Self-centering assembled steel column base connection joint with double-insurance collaborative composite energy dissipation

Abstract

The present invention provides a self-centering prefabricated steel column base connection joint with double insurance and collaborative composite energy dissipation, comprising: a steel column, which is in the shape of an I-beam / H-beam; a ground beam, which is in the shape of an I-beam / H-beam, and the steel column is arranged on the ground beam and fixedly connected thereto; two sets of bending-shear composite energy dissipation damping devices, which are oppositely connected to both sides of the web of the steel column by bolts at the connection between the steel column and the ground beam, and are simultaneously connected to the upper flange of the ground beam by bolts; two sets of tension-shear composite energy dissipation damping devices, which are oppositely connected to the outer surfaces of both flanges of the steel column by bolts at the connection between the steel column and the ground beam, and are simultaneously connected to the upper flange of the ground beam by bolts; two sets of self-centering devices, including prestressed cables and prestressed tooling, the prestressed tooling is fixedly arranged oppositely on both sides of the webs of the ground beam and the steel column, and both ends of the prestressed cable are anchored to the prestressed tooling. Through reasonable design, the column base connection joint remains elastic under small and medium earthquakes and can continue to be used without repair; under large and super-large earthquakes, the main structure remains elastic, and the continuous function of the building structure is realized by replacing the energy dissipation components.

Description

Technical Field

[0001] The present invention relates to the technical field of building structures, especially prefabricated assembled structures, and particularly relates to a self-centering assembled steel structure column base connection node with double-insurance collaborative composite energy dissipation. Background Art

[0002] As an important lateral-resistant structure, steel frames are widely used in earthquake-prone areas. The column base connection node plays an important role in transferring the load of the upper structure to the foundation in the overall frame. According to the traditional design concept, the column base connection node often undergoes irreversible plastic deformation after being subjected to earthquake action. This ductility design concept dissipates seismic energy through the plastic deformation of the structure, ensuring the safety of the overall structure at the cost of irreversible plastic deformation. However, for the structure designed according to the traditional ductility design concept, it is difficult to repair after an earthquake, the structural function of the building is discontinuous, and it often causes relatively serious economic losses, which does not conform to the current concept of sustainable development.

[0003] Based on the replaceable concept, the column base connection node is designed by setting easily replaceable components, controlling the irreversible plastic damage on the easily replaceable components, and dissipating most of the energy through reasonable design. The column base connection node designed with this concept can effectively protect the main structure from damage. After an earthquake, only the components need to be replaced to achieve the rapid repair of the building, effectively reducing the interruption time of building functions and the repair cost.

[0004] Since the self-centering technology applied to buildings was first proposed in the 1990s, it has been widely used in column base connection nodes, braces, and shear walls. The self-centering assembled column base connection node is different from the traditional rigid column base connection node. It allows the column bottom to rotate to a certain extent, eliminates the column bottom rotation angle through the self-centering force, and is equipped with corresponding energy dissipation components to dissipate energy. The column base connection node using this technology can effectively avoid the problem of irreversible plastic deformation generated by the traditional column base connection node after an earthquake, and achieve the goal of continuous building structural function by replacing the energy dissipation components. Summary of the Invention

[0005] In view of the deficiencies and inspirations of the prior art, the present invention provides a self-centering assembled steel structure column base connection node with double-insurance collaborative composite energy dissipation. Through reasonable design, this node remains elastic under small and medium earthquakes and can continue to be used without repair; under large and super-large earthquakes, the main structure remains elastic, and the continuous building structural function is achieved by replacing the energy dissipation components.

[0006] In order to achieve the above object, the technical solution adopted by the present invention is as follows:

[0007] The present invention first provides a self - resetting prefabricated steel structure column - foot connection node with double - insurance collaborative composite energy dissipation, including: a steel column, which is I - shaped / H - shaped; a ground beam, which is I - shaped / H - shaped, and the steel column is arranged on the ground beam and fixedly connected to the ground beam; two sets of bending - shear composite energy - dissipation damping devices, which are oppositely connected to both sides of the web of the steel column by bolts at the connection between the steel column and the ground beam, and are simultaneously connected to the upper flange of the ground beam by bolts; two sets of tension - shear composite energy - dissipation damping devices, which are oppositely connected to the left and right flanges of the steel column by bolts at the connection between the steel column and the ground beam, and are simultaneously connected to the upper flange of the ground beam by bolts; two sets of self - resetting devices, including prestressed cables and two groups of prestressed toolings, and the two groups of prestressed toolings are respectively fixedly arranged oppositely on both sides of the webs of the ground beam and the steel column, and the two ends of the prestressed cable are anchored to the prestressed toolings. In the self - resetting prefabricated steel structure column - foot connection node with double - insurance collaborative composite energy dissipation provided by the present invention, a double - insurance energy - dissipation mechanism is formed by the bending - shear composite energy - dissipation damping device and the tension - shear composite energy - dissipation damping device. The two dampers that dissipate energy through different force - bearing mechanisms can effectively avoid the defect that the failure of a single damper leads to the failure of the overall structure, making the overall structure tend to be safe. Combining with the self - resetting function, it allows limited rotation angles to occur at the node, and after an earthquake, the self - resetting force provided by the prestressed cable can be used to restore the column body to its original position and eliminate the rotation angle.

[0008] In some embodiments, the bending - shear composite energy - dissipation damping device is M - shaped, including: two U - shaped bending - shear composite energy - dissipation components, which are arranged in parallel between the left and right flanges of the steel column in an M - shape, and bolt holes are respectively opened on the sides of the two U - shaped bending - shear composite energy - dissipation components that are far away from each other. Corresponding bolt holes are opened on the left and right flanges of the steel column, and the two U - shaped bending - shear composite energy - dissipation components are connected to the left and right flanges of the steel column by a high - strength bolt group; an intermediate connector, which is arranged between the sides of the two U - shaped bending - shear composite energy - dissipation components that are close to each other, is respectively connected and fixed to the two U - shaped bending - shear composite energy - dissipation components, and the intermediate connector is connected to the steel column and the ground beam by a high - strength bolt group. The bending - shear composite energy - dissipation damping device provided by the present invention can fully exert the bending - shear energy - dissipation effect during node deformation, ensuring the stable realization of the bending - shear energy - dissipation mechanism.

[0009] In some embodiments, the U - shaped bending - shear composite energy - dissipation component includes: a U - shaped connector, which is composed of left and right flanges and an arc - shaped web; an inner shear plate, which is arranged between the left and right flanges of the U - shaped connector, and the inner shear plate is only welded to the left and right flanges of the U - shaped connector.

[0010] In some embodiments, the left and right flanges of the U - shaped connector are of unequal length, and the flange close to the flange of the steel column is shortened.

[0011] In some embodiments, a backing strip is provided at the shortened flange of the U-shaped connecting piece, such that the length of the short flange is flush with that of the long flange, and the backing strip is fixedly welded to the inner side of the flange of the steel column and is not fixed to the short flange.

[0012] In some embodiments, the intermediate connecting piece is a channel steel connecting piece, which is composed of upper and lower flanges and a web. Bolt holes are provided in the web of the channel steel connecting piece and in the flange close to the ground beam side. Corresponding bolt holes are provided in the web of the steel column, and corresponding bolt holes are also provided in the flange of the ground beam. The channel steel connecting piece is connected to the steel column and the ground beam through a high-strength bolt group.

[0013] In some embodiments, the tension-shear composite energy dissipation damping device includes: an L-shaped tension-compression energy dissipation plate, one limb of which is connected to the flange of the steel column through a high-strength bolt group, and the other limb of which is connected to the flange of the ground beam through a high-strength bolt group; and a folded shear energy dissipation member, one end of the fold of which is fixed to one limb of the L-shaped tension-compression energy dissipation plate, and the other end of the fold of which is fixed to the other limb of the L-shaped tension-compression energy dissipation plate. The tension-shear composite energy dissipation damping device provided by the present invention can give full play to the tension-compression - shear energy dissipation effect during the deformation of the joint, ensuring the stable realization of the tension-shear energy dissipation mechanism.

[0014] In some embodiments, dog-bone weakened notches are provided on both sides of the limb of the L-shaped tension-compression energy dissipation plate connected to the flange of the steel column, forming an I-shaped plate, and strip-shaped grooves are provided at equal intervals in the middle of the I-shaped plate.

[0015] In some embodiments, the folded shear energy dissipation member is in a τ shape and includes: two I-shaped shear plates arranged in parallel and opposite to each other; a plurality of rib plates symmetrically welded in pairs at equal intervals on the front and back sides of the webs of the two I-shaped shear plates; an H-shaped connecting plate welded and fixed to the upper ends of the two I-shaped shear plates and simultaneously welded and fixed to one limb of the L-shaped tension-compression energy dissipation plate, and the lower ends of the two I-shaped shear plates are welded and fixed to the other limb of the L-shaped tension-compression energy dissipation plate.

[0016] In some embodiments, the folded shear energy dissipation member is in an F shape and includes: two F-shaped shear plates arranged in parallel and opposite to each other; a plurality of rib plates symmetrically welded in pairs at equal intervals on the front and back sides of the webs of the two F-shaped shear plates and on the upper and lower sides of the flanges of the two F-shaped shear plates; and one end of the flange of the two F-shaped shear plates is welded and fixed to one limb of the L-shaped tension-compression energy dissipation plate, and one end of the web is welded and fixed to the other limb of the L-shaped tension-compression energy dissipation plate.

[0017] The beneficial effects of the present invention compared with the prior art are as follows: A self-centering prefabricated steel structure column base connection joint with double-insurance collaborative composite energy dissipation provided by the present invention can well cope with seismic actions and realize the continuous function of the building structure by replacing the energy dissipation components after an earthquake. Specifically, at least the following beneficial effects can be achieved:

[0018] (1) Dual - insurance energy - dissipation mechanism: The M - shaped flexural - shear composite energy - dissipation damper and the square - shaped (or rectangular - shaped) tension - shear composite energy - dissipation damper are used to form a dual - insurance energy - dissipation mechanism. The two dampers that dissipate energy through different force - bearing mechanisms can effectively avoid the disadvantage of the overall structure failure caused by the failure of a single damper, making the overall structure tend to be safe.

[0019] (2) Self - reset function: The connection node of the column base is semi - rigid. Different from the fully rigid connection node that cannot rotate at all and the hinged connection node that allows rotation but has insufficient lateral resistance, it forms a rocking interface at the bottom section of the steel column, allowing a limited rotation angle at the column base. When the column body rocks under earthquake action, the self - reset force provided by the prestressed cable can restore the column body to its original position and eliminate the rotation angle. It can continue to be used without repair under small and medium - sized earthquakes. Under large and super - large earthquakes, the self - reset device is used to restore the column body to the vertical state, which is beneficial for the structure to quickly recover its function.

[0020] (3) Plastic damage control: Through the reasonable design of the shapes and damping parameters of the M - shaped flexural - shear composite energy - dissipation damper and the square - shaped (or rectangular - shaped) tension - shear composite energy - dissipation damper, the plastic deformation can be effectively controlled on the two dampers, protecting the main structure from damage. After the earthquake, only the damaged dampers need to be replaced to achieve the goal of quickly restoring the structure function.

[0021] (4) Replaceable energy - dissipation components: The M - shaped flexural - shear composite energy - dissipation damper and the square - shaped (or rectangular - shaped) tension - shear composite energy - dissipation damper are each an integral whole. If irreversible plastic deformation occurs, the two dampers can be replaced as a whole by loosening the connection bolts. This design greatly improves the repair speed and is also convenient for on - site construction operations.

[0022] (5) The connection node of the column base can be applied to various scenarios, such as light industrial factories, multi - storey and high - rise steel frame systems, frame - shear wall systems or frame - brace systems, and can take into account the bearing capacity, energy - dissipation capacity and the aesthetics of the facade.

[0023] It should be understood that the realization of any embodiment of the present invention does not mean that multiple or all of the above - mentioned beneficial effects need to be simultaneously possessed or achieved. Description of the Drawings

[0024] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following will briefly introduce the drawings required for the description of the embodiments or the prior art. Obviously, the drawings in the following description are only exemplary. For those of ordinary skill in the art, without creative efforts, other implementation drawings can also be obtained based on the provided drawings.

[0025] The structures, proportions, sizes, etc. shown in this specification are only used to match the content disclosed in the specification for those familiar with this technology to understand and read, and are not used to limit the implementation conditions of the present invention. Therefore, they do not have substantial technical significance. Any modification of the structure, change in the proportional relationship, or adjustment of the size, without affecting the effects that the present invention can produce and the purposes that can be achieved, should still fall within the scope covered by the technical content disclosed in the present invention.

[0026] Figure 1 It is a three-dimensional view of a double-insurance collaborative composite energy-dissipating self-centering prefabricated steel structure column base connection joint;

[0027] Figure 2 It is an exploded view of a double-insurance collaborative composite energy-dissipating self-centering prefabricated steel structure column base connection joint;

[0028] Figure 3 It is a front view of a double-insurance collaborative composite energy-dissipating self-centering prefabricated steel structure column base connection joint;

[0029] Figure 4 It is an exploded view of a flexural-shear composite energy-dissipating damper of a double-insurance collaborative composite energy-dissipating self-centering prefabricated steel structure column base connection joint;

[0030] Figure 5 It is an exploded view of a tensile-compressive composite energy-dissipating damper of a double-insurance collaborative composite energy-dissipating self-centering prefabricated steel structure column base connection joint;

[0031] Figure 6 It is a structural diagram of a folded shear energy-dissipating member (τ-shaped) of a double-insurance collaborative composite energy-dissipating self-centering prefabricated steel structure column base connection joint;

[0032] Figure 7 It is a structural diagram of a folded shear energy-dissipating member (F-shaped) of a double-insurance collaborative composite energy-dissipating self-centering prefabricated steel structure column base connection joint;

[0033] Markings in the figure:

[0034] 1 - Steel column;

[0035] 2 - Ground beam;

[0036] 3 - Flexural-shear composite energy-dissipating damper;

[0037] 4 - Tensile-shear composite energy-dissipating damper;

[0038] 5 - High-strength bolt group;

[0039] 6 - U-shaped connector;

[0040] 7 - Inner shear plate;

[0041] 8 - Intermediate connector;

[0042] 9 - Prestressing tooling;

[0043] 10 - Prestressing cable;

[0044] 11 - L-shaped tension and compression energy dissipation plate;

[0045] 12 - Folded shear energy dissipation member;

[0046] 13 - Triangular rib plate;

[0047] 14 - Disc spring.

[0048] In each of the drawings, the same or corresponding reference numerals denote the same or corresponding parts. Detailed implementation manners

[0049] In order to make the objectives, technical solutions and advantages of the embodiments of the present invention clearer and more understandable, the embodiments of the present invention will be further described in detail below in conjunction with the embodiments and the drawings. Herein, the illustrative embodiments of the present invention and their descriptions are used to explain the present invention, but do not limit the present invention.

[0050] In the present invention, unless otherwise clearly specified and defined, terms such as "installation", "connection", "connection", "fixation" and other terms should be understood in a broad sense. For example, it may be a fixed connection, a detachable connection, or integrated; it may be a mechanical connection or an electrical connection; it may be directly connected or indirectly connected through an intermediate medium, and may be the communication inside two elements or the interaction relationship between two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0051] It should be understood that the terms "include / contain", "consist of" or any other variant are intended to cover non-exclusive inclusion, so that a product, device, process or method including a series of elements not only includes those elements, but also may include other elements not explicitly listed when needed, or further includes elements inherent to such product, device, process or method. Without more limitations, the elements defined by the statement "include / contain..." or "consist of..." do not exclude the existence of additional identical elements in the product, device, process or method including the said elements.

[0052] It is also necessary to understand that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", "outer", etc. indicating the orientation or position relationship are based on the orientation or position relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device, component or structure referred to must have a specific orientation, be constructed or operated in a specific orientation, and cannot be understood as a limitation to the present invention.

[0053] In addition, the terms "first" and "second" are only for descriptive purposes and should not be construed as indicating or implying relative importance or implicitly specifying the quantity of the indicated technical features. Thus, features defined with "first" and "second" may explicitly or implicitly include one or more of such features. In the description of the present invention, the meaning of "a plurality" is two or more, unless otherwise specifically defined.

[0054] As Figures 1-3 shown, a double-insurance collaborative composite energy-dissipating self-centering prefabricated steel column base connection joint provided by the present invention mainly includes: a steel column 1, a ground beam 2, two sets of flexural-shear composite energy-dissipating dampers 3, two sets of tension-shear composite energy-dissipating dampers 4, two sets of self-centering devices, and a high-strength bolt group 5.

[0055] As Figures 1-3 shown, both the steel column 1 and the ground beam 2 adopt I-shaped / H-shaped cross-section forms to facilitate the layout of two sets of flexural-shear composite energy-dissipating dampers 3, two sets of tension-shear composite energy-dissipating dampers 4, and two sets of self-centering devices.

[0056] It is easy to understand that the two sets of flexural-shear composite energy-dissipating dampers are a type of energy-dissipating damper used for flexural-shear energy dissipation under seismic action, and the two sets of tension-shear composite energy-dissipating dampers are a type of energy-dissipating damper capable of tension-compression-shear energy dissipation. The two form a double-insurance collaborative energy-dissipating mechanism, and the two sets of self-centering devices reduce the residual deformation of the joint after an earthquake. The specific energy-dissipating mechanism will be elaborated in detail in combination with the specific structure later.

[0057] Combined with Figures 2-4 , bolt holes are correspondingly provided on the web and the left and right flanges of the steel column 1 for the flexural-shear composite energy-dissipating damper 3. The two sets of flexural-shear composite energy-dissipating dampers 3 are oppositely connected to both sides of the web of the steel column 1 at the bottom of the steel column 1 through the high-strength bolt group 5, symmetrically arranged on both sides of the web, fixed at the bottom of the steel column 1. At the same time, the flexural-shear composite energy-dissipating damper 3 is also connected to the ground beam 2 through the high-strength bolt group 5. In this way, the connection and fixation of the steel column 1 and the ground beam 2 are realized by means of the flexural-shear composite energy-dissipating damper 3.

[0058] Continuing to refer to Figures 2-4 , the present invention provides a preferred flexural-shear composite energy-dissipating damper 3, which is composed of two U-shaped flexural-shear composite energy-dissipating components and an intermediate connector 8. The two U-shaped flexural-shear composite energy-dissipating components have the same structure and are vertically symmetrically arranged in parallel between the left and right flanges of the steel column 1 in an M shape. The intermediate connector 8 connects the left and right U-shaped flexural-shear composite energy-dissipating components to form an integral body.

[0059] Specifically, bolt holes are provided in the left flange of the left U-shaped bending and shearing composite energy dissipation component and the right flange of the right U-shaped bending and shearing composite energy dissipation component. Corresponding bolt holes are provided in the left and right flanges of the steel column 1. The two U-shaped bending and shearing composite energy dissipation components are connected to the left and right flanges of the steel column 1 through a high-strength bolt group 5.

[0060] In one embodiment, the two U-shaped bending and shearing composite energy dissipation components each include a U-shaped connecting piece 6 and an internal shear plate 7. The U-shaped opening of the U-shaped connecting piece 6 faces downward, that is, towards the ground beam 2. The intermediate connecting piece 8 is arranged between the left and right U-shaped bending and shearing composite energy dissipation components and is fixedly connected to the two U-shaped bending and shearing composite energy dissipation components by welding. Moreover, corresponding bolt holes are provided in the intermediate connecting piece 8 and the ground beam 2. The intermediate connecting piece 8 is connected to the ground beam 2 through a high-strength bolt group 5.

[0061] Specifically, the U-shaped connecting piece 6 has left and right flanges and an arc-shaped web. The left and right flanges are vertical plate members, and the arc-shaped web can be designed as a C shape or a semicircle. An internal shear plate 7 is arranged between the left and right flanges of the U-shaped connecting piece 6. The U-shaped connecting piece 6 has good shear energy dissipation ability, and the arc-shaped web and the vertical plate members can consume part of the energy through bending deformation. Moreover, the internal shear plate 7 is only welded to the left and right flanges of the U-shaped connecting piece 6 at the left and right sides, and is not connected at the upper and lower sides, that is, the lower side of the internal shear plate 7 is not connected to the ground beam 2, and the upper side is not connected to the arc-shaped web either. Thus, when the column swings, it is easy to cause the left and right flanges of the U-shaped connecting piece 6 to move relative to each other, driving the internal shear plate 7 to move and deform, for shear energy dissipation.

[0062] In one embodiment, the intermediate connecting piece 8 is a channel steel connecting piece, which consists of upper and lower flanges and a web. The opening of the channel steel faces away from the steel column 1. Moreover, bolt holes are provided in the flange on the side of the channel steel close to the ground beam 2, and bolt holes are also provided in the web of the channel steel. Corresponding bolt holes are provided in the upper flange of the ground beam 2 and on the web of the steel column 1. The intermediate connecting piece 8 is fixedly connected to the web of the steel column 1 and the upper flange of the ground beam 2 through a high-strength bolt group 5. In this way, the two U-shaped bending and shearing composite energy dissipation components are integrated through the channel steel, and are fixedly connected to both the steel column 1 and the ground beam 2 at the same time.

[0063] In addition, to ensure that the U-shaped bending and shearing composite energy dissipation component can fully exert its energy dissipation ability, the left and right flanges of the U-shaped connecting piece 6 are of unequal length. The flange close to the flange of the steel column 1 is shortened to form a short flange. A backing strip is provided under the short flange on the inner side of the flange of the steel column 1 for leveling, so that the short flange contacts the flange of the steel column 1 through the backing strip. When rotation occurs at the bottom of the column, the backing strip cooperates with the bolt to drive the short flange side of the U-shaped connecting piece 6 to lift along with the steel column 1, generating a displacement difference with the long flange side of the U-shaped connecting piece 6, causing the U-shaped bending and shearing composite energy dissipation component to deform, and thus fully exerting the energy dissipation ability of the U-shaped bending and shearing composite energy dissipation component.

[0064] It should be noted that the backing bar is welded and fixed to the flange of the steel column 1, but not to the short flange of the U-shaped connector 6. Such a design enables the backing bar to strengthen the column bottom flange to a certain extent. At the same time, when the column swings, the backing bar can cooperate with the high-strength bolts to lift the short flange side of the U-shaped connector 6, generating a displacement difference with the long flange side of the U-shaped connector 6, thereby driving the internal shear plate 7 to shear and deform and dissipate energy.

[0065] Preferably, the channel steel connector adopts an unequal-leg channel steel, with the side connected to the ground beam 2 lengthened for facilitating the arrangement of bolts. Moreover, the thickness of the lengthened flange is thickened to ensure the connection strength here and prevent premature failure here, which may affect the energy dissipation performance of the damping device. At the same time, it is convenient to fix one side of the long flange of the U-shaped connector 6 to ensure a displacement difference with the short flange side, enabling the internal shear plate to dissipate energy better.

[0066] Continue to refer to Figure 5 , the present invention provides a preferred tension-shear composite energy dissipation damping device 4, including an L-shaped tension-compression energy dissipation plate 11, a folded shear energy dissipation member 12, and two triangular rib plates 13 further added according to whether strengthening is required in actual engineering. Among them, one L-shaped limb of the L-shaped tension-compression energy dissipation plate 11 is connected to the flange of the steel column 1 through a high-strength bolt group 5, and the other L-shaped limb is connected to the flange of the ground beam 2 through the high-strength bolt group 5; one folded end of the folded shear energy dissipation member 12 is welded and fixed to one L-shaped limb of the L-shaped tension-compression energy dissipation plate 11, and the other folded end is welded and fixed to the other L-shaped limb of the L-shaped tension-compression energy dissipation plate 11; the two triangular rib plates 13 are respectively fixed to the corners of the L-shaped tension-compression energy dissipation plate 11 on both sides.

[0067] The L-shaped tension-compression energy dissipation plate 11 is convenient for processing and manufacturing and for installation and fixation at the flange of the steel column 1. It should be noted that one limb of the L-shaped tension-compression energy dissipation plate 11 connected to the flange of the steel column 1 is a long flange plate, and the other limb connected to the flange of the ground beam 2 is a short flange plate. One end of the folded shear energy dissipation member 12 is welded and fixed to the long flange plate of the L-shaped tension-compression energy dissipation plate 11, and the other end is welded and fixed to the short flange plate of the L-shaped tension-compression energy dissipation plate 11.

[0068] Preferably, dog-bone weakened notches are opened on both sides of one limb (i.e., the long flange plate) of the L-shaped tension-compression energy dissipation plate 11 connected to the flange of the steel column 1, forming an I-shaped plate. The length of the weakened part is adjusted according to the actual project. Slots are equally spaced in the middle of the I-shaped plate, and the slot form is a strip slot or an oblong hole. For example, two, three or even four vertical strip slots are equally spaced. The bottom position of the strip slot is flush or approximately flush with the upper flange position of the channel steel connector, and the slot length is adjusted according to the actual project. Bolt holes are opened in both the upper and lower parts of the I-shaped plate and are connected to the flange of the steel column 1 through the high-strength bolt group 5. Bolt holes are also opened in the other L-shaped limb and are connected to the flange of the ground beam 2 through the high-strength bolt group 5.

[0069] Preferably, based on the seismic design concept of strong columns and weak beams, the high-strength bolt group 5 on the other L-shaped limb of the L-shaped tension-compression energy dissipation plate 11 can be equipped with disc springs 14, that is, the high-strength bolt group 5 connected to the ground beam 2 is equipped with disc springs 14. Such a design can not only enable the disc springs to share part of the tension borne by the bolts when the bolts are in tension, avoiding premature failure of the bolts, but also provide better restoring force for the self-centering device in the self-centering column base connection node.

[0070] Under small and medium earthquakes, the self-centering prefabricated steel structure column base connection node with double-insurance collaborative composite energy dissipation is in an elastic state; under large and super-large earthquakes, both the flexure-shear composite energy dissipation damper 3 and the tension-shear composite energy dissipation damper 4 participate in energy dissipation. As the earthquake action increases, one side of the bottom of the steel column 1 lifts. In the tension-shear composite energy dissipation damper 4, the folded shear energy dissipation member 12 dissipates energy through shear, and the L-shaped tension-compression energy dissipation plate 11 dissipates part of the energy under tension and compression. The flexure-shear composite energy dissipation damper 3 dissipates energy through flexure-shear, and the left and right flanges of the U-shaped flexure-shear composite energy dissipation component move relative to each other and bend to dissipate energy, driving the built-in internal shear plate 7 to dissipate energy through shear, forming a double-insurance energy dissipation mechanism. The two dampers that dissipate energy through different force mechanisms can effectively avoid the disadvantage of the overall structural failure caused by the failure of a single damper, making the overall structure tend to be safe. After energy dissipation, the residual deformation of the node is reduced through the self-centering device. If the energy dissipation component undergoes irreversible plastic deformation, the energy dissipation function can be restored by disassembling the bolts and replacing the energy dissipation component.

[0071] In one embodiment, as Figure 6 shown, the folded shear energy dissipation member 12 is in a τ shape. The τ-shaped folded shear energy dissipation member 12 and the L-shaped tension-compression energy dissipation plate 11 form a tension-shear composite energy dissipation damper 4 in a mouth shape. The τ-shaped folded shear energy dissipation member 12 includes two I-shaped shear plates, four rib plates, and an H-shaped connecting plate. The two I-shaped shear plates are arranged vertically and parallel to each other. The four rib plates are symmetrically welded in pairs at equal intervals on the front and back sides of the webs of the two I-shaped shear plates to connect and fix the two I-shaped shear plates, forming a lattice section. An H-shaped connecting plate is welded and fixed to the upper ends of the two I-shaped shear plates and is simultaneously welded and fixed to one end of the L-shaped tension-compression energy dissipation plate 11. The lower ends of the two I-shaped shear plates are welded and fixed to the other end of the L-shaped tension-compression energy dissipation plate 11. Of course, the number of I-shaped shear plates and rib plates can be flexibly set according to actual situations. [[ID=⑨]] [[ID=⑩]]

[0072] [[ID=⑪]]In another embodiment, as [[ID=⑫]] Figure 7As shown, the folded shear energy dissipating member 12 is in the shape of an F. The F-shaped folded shear energy dissipating member 12 and the L-shaped tension-compression energy dissipating plate 11 form a pull-shear composite energy dissipating damping device 4 in the shape of a Chinese character 'Ri'. The F-shaped folded shear energy dissipating member 12 includes two F-shaped shear plates and six rib plates. The two F-shaped shear plates are arranged vertically and parallel to each other. On the front and back sides of the webs of the two F-shaped shear plates, two pairs of four rib plates are welded at equal intervals. One rib plate is symmetrically welded to the upper side and the lower side of the flange respectively, forming a lattice section. One end of the flange of the F-shaped shear plate is welded and fixed to one end of the L-shaped tension-compression energy dissipating plate 11, and one end of the web is welded and fixed to the other end of the L-shaped tension-compression energy dissipating plate 11. Of course, the number of F-shaped shear plates and rib plates can be flexibly set according to the actual situation.

[0073] Under the action of tension and compression, the L-shaped tension-compression energy dissipating plate 11 can control or transfer the position where plastic deformation occurs through weakening and grooving, making the plastic deformation occur at the relatively weak position of the plate member, and dissipating energy through the plastic deformation of the steel, so as to better exert the energy dissipating capacity of the plate member. The τ-shaped or F-shaped shear energy dissipating member welded on the L-shaped tension-compression energy dissipating plate 11 provides part of the lateral stiffness and dissipates part of the energy through shear deformation.

[0074] It should be noted that although the pull-shear composite energy dissipating damping device 4 described above is symmetrically arranged on the outer surfaces of the two flanges of the steel column, during the design stage, the folded shear energy dissipating member 12 welded to the L-shaped tension-compression energy dissipating plate 11 on the outer facade side can be removed. At the same time, by appropriately increasing the cross-sectional size of the folded shear energy dissipating member 12 on the other side, the aesthetic appearance of the outer facade can be achieved, while the bearing capacity and energy dissipating capacity are equivalent to those with the folded shear energy dissipating member 12 on both sides. Thus, through reasonable design, it can be applied to various scenarios, such as being used in the side columns of light industrial factories or steel frame structures.

[0075] Continue to refer to Figures 1-3 , both sets of self-centering devices include prestressed cables 10 and prestressing toolings 9. One group of the prestressing toolings 9 at both ends of the prestressed cable 10 is fixedly arranged oppositely on both sides of the web of the ground beam 2, symmetrically arranged on both sides of the web, and the other group is fixedly arranged oppositely on both sides of the web of the steel column 1 at a predetermined height, symmetrically arranged on both sides of the web. The prestressed cable 10 is arranged longitudinally between the two groups of prestressing toolings 9 and is anchored at both ends to the prestressing toolings 9 to achieve the function of reducing the residual deformation of the joint after an earthquake.

[0076] Specifically, the prestressing tooling 9 installed on the ground beam 2 is composed of two rib plates and at least one connecting plate. The two rib plates are welded and fixed to the upper and lower flanges of the ground beam 2, and both ends of at least one connecting plate are welded and fixed to the two rib plates. The positions of the two rib plates correspond to the left and right flanges of the steel column 1 respectively. The two rib plates and at least one connecting plate can also be welded and fixed to the web of the ground beam 2, and two equally spaced inner rib plates can be further welded on the connecting plate. The prestressed cable 10 is anchored and fixed to the connecting plate.

[0077] The prestressing tooling 9 installed on the steel column 1 is composed of two rib plates and at least one inner rib plate. The two rib plates are welded and fixed to the left and right flanges of the steel column 1, and at least one inner rib plate is welded and fixed between the two rib plates. The two rib plates and at least one inner rib plate can also be welded and fixed to the web of the steel column 1. The prestressing cable 10 is anchored and fixed on the two rib plates.

[0078] Specifically, two prestressing cables 10 are arranged on both sides of the web of the steel column 1, and the two prestressing cables 10 are symmetrically arranged along the flanges close to the steel column 1 respectively.

[0079] The column base connection node involved in the present invention is used in the double-insurance collaborative composite energy-dissipating self-centering prefabricated steel structure frame system and is only arranged at the bottom of the first-floor columns of the frame system.

[0080] During the construction stage of the column base connection node of the present invention, after positioning the steel column and the ground beam, it is possible to first position according to the reserved bolt holes, connect the bending-shearing composite energy-dissipating damper and the tension-shearing composite energy-dissipating damper using high-strength bolts, and finally tension the prestressing cable.

[0081] When the bending-shearing composite energy-dissipating damper of the column base connection node undergoes irreversible plastic deformation after an earthquake, after removing the connecting bolts, since the bending-shearing composite energy-dissipating damper is embedded inside the prestressing cable, it should be first rotated 90° and removed from between the prestressing cables. The total height of the bending-shearing composite energy-dissipating damper should be less than the net distance between the prestressing cables to facilitate the replacement of the bending-shearing composite energy-dissipating damper. By using easily replaceable energy-dissipating elements and self-centering devices to realize the concept of recoverable function development, the seismic effect is good, and it is widely applicable to light industrial factories, high-rise building systems, etc.

[0082] The double-insurance collaborative composite energy-dissipating self-centering prefabricated steel structure column base connection node provided by the present invention aims to solve the technical problems such as the difficult post-earthquake repair of the structure caused by the irreversible plastic deformation of the traditional rigid-connected column base connection node after an earthquake. At the same time, it enriches the form of the self-centering prefabricated column base connection node and provides a new form of self-centering prefabricated column base connection node for civil buildings and industrial buildings, especially light industrial factories.

[0083] This column base connection node can be applied to the steel frame system. Of course, it can also be combined with detachable and replaceable shear walls, energy-dissipating braces, etc. to form a frame-shear wall system or a frame-brace system and be flexibly applied to multi-story and high-rise building systems.

[0084] The embodiments of the present invention have been described above. The above description is exemplary and not exhaustive, and is also not limited to the disclosed embodiments. Many modifications and variations will be apparent to those of ordinary skill in the art without departing from the scope and spirit of the described embodiments. The choice of terms used herein is intended to best explain the principles of the embodiments, practical applications, or improvements to the technology in the market, or to enable other ordinary skill in the art to understand the embodiments disclosed herein.

[0085] Although several specific implementation details are included in the above discussion, these should not be construed as limiting the scope of the present invention. Certain features described in the context of separate embodiments can also be implemented in combination in a single implementation. Conversely, the various features described in the context of a single implementation can also be implemented separately or in any suitable sub-combination in multiple implementations.

Claims

1. A self-centering prefabricated steel column base connection joint with double insurance and collaborative composite energy dissipation, characterized in that Including: Steel columns, in I-shaped / H-shaped; Ground beams, in I-shaped / H-shaped, the steel columns are arranged on the ground beams and fixedly connected to the ground beams; Two sets of bending-shear composite energy-dissipation damping devices, which are oppositely connected to both sides of the web of the steel column by bolts at the connection between the steel column and the ground beam, and are simultaneously connected to the upper flange of the ground beam by bolts; Two sets of tension-shear composite energy-dissipation damping devices, which are oppositely connected to the left and right flanges of the steel column by bolts at the connection between the steel column and the ground beam, and are simultaneously connected to the upper flange of the ground beam by bolts; Two sets of self-resetting devices, including prestressed cables and two sets of prestressing toolings, the two sets of prestressing toolings are respectively fixedly arranged oppositely on both sides of the webs of the ground beam and the steel column, and both ends of the prestressed cables are anchored to the prestressing toolings; Wherein The bending-shear composite energy-dissipation damping device is M-shaped and includes: Two U-shaped bending-shear composite energy-dissipation components, which are arranged in parallel between the left and right flanges of the steel column in an M-shape, and bolt holes are respectively arranged on the sides of the two U-shaped bending-shear composite energy-dissipation components away from each other, bolt holes are correspondingly arranged on the left and right flanges of the steel column, and the two U-shaped bending-shear composite energy-dissipation components are connected to the left and right flanges of the steel column by high-strength bolt groups; An intermediate connector, which is arranged between the sides of the two U-shaped bending-shear composite energy-dissipation components close to each other, is respectively fixedly connected to the two U-shaped bending-shear composite energy-dissipation components, and the intermediate connector is connected to the steel column and the ground beam by high-strength bolt groups; and The U-shaped bending-shear composite energy-dissipation component includes: A U-shaped connector, which is composed of left and right flanges and an arc-shaped web; An inner shear plate, which is arranged between the left and right flanges of the U-shaped connector, and the inner shear plate is only welded and connected to the left and right flanges of the U-shaped connector; and The tension-shear composite energy-dissipation damping device includes: An L-shaped tension-compression energy-dissipation plate, one limb of the L-shape is connected to the flange of the steel column by a high-strength bolt group, and the other limb of the L-shape is connected to the flange of the ground beam by a high-strength bolt group; A folded shear energy-dissipation member, one folded end is fixed to one limb of the L-shape of the L-shaped tension-compression energy-dissipation plate, and the other folded end is fixed to the other limb of the L-shaped tension-compression energy-dissipation plate.

2. The column base connection node according to claim 1, characterized in that, The left and right flanges of the U-shaped connector are of unequal length, and the flange close to the flange of the steel column is shortened.

3. The column base connection node according to claim 2, characterized in that, A backing strip is arranged at the shortened part of the flange of the U-shaped connector, so that the length of the short flange is flush with that of the long flange, and the backing strip is welded and fixed to the inner side of the flange of the steel column and is not fixed to the short flange.

4. The column base connection node according to claim 1, characterized in that, The intermediate connector is a channel steel connector, which is composed of upper and lower flanges and a web, bolt holes are arranged on the web of the channel steel connector and the flange on the side close to the ground beam, bolt holes are correspondingly arranged on the web of the steel column, and bolt holes are also correspondingly arranged on the flange of the ground beam, and the channel steel connector is connected to the steel column and the ground beam by high-strength bolt groups.

5. The column base connection node according to claim 1, characterized in that, Dog-bone weakened notches are arranged on both sides of the limb of the L-shaped tension-compression energy-dissipation plate connected to the flange of the steel column, forming an I-shaped plate, and strip-shaped grooves are equally spaced in the middle of the I-shaped plate.

6. The column base connection node according to claim 1, characterized in that, The folded shear energy-dissipation member is τ-shaped and includes: Two I-shaped shear plates, which are arranged oppositely in parallel; Multiple rib plates, which are symmetrically welded in pairs at equal intervals on the front and back sides of the webs of the two I-shaped shear plates; An H-shaped connecting plate is welded and fixed to the upper ends of two I-shaped shear plates, and is simultaneously welded and fixed to one limb of the L-shaped tension-compression energy dissipation plate. The lower ends of the two I-shaped shear plates are welded and fixed to the other limb of the L-shaped tension-compression energy dissipation plate.

7. The column base connection node according to claim 1, characterized in that, The folded shear energy dissipation member is in the shape of an F, and includes: Two F-shaped shear plates, arranged parallel and opposite to each other; Multiple rib plates, symmetrically welded in pairs at equal intervals on the front and back sides of the webs of the two F-shaped shear plates, and on the upper and lower sides of the flanges of the two F-shaped shear plates; and One end of the flange of each of the two F-shaped shear plates is welded and fixed to one limb of the L-shaped tension-compression energy dissipation plate, and one end of the web is welded and fixed to the other limb of the L-shaped tension-compression energy dissipation plate.

Images