolts.

[0015] The present invention also provides a design method for a pea-shaped bolt hole of a column foot based on a mixed resistance mechanism, comprising the following steps:

[0016] S1. The friction device on the left side of the column foot is taken as the research object. In this side column foot, the steel column and the friction shear energy dissipation device are an integral structure.

[0017] S2. When subjected to a positive horizontal load, the entire structure rotates around point M. The upper high-strength bolts move in a circle with a radius of R1, centered at point M, and the lower high-strength bolts move in a circle with a radius of R3, centered at point M. The arc length S1 and the rotation radius R1 are obtained.

[0018] S3. When subjected to a negative horizontal load, the entire structure rotates around point N. The upper high-strength bolts make a circular motion with point N as the center and a radius of R2; the lower high-strength bolts make a circular motion with point N as the center and a radius of R4. The arc length S2 and the rotation radius R2 are obtained.

[0019] S4, integrating arc length S1 and arc length S2 according to the position of the center of the high-strength bolt to obtain the center line of the pea-shaped bolt hole;

[0020] S5. In order to prevent the high-strength bolt from contacting the side wall of the pea-shaped bolt hole during rotation, the center line is translated to both sides along the direction of R1 by r. b +1 distance to obtain the edge position of the pea-shaped bolt hole;

[0021] S6. Draw an arc with a as the center and b and c as the endpoints to obtain a pea-shaped bolt hole prototype;

[0022] S7. Delete the center line of the prototype and chamfer the lower right corner of the prototype with a degree of 180° to obtain the final shape of the pea-shaped bolt hole.

[0023] Furthermore, the arc length S1 satisfies the following formula:

[0024] S1=R1·θ;

[0025] The rotation radius R1 satisfies the following formula:

[0026]

[0027] The arc length S2 satisfies the following formula:

[0028] S2=R2·θ;

[0029] The rotation radius R2 satisfies the following formula:

[0030]

[0031] Where, S1 is the arc length of the upper bolt when it rotates around point M; S2 is the arc length of the upper bolt when it rotates around point N; b s H is the distance from the center of the bolt to the left edge of the steel column; W is the column section height; h fc is the distance from the center of the upper and lower bolts to the upper and lower edges of the friction plate respectively; p fc is the bolt spacing; θ is the angle of rotation of the bolt around point M(N) (i.e., the column foot rotation angle). The θ value is used to determine the sliding distance of the friction device, and its size is determined by design requirements.

[0032] Compared with the prior art, the present invention has the following advantages:

[0033] The hybrid resistance mechanism column base provided by this invention significantly improves the energy dissipation capacity of the column base and the self-resetting ability of the building structure. The initial stiffness of the column base is increased under minor earthquakes and wind shocks. Under moderate earthquakes, the friction and shear mechanisms sequentially enter the energy dissipation phase, improving the energy dissipation capacity of the column base. Under major earthquakes, the dual energy dissipation mechanisms on both sides enhance the self-resetting ability of the column base. By fully utilizing the energy dissipation properties of the materials and components, only the friction and shear mechanisms need to be replaced after the earthquake, minimizing economic losses.

[0034] In summary, the application of the technical solution of the present invention can solve the problems of low energy consumption capacity of existing column bases, insufficient utilization of energy consumption characteristics of materials and components, and difficulty in rapid repair after an earthquake.

[0035] Based on the above reasons, the present invention can be widely promoted in fields such as earthquake resistance of construction engineering. BRIEF DESCRIPTION OF THE DRAWINGS

[0036] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative labor.

[0037] Figure 1 This is a schematic diagram of the exposed steel column base with a mixed resistance mechanism according to the present invention.

[0038] Figure 2 This is a top view of the exposed steel column base with a mixed resistance mechanism according to the present invention.

[0039] Figure 3 for Figure 2 Cross-section view at AA in the middle.

[0040] Figure 4 Schematic diagram of the friction shearing device of the present invention.

[0041] Figure 5 Schematic diagram of the friction shearing device after disassembly. (a) is a schematic diagram of the "pea" shaped bolt hole, (b) is a schematic diagram of the cover plate and friction material, and (c) is a schematic diagram of the shear energy dissipation plate.

[0042] Figure 6 Schematic diagram of the arc length of bolt rotation according to the present invention, wherein (a) is a schematic diagram of arc length S1, and (b) is a schematic diagram of arc length S2.

[0043] Figure 7 Schematic diagram of the process of forming a "pea" shaped bolt hole according to the present invention.

[0044] Figure 8 It is the construction drawing of the friction plate of the present invention.

[0045] In the figure: 1. Steel column; 2. Friction shear energy dissipation device; 3. Foundation; 4. Steel column base plate; 5. Anchor bolt; 6. Shear energy dissipation plate; 7. Friction material; 8. Friction main plate; 9. Cover plate; 10. Stiffening plate; 11. Column connecting plate; 12. Beam connecting plate. DETAILED DESCRIPTION

[0046] It should be noted that, in the absence of conflict, the embodiments and features of the embodiments of the present invention can be combined with each other. The present invention will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0047] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. The following description of at least one exemplary embodiment is actually only illustrative and is in no way intended to limit the present invention and its application or use. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0048] It should be noted that the terms used herein are only for describing specific embodiments and are not intended to limit the exemplary embodiments according to the present invention. As used herein, unless the context clearly indicates otherwise, the singular form is intended to include the plural form. In addition, it should be understood that when the terms "comprise" and / or "include" are used in this specification, they indicate the presence of features, steps, operations, devices, components and / or combinations thereof.

[0049] Unless otherwise specifically stated, the relative arrangement of the parts and steps, numerical expressions and numerical values ​​described in these embodiments do not limit the scope of the present invention. At the same time, it should be clear that, for ease of description, the sizes of the various parts shown in the drawings are not drawn according to the actual proportional relationship. The techniques, methods and equipment known to ordinary technicians in the relevant fields may not be discussed in detail, but where appropriate, the techniques, methods and equipment should be considered as part of the authorization specification. In all examples shown and discussed here, any specific value should be interpreted as merely exemplary and not as a limitation. Therefore, other examples of the exemplary embodiments may have different values. It should be noted that similar numbers and letters represent similar items in the following figures, so once an item is defined in one figure, it does not need to be further discussed in subsequent figures.

[0050] In the description of the present invention, it should be understood that the directions or positional relationships indicated by directional words such as "front, back, up, down, left, right", "horizontal, vertical, vertical, horizontal" and "top, bottom" are usually based on the directions or positional relationships shown in the accompanying drawings. They are only for the convenience of describing the present invention and simplifying the description. Unless otherwise specified, these directional words do not indicate or imply that the device or element referred to must have a specific direction or be constructed and operated in a specific direction. Therefore, they cannot be understood as limiting the scope of protection of the present invention: the directional words "inside and outside" refer to the inside and outside relative to the outline of each component itself.

[0051] For ease of description, spatially relative terms such as "above", "above", "on the upper surface of", "above", etc. may be used herein to describe the spatial positional relationship of a device or feature to other devices or features as shown in the figures. It should be understood that spatially relative terms are intended to include different orientations of the device in use or operation in addition to the orientation described in the figures. For example, if the device in the drawings is inverted, the device described as "above other devices or structures" or "above other devices or structures" will be positioned as "below other devices or structures" or "below their position devices or structures". Thus, the exemplary term "above" can include both "above" and "below". The device can also be positioned in other different ways (rotated 90 degrees or in other orientations), and the spatially relative descriptions used here are interpreted accordingly.

[0052] In addition, it should be noted that the use of terms such as "first" and "second" to limit components is only for the convenience of distinguishing the corresponding components. Unless otherwise stated, the above terms have no special meaning and therefore cannot be understood as limiting the scope of protection of the present invention.

[0053] In order to ensure that the structure can meet different seismic performance targets under different earthquake levels and better meet the seismic requirements of "resilient" disaster prevention, the present invention designs a column foot with a hybrid resistance mechanism. The basic principle is to connect the shear device and the friction device through high-strength bolts to form a friction shear device, forming a dual energy dissipation system. The dual energy dissipation mechanism is divided into friction energy dissipation and shear energy dissipation. Under the action of small earthquakes and wind shocks, the initial stiffness of the column foot is improved. Under the action of medium or large earthquakes, the friction device and the shear device enter the energy dissipation stage successively. The friction main plate of the friction device adopts a "pea"-shaped bolt hole to accurately control the two-level sliding distance and reduce the impact of the oversized circular hole on the strength of the friction plate. The column foot with a hybrid resistance mechanism fully utilizes the energy dissipation characteristics of materials and components, improves the energy dissipation capacity of the column foot, ensures that the main body of the structure is within the elastic range, and improves the self-resetting ability of the column foot. Post-earthquake repair only requires replacing the friction shear device, reducing economic losses.

[0054] like Figure 1-3 As shown, the hybrid resistance mechanism column foot of the present invention comprises, from bottom to top, a foundation 3, two sets of friction shear energy dissipation devices 2, and a steel column 1. The steel column 1 is fixed above the foundation 3. It should be noted that in actual engineering, the foundation 3 is the entire ground. In this embodiment, the foundation 3 serves as a connecting member during testing and needs to be prepared according to actual conditions in actual engineering.

[0055] The steel column 1 is an I-shaped structure or a square steel tube, and can also be other forms of steel columns. In this embodiment, the steel column 1 is an I-shaped structure, mainly composed of two steel column flanges, an intermediate steel column web and a steel column bottom plate 4. The two steel column flanges and the intermediate steel column web constitute an "I"-shaped structure. The two steel column flanges are parallel to each other, the steel column web is vertically connected to the steel column flanges, and the steel column bottom plate is fixed to one end (bottom end) of the two steel column flanges as an integrated structure; the steel column 1 is vertically fixed to the foundation 3 through the steel column bottom plate 4 at its bottom and cooperates with the anchor bolt 5.

[0056] like Figure 4-5 As shown, the shear friction energy dissipation device 2 consists of two metal dampers (shear energy dissipation plates 6), two friction dampers, and a stiffening plate 10. The two sets of friction shear energy dissipation devices 2 are symmetrically distributed on both sides of the steel column flange. The left friction shear energy dissipation device 2 is fixed to the left steel column flange with high-strength bolts, and the right friction shear energy dissipation device 2 is fixed to the right steel column flange with high-strength bolts. The friction damper consists of a cover plate 9, two pieces of friction material 7, and a friction main plate 8; the friction main plate 8 uses "pea"-shaped bolt holes, such as Figure 5 As shown in (a) (it should be noted that the number of "pea"-shaped bolt holes can be changed according to design requirements), the metal damper (shear energy dissipation plate 6) is a square plate with channels (it should be noted that the number of channels can be changed according to design requirements), and the channels are long and perpendicular to the steel column 1; the metal damper (shear energy dissipation plate 6) is connected to the cover plate 9, the friction material 7 and the friction main plate 8 by high-strength bolts to form a whole, one end of the whole is vertically fixed to the surface of the steel column flange by multiple bolt fixing plates (column connecting plate 11), and the other end is welded to the stiffening plate 10.

[0057] Design method of "pea" shaped bolt hole:

[0058] Take the friction device on the left side of the column foot. In this column foot, the steel column and the friction shear energy dissipation device are integrated. When subjected to a positive horizontal load, it rotates around point M (point M is the rotation point during positive loading). The upper bolts move in a circular motion with a radius of R1 around point M, while the lower bolts move in a circular motion with a radius of R3 around point M.

[0059] When subjected to negative horizontal load, it will rotate around point N (point N is the rotation point when negative load is applied). The upper bolt will make a circular motion with point N as the center and a radius of R2; the lower bolt will make a circular motion with point N as the center and a radius of R4. Figure 6 As shown. Forward loading (point M is the rotation point) the column foot force diagram is as follows Figure 6 As shown in (a), the column foot force diagram for negative loading (point N is the rotation point) is as follows Figure 6 As shown in (b), Figure 6Where H is the height of the steel column, HW is the cross-sectional height of the steel column, X1 is the distance from the centroid of the shear energy dissipation plate to the outside of the steel column flange, Δ is the horizontal displacement of the column top when the steel column is subjected to horizontal loads, Tab is the bolt tension connecting the foundation beam to the steel column, FN is the support reaction at the rotation point, FL and FR are the resultant external forces borne by the left and right shear energy dissipation plates, respectively, P is the horizontal load, and N is the axial load. These parameters describe the location and direction of force applied to the column base when subjected to horizontal and vertical loads, as well as the position of the rotation point.

[0060] Calculation of arc length S1 (such as Figure 7 The formula is:

[0061] S1=R1·θ;

[0062] The calculation formula of the rotation radius R1 is:

[0063]

[0064] The calculation formula for arc length S2 is:

[0065] S2=R2·θ;

[0066] The calculation formula of the rotation radius R2 is:

[0067]

[0068] Where b s H is the distance from the center of the bolt to the left edge of the steel column; W is the column section height; h fc is the distance from the center of the upper and lower bolts to the upper and lower edges of the friction plate respectively; p fc is the bolt spacing; θ is the angle of rotation of the bolt around point M(N) (i.e., the column foot rotation angle). The function of θ is to determine the sliding distance of the friction device. Its size is mainly determined by design requirements. The arc length S1 and arc length S2 are integrated together according to the position of the bolt center to form the center line of the "pea" shaped bolt hole, as shown in the figure. Figure 7 shown.

[0069] In order to prevent the bolt from contacting the side wall of the pea-shaped bolt hole during rotation, the center line is translated to both sides along the direction of R1 by r. b The distance of +1 is the edge position of the "pea" shaped bolt hole, and three lines including a, b, and c are obtained, such as Figure 7 shown.

[0070] Draw an arc with a as the center and b and c as the endpoints, which is the prototype of the "pea" shaped bolt hole, such as Figure 7Delete the center line of the prototype and use chamfering at the lower right corner of the prototype with a degree of 180°, which is the final shape of the "pea" shaped bolt hole, as shown in the figure. Figure 7 shown.

[0071] Working principle:

[0072] The column foot of the mixed resistance mechanism includes a friction device and a shear device; the friction device is an asymmetric friction device (AFC) with a two-stage sliding feature. Under the action of horizontal load, the shear energy dissipation plate first slides as the first stage. As the horizontal load increases, the bolt hole wall of the shear energy dissipation plate contacts the bolt of the shear friction device, driving the bolt to slide and contact the bolt hole wall of the cover plate, and the cover plate slides as the second stage. As the horizontal load continues to increase, the bolt of the shear friction device contacts the hole wall of the friction plate, the friction device stops working, the shear energy dissipation plate starts to enter the working state, and the column foot dissipates energy through the shear deformation of the shear energy dissipation plate.

[0073] The column foot of the present invention can concentrate plastic deformation on the cross section of the shear energy dissipation plate, ensuring that the main structure of the steel column does not produce plastic deformation under the action of an earthquake and always maintains an elastic state, thereby ensuring the overall stability of the column foot.

[0074] This invention significantly improves the energy dissipation capacity of the column base and the self-resetting ability of the building structure by implementing a hybrid resistance mechanism. The initial stiffness of the column base is increased under minor earthquakes and wind shocks. Under moderate earthquakes, the friction and shear mechanisms sequentially enter the energy dissipation phase, improving the energy dissipation capacity of the column base. Under major earthquakes, the dual energy dissipation mechanisms on both sides enhance the self-resetting ability of the column base. By fully utilizing the energy dissipation properties of the materials and components, only the friction and shear mechanisms need to be replaced after an earthquake, reducing economic losses.

[0075] Specifically, in this embodiment, the steel column 1 is connected to the steel column base plate 4 by welding, and the steel column base plate 4 in the column foot is connected to the foundation 3 (foundation beam) by anchor bolts 5. The friction shear energy dissipation device is composed of a shear energy dissipation plate 6, a friction main plate 8, a friction material 7 and a cover plate 9 connected by 10.9-grade M20 high-strength bolts. In the column foot, the steel column is in full contact with the foundation beam, but is not connected by bolts or welding; the shear energy dissipation plate 6 is welded to the column connecting plate 11 and is connected to the steel column flange by 10.9-grade M20 high-strength bolts; the friction main plate 8 is welded to the beam connecting plate 12 and is connected to the foundation beam by 10.9-grade M20 high-strength bolts. In order to increase the strength of the friction main plate 8, a stiffening plate 10 is welded at its edge, and the stiffening plate 10 is also connected to the beam connecting plate 12 by welding.

[0076] like Figure 8 As shown, the embodiment of the "pea" shaped bolt hole:

[0077] (1) Above the horizontal line, draw a straight line with an angle of α1 (α4) (α1 is the angle between the upper half of the center line of the upper bolt hole and the horizontal line, α4 is the angle between the upper half of the center line of the lower bolt hole and the horizontal line), and take the size S1 (S3), which is the size of the upper half of the center line of the bolt hole (S1 is the arc length when the upper bolt rotates around point M, S3 is the arc length when the lower bolt rotates around point M); below the horizontal line, draw a straight line with an angle of α3 (α6) (α3 is the angle between the lower half of the center line of the upper bolt hole and the horizontal line, α6 is the angle between the lower half of the center line of the lower bolt hole and the horizontal line), and take the size S2 (S4), which is the size of the lower half of the center line of the screw inspection hole (S2 is the arc length when the upper bolt rotates around point N, S4 is the arc length when the lower bolt rotates around point N).

[0078] (2) The center line of the bolt is offset to both sides by r along a straight line with an angle of α2 (α5) with the horizontal line (α2 is the angle between the line in the R1 direction and the horizontal line, and α5 is the angle between the line in the R3 direction and the horizontal line). b +1 distance.

[0079] (3) Draw a circle with the upper and lower endpoints on the center line as the center and a radius of r b +1 arc.

[0080] The deformation and damage of the traditional exposed steel column base are mainly concentrated on the anchor bolts; the plastic deformation of the exposed steel column base of the mixed resistance mechanism of the present invention is concentrated on the cross section of the shear energy dissipation plate.

[0081] The present invention can significantly improve the bearing capacity, rigidity, energy dissipation capacity, post-earthquake repair capacity and anti-collapse capacity of the steel column base by setting a friction shear energy dissipation device. Under the action of small earthquakes and wind shocks, when the horizontal force is less than the friction force between the shear energy dissipation plate 6 (metal damper) and the friction material 7, the shear energy dissipation plate participates in the energy dissipation through the rotational elastic deformation. When the sliding force between the shear energy dissipation plate 6 and the friction main plate 8 is greater than the maximum static friction force, the shear energy dissipation plate 6 begins to slide (level 1 sliding) and dissipates friction energy. As the horizontal load increases, the bolt hole wall of the shear energy dissipation plate contacts the bolt of the shear friction energy dissipation device, driving the bolt to slide and contact the bolt hole wall of the cover plate 9. The cover plate 9 slides as level 2 sliding. As the horizontal load continues to increase, the bolt of the shear friction device contacts the hole wall of the friction main plate 8, the friction device stops working, the shear energy dissipation plate 6 starts to enter the working state, and the column base dissipates energy through the shear deformation of the shear energy dissipation plate.

[0082] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it. Although the present invention has been described in detail with reference to the above embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the above embodiments, or replace some or all of the technical features therein with equivalents. However, these modifications or replacements do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A mixed resistance mechanism column foot, characterized in that: include: A foundation (3), a steel column (1) fixed above the foundation (3), and a friction shear energy dissipation device (2), wherein the friction shear energy dissipation device (2) is provided with two groups, which are respectively fixed on both sides of the steel column (1); The friction shearing energy dissipation device (2) comprises a shearing device and a friction device connected to each other, wherein the friction device is provided with a friction main plate (8), and the friction main plate (8) is provided with a plurality of "pea"-shaped bolt holes, the positions and shapes of the bolt holes are determined by design, and the two-level sliding distance is accurately controlled, and high-strength bolts are connected inside the bolt holes, and the friction main plate (8) is connected to the shearing device through the high-strength bolts to form a dual energy dissipation system; The friction shear energy dissipation device (2) further includes a column connecting plate (11). The shear device uses a shear damper, which is a metal damper. The shear damper uses a shear energy dissipation plate (6). The shear energy dissipation plate (6) is a square plate with a plurality of holes. The holes are long and close to the column connecting plate (11). The plurality of holes are spaced apart and distributed in a row. The friction device adopts a friction damper and also includes a cover plate (9) and two pieces of friction material (7). The outer side of the friction main plate (8), the friction material (7) and the shearing device are sequentially attached, and the inner side of the friction main plate (8), the friction material (7) and the cover plate (9) are sequentially attached. The shearing device, the friction main plate (8), the friction material (7) and the cover plate (9) are connected to form a whole by high-strength bolts.

2. The hybrid resistance mechanism column foot according to claim 1, characterized in that: The friction shear energy dissipation device (2) is symmetrically fixed on both sides of the steel column (1), and two shear devices and two friction devices are provided. One side of the two shear devices is connected to the column connecting plate (11), and the other side is connected to the two friction devices through high-strength bolts.

3. The hybrid resistance mechanism column foot according to claim 2, characterized in that: At least two bolt holes are also provided on the shear energy dissipation plate (6), and the bolt holes cooperate with the bolt holes to connect high-strength bolts; one end of the two shear energy dissipation plates (6) is welded to the column connecting plate (11), and the column connecting plate (11) is connected to the steel column (1) via high-strength bolts.

4. The hybrid resistance mechanism column foot according to claim 1, characterized in that: A stiffening plate (10) is welded to the outer edge of the friction main plate (8), and a beam connecting plate (12) is welded to the bottom of the stiffening plate (10) and the friction main plate (8).

5. The hybrid resistance mechanism column foot according to claim 1, characterized in that: The steel column (1) further comprises a steel column base plate (4), the steel column base plate (4) and the bottom end of the steel column are fixed to form an integral structure, two anchor bolts (5) are connected to the steel column base plate (4), the two anchor bolts (5) are arranged on the axis of the steel column, and the anchor bolts (5) provide shear resistance; the steel column (1) is connected to the foundation (3) through the anchor bolts (5) via the steel column base plate (4) at its bottom.

Images