Novel rotary friction energy dissipation reinforced concrete swing column and construction method

Abstract

The invention discloses a novel rotational friction energy dissipation reinforced concrete swing column and a construction method, and relates to the technical field of concrete structure engineering, the novel rotational friction energy dissipation reinforced concrete swing column comprises a column body and a cup foundation, the bottom of the column body is provided with a butt joint hemispherical seat, the top of the cup foundation is provided with a bearing hemispherical groove, and the butt joint hemispherical seat is movably arranged in the bearing hemispherical groove; and the column body is fixedly connected with the cup foundation through an anchoring assembly. Vertical dead load and prestress are adopted as reset force and can be used for achieving controlled swing of a vertical component, sliding friction between the column bottom plate and the bearing hemispherical groove is used for energy consumption, stress concentration and the damage degree of a column foot area in the swing process are remarkably reduced, and the service life of the column foot area is prolonged. The device has the advantages that energy dissipation elements do not need to be replaced, the column body is not damaged in the swinging process, a lifting-free swinging mode and a lifting swinging mode are combined, and a large reset force arm can be achieved in the swinging process. In addition, the device has the advantages of being simple in structure, convenient to construct and high in universality.

Description

Technical Field

[0001] This invention relates to the field of concrete structure engineering technology, and in particular to a novel rotating friction energy-dissipating reinforced concrete swaying column and its construction method. Background Technology

[0002] In the realm of enhancing the seismic resilience of individual buildings, new and efficient seismic-resistant systems have gradually become widespread in high-rise buildings, and various damping and isolation technologies (such as new dampers and seismic isolation methods) are constantly maturing and being incorporated into national standards. Structural components used to improve the seismic resilience of buildings mainly include rocking components, replaceable components, and self-resetting components. Taking vertical rocking components as an example, these components change the traditional "rigidly fixed" connection method by reducing the rigid constraints between the foundation and the main structure (such as allowing the foundation and superstructure to undergo controllable heave under horizontal forces). This design can reduce the seismic response and bearing capacity requirements of the superstructure (especially for freely rocking components) and reduce dependence on structural ductility, showing significant application potential in multi-story frame structures and high-rise frame-shear wall structures.

[0003] However, existing vertical swaying components mainly use a controlled, liftable swaying mode, which is insufficient to cope with the significant stress concentration at the column base during swaying and cannot effectively protect the concentrated areas. Furthermore, energy-dissipating compensating materials such as mild steel and shear steel plates are difficult to maintain and replace after an earthquake, and their economic efficiency urgently needs further improvement. Summary of the Invention

[0004] The purpose of this invention is to provide a novel rotating friction energy-dissipating reinforced concrete swaying column, which solves the problem mentioned in the background art that existing vertical swaying components are mainly based on controlled lifting swaying modes, which are difficult to cope with the significant stress concentration at the column base during the swaying process and cannot effectively protect the concentrated area.

[0005] The present invention adopts the following technical solution:

[0006] The present invention discloses a novel rotating friction energy-dissipating reinforced concrete swaying column, comprising a column body and a cup-shaped foundation. The bottom of the column body is provided with a docking hemispherical seat, and the top of the cup-shaped foundation is provided with a supporting hemispherical groove. The docking hemispherical seat is movably disposed within the supporting hemispherical groove.

[0007] The column body and the cup-shaped foundation are fastened together by anchoring components.

[0008] Preferably, the docking hemispherical seat includes a concrete hemispherical end and a column base plate. The concrete hemispherical end is integrally cast with the column body. The upper surface of the column base plate wraps around the lower surface of the concrete hemispherical end. The lower surface of the column base plate contacts the supporting hemispherical groove, and the column base plate is movably disposed within the supporting hemispherical groove.

[0009] Preferably, the concrete hemispherical end includes a column base, and the lower surface of the column base is provided with a plurality of hemispheres, the hemispheres, the column base and the column are integrally cast;

[0010] The column base plate includes a flat plate seat, on which a plurality of docking hemispherical shells are provided, each of which corresponds to a hemisphere, and the upper surface of the docking hemispherical shell wraps around the surface of the hemisphere.

[0011] The upper surface of the flat plate is fixedly connected to the column base;

[0012] The lower surface of the docking hemispherical shell slides into contact with the supporting hemispherical groove.

[0013] Preferably, the supporting hemispherical groove includes a supporting plate, and a plurality of supporting hemispherical shells are provided on the supporting plate. The supporting hemispherical shells correspond one-to-one with the docking hemispherical shells. A certain amount of movable gap is left between the upper surface of the supporting plate and the lower surface of the flat plate seat. The upper surface of the supporting hemispherical shell and the lower surface of the docking hemispherical shell slide in contact with each other.

[0014] The cup base has multiple hemispherical pits, the lower surface of the supporting hemispherical shell is fixedly connected to the hemispherical pits, and the lower surface of the supporting plate is fixedly connected to the cup base.

[0015] Preferably, the anchoring component is embedded in the column body and the cup-shaped foundation;

[0016] The anchoring assembly includes prestressed steel strands, and a first reserved channel is provided at the central axis position of the column body and the docking hemispherical seat, and a second reserved channel is provided at the central axis position of the supporting hemispherical groove and the cup-shaped foundation.

[0017] The prestressed steel strand passes through the first reserved duct and the second reserved duct, and the two ends of the prestressed steel strand are fastened to the column body and the cup-shaped foundation respectively by extrusion anchors.

[0018] Preferably, the compression anchor includes an anchor plate and a compression sleeve;

[0019] The anchor plate is disposed outside the openings of the first reserved channel and the second reserved channel;

[0020] The anchor plate is provided with a through conical hole, which is in the shape of an inverted cone. After the prestressed steel strand passes through the conical hole, the extrusion sleeve is provided, and the extrusion sleeve is tightly clamped to the prestressed steel strand and tightly locked in the conical hole.

[0021] Preferably, an anchoring cavity is provided at the bottom of the cup base, and the bottom opening of the second reserved channel is located in the anchoring cavity;

[0022] The compression anchor at the bottom of the second reserved channel is disposed in the anchoring cavity.

[0023] This invention also discloses a novel construction method for a rotary friction energy-dissipating reinforced concrete swaying column, characterized by comprising the following steps:

[0024] Step 1: Fabricate the column base plate and supporting hemispherical groove. After the steel plate is cut, the hemispherical groove is processed by stamping (for mass production) or CNC milling (for high precision requirements) to form the column base plate and the supporting hemispherical groove. Holes are drilled at the center of the groove according to the design diameter of the first and second reserved channels to form reserved channels for the prestressed steel strands to pass through. Surface treatments such as deburring and rust prevention are performed.

[0025] Step 2: The upper surface of the column base plate and the lower surface of the supporting hemispherical groove are roughened by sandblasting or shot blasting to enhance the interfacial adhesion. A template is made according to the size of the cup-shaped foundation and fixed to the supporting hemispherical groove by bolts or welding. After the reinforcement is tied, a reserved sleeve is placed in the central axis of the template, and the reserved sleeve is matched with the drilled hole at the center of the supporting hemispherical groove to form the second reserved channel. Then, concrete is poured to form the cup-shaped foundation.

[0026] Step 3: Make a flat template according to the dimensions of the column body and the docking hemispherical seat, and splice it with the column base plate to form an integral module. Set a through-hole pre-reserved sleeve at the central axis position of the integral module to form the first pre-reserved channel. After the reinforcement is tied, pour concrete to form the column body and the docking hemispherical seat.

[0027] Step 4: After the concrete has initially set, remove the formwork and cure it to more than 75% of the design strength standard value. Then, hoist the column body and the docking hemispherical seat into place on the cup-shaped foundation and the supporting hemispherical groove according to the positioning axis.

[0028] Step 5: Apply prestress using the post-tensioning method. After the component is installed, insert the prestressed steel strands into the first and second reserved ducts, and then tension and anchor them in stages using extrusion anchors and jacks.

[0029] Compared with the prior art, the beneficial technical effects of the present invention are as follows:

[0030] This invention proposes a novel rotating friction energy-dissipating reinforced concrete swaying column structure. This structure utilizes vertical dead load and prestress as restoring forces to achieve controlled swaying of vertical components. Energy is dissipated through sliding friction between the column base plate and the supporting hemispherical groove, significantly reducing stress concentration and damage in the column base area during swaying. It features no need to replace energy-dissipating components and no damage to the column body during swaying. Furthermore, it combines swaying modes with and without lifting, achieving a large restoring lever arm during swaying. This structure is simple, easy to construct, and significantly improves the versatility of swaying components in prefabricated structures. Attached Figure Description

[0031] The present invention will be further described below with reference to the accompanying drawings.

[0032] Figure 1 This is a schematic diagram of the novel rotating friction energy-dissipating reinforced concrete swaying column structure of the present invention. Figure 1 ;

[0033] Figure 2 This is a schematic diagram of the novel rotating friction energy-dissipating reinforced concrete swaying column structure of the present invention. Figure 2 ;

[0034] Figure 3 This is a front view of the column body in the novel rotating friction energy-dissipating reinforced concrete swaying column of the present invention;

[0035] Figure 4 This is a top view of the column body in the novel rotating friction energy-dissipating reinforced concrete swaying column of the present invention;

[0036] Figure 5 This is a schematic diagram of the concrete hemispherical end structure in the novel rotating friction energy-dissipating reinforced concrete swaying column of the present invention;

[0037] Figure 6 This is a schematic diagram of the column base plate structure in the novel rotating friction energy-dissipating reinforced concrete swaying column of the present invention;

[0038] Figure 7 This is a front view of the cup-shaped foundation in the novel rotating friction energy-dissipating reinforced concrete swaying column of the present invention;

[0039] Figure 8 This is a top view of the cup-shaped foundation in the novel rotating friction energy-dissipating reinforced concrete swaying column of the present invention;

[0040] Figure 9 This is a schematic diagram of the supporting hemispherical groove structure in the novel rotating friction energy-dissipating reinforced concrete swaying column of the present invention;

[0041] Figure 10 This is a schematic diagram of the extrusion anchor structure in the novel rotating friction energy-dissipating reinforced concrete rocking column of the present invention;

[0042] Figure 11 This is a schematic diagram of the anchor plate and extrusion sleeve structure in the novel rotating friction energy-dissipating reinforced concrete sway column of the present invention;

[0043] Figure 12 This is a schematic diagram illustrating the rotational effect of the novel rotating friction energy-dissipating reinforced concrete swaying column of the present invention.

[0044] Figure 13 This is a schematic diagram illustrating the motion effect between the column base plate and the supporting hemispherical groove during the rotation of the novel rotating friction energy-dissipating reinforced concrete swaying column of the present invention.

[0045] Figure 14 This is a schematic diagram of the mesh generation results for the novel rotating friction energy-dissipating reinforced concrete swaying column model of the present invention;

[0046] Figure 15 This is a diagram showing the attenuation relationship between the dynamic and static friction coefficients in the motion friction of the novel rotating friction energy-dissipating reinforced concrete swaying column of this invention.

[0047] Figure 16 This is a diagram showing the relationship between shear force and slip in the isotropic Coulomb friction of the novel rotating friction energy-dissipating reinforced concrete swaying column of the present invention.

[0048] Figure 17 This is a diagram showing the uniaxial stress-strain relationship of the concrete in the novel rotating friction energy-dissipating reinforced concrete rocking column of the present invention.

[0049] Figure 18 This is a constitutive model diagram of the steel material for the novel rotating friction energy-dissipating reinforced concrete swaying column of the present invention;

[0050] Figure 19 This is a diagram showing the boundary constraints and load model of the novel rotating friction energy-dissipating reinforced concrete swaying column model of the present invention.

[0051] Figure 20 This is a diagram illustrating the top displacement loading mechanism of the novel rotating friction energy-dissipating reinforced concrete swaying column of the present invention.

[0052] Figure 21 Mises stress distribution diagram of the peak displacement model of the novel rotating friction energy-dissipating reinforced concrete swaying column of this invention;

[0053] Figure 22 This is a hysteresis curve of the novel rotating friction energy-dissipating reinforced concrete swaying column of the present invention.

[0054] Explanation of reference numerals in the attached drawings: 1. Column body; 2. Cup-shaped foundation; 2-1. Hemispherical pit; 2-2. Anchoring cavity; 3. Butt joint hemispherical seat; 3-1. Concrete hemispherical end; 3-1-1. Column body base; 3-1-2. Hemispherical; 3-2. Column base plate; 3-2-1. Flat plate seat; 3-2-2. Butt joint hemispherical shell; 4. Supporting groove for the hemispherical; 4-1. Supporting plate; 4-2. Supporting hemispherical shell; 5. Anchoring assembly; 5-1. Prestressed steel strand; 5-2. Extrusion anchor; 5-2-1. Anchor plate; 5-2-2. Conical hole; 5-2-3. Extrusion sleeve; 6. First reserved channel; 7. Second reserved channel. Detailed Implementation

[0055] To make the technical problems, technical solutions, and beneficial effects of the present invention clearer, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments.

[0056] like Figure 1 and Figure 2 As shown in the figure, this embodiment discloses a novel rotating friction energy-dissipating reinforced concrete swaying column, including a column body 1 and a cup-shaped foundation 2. A connecting hemispherical seat 3 is provided at the bottom of the column body 1, and a supporting hemispherical groove 4 is provided at the top of the cup-shaped foundation 2. The connecting hemispherical seat 3 is movably disposed within the supporting hemispherical groove 4. The column body 1 and the cup-shaped foundation 2 are fastened together by an anchoring component 5. When the column body 1 is subjected to swaying force, the connecting hemispherical seat 3 can rotate within the supporting hemispherical groove 4 and the cup-shaped foundation 2. Simultaneously, to meet the rotation requirements of the connecting hemispherical seat 3, the central angle of the supporting hemispherical groove 4 can be appropriately enlarged.

[0057] like Figures 3 to 4 As shown, the docking hemispherical seat 3 includes a concrete hemispherical end 3-1 and a column base plate 3-2. The concrete hemispherical end 3-1 and the column body 1 are integrally cast. The upper surface of the column base plate 3-2 wraps around the lower surface of the concrete hemispherical end 3-1. During casting, the column base plate 3-2 can be cast and connected together as the bottom permanent formwork of the concrete hemispherical end 3-1, so that the column base plate 3-2, the concrete hemispherical end 3-1 and the column body 1 become a whole. The lower surface of the column base plate 3-2 slides in contact with the supporting hemispherical groove 4 so that the column body 1 can rotate relative to each other when it is subjected to force and swaying.

[0058] In this embodiment, the cross-section of the column 1 is rectangular.

[0059] like Figure 5 As shown, the concrete hemispherical end 3-1 includes a column base 3-1-1, and a plurality of hemispheres 3-1-2 are provided on the lower surface of the column base 3-1-1. The hemispheres 3-1-2, the column base 3-1-1, and the column body 1 are integrally cast together. In this embodiment, four hemispheres 3-1-2 are provided.

[0060] like Figure 6As shown, the column base plate 3-2 includes a flat plate seat 3-2-1, on which four mating hemispherical shells 3-2-2 are provided. The mating hemispherical shells 3-2-2 correspond one-to-one with the hemispheres 3-1-2, and the upper surface of the mating hemispherical shells 3-2-2 wraps around the surface of the hemispheres 3-1-2. The upper surface of the flat plate seat 3-2-1 is cast together with the column base 3-1-1, and the mating hemispherical shells 3-2-2 are cast together with the hemispheres 3-1-2. The entire upper surface of the column base plate 3-2 is roughened by sandblasting or shot blasting to enhance the interfacial adhesion and make the connection more stable during casting. The lower surface of the mating hemispherical shells 3-2-2 is a smooth surface, so that the lower surface of the mating hemispherical shells 3-2-2 and the supporting hemispherical grooves 4 are in sliding contact fit.

[0061] like Figures 7 to 9 As shown, the hemispherical support groove 4 includes a support plate 4-1, on which four hemispherical shells 4-2 are provided. Each hemispherical shell 4-2 corresponds one-to-one with a mating hemispherical shell 3-2-2. A certain gap is left between the upper surface of the support plate 4-1 and the lower surface of the flat plate 3-2-1. The upper surface of the support hemispherical shell 4-2 and the lower surface of the mating hemispherical shell 3-2-2 are in sliding contact. That is, after the mating hemispherical shell 3-2-2 is inserted into the support hemispherical shell 4-2, the lower surface of the flat plate 3-2-1 is higher than the upper surface of the support plate 4-1 by a certain distance to facilitate the subsequent rotation of the column base plate 3-2.

[0062] It should be noted that the hemisphere 3-1-2, the docking hemisphere shell 3-2-2, and the supporting hemisphere shell 4-2 mentioned in this embodiment are not strictly hemispheres cut according to the central plane. In order to ensure that the lower surface of the flat plate seat 3-2-1 is higher than the upper surface of the supporting plate 4-1 after the docking hemisphere shell 3-2-2 is placed in the supporting hemisphere shell 4-2, if the shape of the docking hemisphere shell 3-2-2 is spherical notch A and the shape of the supporting hemisphere shell 4-2 is spherical notch B, then the height of spherical notch A must be greater than the height of spherical notch B, so as to ensure that the integral column body 1 and the docking hemisphere seat 3 can swing without detaching from the supporting hemisphere groove 4.

[0063] In this embodiment, four hemispherical pits 2-1 are provided inside the cup base 2. The lower surface of the supporting hemispherical shell 4-2 is fixedly connected to the hemispherical pits 2-1, and the lower surface of the supporting plate 4-1 is fixedly connected to the cup base 2.

[0064] like Figure 2 , Figure 10 and Figure 11As shown, the anchoring component 5 is embedded within the column body 1 and the cup-shaped foundation 2. The anchoring component 5 includes a prestressed steel strand 5-1. A first reserved channel 6 is provided at the central axis position of the column body 1 and the connecting hemispherical seat 3, and a second reserved channel 7 is provided at the central axis position of the supporting hemispherical groove 4 and the cup-shaped foundation 2. The prestressed steel strand 5-1 passes through the first reserved channel 6 and the second reserved channel 7, and the two ends of the prestressed steel strand 5-1 are fastened to the column body 1 and the cup-shaped foundation 2 respectively by compression anchors 5-2.

[0065] The anchoring method can be selected according to the "Technical Specification for Application of Anchors, Clamps and Connectors for Prestressed Tendons" (JGJ85-2010). In this embodiment, a typical compression anchoring method is selected. Specifically, the compression anchor 5-2 includes an anchor plate 5-2-1 and a compression sleeve 5-2-3.

[0066] Anchor plate 5-2-1 is located outside the openings of the first reserved channel 6 and the second reserved channel 7. Anchor plate 5-2-1 has multiple through conical holes 5-2-2, each conical hole being an inverted cone shape with its smaller diameter end facing inwards towards the column body 1. When the prestressed steel strand 5-1 extends from the column body 1 and the cup-shaped foundation 2 to the outside, it passes through the conical holes 5-2-2 and is then fitted with a compression sleeve 5-2-3. The compression sleeve 5-2-3 is tightly secured to the prestressed steel strand 5-1 and tightly clamped within the conical holes 5-2-2.

[0067] In this embodiment, the outer wall of the extrusion sleeve 5-2-3 is conical to match the conical hole 5-2-2. The outer wall of the extrusion sleeve 5-2-3 also has a through expansion joint to facilitate its contraction. After the prestressed steel strand 5-1 is tensioned, the extrusion sleeve 5-2-3 will tightly grip the prestressed steel strand 5-1 under the recoil force of the steel strand and the constraint of the anchor plate 5-2-1, anchoring the prestressed steel strand 5-1 using friction. The anchor plate 5-2-1 serves to position and support the strand, distributing the load transmitted by the prestressed steel strand 5-1 onto the concrete structure.

[0068] In this embodiment, an anchoring cavity 2-2 is provided at the bottom of the cup-shaped foundation 2, and the bottom opening of the second reserved channel 7 is located in the anchoring cavity 2-2; the compression anchor 5-2 at the bottom of the second reserved channel 7 is also located in the anchoring cavity 2-2.

[0069] The column 1 and the cup-shaped foundation 2 are fastened together at the central axis position by means of prestressed steel strands 5-1 and extrusion anchors 5-2. When the column 1 is swayed by external force, the anchoring component 5 tightly pulls the column 1 and the cup-shaped foundation 2 from the inside, thereby maintaining the effective connection of the whole. When the column 1 and the docking hemispherical seat 3 swing to a certain extent in the supporting hemispherical groove 4 and the cup-shaped foundation 2, the anchoring component 5 and the prestressed steel strands 5-1 can limit the swing amplitude and provide a restoring force.

[0070] This embodiment also discloses a novel construction method for a rotating friction energy-dissipating reinforced concrete sway column, including the following steps:

[0071] Step 1: Fabricate column base plate 3-2 and supporting hemispherical groove 4. After the steel plate is cut, it is mass-produced by stamping process or processed by CNC milling process to form hemispherical groove to form column base plate 3-2 and supporting hemispherical groove 4 with high precision requirements. Drill holes at the center position according to the design diameter of the first reserved channel 6 and the second reserved channel 7 to form reserved channels for the prestressed steel strand 5-1 to pass through. Then, perform surface treatment such as deburring and rust prevention.

[0072] Step 2: Sandblast or shot blast roughen the upper surface of the column base plate 3-2 and the lower surface of the supporting hemispherical groove 4 to enhance the interface adhesion. Make a template according to the size of the cup-shaped foundation 2, and fix it to the supporting hemispherical groove 4 by bolts or welding. After the reinforcement is tied, place a reserved sleeve at the center axis position inside the template, and the reserved sleeve matches the drilled hole at the center position of the supporting hemispherical groove 4 to form the second reserved channel 7. Then pour concrete to form the cup-shaped foundation 2.

[0073] Step 3: Make a flat template according to the dimensions of column body 1 and connecting hemispherical seat 3, and splice it with column base plate 3-2 to form an integral module. Set a through reserved sleeve at the central axis position of the integral module to form the first reserved channel 6. After the reinforcement is tied, pour concrete to form column body 1 and connecting hemispherical seat 3.

[0074] Step 4: After the concrete has initially set, remove the formwork and cure it to more than 75% of the design strength standard value. Then, hoist the column body 1 and the connecting hemispherical seat 3 into place on the cup-shaped foundation 2 and the supporting hemispherical groove 4 according to the positioning axis.

[0075] Step 5: Apply prestress using the post-tensioning method. After the component is installed, insert prestressed steel strands 5-1 into the first reserved duct 6 and the second reserved duct 7, and tension and anchor them in stages using extrusion anchors 5-2 and jacks.

[0076] The finite element analysis results are as follows:

[0077] A novel finite element model of a resilient reinforced concrete swaying column with rotational friction energy dissipation was established in ABAQUS. The column body 1, the connecting hemispherical seat 3, the cup-shaped foundation 2, and the supporting hemispherical groove 4 were all simulated using solid elements of type C3D8R. Considering that the concrete matrix only serves as a load-bearing component and its own deformation and influence on key contact points are minimal, it was treated as a rigid component, which was meshed using tetrahedral solid mesh of type C3D10. This simplifies preprocessing and improves computational efficiency (e.g., ...). Figure 14 The image shows the model mesh generation result.

[0078] In terms of model preprocessing, a tie constraint is used to achieve "surface-to-surface coupling" between the contact surfaces of the column base plate 3-2 and the concrete hemispherical end 3-1 in the reinforced concrete column. The same setting is used in the cup-shaped foundation 2 and the supporting hemispherical groove 4. In actual scenarios, the maximum static friction coefficient of the contact surface is generally slightly greater than the dynamic friction coefficient. The transition from static to mutual motion is accompanied by an exponential decay process of the maximum static friction coefficient towards the dynamic friction coefficient. However, obtaining relevant parameters, especially the decay factor, often requires testing under specific conditions, and the value of this factor is affected by environmental factors, making the acquisition process quite cumbersome.

[0079] like Figure 15 The figure shows the relationship between the decrease in the coefficients of dynamic and static friction in kinetic friction. Where µ... s : Static friction coefficient; µ k : Coefficient of kinetic friction; eq Equivalent slip rate: Reflects the speed at which the contact surfaces slide relative to each other. Formula The friction coefficient µ is described as a function of the equivalent slip rate. eq The relationship of change, where d e It is the attenuation coefficient, which controls the rate at which the static friction coefficient transitions to the dynamic friction coefficient.

[0080] To simplify the calculation model as much as possible, the lower surface of the column base plate 3-2 and the upper surface of the supporting hemispherical groove 4 are in isotropic Coulomb friction contact, with a tangential friction coefficient of 0.20 and a normal contact mode of "hard contact". This definition is a reasonable simplification for the actual dynamic-static friction state transformation, such as... Figure 16 As shown, the dynamic friction coefficient and static friction coefficient of the contact surface are assumed to be equal during loading. If necessary, kinematic friction contact can be used in subsequent analyses after relevant parameters are confirmed, in order to more accurately obtain the "starting bending moment" of the relative motion state of the friction surface. τ eq : Equivalent shear stress, representing the effect of tangential force on the contact surface; τ crit Critical shear stress: When the equivalent shear stress reaches this value, relative sliding begins to occur on the contact surfaces; Δ γSlippage, representing the degree of relative sliding between contacting objects. μ s μ k μ: μ s It is the coefficient of static friction, used to describe the ability of an object to resist relative sliding when it is at rest; μ k It is the coefficient of kinetic friction, used to describe the frictional characteristics of objects during relative sliding; assuming μ s = μ k = μ, which means assuming that the dynamic and static friction coefficients are equal.

[0081] like Figure 17 and Figure 18 As shown, regarding the material constitutive model, the concrete is modeled using the CDP plastic damage model, with a material grade of C50 and a Poisson's ratio of 0.20. The horizontal axis (ε) represents strain, i.e., the degree of deformation of the concrete during stress, and is a dimensionless quantity. ε u Ultimate compressive strain: The strain value at which concrete fails under compression. When the compressive strain of concrete reaches this value, the concrete essentially loses its load-bearing capacity; ε cr Cracking strain: The strain value corresponding to the onset of cracks in concrete under tension; ε cu Ultimate tensile strain of concrete: the strain value at which it fails under tension. Vertical axis (σ): represents stress, i.e., the force per unit area, usually measured in MPa (megapascals). f tr The standard value of axial tensile strength of concrete is the average stress that concrete can withstand under axial tension; 0.5f cr The figure shows half of the standard compressive strength value, which is often used as a reference stress value in some designs and analyses; f cr The standard value of axial compressive strength of concrete is the average stress that concrete can withstand under axial compression. A negative sign indicates compressive stress. The constitutive models for both reinforcing steel and steel plates use a bilinear model. The reinforcing steel grade is HRB400, and the steel plate material is Q550, with a Poisson's ratio of 0.25. The horizontal axis (ε) represents strain, indicating the degree of deformation of the steel under stress; it is dimensionless. ε u : Ultimate strain of steel, i.e., the strain value at which steel fails; Vertical axis (σ): Stress, in MPa (megapascals); σ0: Yield strength of steel, the stress value at which steel begins to exhibit significant plastic deformation. Once the stress reaches this value, the steel enters the yield stage, and even if the stress no longer increases, the strain will continue to increase; E: Modulus of elasticity, reflecting the ratio of stress to strain in the elastic stage of steel, i.e. The unit is the same as that of stress, and it is an indicator for measuring the ability of steel to resist elastic deformation.

[0082] like Figure 19 and Figure 20The diagram shows the boundary constraints and loading mechanism of the model. The entire loading process consists of two analysis steps. In Step 1 (Step 1 is the first step of the analysis process manually set in the ABAQUS software), the vertical load is applied to the top surface of column 1 to simulate prestress. Since the elongation of the prestressed steel strand 5-1 along the one-sided ball joint rotation mechanism is small, it can be approximately assumed that the prestress remains constant throughout the loading process. In Step 2 (Step 2 is the second step of the analysis process manually set in the ABAQUS software), the top of column 1 is loaded with lateral displacement. Since the component itself is not expected to exhibit significant nonlinearity during the loading process, each level of displacement loading is performed only once. Figure 19 In the figure, Δ represents one displacement loading cycle, and n1=2, n2=3.

[0083] The Mises stress distribution of the model at peak displacement is as follows Figure 21 As shown, the hysteresis curve is... Figure 22 Hysteresis curve. It can be seen that setting the prestressed steel strand 5-1 at the center position can effectively provide the restoring capacity, and dissipate the seismic energy through the additional friction of relative sliding between the column base plate 3-2 and the supporting hemispherical groove 4. At the same time, the setting of the eccentric ball joint can effectively reduce the damage to the column bases on both sides.

[0084] The innovative points and advantages of the technical solution of this invention are as follows:

[0085] (1) Through geometric design, the present invention ensures that the column body 1 rotates around a predetermined center, realizing a pure rotation mode without collision contact, which significantly reduces the risk of stress concentration and damage to the column base concrete (i.e., the concrete at the bottom of the column body).

[0086] (2) The structure of the present invention can realize controllable lifting and swinging, and automatically provide restoring force within the design displacement angle range by utilizing vertical load. This not only improves seismic safety, but also forms a reliable second-order stiffness system by optimizing the lever arm size and combining it with the prestressing device.

[0087] (3) Abandoning the traditional external damper, the sliding friction damping between the components of the rocker column itself is used to dissipate energy. The structure is simple, the mechanical model is clear, and there is no need to replace the energy dissipation components after the earthquake, resulting in low maintenance costs.

[0088] (4) For the junction area between the rectangular section column 1 and the ball joint, local shear strengthening design (such as setting structural reinforcement) can be carried out, without the need to set up an external shear resistance device, thus simplifying the node construction;

[0089] (5) Within the design lateral displacement angle limit, the axial dead load and prestress work together to provide the restoring force, resulting in small residual deformation of the structure after the earthquake and excellent restoring performance;

[0090] (6) Except for the column base plate 3-2 and the supporting hemispherical groove 4 which require special processing, the other template working surfaces are all planar structures, which significantly improves the convenience of construction and is suitable for modular mass production;

[0091] (7) The column base plate 3-2 and the supporting hemispherical groove 4 can be made of steel, brass and other materials with different friction coefficients according to the maximum static friction resistance and sliding friction force required, so as to adapt to different stiffness and energy consumption requirements.

[0092] The embodiments described above are merely preferred embodiments of the present invention and are not intended to limit the scope of the present invention. Various modifications and improvements made by those skilled in the art to the technical solutions of the present invention without departing from the spirit of the present invention should fall within the protection scope defined by the claims of the present invention.

Claims

1. A novel rotating friction energy-dissipating reinforced concrete swaying column, characterized in that: It includes a column body (1) and a cup base (2). The bottom of the column body (1) is provided with a docking hemispherical seat (3), and the top of the cup base (2) is provided with a supporting hemispherical groove (4). The docking hemispherical seat (3) is movably disposed in the supporting hemispherical groove (4). The column (1) and the cup base (2) are fastened together by the anchoring component (5).

2. The novel rotating friction energy-dissipating reinforced concrete swaying column according to claim 1, characterized in that: The docking hemispherical seat (3) includes a concrete hemispherical end (3-1) and a column base plate (3-2). The concrete hemispherical end (3-1) is integrally cast with the column body (1). The upper surface of the column base plate (3-2) wraps around the lower surface of the concrete hemispherical end (3-1). The lower surface of the column base plate (3-2) contacts the supporting hemispherical groove (4), and the column base plate (3-2) is movably disposed in the supporting hemispherical groove (4).

3. The novel rotating friction energy-dissipating reinforced concrete swaying column according to claim 2, characterized in that: The concrete hemispherical end (3-1) includes a column base (3-1-1), and a plurality of hemispheres (3-1-2) are provided on the lower surface of the column base (3-1-1). The hemispheres (3-1-2), the column base (3-1-1), and the column (1) are integrally cast together. The column base plate (3-2) includes a flat plate base (3-2-1), on which a plurality of docking hemispherical shells (3-2-2) are provided. The docking hemispherical shells (3-2-2) correspond one-to-one with the hemispheres (3-1-2), and the upper surface of the docking hemispherical shells (3-2-2) wraps around the surface of the hemispheres (3-1-2). The upper surface of the flat plate base (3-2-1) is fixedly connected to the column base (3-1-1); The lower surface of the docking hemispherical shell (3-2-2) slides in contact with the supporting hemispherical groove (4).

4. The novel rotating friction energy-dissipating reinforced concrete swaying column according to claim 3, characterized in that: The supporting hemispherical groove (4) includes a supporting plate (4-1), on which a plurality of supporting hemispherical shells (4-2) are provided. The supporting hemispherical shells (4-2) correspond one-to-one with the docking hemispherical shells (3-2-2). The upper surface of the supporting plate (4-1) and the lower surface of the flat plate (3-2-1) have a certain movable gap. The upper surface of the supporting hemispherical shell (4-2) and the lower surface of the docking hemispherical shell (3-2-2) slide in contact with each other. The cup base (2) is provided with multiple hemispherical pits (2-1), the lower surface of the supporting hemispherical shell (4-2) is fixedly connected to the hemispherical pits (2-1), and the lower surface of the supporting plate (4-1) is fixedly connected to the cup base (2).

5. The novel rotating friction energy-dissipating reinforced concrete swaying column according to claim 1, characterized in that: The anchoring component (5) is embedded in the column body (1) and the cup-shaped foundation (2); The anchoring component (5) includes prestressed steel strands (5-1), and a first reserved hole (6) is provided at the central axis position of the column body (1) and the docking hemispherical seat (3), and a second reserved hole (7) is provided at the central axis position of the supporting hemispherical groove (4) and the cup-shaped foundation (2). The prestressed steel strand (5-1) passes through the first reserved duct (6) and the second reserved duct (7), and the two ends of the prestressed steel strand (5-1) are fastened to the column body (1) and the cup-shaped foundation (2) respectively by extrusion anchors (5-2).

6. The novel rotating friction energy-dissipating reinforced concrete swaying column according to claim 5, characterized in that: The extrusion anchor (5-2) includes an anchor plate (5-2-1) and an extrusion sleeve (5-2-3); The anchor plate (5-2-1) is set outside the openings of the first reserved channel (6) and the second reserved channel (7); The anchor plate (5-2-1) is provided with a through conical hole (5-2-2), which is an inverted cone shape. The prestressed steel strand (5-1) passes through the conical hole (5-2-2) and is then provided with the extrusion sleeve (5-2-3). The extrusion sleeve (5-2-3) is tightly clamped onto the prestressed steel strand (5-1) and is tightly locked inside the conical hole (5-2-2).

7. The novel rotating friction energy-dissipating reinforced concrete swaying column according to claim 5, characterized in that: The bottom of the cup base (2) is provided with an anchoring cavity (2-2), and the bottom opening of the second reserved channel (7) is located in the anchoring cavity (2-2); The compression anchor (5-2) at the bottom of the second reserved channel (7) is set in the anchoring cavity (2-2).

8. A novel construction method for a rotary friction energy-dissipating reinforced concrete swaying column, characterized in that, Includes the following steps: Step 1: Make column base plate (3-2) and supporting hemispherical groove (4). After the steel plate is cut, the hemispherical groove is processed by stamping process (mass production) or CNC milling process (high precision requirement) to form the column base plate (3-2) and the supporting hemispherical groove (4). Drill holes at the center position according to the design diameter of the first reserved hole (6) and the second reserved hole (7) to form reserved holes for the prestressed steel strand (5-1) to pass through. Then, perform surface treatment such as deburring and rust prevention. Step 2: Sandblast or shot blast roughen the upper surface of the column base plate (3-2) and the lower surface of the supporting hemispherical groove (4) to enhance the interface adhesion. Make a template according to the size of the cup foundation (2), and fix it to the supporting hemispherical groove (4) by bolts or welding. After the steel bars are tied, place a reserved sleeve in the central axis inside the template, and the reserved sleeve matches the drilled hole at the center of the supporting hemispherical groove (4) to form the second reserved channel (7). Then pour concrete to form the cup foundation (2). Step 3: Make a flat template according to the dimensions of the column body (1) and the docking hemispherical seat (3), and splice it with the column base plate (3-2) to form an integral module. Set a through-hole reserved sleeve at the central axis position of the integral module to form the first reserved channel (6). After the steel bars are tied, pour concrete to form the column body (1) and the docking hemispherical seat (3). Step 4: After the concrete has initially set, remove the formwork and cure it to more than 75% of the design strength standard value. Then, hoist the column body (1) and the docking hemispherical seat (3) into place on the cup-shaped foundation (2) and the supporting hemispherical groove (4) according to the positioning axis. Step 5: Apply prestress using the post-tensioning method. After the component is installed, insert the prestressed steel strand (5-1) into the first reserved duct (6) and the second reserved duct (7), and tension and anchor it in stages with the jack through the extrusion anchor (5-2).

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