An assembled steel-concrete slab-column composite structure sliding damping connecting joint

Abstract

The application relates to the technical field of building structures, in particular to a sliding damping connecting joint of a fabricated steel-concrete slab-column combined structure, which comprises a prefabricated column, a ring-shaped corbel and a prefabricated floor slab; the ring-shaped 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; and the lower end of the prefabricated installation opening is overlapped on the ring-shaped corbel. The application solves the problem of insufficient seismic performance of a traditional slab-column connecting joint, avoids brittle failure of a joint area under the action of an earthquake due to insufficient ductility, and has the advantages of simple process, short construction period, small influence of environment and season on construction progress and quality.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building structures, and in particular to a sliding damping connection joint of a fabricated steel-concrete slab-column composite structure. BACKGROUND

[0002] Traditional cast-in-place slab-column structures can provide a large beam-free space, have the advantages of simple building 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:

[0003] 1. Insufficient seismic performance of the joint. Due to the limited deformation capacity of the joint area, brittle failure can easily occur under seismic action, and it is not suitable for use in areas with high seismic fortification intensity.

[0004] 2. The construction process is relatively complex, and multiple processes such as steel bar binding, formwork erection, pouring, and curing are required. Moreover, the amount of formwork required is large, and the support and fixation requirements are high.

[0005] 3. The construction process requires waiting for the concrete to reach a certain strength before proceeding with subsequent construction, resulting in a long construction period.

[0006] 4. The pouring and curing of concrete are greatly affected by the environment and season, which can have an impact on the construction schedule and quality. SUMMARY

[0007] The present application aims to provide a sliding damping connection joint of a fabricated steel-concrete slab-column composite structure to solve at least one of the technical problems in the prior art.

[0008] To solve the above technical problems, the present application provides a sliding damping connection joint of a fabricated steel-concrete slab-column composite structure, which includes a prefabricated column, a ring-shaped corbel, and a prefabricated floor slab.

[0009] The ring-shaped corbel is fixedly sleeved on the prefabricated column.

[0010] The prefabricated floor slab is provided with a prefabricated installation opening.

[0011] The prefabricated floor slab is sleeved on the prefabricated column through the prefabricated installation opening.

[0012] The lower end of the prefabricated installation opening is lapped on the ring-shaped corbel.

[0013] Further, a ring-shaped closed angle steel buckle is directly or indirectly provided on the side wall of the prefabricated installation opening.

[0014] A ring-shaped closed limiting baffle is fixedly provided on the ring-shaped corbel.

[0015] The ring-shaped closed limiting baffle is located between the ring-shaped closed angle steel buckle and the end of the prefabricated floor after the prefabricated floor is hoisted to the ring-shaped bracket.

[0016] Further, there is a gap between the ring-shaped closed limiting baffle, the ring-shaped closed angle steel buckle and the prefabricated floor.

[0017] Further, the ring-shaped edge covering end plate is fixedly arranged on the prefabricated floor;

[0018] The ring-shaped closed angle steel buckle is integrally arranged on the ring-shaped edge covering end plate.

[0019] Further, the anchor bar and the shear bolt are integrally arranged on the ring-shaped edge covering end plate.

[0020] The end of the anchor bar and the shear bolt away from the ring-shaped edge covering end plate is anchored in the prefabricated floor.

[0021] Further, the cross section of the ring-shaped edge covering end plate is L-shaped, including an integrated vertical segment and a horizontal segment.

[0022] The vertical segment is fixedly arranged on the inner wall of the prefabricated installation opening, the upper end of the horizontal segment is fixedly arranged on the lower end of the prefabricated floor, and the lower end of the horizontal segment directly or indirectly abuts against the upper flange plate of the ring-shaped bracket.

[0023] Further, the anchor bar is fixedly arranged on the vertical segment, and the shear bolt is fixedly arranged on the horizontal segment.

[0024] Further, it further comprises a ring-shaped closed angle steel cover plate.

[0025] The ring-shaped closed angle steel cover plate is composed of four angle steel cover plates arranged on the four side walls of the prefabricated column respectively.

[0026] The inner side of the four angle steel cover plates is welded to the prefabricated column to form a ring-shaped closed angle steel cover plate.

[0027] The bottom end of the ring-shaped closed angle steel cover plate abuts against the top end of the prefabricated floor.

[0028] Further, an energy dissipation surface layer is further arranged between the ring-shaped edge covering end plate and the ring-shaped bracket, for dissipating energy when experiencing vibration.

[0029] Further, the energy dissipation surface layer is arranged on the ring-shaped bracket.

[0030] The lower end surface of the ring-shaped edge covering end plate abuts against the upper end surface of the energy dissipation surface layer.

[0031] Further, a long strip-shaped first slot hole is arranged on the upper flange plate of the ring-shaped bracket.

[0032] The energy dissipation surface layer is provided with a long strip-shaped second slot hole;

[0033] The axis direction of the first slot hole and the second slot hole is orthogonal to each other;

[0034] The prefabricated floor and the annular edge plate are provided with a connecting hole at the corresponding position;

[0035] The expansion bolt passes through the first slot hole, the second slot hole and the connecting hole from bottom to top to connect the annular corbel with the prefabricated floor.

[0036] Further, 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 edge plate;

[0037] The upper gasket and the lower gasket are provided with polishing marks;

[0038] The polishing marks on the upper gasket and the polishing marks on the lower gasket are engaged with each other. BRIEF DESCRIPTION OF DRAWINGS

[0039] In order to more clearly illustrate the specific embodiments of the present application or the technical solutions in the prior art, the drawings needed in the specific embodiments or the prior art description will be briefly introduced below. Obviously, the drawings in the following description are some embodiments of the present application, and those skilled in the art can also obtain other drawings according to these drawings without creative labor.

[0040] Figure 1 It is a plan view of a prefabricated floor;

[0041] Figure 2 It is a plan view of a prefabricated column and an annular corbel;

[0042] Figure 3 It is a side view of a sliding damping connection node of a fabricated steel-concrete slab-column composite structure before assembly;

[0043] Figure 4 It is a side view of a sliding damping connection node of a fabricated steel-concrete slab-column composite structure after assembly;

[0044] Figure 5 It is Figure 4 It is a local enlarged view of A in the middle;

[0045] Figure 6 It is a side view of a sliding damping connection node of a fabricated steel-concrete slab-column composite structure provided with orthogonal slot holes before assembly;

[0046] Figure 7Assembled side view of the sliding damping connection joint of the fabricated steel-concrete slab-column composite structure provided with orthogonal slot holes;

[0047] Figure 8 Assembled side view of the sliding damping connection joint of the fabricated steel-concrete slab-column composite structure provided with orthogonal slot holes; Figure 7 Local enlarged view at B;

[0048] Figure 9 Structural schematic view of the first slot hole;

[0049] Figure 10 Structural schematic view of the second slot hole;

[0050] Figure 11 Unassembled side view of the sliding damping connection joint of the fabricated steel-concrete slab-column composite structure in Example 2;

[0051] Figure 12 Assembled side view of the sliding damping connection joint of the fabricated steel-concrete slab-column composite structure in Example 2;

[0052] Figure 13 Structural schematic view of the wedge-shaped piece in the initial state;

[0053] Figure 14 Structural schematic view of the wedge-shaped piece after lateral sliding occurs;

[0054] Figure 15 Structural schematic view of the multi-section wedge-shaped piece after sliding wear;

[0055] Figure 16 Structural schematic view after replacing some of the wedge-shaped pieces on the basis of Figure 13 .

[0056] Reference signs:

[0057] 1 - prefabricated column; 2 - ring bracket; 3 - prefabricated floor slab; 4 - prefabricated installation opening; 5 - upper flange plate; 6 - lower flange plate; 7 - bracket web plate; 8 - ring closed angle steel buckle; 9 - ring closed limiting baffle; 10 - ring covered end plate; 11 - anchor bar; 12 - shear bolt; 13 - vertical section; 14 - horizontal section; 15 - ring closed angle steel cover plate; 16 - cover plate stiffener; 17 - energy dissipation 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-shaped piece; 25 - second wedge-shaped piece; 26 - third wedge-shaped piece; 27 - fourth wedge-shaped piece; 28 - first flexible gasket; 29 - second flexible gasket. DETAILED DESCRIPTION

[0058] The technical solution of the present invention will now be clearly and completely described with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0059] In the description of this invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the 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.

[0060] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0061] It should also be noted that the specific embodiments or implementation methods described below are a series of optimized settings listed by the present invention to further explain the specific content of the invention, and these settings can be combined or used in conjunction with each other.

[0062] The present invention will be further explained below with reference to specific embodiments.

[0063] Example 1

[0064] like Figures 1-2 As shown in the figure, this embodiment provides a prefabricated steel-concrete slab-column composite structure sliding damping connection node, including a prefabricated column 1, an annular corbel 2 and a prefabricated floor slab 3;

[0065] The annular corbel 2 is fixedly sleeved on the precast column 1;

[0066] The precast floor slab 3 is provided with a precast installation opening 4;

[0067] The precast floor slab 3 is fitted onto the precast column 1 through the precast installation opening 4;

[0068] The lower end of the prefabricated installation hole 4 overlaps the annular bracket 2.

[0069] The annular bracket 2 for supporting the prefabricated floor 3 includes an upper flange plate 5 of the annular bracket 2 and a lower flange plate 6 of the annular bracket 2, the thicknesses of the upper flange plate 5 of the annular bracket 2 and the lower flange plate 6 of the annular bracket 2 meet the bending resistance calculation requirements and are not less than 12 mm. The flange plates of the annular bracket 2 are welded to the surface of the prefabricated column 1 during the prefabrication of the column component.

[0070] As a preferred embodiment of the present embodiment, not less than 8 bracket webs 7 are arranged on the annular bracket 2, and the bracket webs 7 are welded and connected with the upper flange plate 5 of the annular bracket 2, the lower flange plate 6 of the annular bracket 2 and the side wall of the prefabricated column 1.

[0071] As shown in Figures 3-5 As a further embodiment of the present embodiment, a ring-shaped closed angle steel buckle 8 is directly or indirectly arranged on the side wall of the prefabricated installation hole 4;

[0072] A ring-shaped closed limiting baffle 9 is fixedly arranged on the annular bracket 2;

[0073] After the prefabricated floor 3 is hoisted onto the annular bracket 2, the ring-shaped closed limiting baffle 9 is located between the ring-shaped closed angle steel buckle 8 and the end of the prefabricated floor 3.

[0074] As a further embodiment of the present embodiment, there is a gap between the ring-shaped closed limiting baffle 9 and the ring-shaped closed angle steel buckle 8 and the prefabricated floor 3.

[0075] As a preferred embodiment of the present embodiment, the ring-shaped closed limiting baffle 9 is fillet welded on the top surface of the upper flange plate 5 of the annular bracket 2, for limiting the sliding of the prefabricated floor 3, so that the prefabricated floor 3 does not generate an excessive eccentricity or a one-side hole out of the range of the annular bracket 2 during the sliding process.

[0076] As a preferred embodiment of the present embodiment, the distance between the ring-shaped closed limiting baffle 9 and the prefabricated column 1 is not greater than 100 mm;

[0077] The height of the ring-shaped closed limiting baffle 9 is not greater than one-half of the thickness of the prefabricated floor 3;

[0078] The thickness of the ring-shaped closed limiting baffle 9 is not less than 8 mm.

[0079] As a preferred embodiment of the present embodiment, the wall thickness of the ring-shaped closed angle steel buckle 8 is not less than 10 mm,

[0080] 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 limiting baffle 9.

[0081] The horizontal branch of the annular closed angle steel buckle 8 is directly or indirectly connected with the mid-surface position of the prefabricated floor 3.

[0082] In the prefabricated floor process, the hole inner plate of the annular edge plate 10 is welded by using the fillet weld, and the elevation of the weld position is preferably located at the elevation of the half thickness of the prefabricated floor 3, that is, the mid-surface position of the floor.

[0083] The distance between the annular closed limiting baffle 9 and the prefabricated column 1 in the application is a slidable distance, that is, the distance allowed to slide between the prefabricated floor 3 and the prefabricated column 1 in the process of building vibration, and the annular closed angle steel buckle 8 and the annular closed limiting baffle 9 form abutment when the sliding reaches the maximum boundary, limiting further sliding of both.

[0084] As a further embodiment of the embodiment, the annular edge plate 10 is fixedly arranged on the prefabricated floor 3.

[0085] The annular closed angle steel buckle 8 is integrally arranged on the annular edge plate 10.

[0086] As a preferred embodiment of the embodiment, in the initial state, the distance between the prefabricated column 1 and the annular closed angle steel buckle 8, the distance between the annular closed limiting baffle 9 and the annular closed limiting baffle 9, and the distance between the annular closed limiting baffle 9 and the annular edge plate 10 are all the same. That is, when the annular closed limiting baffle 9 on one side abuts against the annular closed angle steel buckle 8, the annular closed angle steel buckle 8 on the other side abuts against the prefabricated column 1, and the annular edge plate 10 abuts against the annular closed limiting baffle 9 on this side, thereby forming three abutment pairs at both ends, so that all structures on both sides fully exert the functional potential of resisting sliding, and the resisting sliding force reaches the maximum at this time.

[0087] As a further embodiment of the embodiment, the anchor 11 and the shear bolt 12 are integrally arranged on the annular edge plate 10.

[0088] The end of the anchor 11 and the shear bolt 12 away from the annular edge plate 10 is anchored in the prefabricated floor 3.

[0089] As a further embodiment of the embodiment, the cross section of the annular edge plate 10 is L-shaped, including an integrated vertical segment 13 and a horizontal segment 14.

[0090] 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 3, and the lower end of the horizontal section 14 directly or indirectly abuts against the upper flange plate 5 of the ring-shaped corbel 2.

[0091] As a further embodiment of the present embodiment, the anchor bar 11 is fixedly arranged on the vertical section 13, and the shear bolt 12 is fixedly arranged on the horizontal section 14.

[0092] As a preferred embodiment of the present embodiment, the anchor bar 11 is arranged in one row around the edge of the prefabricated installation opening 4.

[0093] The diameter of the anchor bar 11 is between 6-14mm.

[0094] The anchor bar 11 is arranged in the horizontal direction with a spacing not greater than 200mm.

[0095] As a preferred embodiment of the present embodiment, the shear bolt 12 is arranged in one to two rows around the edge of the prefabricated installation opening 4.

[0096] The diameter of the shear bolt 12 is one or a combination of one or more of the diameter specifications of 13mm, 16mm, 19mm, 22mm, etc.

[0097] As a preferred embodiment of the present embodiment, the thickness of the ring-shaped edge-coated end plate 10 is not less than 10mm.

[0098] The height of the vertical section 13 of the ring-shaped edge-coated end plate 10 is not less than 0.7 times the thickness of the prefabricated floor 3.

[0099] As a further embodiment of the present embodiment, a ring-shaped closed angle steel cover plate 15 is further included.

[0100] The ring-shaped closed angle steel cover plate 15 is composed of four angle steel cover plates arranged on the four side walls of the prefabricated column 1 respectively.

[0101] The inner side surfaces of the four angle steel cover plates are welded to the prefabricated column 1 to form the ring-shaped closed angle steel cover plate 15.

[0102] The bottom end of the ring-shaped closed angle steel cover plate 15 abuts against the top end of the prefabricated floor 3.

[0103] The ring-shaped closed angle steel cover plate 15 functions to limit the bending deformation of the end of the prefabricated floor 3 and to seal the gap between the floor and the column, thereby playing a waterproof role. The long limb section of the angle steel in the ring-shaped closed angle steel cover plate 15 covers the gap between the prefabricated floor 3 and the prefabricated column 1, and the length of the long limb is not less than 200mm.

[0104] As a preferred embodiment of the present embodiment, the ring-shaped closed angle steel cover plate 15 is provided with a cover plate stiffening rib 16 for strengthening the bending stiffness of the ring-shaped closed angle steel cover plate 15.

[0105] The height of the cover plate stiffening rib 16 is controlled to not expose the building finish height.

[0106] The thickness of the cover plate stiffening rib 16 is not less than 6mm.

[0107] As a further embodiment of the present embodiment, an energy dissipation surface layer 17 is further provided between the ring-shaped wrapped end plate 10 and the ring-shaped corbel 2 for dissipating energy when experiencing vibration.

[0108] As a further embodiment of the present embodiment, the energy dissipation surface layer 17 is provided on the ring-shaped corbel 2.

[0109] The lower end surface of the ring-shaped wrapped end plate 10 abuts on the upper end surface of the energy dissipation surface layer 17.

[0110] As a preferred embodiment of the present embodiment, the energy dissipation surface layer 17 is fixedly connected with a first flexible gasket 28 and a second flexible gasket 29 at both ends respectively;

[0111] The first flexible gasket 28 is fixedly provided at one end of the energy dissipation surface layer 17 close to the prefabricated column 1 and abuts on the vertical section 13 of the ring-shaped wrapped end plate 10 in the initial state.

[0112] The second flexible gasket 29 is fixedly provided at one end of the energy dissipation surface layer 17 away from the prefabricated column 1 and abuts on the outer end surface of the ring-shaped corbel 2 in the initial state.

[0113] The first flexible gasket 28 and the second flexible gasket 29 disclosed in the present embodiment are beneficial to the positioning and installation of the energy dissipation surface layer 17, and can also prevent cold and heat bridge effects. In addition, since the first flexible gasket 28 and the second flexible gasket 29 are soft structures, when the prefabricated floor slab 3 and the prefabricated column 1 move relatively, the first flexible gasket 28 and the second flexible gasket 29 can adaptively deform, and return to the initial vertical state when the prefabricated floor slab 3 and the prefabricated column 1 return to the initial position.

[0114] As a preferred embodiment of the present embodiment, the width of the energy dissipation surface layer 17 is not less than 160mm. When the overall structure is subjected to horizontal action, the energy dissipation surface layer 17 allows the prefabricated floor slab 3 and the prefabricated column 1 to relatively displace, so as to release the internal force generated by the end of the prefabricated floor slab 3 when coordinating deformation, and generate friction with the prefabricated floor slab 3 in the sliding process, thereby playing a role of energy dissipation.

[0115] AsFigures 6-10 As a further embodiment of the present embodiment, as shown, a long strip-shaped first slot hole 18 is arranged on the upper flange plate 5 of the ring-shaped corbel 2;

[0116] A long strip-shaped second slot hole 19 is arranged on the energy dissipation surface layer 17;

[0117] The axis directions of the first slot hole 18 and the second slot hole 19 are orthogonal to each other;

[0118] A connecting hole is arranged at a corresponding position of the prefabricated floor slab 3 and the ring-shaped edge plate 10;

[0119] The expansion bolt 20 passes through the first slot hole 18, the second slot hole 19 and the connecting hole from bottom to top to connect the ring-shaped corbel 2 and the prefabricated floor slab 3.

[0120] The energy dissipation surface layer 17 disclosed in the present embodiment is preferably a polytetrafluoroethylene layer, and can also be a copper sheet or a component made of other materials.

[0121] As a preferred embodiment of the present embodiment, the diameter of the connecting hole is 1-2 mm larger than the diameter of the expansion bolt 20;

[0122] The widths of the first slot hole 18 and the second slot hole 19 are 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 facilitate on-site adjustment of the position of the expansion bolt 20, can be compatible with component processing size errors and on-site installation positioning deviations, significantly reduce rework, improve installation efficiency, significantly shorten single-node installation time, and at the same time avoid on-site cutting, hole expansion and other processes, thereby reducing costs.

[0123] The first slot hole 18 and the second slot hole 19 disclosed in the present application enable the energy dissipation surface layer 17, the ring-shaped corbel 2 and the prefabricated floor slab 3 to slide under a larger horizontal load such as an earthquake, thereby playing a role of energy dissipation while avoiding local damage to the floor slab caused by rigid connection. After the expansion bolt 20 slides along the slot hole and the rod of the expansion bolt 20 contacts the side wall of the connecting hole, the connection is converted from friction type to pressure type, and the ultimate bearing capacity is improved to a certain extent.

[0124] By adopting the above technical solution, the present application has the following beneficial effects:

[0125] (1) The ring-shaped corbel 2 provides reliable support for the prefabricated floor slab 3, the thickness of the flange plate meets the bending bearing capacity requirement, and the structural stability is ensured; the corbel web plate 7 is welded with multiple components, and the overall connection strength is enhanced.

[0126] (2) The ring-shaped closed limiting baffle 9 cooperates with the ring-shaped closed angle steel buckle 8 to limit the sliding of the prefabricated floor 3, prevent the generation of excessive eccentricity or the disengagement of the hole, and allow a certain sliding distance to achieve the shock absorption effect during vibration. The ring-shaped closed limiting baffle 9 is designed with reasonable size to ensure its effective function.

[0127] (3) The ring-shaped closed angle steel buckle 8 and the ring-shaped closed limiting baffle 9 abut when sliding to the maximum boundary, forming three abutting pairs to make the two side structures fully play the role of resisting sliding and improve the overall anti-sliding ability of the structure.

[0128] (4) The ring-shaped edge covering end plate 10 is anchored in the prefabricated floor 3 through the anchor reinforcement 11 and the shear bolt 12, improving the connection strength and shear resistance of the floor and the ring-shaped bracket 2. The cross-section design and size requirements of the ring-shaped edge covering end plate 10 further enhance its effect.

[0129] (5) The ring-shaped closed angle steel cover plate 15 limits the bending deformation of the end of the prefabricated floor 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.

[0130] (6) The energy dissipation surface layer (such as the energy dissipation surface layer 17) consumes energy when the floor vibrates horizontally, allowing the prefabricated floor 3 to displace relative to the prefabricated column 1, releasing internal forces, and playing a role in energy dissipation through friction.

[0131] (7) The design of the first slot hole 18, the second slot hole 19, and the connecting hole facilitates the adjustment of the position of the expansion bolt 20 on site, and the allowable deviation of the compatible component installation can reach ±8mm or more, which can accommodate the component processing size error and the 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 and dissipate energy to avoid local damage to the floor, and the connection method has improved the ultimate bearing capacity after sliding.

[0132] Embodiment 2

[0133] As shown in Figures 11-12 , the assembled steel-concrete slab-column composite structure sliding shock absorption connection node provided in the embodiment is different from that in embodiment 1 in that the energy dissipation surface layer is a lower gasket 21 fixedly arranged or detachably arranged on the ring-shaped bracket 2 and an upper gasket 22 fixedly arranged or detachably arranged at the lower end of the ring-shaped edge covering end plate 10.

[0134] The upper gasket 22 and the lower gasket 21 are provided with polishing marks 23.

[0135] The polishing marks 23 on the upper gasket 22 and the polishing marks 23 on the lower gasket 21 are engaged with each other.

[0136] As a preferred embodiment of the present embodiment, the upper gasket 22 and the lower gasket 21 are made of metal, preferably steel;

[0137] The grinding marks 23 are marks ground on the upper gasket 22 and the lower gasket 21 along a single direction, so that the movement resistance of the upper gasket 22 and the lower gasket 21 in one direction is much greater than that in another direction orthogonal to the one direction when the upper gasket 22 and the lower gasket 21 move relative to each other.

[0138] As a preferred embodiment of the present embodiment, the recessed and protruding directions of the grinding marks 23 are a single direction parallel to the outer end surface of the prefabricated column 1 on which the grinding marks 23 are located.

[0139] When the prefabricated floor slab 3 is subjected to external force, it is only allowed to move horizontally along the direction of the lines (such as horizontal longitudinal or transverse direction), and significant resistance is generated for displacement perpendicular to the direction of the lines, and the resistance coefficient can be 3-5 times that of the directional direction, effectively limiting sliding and ensuring that the structure movement trajectory meets the design expectation. At the same time, the special surface treatment of the gasket retains a certain deformation allowance and contact adjustment space, and within the range of directional sliding, the installation tolerance can still be maintained at ±8-15mm. Compared with the traditional smooth gasket, the installation flexibility is not reduced while the sliding direction is controlled, and the assembly difficulty caused by strict directional requirements is avoided. The biting effect of the grinding marks 23 improves the mechanical engagement strength of the contact surface, and during the directional sliding process, the biting force between the gaskets gradually increases with the displacement (5-8kN of biting force increase per millimeter of displacement increment), which not only ensures smooth movement, but also prevents connection failure caused by excessive sliding.

[0140] As shown in Figures 13-16 As a further embodiment of the present embodiment, the upper gasket 22 comprises a first wedge-shaped piece 24 and a second wedge-shaped piece 25;

[0141] The lower gasket 21 comprises a third wedge-shaped piece 26 and a fourth wedge-shaped piece 27;

[0142] 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;

[0143] 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;

[0144] The thicker end of the first wedge-shaped piece 24 and the second wedge-shaped piece 25 is close to each other, and the thinner end of the third wedge-shaped piece 26 and the fourth wedge-shaped piece 27 is close to each other, or the thinner end of the first wedge-shaped piece 24 and the second wedge-shaped piece 25 is close to each other, and the thicker end of the third wedge-shaped piece 26 and the fourth wedge-shaped piece 27 is close to each other.

[0145] The energy dissipation surface layer disclosed in the embodiment is different from that of embodiment 1. In addition to energy dissipation in the horizontal direction, the wedge-shaped upper and lower bite pads change in height in the vertical direction when the prefabricated floor 3 and the prefabricated column 1 slide in the horizontal direction, causing the upper end of the prefabricated floor 3 to be pressed against the ring-shaped closed angle steel cover plate 15 and the ring-shaped closed angle steel cover plate 15 to be elastically deformed, so that the ring-shaped closed angle steel cover plate 15, which is originally used for limiting in the vertical direction, participates in the energy dissipation and limiting of the horizontal sliding.

[0146] In the initial state, the first wedge-shaped piece 24 and the third wedge-shaped piece 26 are directly opposite each other, and the second wedge-shaped piece 25 and the fourth wedge-shaped piece 27 are directly opposite each other. At this time, the distance between the prefabricated floor 3 and the ring-shaped bracket 2 in the vertical direction is the closest, and the pressure between the prefabricated floor 3 and the ring-shaped closed angle steel cover plate 15 is the smallest. After the prefabricated floor 3 and the prefabricated column 1 are displaced in the X direction, the energy dissipation surface layers at both ends of the X direction move relative to each other and rub, and at the same time, slightly raise the both ends of the prefabricated floor 3 by the same height, and press the ring-shaped closed angle steel cover plate 15 in the Z direction. The ring-shaped closed angle steel cover plate 15 not only dissipates energy through elastic deformation, but also increases the friction between it and the prefabricated floor 3 due to the increase in pressing force, thereby hindering further sliding, and also provides a reverse restoring force to force the prefabricated floor 3 to tend to return to the initial state.

[0147] As a further implementation of the 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 each composed of multiple segments and are detachably arranged.

[0148] In order to prevent the subsequent natural disasters (such as aftershocks that may occur after an earthquake) from causing devastating damage to the damaged but not collapsed building, the wedge-shaped pieces that are not in the engaged state are disassembled and updated by the robot. Due to the shaking of the building in the natural disaster, the wedge-shaped pieces are severely worn, causing the grinding marks 23 of the wedge-shaped pieces to be gradually worn out and lose the energy consumption ability. When the subsequent natural disasters such as aftershocks occur again, the original building that has not collapsed may collapse in the aftershock due to the grinding marks 23 being worn out and unable to consume energy, so the wedge-shaped pieces are disassembled and updated by the robot in this short period of time. In the skewed state, only part of the wedge-shaped pieces on one side is in the grinding mark 23 engagement state, and the other areas are not engaged. At this time, the wedge-shaped pieces that are not engaged are in a force-free state, and after they are disassembled and updated, most of the energy consumption surface layer can still achieve energy consumption when disasters such as aftershocks occur, reducing the risk of building collapse in subsequent disasters, and replacing part of the wedge-shaped pieces requires lower cost and less engineering difficulty than purchasing the entire building.

[0149] By adopting the technical scheme, the application has the following beneficial effects:

[0150] (1) The grinding marks 23 of the upper and lower gaskets 21 are designed to allow the prefabricated floor slab 3 to move only along a specific pattern, and to generate significant resistance to vertical displacement, effectively limiting the sliding direction and ensuring that the structure movement trajectory meets the design expectations and guarantees the stability of the structure under stress.

[0151] (2) The special surface treatment of the gasket retains a deformation allowance and a contact adjustment space, and the installation tolerance is maintained within ±8-15mm within the range of directional sliding, which controls the sliding direction without reducing the installation flexibility, avoiding the increase in assembly difficulty due to strict directional requirements.

[0152] (3) The engagement of the grinding marks 23 improves the mechanical engagement strength of the contact surface, and the engagement force between the gaskets gradually increases during directional sliding, with an increase of 5-8kN per millimeter of displacement, which ensures smooth movement and prevents connection failure due to excessive sliding.

[0153] (4) The wedge-shaped upper and lower gaskets 21 can change in height in the vertical direction when sliding horizontally, causing the prefabricated floor slab 3 to be pressed against the annular closed angle steel cover plate 15, causing elastic deformation of the angle steel cover plate, allowing the originally vertically limited angle steel cover plate to participate in horizontal sliding energy consumption and limiting, enhancing the overall energy consumption capacity of the structure.

[0154] (5) When the prefabricated floor slab 3 and the prefabricated column 1 are displaced in the X direction, the energy dissipation surface layer at both ends of the X direction moves and rubs, slightly lifts the two ends of the prefabricated floor slab 3 to the same height, and extrudes 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 motion with the prefabricated floor slab 3 is increased due to the extrusion force, which hinders further sliding and provides a reverse restoring force to make the prefabricated floor slab 3 tend to return to the initial state.

[0155] (6) The wedge-shaped piece is composed of multiple segments and is detachable. After natural disasters, the robot can detach and update the unengaged wedge-shaped piece. After updating the unengaged wedge-shaped piece in the unforced area in the skewed state, most areas of the energy dissipation surface layer can still dissipate energy in subsequent disasters, reducing the risk of building collapse, and the cost of replacing part of the wedge-shaped piece is lower and the engineering difficulty is smaller.

[0156] Embodiment 3

[0157] The embodiment discloses an assembly method of the sliding damping connection joint of the prefabricated steel-concrete slab-column composite structure in embodiment 1, so that the technical scheme in embodiment 1 is more detailed and clear. The assembly method comprises the following steps:

[0158] The annular bracket is prefabricated, the prefabricated floor slab is prefabricated, the annular closed angle steel cover plate is prefabricated, and the prefabricated components are installed and constructed on site. The prefabrication sequence of the annular bracket, the prefabricated floor slab and the annular closed angle steel cover plate is not limited in the application.

[0159] The prefabrication of the annular bracket comprises the following steps:

[0160] X1: welding the upper and lower annular bracket flange plates to the positions positioned on the surface of the prefabricated column;

[0161] X2: sequentially positioning and welding each bracket web plate to form a complete annular bracket;

[0162] X3: welding a ring-shaped closed limiting baffle on the upper flange plate of the annular bracket by using an angle weld;

[0163] X4: providing an energy dissipation surface layer on the upper flange plate of the annular bracket.

[0164] The prefabrication of the prefabricated floor slab comprises the following steps:

[0165] Y1: processing a ring-shaped edge cover plate according to the design size of the prefabricated installation opening, and welding a ring-shaped closed angle steel buckle, an anchor bar and a shear bolt at the corresponding positions, respectively;

[0166] Y2: placing the ring-shaped edge cover plate at the reserved installation opening position, and performing prefabricated floor slab formwork and steel bar binding;

[0167] Y3: pouring and curing of the prefabricated floor slab concrete.

[0168] The prefabrication of the annular closed angle steel cover plate comprises the following steps:

[0169] Z1: according to the four edge dimensions of the prefabricated column, cutting the angle steel required for each edge;

[0170] Z2: welding the cover plate stiffener to one side of the angle steel long limb internal corner.

[0171] The on-site installation construction comprises the following steps:

[0172] S1: positioning and installing the prefabricated column;

[0173] S2: hoisting the prefabricated floor slab so that the prefabricated installation hole passes through the prefabricated column, and finally placing the prefabricated floor slab on the annular corbel, with the annular closed angle steel buckle falling in the slidable space between the annular closed limiting baffle and the prefabricated column;

[0174] S3: placing the four angle steel cover plates on the top surface of the prefabricated floor slab, respectively back to the four exposed steel column side walls reserved by the vertical member, and welding the angle steel cover plates to the exposed steel column side walls by using the fillet weld to form the annular closed angle steel cover plate.

[0175] Finally, it should be noted that: the above embodiments are only used to illustrate the technical solutions of the present application, and not to limit them; although the present application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that: it can still modify the technical solutions recorded in the foregoing embodiments, or make equivalent replacement for part or all of the technical features; and these modifications or replacements do not make the essence of the corresponding technical solutions deviate from the scope of the technical solutions of the embodiments of the present application.

Claims

1. A fabricated steel-concrete slab-column composite structure sliding damping connection joint, characterized in that, The precast column, the ring-shaped bracket and the precast floor slab are provided; The ring-shaped bracket is fixedly arranged on the precast column; The precast floor slab is provided with a precast installation opening; The precast floor slab is arranged on the precast column through the precast installation opening; The lower end of the precast installation opening is overlapped on the ring-shaped bracket; The side wall of the precast installation opening is directly or indirectly provided with a ring-shaped closed angle steel buckle; The ring-shaped bracket is fixedly provided with a ring-shaped closed limiting baffle; After the precast floor slab is hoisted to the ring-shaped bracket, the ring-shaped closed limiting baffle is located between the ring-shaped closed angle steel buckle and the end of the precast floor slab; The ring-shaped closed limiting baffle is spaced apart from the ring-shaped closed angle steel buckle and the precast floor slab.

2. The fabricated steel-concrete slab-column composite structure sliding damping connection joint according to claim 1, characterized in that, The precast floor slab is fixedly provided with a ring-shaped edge covering end plate; The ring-shaped closed angle steel buckle is integrally arranged on the ring-shaped edge covering end plate.

3. The fabricated steel-concrete slab-column composite structure sliding damping connection joint according to claim 2, characterized in that, Anchoring steel and shear bolts are integrally arranged on the ring-shaped edge covering end plate; The anchoring steel and the shear bolts are anchored in the precast floor slab at the ends away from the ring-shaped edge covering end plate.

4. The fabricated steel-concrete slab-column composite structure sliding damping connection joint according to claim 3, characterized in that, The cross section of the ring-shaped edge covering end plate is L-shaped, including an integrated vertical segment and a horizontal segment; The vertical segment is fixedly arranged on the inner wall of the precast installation opening, the upper end of the horizontal segment is fixedly arranged on the lower end of the precast floor slab, and the lower end of the horizontal segment directly or indirectly abuts against the upper flange plate of the ring-shaped bracket; The anchoring steel is fixedly arranged on the vertical segment, and the shear bolts are fixedly arranged on the horizontal segment.

5. The fabricated steel-concrete slab-column composite structure sliding damping connection joint according to claim 1, characterized in that, It also includes a ring-shaped closed angle steel cover plate; The ring-shaped closed angle steel cover plate is composed of four angle steel cover plates arranged on the four side walls of the precast column respectively; The inner sides of the four angle steel cover plates are welded to the precast column to form a ring-shaped closed angle steel cover plate; The bottom end of the ring-shaped closed angle steel cover plate abuts against the top end of the precast floor slab.

6. The fabricated steel-concrete slab-column composite structure sliding seismic connection joint according to claim 2, wherein, An energy dissipation surface layer is further arranged between the ring-shaped edge covering end plate and the ring-shaped bracket for dissipating energy when experiencing vibration; The energy dissipation surface layer is arranged on the ring-shaped bracket; The lower end surface of the ring-shaped edge covering end plate abuts against the upper end surface of the energy dissipation surface layer.

7. The fabricated steel-concrete slab-column composite structure sliding damping connection joint according to claim 6, characterized in that, A long strip-shaped first slot hole is arranged on the upper flange plate of the ring-shaped bracket; A long strip-shaped second slot hole is arranged on the energy dissipation surface layer; The axis directions of the first slot hole and the second slot hole are orthogonal to each other; Connecting holes are arranged at corresponding positions of the precast floor slab and the ring-shaped edge covering end plate; Expansion bolts pass through the first slot hole, the second slot hole and the connecting hole from bottom to top to connect the ring-shaped bracket and the precast floor slab. 8.The assembled steel-concrete slab-column composite structure sliding damping connection joint according to claim 6, characterized in that, The energy dissipation surface layer is a lower gasket fixedly arranged on the ring-shaped bracket and an upper gasket fixedly arranged at the lower end of the ring-shaped edge covering end plate; The upper gasket and the lower gasket are provided with polishing marks; The polishing marks on the upper gasket and the polishing marks on the lower gasket are engaged with each other.

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