Integral swing deformation self-resetting structure

Abstract

The utility model discloses an integral type swinging deformation self-resetting structure which comprises an upper structure, a lower structure, an upper structure and a lower structure, and the upper structure integrally swings by taking a structural plane arrangement centroid shaft as a reference; the multiple foundations are arranged at the bottom of the upper structure; the elastic limiting energy dissipation support is arranged between the bottom of the upper structure and the foundation; the elastic limiting energy dissipation support comprises a plurality of vertically-arranged springs and energy dissipation pieces, the vertical rigidity of the multiple springs is symmetrically arranged around the centroid of the overall upper structure base, the energy dissipation pieces are parallel to the central axes of the springs, and the energy dissipation pieces are of a cross-shaped structure. Compared with a traditional frame structure form, the original shear deformation, bending deformation or bending-shear deformation mode is changed into rigid body swing of an integral structure, earthquake response is reduced, interlayer deformation is more evenly distributed along the height of a building, and compared with an original self-resetting swing structure, a large number of self-resetting and energy-consuming nodes are prevented from being additionally arranged.

Description

TECHNICAL FIELD

[0001] The utility model relates to structural engineering technical field, concretely relates to a whole type swing deformation self-resetting structure. BACKGROUND

[0002] Traditional metro cover buildings are developed in the urbanization process to improve land use efficiency and alleviate traffic pressure. This building form fully utilizes the space above the subway station and integrates transportation, commerce, residence and other functions to form a multifunctional urban complex. With the expansion of urban subway networks, metro cover buildings are increasingly appearing in urban central areas, which not only improve land use efficiency, but also provide convenient transportation and living services for residents.

[0003] However, the noise and vibration generated by the subway have a significant impact on the surrounding environment and building structures. Noise mainly propagates through the tunnel and may affect the ground above, while vibration is transmitted to the building foundation through the track, tunnel and soil, causing structural vibration and secondary noise. When the subway vibration frequency is close to the frequency of human organs, resonance may occur, leading to discomfort and reduced work efficiency for humans. For residents, subway vibration mainly interferes with their rest and daily life. Long-term exposure to subway vibration may cause stress concentration and dynamic fatigue in building structures, reducing structural strength and even leading to uneven ground settlement and building tilting. Compared with seismic waves, subway-induced vibrations have smaller amplitude but stronger periodicity, and long-term effects cannot be ignored.

[0004] Traditional seismic design of structures mainly relies on ductility design. Post-earthquake repair and maintenance of traditional structures are not only challenging, but also often require significant investment of manpower, resources and financial resources. In addition, isolation devices in traditional technology cannot simultaneously achieve horizontal isolation and vertical vibration isolation, and cannot isolate high-frequency vibrations caused by subways and other factors.

[0005] Therefore, it is necessary to introduce the concept of recoverable function seismic design into the seismic and vibration control design of metro cover buildings based on systematic thinking, and to propose a whole type swing deformation self-resetting structure to solve the above problems. INVENTION CONTENTS

[0006] The utility model aims at providing a whole type swing deformation self-resetting structure to solve the problems raised in the background art.

[0007] To achieve the above-mentioned purpose, the utility model provides a whole type swing deformation self-resetting structure, comprising:

[0008] The upper structure is a frame structure, a frame shear wall structure, a shear wall structure or a cylinder structure, and the upper structure is arranged around a center axis of the structure plane layout to swing as a whole;

[0009] The foundation is arranged at the bottom of the upper structure.

[0010] The elastic limiting energy dissipation support is arranged between the bottom of the upper structure and the foundation.

[0011] The elastic limiting energy dissipation support comprises a plurality of vertically arranged springs and energy dissipation pieces, the vertical stiffness of the plurality of springs is symmetrically arranged around the center of the base of the whole upper structure, the energy dissipation pieces are arranged parallel to the central axis of the springs, and the energy dissipation pieces are in a cross-shaped structure.

[0012] In a preferred embodiment, the elastic limiting energy dissipation support further comprises limiting pieces, the limiting pieces are in a cylindrical structure, four limiting pieces are symmetrically arranged in four corners of the energy dissipation pieces, the springs are sleeved on the outer wall of the limiting pieces, and the springs can only be vertically stretched and compressed along the limiting pieces.

[0013] In a preferred embodiment, the limiting pieces comprise an upper circular steel cylinder and a lower circular steel cylinder, the outer diameter of the upper circular steel cylinder is smaller than the outer diameter of the lower circular steel cylinder, the upper circular steel cylinder is inserted into the lower circular steel cylinder, and a gap is left between the upper circular steel cylinder and the lower circular steel cylinder.

[0014] In a preferred embodiment, the elastic limiting energy dissipation support further comprises an upper support connecting plate and a lower support connecting plate, the top of the upper circular steel cylinder is fixedly connected with the upper support connecting plate, the bottom of the lower circular steel cylinder is fixedly connected with the lower support connecting plate, and the top end and the bottom of the spring are fixedly connected with the upper support connecting plate and the lower support connecting plate respectively.

[0015] In a preferred embodiment, the energy dissipation piece comprises an inserted cross-shaped steel plate and a friction surface cross-shaped steel plate seat, the top of the inserted cross-shaped steel plate is welded to the bottom of the upper support connecting plate, the friction surface cross-shaped steel plate seat is welded to the top of the lower support connecting plate, a cross-shaped through slot for inserting the inserted cross-shaped steel plate is formed in the friction surface cross-shaped steel plate seat, and a brass plate is attached to the inner wall of the cross-shaped through slot.

[0016] In a preferred embodiment, the lower support connecting plate is connected with the foundation through a foundation anchor rod, and the bottom of the upper structure is provided with a structural bottom steel sleeve.

[0017] In a preferred embodiment, the upper support connecting plate is connected with the structural bottom steel sleeve through a bolt, and the structural bottom steel sleeve and the upper structure member are fixedly connected through a type anchor rod arranged in the upper structure member.

[0018] Compared with the prior art, the upper structure has the following beneficial effects:

[0019] 1、 Compared with the traditional frame structure and other structure forms, the whole body swing deformation self-resetting structure changes the original shear deformation, bending deformation or bending shear deformation mode into rigid body swing of the overall structure, reduces the seismic response, and makes the interlayer deformation more uniform along the building height;

[0020] 2、 Compared with the previous self-resetting swing structure, the whole body swing deformation self-resetting structure is based on the overall thinking, mainly uses the swing deformation of the overall structure, avoids adding a large number of self-resetting and energy dissipation nodes in the previous self-resetting swing structure, simplifies the design process of the structure, is more conducive to the application in actual engineering, and meanwhile, it is unnecessary to additionally consider the special design of the filled wall of the structure with a large number of filled walls to adapt to the deformation requirement of the swing structure;

[0021] 3、 Compared with the traditional seismic isolation technology, the whole body swing deformation self-resetting structure has the horizontal seismic isolation and vertical vibration isolation effects and can isolate high-frequency vibration problems caused by the subway. BRIEF DESCRIPTION OF DRAWINGS

[0022] Figure 1 Fig. 1 is a three-dimensional schematic view of the whole body swing deformation self-resetting structure provided by the utility model;

[0023] Figure 2 Fig. 2 is a two-dimensional schematic view of the elastic limiting energy dissipation support provided by the utility model;

[0024] Figure 3 Fig. 3 is a three-dimensional schematic view of the elastic limiting energy dissipation support provided by the utility model;

[0025] Figure 4 Fig. 4 is the spring vertical deformation (single column) of the elastic limiting energy dissipation support provided by the utility model under the action of vertical load, Figure 4 Fig. 5 is the spring vertical deformation (single column) of the elastic limiting energy dissipation support provided by the utility model under the action of vertical load,

[0026] Figure 5 Fig. 6 is the spring vertical deformation (overall) of the elastic limiting energy dissipation support provided by the utility model under the action of vertical load, Figure 5 Fig. 7 is the spring vertical deformation (overall) of the elastic limiting energy dissipation support provided by the utility model under the action of vertical load,

[0027] Figure 6 Fig. 8 is a non-deformation schematic view of the finite element model in the embodiment of the utility model, Figure 6 Fig. 9 is a deformation diagram of the finite element model at a certain time in the embodiment of the utility model;

[0028] Figure 7These are ten seismic ground motion acceleration response spectrum curves in a specific embodiment of this utility model;

[0029] Figure 8 This invention provides data on the inter-story drift angles (including X and Y directions) of each floor under frequent, fortified, and rare ground motions.

[0030] Figure 9 This invention relates to the proportion of rigid body displacement in each layer under frequent, fortified, and rare earthquakes.

[0031] Explanation of reference numerals in the attached figures:

[0032] 1. Upper structure; 2. Elastic limiting energy-dissipating support; 21. Spring; 22. Energy-dissipating component; 221. Inserted cross-shaped steel plate; 222. Friction surface cross-shaped steel plate seat; 223. Brass plate; 23. Limiting component; 231. Upper round steel cylinder; 232. Lower round steel cylinder; 2a. Upper connecting plate of support; 2b. Lower connecting plate of support; 3. Foundation; 4. Foundation anchor; 5. Structural bottom steel sleeve; 6. Bolt; 7. L-shaped anchor. Detailed Implementation

[0033] The technical solutions in the embodiments of this utility model will be clearly and completely described below. All other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this utility model.

[0034] Example 1:

[0035] like Figures 1 to 9 As shown, the integral rocking deformation self-resetting structure of this utility model includes: an upper structure 1, an elastic limiting energy-dissipating support 2, and a foundation 3. The upper structure 1 is a frame structure, a frame-shear wall structure, a shear wall structure, or a cylindrical structure, and the upper structure 1 rockes as a whole with the centroidal axis of the structural plane as the reference. Multiple foundations 3 are set at the bottom of the upper structure 1, and the elastic limiting energy-dissipating support 2 is set between the bottom of the upper structure 1 and the foundations 3. The elastic limiting energy-dissipating support 2 includes multiple vertically arranged springs 21, energy-dissipating components 22, and limiting components 23, and the vertical stiffness of the multiple springs 21 is symmetrically arranged around the centroid of the base of the overall upper structure 1.

[0036] The energy-dissipating component 22 has a cross-shaped structure and is arranged parallel to the central axis of the spring. The limiting component 23 has a cylindrical structure, and four limiting components 23 are symmetrically arranged within the four corners of the energy-dissipating component in the cross-shaped structure. The spring 21 is sleeved on the outer wall of the limiting component 23, and the spring 21 can only undergo vertical tensile and compressive deformation along the limiting component 23. The limiting component 23 is designed to prevent lateral deformation of the spring 21 and to provide the spring with a certain shear resistance.

[0037] Further, the limiting member 23 comprises an upper round steel cylinder 231 and a lower round steel cylinder 232, the outer diameter of the upper round steel cylinder 231 is smaller than that of the lower round steel cylinder 232, the upper round steel cylinder 231 is inserted into the lower round steel cylinder 232, and a small gap is left between the upper round steel cylinder 231 and the lower round steel cylinder 232.

[0038] Further, the elastic limiting energy dissipation support 2 further comprises a support upper connecting plate 2a and a support lower connecting plate 2b, the top of the upper round steel cylinder 231 is fixedly connected with the support upper connecting plate 2a, the bottom of the lower round steel cylinder 232 is fixedly connected with the support lower connecting plate 2b, and the top end and the bottom of the spring 21 are respectively welded with the support upper connecting plate 2a and the support lower connecting plate 2b. The support lower connecting plate 2b is connected with the foundation 3 through the foundation anchor rod 4, the bottom of the upper structure 1 is provided with a structure bottom steel sleeve 5, the support upper connecting plate 2a is connected with the structure bottom steel sleeve 5 through the bolt 6, and the structure bottom steel sleeve 5 is fixedly connected with the structure member through the L-shaped anchor rod 7 embedded in the structure member.

[0039] The energy dissipation member 22 comprises an inserted cross-shaped steel plate 221 and a friction surface cross-shaped steel plate seat 222, the top of the inserted cross-shaped steel plate 221 is welded to the bottom of the support upper connecting plate 2a, the friction surface cross-shaped steel plate seat 222 is welded to the top of the support lower connecting plate 2b, the friction surface cross-shaped steel plate seat 222 is provided with a cross-shaped through slot for inserting the inserted cross-shaped steel plate 221, and the inner wall of the cross-shaped through slot is attached with a brass plate 223, so as to provide the elastic limiting energy dissipation support with the ability of friction energy dissipation in the process of vertical deformation, thereby further dissipating the energy input into the main structure by the earthquake.

[0040] The spring 21 in the elastic limiting energy dissipation support 2 only allows vertical tensile and compressive deformation, and the spring vertical stiffness is symmetrically arranged around the overall upper structure base centroid. The spring stiffness is designed according to the premise of rigid body displacement ratio and vertical vibration acceleration control requirement, and according to the difference of the vertical load area of the upper structure floor, when the elastic limiting energy dissipation support is located below the larger or smaller range vertical load area, the spring design stiffness is increased or decreased in proportion to the load area, so as to ensure that the upper structure bottom plane is at the same horizontal height. When the structure is subjected to the action of the earthquake, the upper structure occurs overall rocking, and the rocking amplitude is controlled through the elastic limiting energy dissipation support, and the earthquake energy is dissipated, so that the interlayer deformation is uniformly distributed along the building height, so as to have the effects of horizontal seismic isolation and vertical seismic isolation and isolation of high-frequency vibration problems caused by the subway.

[0041] Further, the upper structure can be additionally provided with supports, metal, viscoelastic, viscous, eddy current damper or tuned mass damper, etc.

[0042] Embodiment 2

[0043] In the embodiment, the upper structure selects a 10-layer steel frame structure, the layer height is 4 m, both X and Y directions are two spans, each span is 5 m, the damping ratio is 2%, the seismic fortification intensity is 8 degrees 0.3 g, the site category is the second group of type II, the characteristic period is 0.4 s, the floor dead load is 3 kN / m2, the floor live load is 2 kN / m2, the frame column and beam are made of Q345 steel, and the basic size parameters of the structure are shown in Table 1.

[0044] Table 1 Basic size parameters of the upper structure

[0045]

[0046] In order to further optimize the above technical scheme, the elastic limiting energy dissipation support 2 is arranged at the bottom of the upper structure, the rigid body displacement ratio is set to 80%, the structure mechanics analysis model is established, the overall rotation stiffness of the structure bottom caused by spring deformation is 2798410 kN.m / rad, and the vertical stiffness of the spring 21 is obtained based on the overall rotation stiffness of the structure bottom.

[0047] According to the difference of the floor vertical load bearing area of the upper structure, the spring stiffness is designed, because the plane and vertical arrangement of the upper structure in the embodiment is symmetrical, the elastic limiting energy dissipation support is arranged symmetrically at the bottom of the upper structure, and the vertical stiffness of the spring in the elastic limiting energy dissipation support is kept consistent. At the same time, according to the principle that the elastic support with a larger vertical load bearing area is designed to have a larger stiffness, the bottom layer plane of the upper structure is kept at the same horizontal height. According to the case of the embodiment and the distribution of the load bearing area, the relative proportion of the spring stiffness is K1:K2:K3=1:2:4, so three different spring stiffness values are set, which are K1=13.99 kN / mm, K2=27.98 kN / mm and K3=55.96 kN / mm.

[0048] As shown in Figure 4 (A), the bottom layer plane of the upper structure is kept at the same horizontal height, the vertical deformation of the spring is 38 mm (keeping integer), and the principle that the spring with a larger load bearing area has a larger stiffness is met. In addition, the vertex push-over analysis is performed on the upper structure under the three different spring stiffnesses of K1, K2 and K3, the rigid body displacement ratio of the upper structure is 81%, and the preset rigid body displacement ratio is reached.

[0049] Further, referring to Figure 4 (A), 4(B), 5(A) and 5(B), whether the vertical load of the structure floor is considered or not, the vertical deformation of the spring located at the symmetrical axis position of the structure plane arrangement is 0 mm (keeping integer) during the push-over analysis of the structure, and when the vertical load of the structure floor is not considered, the absolute values of the vertical deformations of the springs located on both sides of the symmetrical axis are equal, as shown in Figure 4(B), the absolute value of vertical deformation of the spring on both sides of the symmetrical axis of the structural plane arrangement is 76 mm (retain integer).

[0050] Further, the elastic-plastic time-history analysis is further conducted to check whether the rigid body displacement ratio meets the requirements.

[0051] In the embodiment, 10 natural ground motions are selected to perform the frequently occurring, fortification and rare earthquake motion excitation input of the upper structure, Figure 6 The natural ground motion acceleration response spectrum is 10.

[0052] Through analysis, the inter-story drift angle of each layer under the frequently occurring, fortification and rare earthquake motion is as shown in the table, Figure 8 Satisfying the design requirements and meeting the design requirements of making the inter-story deformation more uniform along the building height.

[0053] In the embodiment, the rigid body displacement ratio under the frequently occurring, fortification and rare earthquake motion is as shown in the table, Figure 9 Reaching the preset rigid body displacement ratio, and the rigid body displacement ratio in each layer is large, the structural damage deformation is small, and the seismic toughness expectation is met.

[0054] The method provided by the embodiment can design the rigidity of the elastic limiting energy dissipation support based on the force balance equation, and the calculation method is relatively accurate and reliable.

[0055] Although the embodiments of the utility model have been shown and described, it can be understood by those skilled in the art that various changes, modifications, replacements and variations can be made to these embodiments without departing from the principles and spirits of the utility model, the scope of the utility model is defined by the appended claims and their equivalents.

Claims

1. A monolithic rocking-deforming self-centering structure, characterized in that: The application relates to a structure, which comprises the following parts: an upper structure (1) which is a frame structure, a frame shear wall structure, a shear wall structure or a cylinder structure, and the upper structure (1) is arranged in the structural plane and is used as the reference of the overall rocking of the upper structure (1); a plurality of foundations (3) arranged at the bottom of the upper structure (1); and elastic limiting energy dissipation supports (2) arranged between the bottom of the upper structure (1) and the foundations (3). The elastic limiting energy dissipation supports (2) comprise a plurality of vertically arranged springs (21) and energy dissipation pieces (22), the vertical stiffness of the plurality of springs (21) is symmetrically arranged around the base center of the overall upper structure (1), the energy dissipation piece (22) is arranged parallel to the central axis of the spring (21), and the energy dissipation piece (22) is a cross-shaped structure. The elastic limiting energy dissipation supports (2) further comprise limiting pieces (23) which are cylindrical structures, and the four limiting pieces (23) are symmetrically arranged in the four corners of the energy dissipation piece (22), the spring (21) is sleeved on the outer wall of the limiting piece (23), and the spring (21) can only be vertically stretched and compressed in the limiting piece (23). The limiting piece (23) comprises an upper circular steel cylinder (231) and a lower circular steel cylinder (232), the outer diameter of the upper circular steel cylinder (231) is smaller than that of the lower circular steel cylinder (232), the upper circular steel cylinder (231) is inserted into the lower circular steel cylinder (232), and a gap is left between the upper circular steel cylinder (231) and the lower circular steel cylinder (232). The elastic limiting energy dissipation supports (2) further comprise a support upper connecting plate (2a) and a support lower connecting plate (2b), the top of the upper circular steel cylinder (231) is fixedly connected with the support upper connecting plate (2a), the bottom of the lower circular steel cylinder (232) is fixedly connected with the support lower connecting plate (2b), and the top end and the bottom of the spring (21) are fixedly connected with the support upper connecting plate (2a) and the support lower connecting plate (2b) respectively.

2. A monolithic rocking metamaterial self-closing structure according to claim 1, wherein: The energy dissipation piece (22) comprises an inserted cross-shaped steel plate (221) and a friction surface cross-shaped steel plate seat (222), the top of the inserted cross-shaped steel plate (221) is welded to the bottom of the support upper connecting plate (2a), the friction surface cross-shaped steel plate seat (222) is welded to the top of the support lower connecting plate (2b), a cross-shaped through groove for inserting the inserted cross-shaped steel plate (221) is formed in the friction surface cross-shaped steel plate seat (222), and a brass plate (223) is attached to the inner wall of the cross-shaped through groove.

3. The monolithic rocking metamaterial self-closing structure of claim 2, wherein: The support lower connecting plate (2b) is connected with the foundation (3) through a foundation anchor rod (4), and the bottom of the upper structure (1) is provided with a structural bottom steel sleeve (5).

4. The monolithic rocking metamaterial self-closing structure of claim 3, wherein: The support upper connecting plate (2a) and the structural bottom steel sleeve (5) are connected through a bolt (6), and the structural bottom steel sleeve (5) and the upper structure member are fixedly connected through an L-shaped anchor rod (7) arranged in the upper structure member.

5. The monolithic rocking metamaterial self-closing structure of claim 4, wherein: ​ 6. The monolithic rocking metamaterial self-closing structure of claim 4, wherein: ​ 7. A monolithic rocking metamaterial self-closing structure according to claim 6, wherein: ​

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