A prefabricated self-resetting seismic-resistant column base joint connection structure and its construction method

Abstract

This invention relates to the field of prefabricated concrete buildings, specifically to a prefabricated self-resetting seismic-resistant column base joint connection structure and its construction method. It solves the problems of easy damage to the concrete contact surface of self-resetting column base joints, complex damper structures, and difficult replacement in existing concrete structures. This invention uses an external foundation steel plate and an external column end steel sleeve to form a protective contact surface. It employs a slot-type energy-dissipating damper to dissipate seismic energy. The relative rotation between the arc-shaped connector and the receiving steel plate, combined with the double-sided friction between the inner and outer leveling steel parts and the receiving steel plate, achieves efficient energy dissipation. Simultaneously, it bears the joint shear force and bending moment. The shear force is mainly borne by the slot-type energy-dissipating damper, and the bending moment is mainly borne by the prestressed tendons, which also provide post-earthquake self-resetting force. All components of this invention can be prefabricated in the factory and then transported to the construction site for assembly. The slot-type energy-dissipating damper is more convenient and faster in terms of installation and replacement, significantly reducing construction costs.

Description

Technical Field

[0001] This invention relates to the field of prefabricated concrete buildings, specifically to a prefabricated self-resetting seismic-resistant column base connection structure and its construction method. Background Technology

[0002] In recent years, with the continuous development of performance-based seismic design, various self-resetting structures with "recoverable" functions have gradually become a research hotspot in the field of seismic resistance. Early self-resetting structures were mainly applied to cast-in-place joints, using prestressed tendons in cast-in-place members to provide a post-earthquake self-resetting effect for the main structure through the elasticity of the prestressed tendons. Since the 21st century, with the widespread application of prefabricated structures, the practice of connecting prefabricated members with prestressed tendons and energy-dissipating elements has become the main development trend of self-resetting structures.

[0003] Currently, for prefabricated self-resetting structures, energy dissipation elements mainly consist of various types of energy-dissipating reinforcing bars, low-carbon steel bars, and angle steel, and are mostly applied to beam-column joints. For column base joints, various sleeve dampers, such as lead dampers or oil dampers, are commonly used. Using sleeve dampers as energy dissipation elements for self-resetting column base joints can effectively dissipate seismic energy, but the connection area with the main structure is prone to damage, the structure is relatively complex, the cost is high, and repair and replacement after damage are difficult.

[0004] Patent CN121781801A discloses a prefabricated self-resetting concrete frame with a two-stage energy dissipation node. This beam-column connection structure, employing an arc-shaped web, horizontal grooves, and composite metal dampers, cannot adapt to the combined vertical bearing and horizontal rotational stress patterns at the column base nodes. Furthermore, the dampers are deeply integrated with the pre-embedded components in the beams and columns, requiring partial structural damage for post-earthquake replacement, thus hindering rapid modular replacement.

[0005] Patent CN113404160A discloses a self-resetting prefabricated concrete beam-column energy-dissipating connection node and construction method, employing a combination of sleeve-type damping energy-dissipating components and friction energy-dissipating elements. However, this method suffers from problems such as easy fatigue of internal elastic elements, high sealing requirements, and high costs. Furthermore, steel connectors are installed at the beam ends and column sides, and the foundation top surface lacks steel plate protection, making the foundation concrete susceptible to impact damage during earthquakes.

[0006] Patent CN224031871U discloses a prefabricated steel structure beam-column connection node for earthquake energy dissipation. It relies on damping springs and the deformation of energy-dissipating steel blocks to dissipate energy, but significant residual deformation remains after an earthquake, preventing it from returning to its initial position. The energy dissipation mechanism, which relies on spring compression and steel block shear deformation, is frictionless and inefficient, making it prone to brittle failure. Furthermore, its sleeve-type connection and steel block energy dissipation design cannot be directly applied to concrete column bases, and the interface bonding between concrete and steel components is prone to failure.

[0007] Patent CN121915859A proposes a composite energy dissipation bearing device with adjustable stiffness and energy dissipation. However, this device requires additional installation on the outside of the beam-column joint, occupying building space and affecting functionality. It can only provide horizontal energy dissipation and stiffness supplementation, and cannot replace the vertical bearing and connection functions of the column base. Adjusting the energy dissipation path by changing the included angle can easily generate additional bending moments, leading to stress concentration in the core area of ​​the joint.

[0008] Patent CN224161204U discloses a construction node for connecting steel column bases using rigid bolt connections. In this method, all seismic energy is borne by the main structure, making the column bases prone to plastic failure. Residual deformation of the column bases after an earthquake cannot automatically recover, making repair extremely difficult. Secondary concrete pouring is required to fix the base slab and connecting columns, resulting in a long construction period.

[0009] Therefore, researching and developing self-resetting column base nodes that have good energy dissipation effects, are simple and convenient to assemble, and are easy to repair or quickly replace after damage is of great significance for promoting the development of prefabricated self-resetting structures in the field of seismic resistance. Summary of the Invention

[0010] The purpose of this invention is to provide a prefabricated self-resetting seismic-resistant column base connection structure and its construction method, which solves the problems of easy damage to the concrete contact surface of the self-resetting column base in existing concrete structures, complex damper structure, and difficulty in replacement, and realizes the connection between precast concrete columns and foundations to meet the needs of actual seismic design and construction.

[0011] The technical solution of the present invention:

[0012] A prefabricated self-resetting seismic-resistant column base connection structure includes a foundation, an external foundation steel plate, an external column end steel sleeve, a precast concrete column, a slot-type energy dissipation damper, foundation connecting bolts, foundation connecting nuts, column end connecting bolts, column end connecting nuts, arc-shaped connectors, external leveling steel components, internal leveling steel components, connecting bolts, connecting nuts, prestressing tendons, and prestressing tendon anchors. The specific structure is as follows:

[0013] The foundation has pre-reserved prestressing tendon ducts and bolt holes in the middle and on both sides of the long side; the lower surface of the external foundation steel plate is closely aligned with the upper surface of the foundation, and its plate wall is respectively provided with prestressing tendon holes I and bolt holes I corresponding to the prestressing tendon ducts and bolt holes; the lower surface of the external column end steel sleeve is closely aligned with the upper surface of the external foundation steel plate, and its bottom plate and left and right plate walls are respectively provided with prestressing tendon holes II and bolt holes II; the lower surface and lower left and right sides of the precast concrete column are closely aligned with the inner surface of the external column end steel sleeve, and the lower part of the middle and sides of the precast concrete column are respectively provided with column prestressing tendon ducts and bolt holes;

[0014] The slot-type energy-dissipating damper includes an upper damping unit and a lower damping unit. Both the upper and lower damping units are composed of a connecting steel plate, a receiving steel plate, an arc-shaped groove, and a bolt sliding groove. The receiving steel plate has an arc structure, with one end integrally connected to the connecting steel plate and the other end having an arc-shaped groove along the tangential direction. Bolt sliding grooves are provided on both sides of the inner and outer walls of the receiving steel plate. The connecting steel plate of the upper damping unit is fixed to the precast concrete column and the external column end steel sleeve by column end connecting bolts and column end connecting nuts. The connecting steel plate of the lower damping unit is fixed to the foundation and the external foundation steel plate by foundation connecting bolts and foundation connecting nuts.

[0015] The upper and lower damping units have their supporting steel plates arranged opposite each other, with the opening ends of the arc-shaped slots aligned and the arc-shaped trajectories coaxial and continuous. The arc-shaped connector is simultaneously embedded in the arc-shaped slots of both the upper and lower damping units to form a rotation guide. The outer leveling steel component is arranged on the outside of the supporting steel plate, and its inner surface is a concave arc surface that matches the outer arc surface of the supporting steel plate. The inner leveling steel component is arranged on the inside of the supporting steel plate, and its outer surface is a convex arc surface that matches the inner arc surface of the supporting steel plate. The connecting bolts pass sequentially through the inner leveling steel component, the bolt sliding groove of the supporting steel plate, the arc-shaped connector, and the outer leveling steel component, and are fastened by connecting nuts to form a double-sided friction energy dissipation mechanism.

[0016] The prestressing tendons pass sequentially through the foundation prestressing tendon duct, prestressing tendon hole I, prestressing tendon hole II, and column prestressing tendon duct, and are clamped and fixed at both ends by prestressing tendon anchors.

[0017] The prefabricated self-resetting seismic column base connection structure has two slot-type energy dissipation dampers symmetrically arranged on the left and right sides along the length of the foundation and on the left and right sides at the lower end of the precast concrete column.

[0018] The prefabricated self-resetting seismic column base connection structure has a 45° arc structure for the supporting steel plates of the upper and lower damping units, which together form a 90° continuous arc track after being arranged relative to each other.

[0019] The prefabricated self-resetting seismic-resistant column base connection structure has an outer surface of two planes that are butted together, with each plane corresponding to the outer arc surface of a supporting steel plate. The inner surface of the inner leveling steel part also has two planes that are butted together, with each plane corresponding to the inner arc surface of a supporting steel plate. The connecting bolts are perpendicular to the corresponding planes of the outer and inner leveling steel parts, respectively.

[0020] The prefabricated self-resetting seismic-resistant column base node connection structure has a bolt sliding groove whose length matches the maximum rotation angle of the node design. When the connecting bolt slides to the end of the bolt sliding groove, the groove wall forms a limiting structure.

[0021] The thickness of the external foundation steel plate of the prefabricated self-resetting seismic-resistant column foot node connection structure is determined by the relative rotational stiffness between the precast concrete column and the foundation, and the maximum thickness does not exceed the thickness of the concrete protective layer of the foundation; the thickness of the external column end steel sleeve is determined by the relative rotational stiffness between the precast concrete column and the foundation, and the maximum thickness does not exceed the thickness of the concrete protective layer of the precast concrete column.

[0022] The width of the arc-shaped connector in the prefabricated self-resetting seismic column base connection structure is determined according to design requirements, while the remaining dimensions are determined by the relative rotational stiffness between the precast concrete column and the foundation. The dimensions of the connecting steel plate and the supporting steel plate are determined by the shear force and bending moment transmitted between the precast concrete column and the foundation, respectively.

[0023] A construction method for a prefabricated self-resetting seismic-resistant column base joint connection structure includes the following steps:

[0024] (1) Foundation construction: Construct the foundation according to the design requirements, and reserve the foundation prestressing tendon ducts and foundation bolt holes;

[0025] (2) Install the external foundation steel plate: Align the lower surface of the external foundation steel plate with the upper surface of the foundation, so that the prestressing tendon hole I is aligned with the prestressing tendon duct of the foundation, and the bolt hole I is aligned with the bolt hole of the foundation;

[0026] (3) Install the external column end steel sleeve and the precast concrete column: Put the precast concrete column sleeve into the external column end steel sleeve, align the prestressing tendon hole II with the column prestressing tendon duct, and align the bolt hole II with the column bolt hole; then align the lower surface of the external column end steel sleeve with the upper surface of the external foundation steel plate.

[0027] (4) Install slot-type energy dissipation dampers: Install upper damping units and lower damping units on the left and right sides of the node respectively, so that the arc-shaped slot opening ends of the upper damping unit and the arc-shaped trajectory are aligned and coaxial.

[0028] (5) Fixed damping unit: The lower damping unit is fastened to the foundation and the external foundation steel plate by means of foundation connecting bolts and foundation connecting nuts, and the upper damping unit is fastened to the precast concrete column and the external column end steel sleeve by means of column end connecting bolts and column end connecting nuts;

[0029] (6) Install friction energy dissipation components: Embed the arc-shaped connector into the arc-shaped grooves aligned with the top and bottom, install the inner leveling steel parts and the outer leveling steel parts in sequence, pass in the connecting bolts and tighten the connecting nuts to the design preload;

[0030] (7) Tensioning prestressing tendons: Pass the prestressing tendons through each prestressing tendon duct in sequence, install prestressing tendon anchors at both ends, and anchor them after tensioning to the design prestress value.

[0031] In the construction method of the prefabricated self-resetting seismic column foot node connection structure, in step (1), the foundation is made by cast-in-place or prefabrication in the factory; all other components except the foundation are transported to the construction site after being prefabricated in the factory.

[0032] The construction method of the prefabricated self-resetting seismic-resistant column base node connection structure also includes a post-earthquake repair step: when the slot-type energy dissipation damper is damaged, it is only necessary to loosen the connecting bolts and connecting nuts, replace the damaged upper damping unit or lower damping unit, and then tighten them again to restore the node function.

[0033] The design concept of this invention is:

[0034] Existing self-resetting column base joints using sleeve dampers are prone to damage in the connection area, have complex structures, high costs, and are difficult to repair or replace after damage. Under seismic cyclic deformation, the concrete in the contact area between the precast concrete column and foundation is susceptible to crushing and spalling. Existing joint energy dissipation mechanisms are simplistic, resulting in rapid overall stiffness decay under seismic loads, making them unable to effectively withstand shear forces and bending moments. The energy dissipation function is highly coupled with the self-resetting function, leading to large residual deformation after earthquakes and high repair costs. This invention addresses this by forming a steel-to-steel contact surface protection through an external foundation steel plate and an external column end steel sleeve, fundamentally preventing damage to the concrete contact surface. A slot-type energy dissipation damper dissipates seismic energy, utilizing the relative rotation of the arc-shaped connector and the receiving steel plate, combined with the double-sided friction between the inner and outer leveling steel components and the receiving steel plate, to achieve efficient energy dissipation while simultaneously bearing the joint's shear force and bending moment. The shear force transmitted between precast components is primarily borne by the slot-type energy dissipation damper, while the bending moment is primarily borne by the prestressed tendons. The prestressed tendons run through the foundation and precast columns, bearing the vertical load and providing self-resetting force. Through the synergistic effect of slotted energy dissipation dampers for energy dissipation and prestressed tendons for resetting, the seismic resistance and recoverability of the prefabricated column base joints are achieved.

[0035] The advantages and beneficial effects of this invention are:

[0036] 1. This invention uses external column end steel sleeves and external foundation steel plates as a planar contact method between precast concrete columns and foundations, which can effectively reduce concrete damage in the contact area caused by reciprocating deformation of precast concrete columns and foundations under seismic loads, and help improve the ductility and seismic bearing capacity of the structure.

[0037] 2. The slot-type energy-dissipating damper used in this invention is connected to the foundation and the precast concrete column respectively through arc-shaped connectors and connecting bolts. When relative deformation occurs between the precast concrete column and the foundation, the connecting bolt slides and deforms within the tangential length range of the bolt sliding groove. While ensuring that the overall stiffness of the node does not decrease significantly, it can effectively bear the shear force and bending moment transmitted between precast components.

[0038] 3. Under large seismic loads, when the connecting bolt slides to the left or right within the tangential length of the bolt sliding groove, friction occurs between the outer leveling steel component and the outer wall of the supporting steel plate, and between the inner leveling steel component and the inner wall of the supporting steel plate, dissipating energy. This can prevent excessive concentration of structural deformation and avoid damage to structural components, thus meeting the predetermined design requirements and actual usage conditions.

[0039] 4. The bending moment and shear force transmitted between the prefabricated components of the present invention are respectively borne by the slot-type energy dissipation damper and the prestressing tendon. The slot-type energy dissipation damper mainly plays the role of dissipating seismic energy, while the elastic properties of the prestressing tendon can ensure that the main structure can be restored to its original initial state after the earthquake, thereby playing a self-resetting role.

[0040] 5. The main components of this invention can all be manufactured in the factory, including precast concrete columns, foundations and slot-type energy dissipation dampers. They can be transported to the site and assembled in sequence according to the actual situation. In particular, compared with traditional sleeve dampers, slot-type energy dissipation dampers are more convenient and faster in terms of installation and replacement, which can significantly reduce construction costs and conform to the development concept of prefabricated structures. Attached Figure Description

[0041] Figure 1 This is a three-dimensional diagram that forms the basis of this invention;

[0042] Figure 2 This is a three-dimensional view of the external foundation steel plate of the present invention;

[0043] Figure 3 This is a three-dimensional view of the external column end steel sleeve of the present invention;

[0044] Figure 4 This is a three-dimensional view of the precast concrete column of the present invention;

[0045] Figure 5 This is a three-dimensional diagram of the slot-type energy-dissipating damper of the present invention;

[0046] Figure 6 This is a three-dimensional view of the basic connecting bolts of this invention;

[0047] Figure 7 This is a three-dimensional view of the basic connecting nut of this invention;

[0048] Figure 8 This is a three-dimensional view of the column end connecting bolt of the present invention;

[0049] Figure 9 This is a three-dimensional view of the column end connecting nut of the present invention;

[0050] Figure 10 This is a three-dimensional view of the arc-shaped connector of the present invention;

[0051] Figure 11This is a three-dimensional drawing of the external leveling steel component of this invention;

[0052] Figure 12 This is a three-dimensional drawing of the internal leveling steel component of this invention;

[0053] Figure 13 This is a three-dimensional view of the connecting bolt of the present invention;

[0054] Figure 14 This is a three-dimensional view of the connecting nut of the present invention;

[0055] Figure 15 This is a three-dimensional diagram of the prestressed tendon of the present invention;

[0056] Figure 16 This is a three-dimensional diagram of the prestressed tendon anchorage of the present invention;

[0057] Figure 17 This is a three-dimensional diagram of the assembled self-resetting seismic-resistant column base node connection structure of the present invention.

[0058] In the diagram, 1 is the foundation prestressing tendon duct; 2 is the foundation bolt hole; 3 is the prestressing tendon hole I; 4 is the bolt hole I; 5 is the prestressing tendon hole II; 6 is the bolt hole II; 7 is the column prestressing tendon duct; 8 is the column bolt hole; 9 is the connecting steel plate; 10 is the receiving steel plate; 11 is the arc-shaped groove; 12 is the bolt sliding groove; 13 is the bolt hole III; 14 is the bolt hole IV; 15 is the bolt connection hole I; 16 is the bolt connection hole II. A is the foundation; B is the external foundation steel plate; C is the external column end steel sleeve; D is the precast concrete column; E is the slot-type energy dissipation damper (E1 upper damping unit, E2 lower damping unit); F is the foundation connecting bolt; G is the foundation connecting nut; H is the column end connecting bolt; I is the column end connecting nut; J is the arc-shaped connector; K is the external leveling steel component; L is the internal leveling steel component; M is the connecting bolt; N is the connecting nut; O is the prestressing tendon; P is the prestressing tendon anchor. Detailed Implementation

[0059] The present invention will now be described in further detail with reference to the accompanying drawings.

[0060] like Figures 1-17 As shown, this invention proposes a prefabricated self-resetting seismic-resistant column base node connection structure, mainly including: foundation A ( Figure 1 External foundation steel plate B ( Figure 2 ), External column end steel sleeve C ( Figure 3 ), precast concrete column D ( Figure 4 ), and slot-type energy-dissipating damper E for connecting the two. Figure 5 ), foundation connection bolt F ( Figure 6 ), foundation connection nut G ( Figure 7 ), Column end connecting bolt H ( Figure 8 ), Column end connecting nut I ( Figure 9 ), arc-shaped connector J ( Figure 10), external leveling steel parts K ( Figure 11 ), internal leveling steel parts L ( Figure 12 ), connecting bolt M ( Figure 13 ), connecting nut N ( Figure 14 ), prestressed tendons O ( Figure 15 ) and prestressed tendon anchorage P ( Figure 16 The specific installation steps are as follows:

[0061] (1) Foundation construction: The dimensions of foundation A are determined according to the design requirements, as are the diameter, position and number of foundation prestressing tendon ducts 1 and foundation bolt holes 2 reserved in the middle of foundation A and along the left and right sides of the long side.

[0062] (2) Installation of external foundation steel plate B: Align the lower surface of external foundation steel plate B with the upper surface of foundation A. Through double-sided drilling is used to create prestressing tendon holes I3 in the center and bolt holes I4 on both sides of the plate wall. Align the prestressing tendon holes I3 and bolt holes I4 on external foundation steel plate B with the foundation prestressing tendon duct 1 and foundation bolt holes 2 on foundation A, respectively. The diameter, position, and number of prestressing tendon holes I3 and bolt holes I4 are determined by the diameter, position, and number of foundation prestressing tendon duct 1 and foundation bolt holes 2. The thickness of external foundation steel plate B is determined by the relative rotational stiffness between the precast concrete column D and foundation A. Its maximum thickness does not exceed the thickness of the concrete protective layer of foundation A. The remaining dimensions are determined by the dimensions of foundation A.

[0063] (3) Install the external column end steel sleeve C and the precast concrete column D: Align the bottom surface and the lower parts of the left and right sides of the precast concrete column D with the inner surface of the external column end steel sleeve C. Set the prestressing tendon hole II5 at the bottom center and the bolt hole II6 on both sides of the bottom plate of the external column end steel sleeve C by double-sided through drilling. Align the prestressing tendon hole II5 and the bolt hole II6 on the left and right sides of the bottom plate with the corresponding column prestressing tendon channel 7 and column bolt hole 8 on the precast concrete column D. The diameter, position and number of the prestressing tendon hole II5 and the bolt hole II6 are determined by the diameter, position and number of the column prestressing tendon channel 7 and the column bolt hole 8. The size of the precast concrete column D, as well as the diameter, position and number of the column prestressing tendon channel 7 and the column bolt hole 8 reserved in the central area and the lower side area of ​​the precast concrete column D, are determined according to the design requirements. Then, the lower surface of the external column end steel sleeve C is tightly aligned with the upper surface of the external foundation steel plate B. The thickness of the external column end steel sleeve C is determined by the relative rotational stiffness between the precast concrete column D and the foundation A. Its maximum thickness does not exceed the thickness of the concrete protective layer of the precast concrete column D. The remaining dimensions are determined by the dimensions of the precast concrete column D.

[0064] (4) Install slotted energy dissipation dampers E: Arrange two slotted energy dissipation dampers E symmetrically on the left and right sides of the foundation A along the length direction and on the left and right sides of the lower end of the precast concrete column D. Each slotted energy dissipation damper E includes an upper damping unit E1 and a lower damping unit E2. Both damping units are composed of a connecting steel plate 9, a receiving steel plate 10, an arc-shaped groove 11 and a bolt sliding groove 12. The receiving steel plate 10 has a 45° arc structure. One end of the arc structure is integrally connected to the connecting steel plate 9. The other end of the arc structure is provided with an arc-shaped groove 11 along the tangent of the receiving steel plate 10. The bolt sliding groove 12 is provided on both sides of the inner and outer walls of the receiving steel plate 10 by machining grooves or milling.

[0065] The connecting steel plate 9 of the upper damping unit E1 is fixed to the precast concrete column D and the external column end steel sleeve C by the matching column end connecting bolts H and column end connecting nuts I. The connecting steel plate 9 of the lower damping unit E2 is fixed to the foundation A and the external foundation steel plate B by the matching foundation connecting bolts F and foundation connecting nuts G. The receiving steel plates 10 of the upper damping unit E1 and the lower damping unit E2 are arranged opposite to each other to form a 90° arc structure. The opening ends of the arc-shaped slots 11 are aligned with each other and the arc trajectory is coaxial and continuous. The arc-shaped connector J is embedded in the arc-shaped slots 11 of the upper damping unit E1 and the lower damping unit E2 to form a rotation guide structure, so that the upper and lower damping units E2 can rotate relative to each other around the same arc center. The receiving steel plates 10 of the upper and lower damping units E2 are connected and cooperated by the arc-shaped connector J, the external leveling steel part K, the internal leveling steel part L, and the matching connecting bolts M and connecting nuts N to form a friction energy dissipation mechanism that can slide relative to each other.

[0066] The arc-shaped connector J is located within the arc-shaped slots 11 of the two supporting steel plates 10 and matches the arc-shaped slots 11 of the two supporting steel plates 10; the inner surface of the outer leveling steel component K is an arc-shaped structure that is in close contact with the outer arc surfaces of the two supporting steel plates 10, and the outer surface of the outer leveling steel component K is a structure of two planes butt-fitting, each plane corresponding to the outer arc surface of one supporting steel plate 10; the outer surface of the inner leveling steel component L is an arc-shaped structure that is in close contact with the inner arc surfaces of the two supporting steel plates 10, and the inner surface of the inner leveling steel component L is a structure of two planes butt-fitting, each plane corresponding to the outer arc surface of one supporting steel plate 10; The planar butt joint structure has each plane corresponding to the inner arc surface of a supporting steel plate 10; the two planes on the outer surface of the outer leveling steel component K are parallel to the two planes on the inner surface of the inner leveling steel component L, respectively; the connecting bolts M are sequentially inserted through the inner leveling steel component L, the supporting steel plate 10, the arc-shaped connecting component J, and the outer leveling steel component K, and are fastened by the connecting nuts N; the connecting bolts M are perpendicular to the corresponding planes of the outer leveling steel component K and the inner leveling steel component L, which facilitates the connection and fixation of the connecting bolts M and the connecting nuts N.

[0067] Bolt holes Ⅲ13 are set on the upper and lower sides of the connecting steel plate 9 by double-sided through drilling. The bolt holes Ⅲ13 of the upper damping unit E1 correspond one-to-one with the bolt holes Ⅰ4 on the external foundation steel plate B and the foundation bolt holes 2 on the foundation A. The bolt holes Ⅲ13 of the lower damping unit E2 correspond one-to-one with the bolt holes Ⅱ6 on the external column end steel sleeve C and the column bolt holes 8 on the precast concrete column D. Bolt holes Ⅳ14 are set on the upper and lower sides of the arc-shaped connector J by double-sided through drilling. Bolt connection holes Ⅰ15 are set on the upper and lower sides of the outer leveling steel part K by double-sided through drilling. Bolt connection holes Ⅱ16 are set on the upper and lower sides of the inner leveling steel part L by double-sided through drilling. The bolt connection holes Ⅰ15 of the outer leveling steel part K, the bolt sliding groove 12 of the receiving steel plate 10, the bolt holes Ⅳ14 of the arc-shaped connector J, and the bolt connection holes Ⅱ16 of the inner leveling steel part L correspond one-to-one.

[0068] The diameter, location, and number of bolt holes III13 are determined by the diameter, location, and number of foundation bolt holes 2 and column bolt holes 8. The depth and normal width of the arc-shaped groove 11 are determined by the dimensions of the arc-shaped connector J. The curvature of the inner and outer sides of the receiving steel plate 10, as well as the length, diameter, location, and number of bolt sliding grooves 12, are determined according to design requirements. The dimensions of the connecting steel plate 9 and the receiving steel plate 10 are determined by the shear force and bending moment transmitted between the precast concrete column D and the foundation A, respectively.

[0069] (5) Connecting foundation A to slotted energy dissipation damper E: Pass the foundation connecting bolt F through the foundation bolt hole 2 of foundation A, the bolt hole I4 of the external foundation steel plate B, and the bolt hole III13 of the lower damping unit E2 connecting steel plate 9 in sequence, and then tighten it with foundation connecting nut G. The diameter and number of foundation connecting bolt F and foundation connecting nut G are determined by the diameter and number of foundation bolt holes 2. They are used to connect foundation A, external foundation steel plate B and slotted energy dissipation damper E.

[0070] (6) Connecting the precast concrete column D to the slotted energy-dissipating damper E: Pass the column end connecting bolts H sequentially through the bolt holes Ⅲ13 of the upper damping unit E1 connecting steel plate 9, the bolt holes Ⅱ6 on the side of the external column end steel sleeve C, and the column bolt holes 8 on the side of the precast concrete column D, and then tighten them with the column end connecting nuts I. The diameter and number of the column end connecting bolts H and the column end connecting nuts I are determined by the diameter and number of the column bolt holes 8. They are used to connect the precast concrete column D, the external column end steel sleeve C, and the slotted energy-dissipating damper E.

[0071] (7) Install the arc-shaped connector J: Arrange the arc-shaped connector J in the arc-shaped slot 11 of the slot-type energy dissipation damper E. The arc-shaped connector J is provided with bolt holes Ⅳ14. The width of the arc-shaped connector J is determined according to the design requirements, and the other dimensions are determined by the relative rotational stiffness between the precast concrete column D and the foundation A. The diameter, position and number of bolt holes Ⅳ14 are determined by the diameter, position and number of bolt sliding grooves 12.

[0072] (8) Install the external leveling steel component K: The external leveling steel component K is arranged on the outside of the receiving steel plate 10 of the slot-type energy dissipation damper E. The side of it that contacts the receiving steel plate 10 is recessed inward to match the curvature of the outer wall of the receiving steel plate 10. The curvature is determined by the curvature of the outer wall of the receiving steel plate 10. The external leveling steel component K is provided with bolt connection holes I15. The diameter, position and number of bolt connection holes I15 are determined by the diameter, position and number of bolt holes IV14.

[0073] (9) Install the inner leveling steel part L: Arrange the inner leveling steel part L on the inner side of the receiving steel plate 10 of the slot-type energy dissipation damper E. The side of it that contacts the receiving steel plate 10 protrudes outward with an arc that matches the arc of the inner wall of the receiving steel plate. The size of the arc is determined by the size of the arc of the inner wall of the receiving steel plate 10. The inner leveling steel part L is provided with bolt connection holes II16. The diameter, position and number of bolt connection holes II16 are determined by the diameter, position and number of bolt holes IV14.

[0074] (10) Tightening the connecting bolts M: Pass the connecting bolts M sequentially through the bolt connection hole II16 of the inner leveling steel part L, the bolt sliding groove 12 on one side of the receiving steel plate 10, the bolt hole IV14 of the arc-shaped connecting part J, the bolt sliding groove 12 on the other side of the receiving steel plate 10, and the bolt connection hole I15 of the outer leveling steel part K, and then tighten them with the connecting nut N. When the connecting bolt M slides to the end of the bolt sliding groove 12, the groove wall provides a limit to prevent excessive deformation of the joint. The diameter and number of connecting bolts M and connecting nuts N are determined by the diameter and number of bolt sliding grooves 12. They are used to connect the arc-shaped connecting part J, the inner leveling steel part L, and the outer leveling steel part K.

[0075] (11) Tensioning prestressing tendons O: The prestressing tendons O are passed through the foundation prestressing tendon duct 1 in the middle of foundation A, the prestressing tendon hole I3 in the middle of external foundation steel plate B, the prestressing tendon hole II5 at the bottom center of external column end steel sleeve C, and the column prestressing tendon duct 7 in the central area of ​​precast concrete column D. Then, the prestressing tendons O are clamped and fixed at both ends with prestressing tendon anchors P and tensioned to the design prestress value. The diameter and number of prestressing tendons O and prestressing tendon anchors P are determined by the diameter and number of column prestressing tendon ducts 7.

[0076] In actual construction, foundation A can be made by cast-in-place or prefabrication depending on the actual situation. The remaining components can be prefabricated in the factory or purchased, and then transported to the construction site for assembly according to the above implementation method to form the prefabricated self-resetting seismic-resistant column base node connection structure of this invention. Figure 17 ).

[0077] In this embodiment, the external column end steel sleeve C and the external foundation steel plate B can effectively reduce the concrete damage in the contact area caused by the reciprocating deformation of the precast concrete column D and foundation A under seismic load, which helps to improve the ductility and seismic bearing capacity of the structure.

[0078] In this embodiment, the slot-type energy-dissipating damper E is connected to the foundation A and the precast concrete column D through the arc-shaped connector J and the connecting bolt M, respectively. When the precast concrete column D and the foundation A undergo relative deformation, the connecting bolt M slides and deforms within the tangential length range of the bolt sliding groove 12. While ensuring that the overall stiffness of the node does not decrease significantly, it can effectively bear the shear force and bending moment transmitted between the precast components.

[0079] In this embodiment, under a large seismic load, when the connecting bolt M slides to the left or right within the tangential length range of the bolt sliding groove 12, friction occurs between the outer leveling steel component K and the outer wall of the supporting steel plate 10, and between the inner leveling steel component L and the inner wall of the supporting steel plate 10, and energy is dissipated. This can prevent excessive concentration of structural deformation and avoid damage to structural components, so as to meet the predetermined design requirements and actual usage conditions.

[0080] In this embodiment, the bending moment and shear force transmitted between the precast components are borne by the slotted energy dissipation damper E and the prestressing tendon O, respectively. The slotted energy dissipation damper E mainly plays the role of dissipating seismic energy, while the elastic properties of the prestressing tendon O can ensure that the main structure can be restored to its original initial state after the earthquake, thus playing a self-resetting role.

[0081] The implementation results show that all components of this invention can be prefabricated in the factory and then transported to the construction site for assembly. In particular, compared with traditional sleeve dampers, slot-type energy-dissipating dampers are more convenient and faster in terms of installation and replacement, which can significantly reduce construction costs. This invention has low node stiffness attenuation, high energy dissipation efficiency, and the damper can be quickly replaced after an earthquake. It is convenient to construct and suitable for seismic column base connections in prefabricated concrete buildings.

Claims

1. A prefabricated self-resetting seismic-resistant column base node connection structure, characterized in that, The system includes the foundation, external foundation steel plate, external column end steel sleeve, precast concrete column, slot-type energy dissipation damper, foundation connecting bolts, foundation connecting nuts, column end connecting bolts, column end connecting nuts, arc-shaped connectors, external leveling steel components, internal leveling steel components, connecting bolts, connecting nuts, prestressing tendons, and prestressing tendon anchors. The specific structure is as follows: The foundation has pre-reserved prestressing tendon ducts and bolt holes in the middle and on both sides of the long side; the lower surface of the external foundation steel plate is closely aligned with the upper surface of the foundation, and its plate wall is respectively provided with prestressing tendon holes I and bolt holes I corresponding to the prestressing tendon ducts and bolt holes; the lower surface of the external column end steel sleeve is closely aligned with the upper surface of the external foundation steel plate, and its bottom plate and left and right plate walls are respectively provided with prestressing tendon holes II and bolt holes II; the lower surface and lower left and right sides of the precast concrete column are closely aligned with the inner surface of the external column end steel sleeve, and the lower part of the middle and sides of the precast concrete column are respectively provided with column prestressing tendon ducts and bolt holes; The slot-type energy-dissipating damper includes an upper damping unit and a lower damping unit. Both the upper and lower damping units are composed of a connecting steel plate, a receiving steel plate, an arc-shaped groove, and a bolt sliding groove. The receiving steel plate has an arc structure, with one end integrally connected to the connecting steel plate and the other end having an arc-shaped groove along the tangential direction. Bolt sliding grooves are provided on both sides of the inner and outer walls of the receiving steel plate. The connecting steel plate of the upper damping unit is fixed to the precast concrete column and the external column end steel sleeve by column end connecting bolts and column end connecting nuts. The connecting steel plate of the lower damping unit is fixed to the foundation and the external foundation steel plate by foundation connecting bolts and foundation connecting nuts. The upper and lower damping units have their supporting steel plates arranged opposite each other, with the opening ends of the arc-shaped slots aligned and the arc-shaped trajectories coaxial and continuous. The arc-shaped connector is simultaneously embedded in the arc-shaped slots of both the upper and lower damping units to form a rotation guide. The outer leveling steel component is arranged on the outside of the supporting steel plate, and its inner surface is a concave arc surface that matches the outer arc surface of the supporting steel plate. The inner leveling steel component is arranged on the inside of the supporting steel plate, and its outer surface is a convex arc surface that matches the inner arc surface of the supporting steel plate. The connecting bolts pass sequentially through the inner leveling steel component, the bolt sliding groove of the supporting steel plate, the arc-shaped connector, and the outer leveling steel component, and are fastened by connecting nuts to form a double-sided friction energy dissipation mechanism. The prestressing tendons pass sequentially through the foundation prestressing tendon duct, prestressing tendon hole I, prestressing tendon hole II, and column prestressing tendon duct, and are clamped and fixed at both ends by prestressing tendon anchors.

2. The prefabricated self-resetting seismic-resistant column base node connection structure according to claim 1, characterized in that, Two slotted energy-dissipating dampers are symmetrically arranged on the left and right sides of the foundation along its length and on the left and right sides of the lower end of the precast concrete column, respectively.

3. The prefabricated self-resetting seismic-resistant column base node connection structure according to claim 1, characterized in that, The supporting steel plates of both the upper and lower damping units have a 45° arc structure, and together they form a 90° continuous arc track when arranged relative to each other.

4. The prefabricated self-resetting seismic-resistant column base node connection structure according to claim 1, characterized in that, The outer surface of the outer leveling steel component has a two-plane butt joint structure, with each plane corresponding to the outer arc surface of a supporting steel plate. The inner surface of the inner leveling steel component has a two-plane butt joint structure, with each plane corresponding to the inner arc surface of a supporting steel plate. The connecting bolts are perpendicular to the corresponding planes of the outer and inner leveling steel components, respectively.

5. The prefabricated self-resetting seismic-resistant column base node connection structure according to claim 1, characterized in that, The length of the bolt sliding groove is matched with the maximum rotation angle of the node design. When the connecting bolt slides to the end of the bolt sliding groove, the groove wall forms a limiting structure.

6. The prefabricated self-resetting seismic-resistant column base node connection structure according to claim 1, characterized in that, The thickness of the external foundation steel plate is determined by the relative rotational stiffness between the precast concrete column and the foundation, and the maximum thickness shall not exceed the thickness of the concrete protective layer of the foundation; the thickness of the external column end steel sleeve is determined by the relative rotational stiffness between the precast concrete column and the foundation, and the maximum thickness shall not exceed the thickness of the concrete protective layer of the precast concrete column.

7. The prefabricated self-resetting seismic-resistant column base node connection structure according to claim 1, characterized in that, The width of the arc-shaped connector is determined according to the design requirements, while the remaining dimensions are determined by the relative rotational stiffness between the precast concrete column and the foundation; the dimensions of the connecting steel plate and the receiving steel plate are determined by the shear force and bending moment transmitted between the precast concrete column and the foundation, respectively.

8. A construction method for a prefabricated self-resetting seismic-resistant column base joint connection structure as described in any one of claims 1 to 7, characterized in that, Includes the following steps: (1) Foundation construction: Construct the foundation according to the design requirements, and reserve the foundation prestressing tendon ducts and foundation bolt holes; (2) Install the external foundation steel plate: Align the lower surface of the external foundation steel plate with the upper surface of the foundation, so that the prestressing tendon hole I is aligned with the prestressing tendon duct of the foundation, and the bolt hole I is aligned with the bolt hole of the foundation; (3) Install the external column end steel sleeve and the precast concrete column: Put the precast concrete column sleeve into the external column end steel sleeve, align the prestressing tendon hole II with the column prestressing tendon duct, and align the bolt hole II with the column bolt hole; then align the lower surface of the external column end steel sleeve with the upper surface of the external foundation steel plate. (4) Install slot-type energy dissipation dampers: Install upper damping units and lower damping units on the left and right sides of the node respectively, so that the arc-shaped slot opening ends of the upper damping unit and the arc-shaped trajectory are aligned and coaxial. (5) Fixed damping unit: The lower damping unit is fastened to the foundation and the external foundation steel plate by means of foundation connecting bolts and foundation connecting nuts, and the upper damping unit is fastened to the precast concrete column and the external column end steel sleeve by means of column end connecting bolts and column end connecting nuts; (6) Install friction energy dissipation components: Embed the arc-shaped connector into the arc-shaped grooves aligned with the top and bottom, install the inner leveling steel parts and the outer leveling steel parts in sequence, pass in the connecting bolts and tighten the connecting nuts to the design preload; (7) Tensioning prestressing tendons: Pass the prestressing tendons through each prestressing tendon duct in sequence, install prestressing tendon anchors at both ends, and anchor them after tensioning to the design prestress value.

9. The construction method of the prefabricated self-resetting seismic-resistant column base node connection structure according to claim 8, characterized in that, In step (1), the foundation is made by casting in place or prefabrication in the factory; all other components except the foundation are transported to the construction site after being prefabricated in the factory.

10. The construction method of the prefabricated self-resetting seismic-resistant column base node connection structure according to claim 8, characterized in that, It also includes post-earthquake repair steps: when the slot-type energy dissipation damper is damaged, simply loosen the connecting bolts and connecting nuts, replace the damaged upper or lower damping unit, and then tighten them again to restore the node function.

Images