Fabricated steel-concrete slab-column combined structure sliding damping connection joint

Abstract

The invention relates to the technical field of building structures, in particular to a fabricated steel-concrete slab-column composite structure sliding damping connection joint which comprises a prefabricated column, an annular bracket and a prefabricated floor slab. The annular bracket is fixedly arranged on the prefabricated column in a sleeving manner; a prefabricated mounting hole is formed in the prefabricated floor slab; the prefabricated floor slab is arranged on the prefabricated column in a sleeving manner through the prefabricated mounting hole; and the lower end of the prefabricated mounting hole is lapped on the annular bracket. The problem that a traditional plate-column connection joint is insufficient in anti-seismic performance is solved, brittle failure of a joint area under the action of an earthquake due to insufficient ductility is avoided, in addition, the technological process is simple, the construction period is short, and the influence of the environment and seasons on the construction progress and quality is small.

Description

Technical Field

[0001] The present invention relates to the technical field of building structures, and in particular to a sliding vibration-damping connection node of an assembled steel-concrete slab-column combined structure. Background Art

[0002] Traditional cast-in-place slab-column structures can provide a large beam-free space, have advantages such as a simple architectural appearance and flexible space division, and are often used in buildings such as shopping malls, exhibition halls, and high-rise office buildings. However, traditional cast-in-place slab-column structures also have the following problems: 1. Insufficient seismic performance of the nodes. Due to the limited deformation capacity of the node area, brittle failure is prone to occur under earthquake action, making it unsuitable for areas with high seismic fortification intensity.

[0003] 2. The construction process is relatively complex, requiring multiple steps such as steel bar binding, formwork support, pouring, and maintenance. In addition, the formwork consumption is large, and its support and fixation requirements are high.

[0004] 3. During the construction process, it is necessary to wait until the concrete reaches a certain strength before subsequent construction can be carried out, and the construction period is relatively long.

[0005] 4. The pouring and maintenance of concrete are greatly affected by the environment and seasons, which may have a certain impact on the construction progress and quality. Summary of the Invention

[0006] The object of the present invention is to provide a sliding vibration-damping connection node of an assembled steel-concrete slab-column composite structure to solve at least one technical problem existing in the prior art.

[0007] In order to solve the above technical problems, the present invention provides an assembled steel-concrete slab-column combined structure sliding vibration-damping connection node, comprising a prefabricated column, a ring corbel and a prefabricated floor slab; The annular corbel is fixedly sleeved on the prefabricated column; The prefabricated floor slab is provided with a prefabricated installation opening; The prefabricated floor slab is sleeved on the prefabricated column through the prefabricated installation opening; The lower end of the prefabricated installation hole is overlapped on the annular corbel.

[0008] Furthermore, a ring-shaped closed angle steel buckle is directly or indirectly provided on the side wall of the prefabricated installation opening; An annular closed limiting baffle is fixedly provided on the annular corbel; After the prefabricated floor slab is hoisted onto the annular corbel, the annular closed limiting baffle is located between the annular closed angle steel clip and the end of the prefabricated floor slab.

[0009] Furthermore, there is a gap between the annular closed limiting baffle, the annular closed angle steel clip and the prefabricated floor slab.

[0010] Furthermore, an annular edging end plate is fixedly provided on the prefabricated floor slab; The annular closed angle steel buckle is integrally arranged on the annular edging end plate.

[0011] Furthermore, anchor bars and shear studs are integrally provided on the annular edged end plate; One end of the anchor bar and the shear stud away from the annular edge-wrapped end plate is anchored in the prefabricated floor slab.

[0012] Furthermore, the cross section of the annular edge-wrapped end plate is L-shaped, comprising an integrated vertical section and a horizontal section; The vertical section is fixedly arranged on the inner wall of the prefabricated installation opening, the upper end of the horizontal section is fixedly arranged on the lower end of the prefabricated floor slab, and the lower end of the horizontal section is directly or indirectly in contact with the upper flange plate of the annular corbel.

[0013] Furthermore, the anchor bars are fixedly arranged on the vertical section, and the shear bolts are fixedly arranged on the horizontal section.

[0014] Furthermore, it also includes an annular closed angle steel cover plate; The annular closed angle steel cover plate is composed of four angle steel cover plates respectively arranged on the four side wall surfaces of the prefabricated column; The inner side surfaces of the four angle steel cover plates are welded to the prefabricated columns to form an annular closed angle steel cover plate; The bottom end of the annular closed angle steel cover plate abuts against the top end of the prefabricated floor slab.

[0015] Furthermore, an energy-absorbing surface layer is provided between the annular edging end plate and the annular corbel for consuming energy when experiencing vibration.

[0016] Furthermore, the energy-absorbing surface layer is provided on the annular corbel; The lower end surface of the annular edge-wrapped end plate abuts against the upper end surface of the energy-absorbing surface layer.

[0017] Furthermore, a first long slot is provided on the upper flange plate of the annular corbel; The energy-consuming surface layer is provided with a second long strip slot; The axial directions of the first slot hole and the second slot hole are orthogonal to each other; Connecting holes are provided at corresponding positions of the prefabricated floor slab and the annular edging end plate; The expansion bolts are passed through the first slot, the second slot and the connection hole from bottom to top to connect the annular corbel with the prefabricated floor slab.

[0018] Furthermore, the energy dissipation surface layer is a lower gasket fixedly arranged on the annular corbel and an upper gasket fixedly arranged on the lower end of the annular edging end plate; The upper gasket and the lower gasket are provided with grinding marks; The grinding marks on the upper gasket and the grinding marks on the lower gasket are engaged with each other. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] In order to more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the specific 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 work.

[0020] Figure 1 This is a top view of the precast floor; Figure 2 This is a top view of the precast column and the circular corbel; Figure 3 This is a side view of the sliding vibration-damping connection node of the prefabricated steel-concrete slab-column composite structure before assembly; Figure 4 This is a side view of the assembled sliding vibration-damping connection node of the prefabricated steel-concrete slab-column composite structure; Figure 5 for Figure 4 A partial enlarged view of point A in the middle; Figure 6 A side view of a pre-assembled sliding vibration-damping connection node of a prefabricated steel-concrete slab-column composite structure provided with orthogonal slots; Figure 7 A side view of a prefabricated steel-concrete slab-column composite structure sliding vibration-damping connection node provided with orthogonal slots after assembly; Figure 8 for Figure 7 A partial enlarged view of point B in the middle; Figure 9 is a schematic structural diagram of the first slot; Figure 10 is a schematic structural diagram of the second slot; Figure 11 This is a side view of the sliding vibration-damping connection node of the prefabricated steel-concrete slab-column composite structure in Example 2 before assembly; Figure 12 This is a side view of the assembled sliding vibration-damping connection node of the prefabricated steel-concrete slab-column composite structure in Example 2; Figure 13It is a schematic diagram of the structure of the wedge in the initial state; Figure 14 Schematic diagram of the structure of the wedge after lateral sliding occurs; Figure 15 Schematic diagram of the structure of a multi-segment wedge after sliding wear; Figure 16 For Figure 13 Schematic diagram of the structure after replacing some wedge pieces on the basis of .

[0021] Reference numerals: 1- Precast column; 2- Annular corbel; 3- Precast floor slab; 4- Precast installation opening; 5- Upper flange plate; 6- Lower flange plate; 7- Corbel web; 8- Annular closed angle steel clip; 9- Annular closed limit baffle; 10- Annular edging end plate; 11- Anchor bar; 12- Shear stud; 13- Vertical section; 14- Horizontal section; 15- Annular closed angle steel cover plate; 16- Cover plate stiffening rib; 17- Energy-absorbing surface layer; 18- First slot hole; 19- Second slot hole; 20- Expansion bolt; 21- Lower gasket; 22- Upper gasket; 23- Polishing mark; 24- First wedge piece; 25- Second wedge piece; 26- Third wedge piece; 27- Fourth wedge piece; 28- First soft gasket; 29- Second soft gasket. DETAILED DESCRIPTION

[0022] The technical solution of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the embodiments described are only some embodiments of the present invention, not all embodiments. All other embodiments obtained by ordinary technicians in this field based on the embodiments of the present invention without making any creative efforts shall fall within the scope of protection of the present invention.

[0023] In the description of the present invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicating orientations or positional relationships, are based on the orientations or positional relationships shown in the accompanying drawings and are intended solely to facilitate and simplify the description of the present invention. They are not intended to indicate or imply that the devices or components referred to must have, be constructed, or operate in a specific orientation, and therefore should not be construed as limitations on the present invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0024] In the description of the present invention, it should be noted that, unless otherwise expressly specified or limited, the terms "mounted," "connected," and "connected" should be understood in a broad sense. For example, they may refer to fixed, detachable, or integral connections; mechanical or electrical connections; direct or indirect connections through an intermediate medium; and internal communication between two components. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on the specific circumstances.

[0025] It should also be noted that the following specific embodiments or specific implementations are a series of optimized settings listed in the present invention to further explain the specific content of the invention, and these settings can be combined or used in association with each other.

[0026] The present invention will be further explained below with reference to specific embodiments.

[0027] Example 1 like Figure 1-2 As shown, this embodiment provides an assembled steel-concrete slab-column combined structure sliding vibration-damping connection node, including a prefabricated column 1, a ring corbel 2 and a prefabricated floor slab 3; The annular corbel 2 is fixedly sleeved on the prefabricated column 1; The prefabricated floor slab 3 is provided with a prefabricated installation opening 4; The prefabricated floor slab 3 is sleeved on the prefabricated column 1 through the prefabricated installation opening 4; The lower end of the prefabricated installation opening 4 is overlapped on the annular corbel 2.

[0028] The annular corbel 2 is used to support the precast floor slab 3 and includes an upper flange plate 5 and a lower flange plate 6. The thickness of the upper and lower flange plates 5 and 6 meets the requirements for bending bearing capacity calculation and should not be less than 12 mm. The flange plates of the annular corbel 2 are welded to the surface of the precast column 1 during the prefabrication stage of the column component.

[0029] As a preferred implementation of this embodiment, the annular corbel 2 is provided with no less than 8 corbel webs 7, and the corbel webs 7 are welded to the upper flange plate 5 of the annular corbel 2, the lower flange plate 6 of the annular corbel 2 and the side wall of the prefabricated column 1.

[0030] like Figure 3-5 As shown, as a further implementation of this embodiment, a ring-shaped closed angle steel buckle 8 is directly or indirectly provided on the side wall of the prefabricated installation opening 4; An annular closed limiting baffle 9 is fixedly provided on the annular corbel 2; After the prefabricated floor slab 3 is hoisted onto the annular corbel 2 , the annular closed limiting baffle 9 is located between the annular closed angle steel clip 8 and the end of the prefabricated floor slab 3 .

[0031] As a further implementation of this embodiment, there is a gap between the annular closed limit baffle 9 and the annular closed angle steel clip 8 and the prefabricated floor slab 3.

[0032] As a preferred implementation of this embodiment, the annular closed limit baffle 9 is welded to the top surface of the upper flange plate 5 of the annular corbel 2 by fillet welding, and is used to limit the sliding of the prefabricated floor slab 3, so that the prefabricated floor slab 3 will not produce excessive eccentricity to the prefabricated column 1 or one side opening will not leave the range of the annular corbel 2 during the sliding process.

[0033] As a preferred implementation of this embodiment, the distance between the annular closed limiting baffle 9 and the prefabricated column 1 is not greater than 100 mm; The height of the annular closed limit baffle 9 is not greater than half of the thickness of the prefabricated floor slab 3; The thickness of the annular closed limiting baffle 9 is not less than 8 mm.

[0034] As a preferred embodiment of this embodiment, the wall thickness of the annular closed angle steel buckle 8 is not less than 10 mm. The vertical branch of the annular closed angle steel buckle 8 is located in the slidable space between the prefabricated column 1 and the annular closed limit baffle 9; The horizontal branch of the annular closed angle steel clip 8 is directly or indirectly connected to the mid-surface position of the prefabricated floor slab 3 .

[0035] During the prefabrication of the floor slab, fillet welds are used to weld the inner plate of the opening of the annular edged end plate 10. The elevation of the weld position should be at the elevation of half the thickness of the prefabricated floor slab 3, that is, the mid-surface position of the floor slab.

[0036] The distance between the annular closed limit baffle 9 and the prefabricated column 1 in this application is a sliding distance, that is, the distance allowed to slide between the prefabricated floor 3 and the prefabricated column 1 during the vibration of the building. The annular closed angle steel clip 8 and the annular closed limit baffle 9 form abutment when the sliding reaches the maximum limit, limiting further sliding of the two.

[0037] As a further implementation of this embodiment, a ring-shaped edge-wrapped end plate 10 is fixedly provided on the prefabricated floor slab 3; The annular closed angle steel buckle 8 is integrally provided on the annular edging end plate 10 .

[0038] As a preferred implementation of this embodiment, in the initial state, the distance between the prefabricated column 1 and the annular closed angle steel clip 8, the distance between the annular closed limit baffle 9 and the annular closed limit baffle 9, and the distance between the annular closed limit baffle 9 and the annular edge-wrapped end plate 10 are all the same. That is, when the annular closed limit baffle 9 on one side abuts the annular closed angle steel clip 8, the annular closed angle steel clip 8 on the other side abuts the prefabricated column 1, and at the same time, the annular edge-wrapped end plate 10 abuts against the annular closed limit baffle 9 on that side, thereby forming three abutment pairs at both ends, so that all structures on both sides fully exert their functional potential to resist sliding, and at this time, the force resisting sliding reaches its maximum.

[0039] As a further implementation of this embodiment, the annular edged end plate 10 is integrally provided with anchor bars 11 and shear studs 12; The anchor bars 11 and the shear studs 12 are anchored in the prefabricated floor slab 3 at one end away from the annular edging end plate 10 .

[0040] As a further implementation of this embodiment, the cross section of the annular edge-wrapped end plate 10 is L-shaped, including an integrated vertical section 13 and a horizontal section 14; The vertical section 13 is fixedly arranged on the inner wall of the prefabricated installation opening 4 , the upper end of the horizontal section 14 is fixedly arranged on the lower end of the prefabricated floor slab 3 , and the lower end of the horizontal section 14 is directly or indirectly in contact with the upper flange plate 5 of the annular corbel 2 .

[0041] As a further implementation of this embodiment, the anchor bar 11 is fixedly arranged on the vertical section 13 , and the shear stud 12 is fixedly arranged on the horizontal section 14 .

[0042] As a preferred implementation of this embodiment, the anchor bars 11 are arranged in one row around the four sides of the prefabricated installation opening; The diameter of the anchor bar 11 is between 6 and 14 mm; The anchor bars 11 are arranged at intervals of no more than 200 mm in the horizontal direction.

[0043] As a preferred implementation of this embodiment, the shear studs 12 are arranged in 1-2 rows around the four sides of the prefabricated installation hole; The diameter of the shear stud 12 may be one of 13 mm, 16 mm, 19 mm, 22 mm, or a combination of multiple diameters according to shear calculations.

[0044] As a preferred embodiment of this embodiment, the thickness of the annular edge-wrapped end plate 10 is not less than 10 mm; The height of the vertical section 13 of the annular edge-wrapped end plate 10 is not less than 0.7 times the thickness of the prefabricated floor slab 3 .

[0045] As a further implementation of this embodiment, it further includes an annular closed angle steel cover plate 15; The annular closed angle steel cover plate 15 is composed of four angle steel cover plates respectively arranged on the four side wall surfaces of the prefabricated column 1; The inner side surfaces of the four angle steel cover plates are welded to the prefabricated column 1 to form an annular closed angle steel cover plate 15; The bottom end of the annular closed angle steel cover plate 15 abuts against the top end of the prefabricated floor slab 3 .

[0046] The annular closed-angle steel cover plate 15 is designed to limit bending deformation at the ends of the precast floor slabs 3 and seal the gaps between the slabs and columns, providing a waterproofing effect. The long limb of the angle steel in the annular closed-angle steel cover plate 15 covers the gap between the precast floor slabs 3 and the precast columns 1, and the long limb is no less than 200 mm long.

[0047] As a preferred implementation of this embodiment, the annular closed angle steel cover plate 15 is provided with a cover plate stiffening rib 16 for strengthening the bending rigidity of the annular closed angle steel cover plate 15; The height of the cover plate stiffening ribs 16 is controlled so as not to be exposed from the finished surface of the building; The thickness of the cover plate stiffening rib 16 is not less than 6 mm.

[0048] As a further implementation of this embodiment, an energy-absorbing surface layer 17 is further provided between the annular edging end plate 10 and the annular corbel 2 for consuming energy when experiencing vibration.

[0049] As a further implementation of this embodiment, the energy dissipation surface layer 17 is provided on the annular corbel 2; The lower end surface of the annular edge-wrapped end plate 10 abuts against the upper end surface of the energy-absorbing surface layer 17 .

[0050] As a preferred implementation of this embodiment, the two ends of the energy dissipation surface layer 17 are respectively fixedly connected with a first soft gasket 28 and a second soft gasket 29; The first flexible gasket 28 is fixedly arranged on one end of the energy dissipation surface layer 17 close to the prefabricated column 1 and abuts against the vertical section 13 of the annular edged end plate 10 in an initial state; The second flexible gasket 29 is fixedly arranged at one end of the energy dissipation surface layer 17 away from the prefabricated column 1 , and abuts against the outer end surface of the annular corbel 2 in an initial state.

[0051] The first flexible gasket 28 and second flexible gasket 29 disclosed in this embodiment not only facilitate the positioning and installation of the energy dissipation surface layer 17, but also prevent the thermal bridge effect. Furthermore, because the first and second flexible gaskets 28 and 29 are flexible structures, they can adaptively deform when relative movement occurs between the precast floor slab 3 and the precast column 1. When the precast floor slab 3 and the precast column 1 return to their initial positions, the first and second flexible gaskets 28 and 29 return to their initial vertical positions.

[0052] As a preferred embodiment of this embodiment, the width of the energy-dissipating surface layer 17 is no less than 160 mm. When the entire structure is subjected to horizontal forces, the energy-dissipating surface layer 17 allows relative displacement between the precast floor slabs 3 and the precast columns 1, thereby releasing the internal forces generated by the ends of the precast floor slabs 3 during coordinated deformation. Furthermore, the energy-dissipating surface layer 17 generates friction with the precast floor slabs 3 during sliding, thus dissipating energy.

[0053] like Figure 6-10 As shown, as a further implementation of this embodiment, a long first slot 18 is provided on the upper flange plate 5 of the annular corbel 2; The energy dissipation surface layer 17 is provided with a second long slot 19; The axial directions of the first slotted hole 18 and the second slotted hole 19 are orthogonal to each other; Connection holes are provided at corresponding positions of the prefabricated floor slab 3 and the annular edging end plate 10; The expansion bolts 20 pass through the first slotted hole 18 , the second slotted hole 19 and the connecting hole from bottom to top to connect the annular corbel 2 to the prefabricated floor slab 3 .

[0054] The energy dissipation surface layer 17 disclosed in this embodiment is preferably a polytetrafluoroethylene layer, and may also be a copper sheet or a component made of other materials.

[0055] As a preferred implementation of this embodiment, the diameter of the connecting hole is 1-2 mm larger than the diameter of the expansion bolt 20; The width of the first slot hole 18 and the second slot hole 19 is 8-10 mm larger than the diameter of the expansion bolt 20, so that the first slot hole 18 and the second slot hole 19 are convenient for on-site adjustment of the position of the expansion bolt 20, and can be compatible with the component processing size error and on-site installation positioning deviation, significantly reducing rework, improving installation efficiency, and significantly shortening the single-node installation time. At the same time, it avoids on-site cutting, reaming and other processes, thereby reducing costs.

[0056] The first slots 18 and second slots 19 disclosed herein allow for sliding movement between the energy-dissipating surface layer 17, annular corbels 2, and precast floor slabs 3 under large horizontal loads such as earthquakes, dissipating energy while preventing localized damage to the floor slab caused by the rigid connection. Once the expansion bolts 20 slide along the slots and their rods contact the sidewalls of the connection holes, the connection transitions from a friction-type connection to a compression-type connection, significantly improving the ultimate bearing capacity.

[0057] By adopting the above technical solution, the present invention has the following beneficial effects: (1) The annular corbel 2 provides reliable support for the precast floor slab 3. The thickness of its flange plate meets the bending bearing capacity requirements, ensuring structural stability. The corbel web 7 is welded to multiple components, which enhances the overall connection strength.

[0058] (2) The annular closed limit baffle 9 cooperates with the annular closed angle steel clip 8 to limit the sliding of the precast floor slab 3, preventing excessive eccentricity or detachment of the opening, while allowing a certain sliding distance to achieve a shock-absorbing effect during vibration; the size of the annular closed limit baffle 9 is reasonably designed to ensure its effective function.

[0059] (3) The annular closed angle steel buckle 8 and the annular closed limit baffle 9 abut against each other when sliding to the maximum limit, forming three abutment pairs, so that the structures on both sides can fully exert their anti-sliding function and improve the overall anti-sliding ability of the structure.

[0060] (4) The annular edging end plate 10 is anchored in the prefabricated floor slab 3 through anchor bars 11 and shear bolts 12, thereby improving the connection strength and shear resistance between the floor slab and the annular corbel 2; the cross-sectional design and size requirements of the annular edging end plate 10 further enhance its effect.

[0061] (5) The annular closed angle steel cover plate 15 limits the bending deformation of the end of the precast floor slab 3, blocks the gap between the slab and the column, and plays a waterproof role; the cover plate stiffening rib 16 strengthens the bending stiffness of the angle steel cover plate.

[0062] (6) The energy-absorbing surface layer (such as the energy-absorbing surface layer 17) consumes energy when the floor slab vibrates horizontally, allowing the precast floor slab 3 and the precast column 1 to move relative to each other, releasing internal forces and absorbing energy through friction.

[0063] (7) The design of the first slot hole 18, the second slot hole 19 and the connection hole facilitates on-site adjustment of the position of the expansion bolt 20, and the tolerance of the component installation can reach ±8mm or more. It can accommodate the component processing size error and on-site installation positioning deviation, reduce rework, improve installation efficiency and reduce costs. At the same time, under a large horizontal load, each component can slide to dissipate energy, avoiding local damage to the floor slab, and the ultimate bearing capacity of the connection method is improved after sliding.

[0064] Example 2 like Figure 11-12 As shown, this embodiment provides an assembled steel-concrete slab-column combined structure sliding vibration-damping connection node. Different from Example 1, the energy-absorbing surface layer is a lower gasket 21 fixedly or detachably arranged on the annular corbel 2 and an upper gasket 22 fixedly or detachably arranged at the lower end of the annular edging end plate 10; The upper gasket 22 and the lower gasket 21 are provided with grinding marks 23; The grinding marks 23 on the upper gasket 22 and the grinding marks 23 on the lower gasket 21 are engaged with each other.

[0065] As a preferred implementation of this embodiment, the upper gasket 22 and the lower gasket 21 are made of metal, preferably steel; The grinding marks 23 are marks ground along a single direction on the upper gasket 22 and the lower gasket 21, so that the movement resistance in one direction of the upper gasket 22 and the lower gasket 21 when they move relative to each other is much greater than the movement resistance in another direction orthogonal to the direction.

[0066] As a preferred implementation of this embodiment, the groove and protrusion directions of the grinding mark 23 are in a single direction parallel to the outer end surface of the prefabricated column 1 on the side where the grinding mark 23 is located.

[0067] When precast floor slab 3 is subjected to external forces, it is only allowed to move horizontally along the grain direction (such as horizontally, longitudinally, or laterally). This creates significant resistance to displacement perpendicular to the grain direction, with a resistance coefficient of up to 3-5 times that in the directional direction. This effectively limits slippage and ensures that the structural motion trajectory meets design expectations. Furthermore, the specially surface-treated gaskets retain a certain amount of deformation margin and contact adjustment space. Within the directional slip range, the installation tolerance can still be maintained at ±8-15mm. Compared with traditional smooth pads, this control of slip direction does not reduce installation flexibility, thus avoiding the increased assembly difficulty caused by strict directional requirements. The interlocking effect of the grinding marks 23 enhances the mechanical meshing strength of the contact surface. During directional slip, the interlocking force between the gaskets increases progressively with displacement (each millimeter of displacement increment corresponds to a 5-8kN increase in interlocking force), ensuring smooth translation while preventing connection failure caused by excessive slip.

[0068] like Figure 13-16 As shown as a further implementation of this embodiment, the upper gasket 22 includes a first wedge-shaped piece 24 and a second wedge-shaped piece 25; The lower gasket 21 includes a third wedge-shaped piece 26 and a fourth wedge-shaped piece 27; The grinding marks 23 of the first wedge-shaped piece 24 and the grinding marks 23 of the third wedge-shaped piece 26 are engaged with each other; The grinding marks 23 of the second wedge-shaped piece 25 and the grinding marks 23 of the fourth wedge-shaped piece 27 are engaged with each other; The thicker ends of the first wedge piece 24 and the second wedge piece 25 are close to each other and the thinner ends of the third wedge piece 26 and the fourth wedge piece 27 are close to each other, or the thinner ends of the first wedge piece 24 and the second wedge piece 25 are close to each other and the thicker ends of the third wedge piece 26 and the fourth wedge piece 27 are close to each other.

[0069] The energy-absorbing surface layer disclosed in this embodiment is different from that in embodiment 1 in that, in addition to realizing energy absorption on the horizontal plane, since the upper bite pad and the lower bite pad are wedge-shaped, when the prefabricated floor 3 and the prefabricated column 1 slide and deflect in the horizontal direction, the wedge-shaped energy-absorbing surface layer produces a height change in the vertical direction, causing squeezing between the upper end of the prefabricated floor 3 and the annular closed angle steel cover plate 15, and causing the annular closed angle steel cover plate 15 to undergo elastic deformation, thereby causing the annular closed angle steel cover plate 15 originally used for limiting in the vertical direction to participate in the energy absorption and limiting of horizontal sliding.

[0070] In the initial state, the first wedge 24 and the third wedge 26 are vertically opposed to each other, and the second wedge 25 and the fourth wedge 27 are vertically opposed to each other. At this time, the vertical distance between the precast floor slab 3 and the annular corbel 2 is the shortest distance, and the pressure between the precast floor slab 3 and the annular closed angle steel cover plate 15 is minimal. When the precast floor slab 3 and the precast column 1 are displaced in the X direction, the energy-absorbing surface layers at both ends of the X direction undergo relative motion and friction, and simultaneously slightly raise the X ends of the precast floor slab 3 to the same height, squeezing the annular closed angle steel cover plate 15 in the Z direction. The annular closed angle steel cover plate 15 dissipates energy through elastic deformation, and the increased squeezing force increases the friction between the precast floor slab 3 and the annular closed angle steel cover plate 15, thereby preventing further sliding. The annular closed angle steel cover plate 15 also provides a reverse restoring force to force the precast floor slab 3 to return to its initial state.

[0071] As a further implementation of this embodiment, the first wedge-shaped piece 24, the second wedge-shaped piece 25, the third wedge-shaped piece 26 and the fourth wedge-shaped piece 27 are all composed of multiple sections and are detachably arranged.

[0072] After a natural disaster, robots are used to dismantle and replace the wedges that are not in meshing state in order to prevent subsequent natural disasters (such as aftershocks after an earthquake) from causing catastrophic damage to damaged but uncollapsed buildings. Because the shaking of buildings during natural disasters causes severe wear and tear on the wedges, the grinding marks 23 on the wedges are gradually smoothed out and lose their energy dissipation capacity. If a subsequent natural disaster such as an aftershock occurs, the previously uncollapsed buildings may be unable to dissipate energy due to the smooth grinding marks 23, which may put them in danger of collapse. Therefore, robots are used to dismantle and replace the wedges during this short period of time. In the skewed state, only a part of the wedge-shaped piece on one side is in the engaged state of the grinding mark 23, while the other areas are not engaged. At this time, the unengaged wedge-shaped piece is in a stress-free state. After it is disassembled and updated, when disasters such as aftershocks occur, most areas of the energy-consuming surface layer can still consume energy, reducing the risk of building collapse in subsequent disasters. In addition, replacing part of the wedge-shaped piece is less costly and less difficult than purchasing the entire building.

[0073] By adopting the above technical solution, the present invention has the following beneficial effects: (1) The grinding marks 23 of the upper and lower gaskets 21 are designed so that the precast floor slab 3 can only move along the specific lines, which produces significant resistance to vertical displacement and effectively limits the sliding direction, ensuring that the structural movement trajectory meets the design expectations and guarantees the stability of the structure when subjected to stress.

[0074] (2) The gasket with special surface treatment retains deformation margin and contact adjustment space. Within the directional slip range, the installation tolerance is maintained at ±8-15mm. While controlling the slip direction, the installation flexibility is not reduced, avoiding the increase in assembly difficulty due to strict directional requirements.

[0075] (3) The bite effect of the grinding mark 23 improves the mechanical meshing strength of the contact surface. During the directional sliding process, the bite force between the gaskets increases gradually with the increase of displacement. The bite force increases by 5-8 kN for each millimeter of displacement increment, which not only ensures smooth translation but also prevents excessive slippage from causing connection failure.

[0076] (4) The wedge-shaped upper and lower gaskets 21 can produce height changes in the vertical direction when sliding and deflecting in the horizontal direction, causing the prefabricated floor slab 3 to be squeezed with the annular closed angle steel cover plate 15, causing the angle steel cover plate to elastically deform, allowing the angle steel cover plate that was originally limited in vertical position to participate in horizontal sliding energy dissipation and limitation, thereby enhancing the overall energy dissipation capacity of the structure.

[0077] (5) When the precast floor 3 and the precast column 1 are displaced in the X direction, the energy-absorbing surface layers at both ends of the X direction move relative to each other and rub against each other, slightly raising both ends of the precast floor 3 to the same height, squeezing the annular closed angle steel cover plate 15. The angle steel cover plate dissipates energy through elastic deformation, and at the same time, the friction force of relative movement with the precast floor 3 is increased due to the increase in squeezing force, hindering further sliding and providing a reverse restoring force to make the precast floor 3 tend to return to its initial state.

[0078] (6) The wedges are composed of multiple sections and are detachable. After a natural disaster, robots can disassemble and update the unengaged wedges. In the skewed state, after the wedges in the unengaged, non-stressed areas are updated, most of the energy-consuming surface layer can still be used for energy consumption in subsequent disasters, reducing the risk of building collapse. In addition, replacing some wedges is less costly and less difficult.

[0079] Example 3 This embodiment discloses an assembly method of a sliding vibration-damping connection node of an assembled steel-concrete slab-column composite structure in Example 1, thereby making the technical solution in Example 1 more detailed and clear. The assembly method includes: The circular corbels are prefabricated, the prefabricated floor slabs are prefabricated, the circular closed angle steel cover plates are prefabricated, and the prefabricated components are installed on site. The order of prefabrication of the circular corbels, the prefabricated floor slabs, and the circular closed angle steel cover plates is not limited in this application.

[0080] Prefabrication of the ring corbel includes the following steps: X1: Weld the upper and lower annular corbel flanges to the positions located on the surface of the precast column; X2: Position and weld the webs of each corbel in sequence to form a complete annular corbel; X3: An annular closed limit baffle is welded to the upper flange plate of the annular corbel using fillet welds; X4: An energy-absorbing surface layer is set on the flange plate of the annular corbel.

[0081] Prefabrication of precast floor slabs involves the following steps: Y1: According to the design size of the prefabricated installation opening, process the annular edge end plate and weld the annular closed angle steel clips, anchor bars and shear studs at the corresponding positions; Y2: Place the ring-shaped edge end plate at the reserved installation opening, support the prefabricated floor slab formwork, and tie the steel bars; Y3: Pouring and curing of concrete for precast floor slabs.

[0082] The prefabrication of the annular closed angle steel cover plate includes the following steps: Z1: According to the dimensions of the four sides of the precast column, cut the required angle steel for each side; Z2: Weld the cover plate stiffening rib to the inner corner side of the long leg of the angle steel.

[0083] On-site installation and construction includes the following steps: S1: Positioning and installing prefabricated columns; S2: Hoist the precast floor slab so that the precast installation opening passes through the precast column. Finally, the precast floor slab is placed on the annular corbel, and its annular closed angle steel clip falls into the slidable space between the annular closed limit baffle and the precast column. S3: Place four angle steel cover plates on the top surface of the precast floor slab, with their backs against the four exposed steel column side walls reserved for the vertical components, and weld the angle steel cover plates to the exposed steel column side walls using fillet welds to form a ring-shaped closed angle steel cover plate.

[0084] 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 sliding damping connection node of an assembled steel-concrete slab-column composite structure, characterized in that: Includes precast columns, ring corbels and precast floor slabs; The annular corbel is fixedly sleeved on the prefabricated column; The prefabricated floor slab is provided with a prefabricated installation opening; The prefabricated floor slab is sleeved on the prefabricated column through the prefabricated installation opening; The lower end of the prefabricated installation hole is overlapped on the annular corbel.

2. The prefabricated steel-concrete slab-column composite structure sliding vibration-damping connection node according to claim 1, characterized in that: An annular closed angle steel buckle is directly or indirectly provided on the side wall of the prefabricated installation opening; An annular closed limiting baffle is fixedly provided on the annular corbel; After the prefabricated floor slab is hoisted onto the annular corbel, the annular closed limiting baffle is located between the annular closed angle steel clip and the end of the prefabricated floor slab.

3. The sliding vibration-damping connection node of the assembled steel-concrete slab-column composite structure according to claim 2 is characterized in that: There are gaps between the annular closed limiting baffle, the annular closed angle steel clip and the prefabricated floor slab.

4. The sliding vibration-damping connection node of the assembled steel-concrete slab-column composite structure according to claim 2, characterized in that: The prefabricated floor slab is fixedly provided with an annular edging end plate; The annular closed angle steel buckle is integrally arranged on the annular edging end plate.

5. The sliding damping connection node of the assembled steel-concrete slab-column composite structure according to claim 4 is characterized in that: Anchor bars and shear studs are integrally arranged on the annular edged end plate; One end of the anchor bar and the shear stud away from the annular edge-wrapped end plate is anchored in the prefabricated floor slab.

6. The sliding vibration-damping connection node of the assembled steel-concrete slab-column composite structure according to claim 5, characterized in that: The cross section of the annular edge-wrapped end plate is L-shaped, comprising an integrated vertical section and a horizontal section; The vertical section is fixedly arranged on the inner wall of the prefabricated installation opening, the upper end of the horizontal section is fixedly arranged on the lower end of the prefabricated floor slab, and the lower end of the horizontal section is directly or indirectly in contact with the upper flange plate of the annular corbel; The anchor bars are fixedly arranged on the vertical section, and the shear studs are fixedly arranged on the horizontal section.

7. The sliding vibration-damping connection node of the assembled steel-concrete slab-column composite structure according to claim 1, characterized in that: Also included are annular closed angle steel cover plates; The annular closed angle steel cover plate is composed of four angle steel cover plates respectively arranged on the four side wall surfaces of the prefabricated column; The inner side surfaces of the four angle steel cover plates are welded to the prefabricated columns to form an annular closed angle steel cover plate; The bottom end of the annular closed angle steel cover plate abuts against the top end of the prefabricated floor slab.

8. The sliding vibration-damping connection node of the assembled steel-concrete slab-column composite structure according to claim 4, characterized in that: An energy-absorbing surface layer is further provided between the annular edge-wrapped end plate and the annular corbel, for absorbing energy when vibrating; The energy-consuming surface layer is arranged on the annular corbel; The lower end surface of the annular edge-wrapped end plate abuts against the upper end surface of the energy-absorbing surface layer.

9. The sliding vibration-damping connection node of the assembled steel-concrete slab-column composite structure according to claim 8, characterized in that: The upper flange plate of the annular corbel is provided with a first long slot; The energy-consuming surface layer is provided with a second long strip slot; The axial directions of the first slot hole and the second slot hole are orthogonal to each other; Connecting holes are provided at corresponding positions of the prefabricated floor slab and the annular edging end plate; The expansion bolts are passed through the first slot, the second slot and the connection hole from bottom to top to connect the annular corbel with the prefabricated floor slab.

10. The sliding vibration-damping connection node of the assembled steel-concrete slab-column composite structure according to claim 8, characterized in that: The energy dissipation surface layer is a lower gasket fixedly arranged on the annular corbel and an upper gasket fixedly arranged at the lower end of the annular edging end plate; The upper gasket and the lower gasket are provided with grinding marks; The grinding marks on the upper gasket and the grinding marks on the lower gasket are engaged with each other.

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