Anti-overturning support connecting structure of whole swing self-resetting structure

Abstract

This utility model discloses a connection structure for an integral rocking self-resetting anti-overturning support, comprising: an upper structure, an upper support, a lower support, and an anti-overturning support. The upper and lower parts of the anti-overturning support are anchored to the upper and lower supports respectively by support anchor rods. Two sets of side anchor plates are symmetrically anchored to the four sides of the ends of the upper and lower supports. A vertical tension-compression support energy dissipation device is installed between the upper and lower supports. A first movable steel pipe group is sleeved outside the vertical tension-compression support energy dissipation device. Four vertical tension-compression support elastic supports are evenly arranged around the first movable steel pipe group. A second movable steel pipe group is sleeved outside the four vertical tension-compression support elastic supports. The anti-overturning support of this utility model avoids premature energy dissipation under the structure's own weight by setting a vertical tension-compression support energy dissipation device. It also has a double limiting device to ensure that the structure does not overturn.

Description

Technical Field

[0001] This utility model relates to the field of electromechanical pipeline installation technology, specifically to a connection structure for an overall swing self-resetting anti-overturning support. Background Technology

[0002] The swaying self-resetting frame structure releases node constraints and sets "compression-only" interface surfaces (such as unbonded contact surfaces) at beam-column nodes or column bases, allowing components to rotate or lift during earthquakes to avoid structural damage. At the same time, replaceable energy-dissipating dampers are used to concentrate the absorption of seismic energy, and post-earthquake reset is achieved through prestressed tendons, which can significantly reduce residual structural deformation.

[0003] While swaying self-resetting frame structures exhibit good seismic resistance and self-resetting performance, their complex node construction and high redundancy in design parameters (such as initial prestress values, stress relief bending moments, and friction coefficients) make optimization design extremely difficult. Factory fabrication and on-site operation are challenging; the alignment deviation of prefabricated components must be controlled to the millimeter level, otherwise, node engagement failure may occur. High-precision equipment is required to ensure uniform force values ​​(error ≤ 5%) during prestressing tendon tensioning; improper unbonded treatment of steel strands can easily lead to stress concentration or corrosion risks. Furthermore, the release of node constraints in swaying self-resetting frame structures results in very large inter-story drift angles, making them significantly more prone to toppling compared to traditional structures.

[0004] Seismic isolation structures form a seismic isolation layer by installing rubber seismic isolation bearings and other devices between the building foundation and the superstructure, creating a flexible connection between the foundation and the building. During an earthquake, the ground shakes violently, but the seismic isolation layer absorbs most of the energy through horizontal deformation, transmitting only a small amount of vibration to the superstructure, significantly reducing the damage caused by the earthquake. The seismic isolation layer of a seismic isolation structure requires a seismic isolation trench with a width of at least 300mm. Improper treatment of this trench can lead to the accumulation of debris or groundwater erosion, requiring regular cleaning and maintenance. However, working in confined spaces is difficult, and maintenance costs are high.

[0005] Traditional seismic isolation bearings often have their energy dissipation devices activated prematurely due to gravity after the superstructure is completed, which seriously affects the energy dissipation effect.

[0006] In summary, while sway-self-resetting frame structures and seismic isolation structures offer good seismic performance, they also have some shortcomings. Therefore, proposing a structure that not only facilitates and expedites structural design but also avoids the high maintenance costs associated with seismic isolation trenches, prevents premature energy dissipation at supports, and prevents toppling is a problem that urgently needs to be solved by those skilled in the art. Utility Model Content

[0007] The purpose of this invention is to provide an integral rocking self-resetting structure anti-overturning support connection structure to solve the problems mentioned in the background art.

[0008] To achieve the above objectives, this utility model provides an integral rocking self-resetting structure anti-overturning support connection structure, which includes: an upper structure, an upper support, a lower support, and an anti-overturning support. The anti-overturning support is disposed between the upper support and the lower support and is connected to the upper support and the lower support respectively. The frame beams and frame columns of the upper structure are fixedly connected to the connecting beam of the upper support, and the upper support and the column base of the frame column of the upper structure are connected as an integral structure. The upper and lower parts of the anti-overturning bearing are anchored to the upper and lower piers respectively by bearing anchor rods. Two sets of side anchor plates are symmetrically anchored to the four sides of the ends of the upper and lower piers. A vertical tension and compression bearing energy dissipation device is installed between the upper and lower piers. The first movable steel pipe group is sleeved outside the vertical tension and compression bearing energy dissipation device. Four vertical tension and compression bearing elastic supports are evenly arranged around the first movable steel pipe group. A second movable steel pipe group is sleeved outside the four vertical tension and compression bearing elastic supports.

[0009] In a preferred embodiment, the vertical tension-compression support energy dissipation device includes an upper rod shaft, a locking nut, an internally threaded steel sleeve, a lower rod shaft, a sealing plate, an inner steel pipe, a high-damping viscoelastic layer, and an outer steel pipe. The outer steel pipe has an opening at the top, the inner steel pipe is disposed inside the outer steel pipe, and a high-damping viscoelastic layer is disposed between the inner and outer steel pipes. A sealing plate is disposed at the top of the inner steel pipe, the lower rod shaft is fixedly connected to the sealing plate, the upper rod shaft is disposed above the lower rod shaft, and the upper and lower rod shafts are respectively disposed inside the internally threaded steel sleeve, and locking nuts are respectively disposed at the upper and lower ends of the internally threaded steel sleeve.

[0010] In a preferred embodiment, an axial gap is reserved between the inner steel pipe and the outer steel pipe. l 1, l 1. The maximum allowable tensile and compressive vertical deformation of the anti-overturning support is greater than that of the support, and a gap is reserved between the inner and outer steel pipes. l 2, l 2 represents the thickness of the high-damping viscoelastic layer, with a gap reserved between the upper and lower rod shafts. l 3.

[0011] In a preferred embodiment, the end faces of the upper support and the lower support are respectively provided with support base plates, and a semi-circular node plate is provided at the center of the support base plate. A pin hole is opened at the center of the node plate, and the node plate is fixedly connected to the ear plate at the end of the vertical tension and compression support energy dissipation device by means of a pin shaft.

[0012] In a preferred embodiment, the first movable steel pipe assembly includes a first upper steel pipe and a first lower steel pipe, the radius of the first upper steel pipe being larger than the radius of the first lower steel pipe, the first upper steel pipe being sleeved on the outside of the first lower steel pipe and being movable up and down along the first lower steel pipe; the second movable steel pipe assembly includes a second upper steel pipe and a second lower steel pipe, the radius of the second upper steel pipe being larger than the radius of the second lower steel pipe, the second upper steel pipe being sleeved on the outside of the second lower steel pipe and being movable up and down along the second lower steel pipe.

[0013] In a preferred embodiment, the anti-overturning support connection structure further includes a cantilever plate, a support plate, and high-strength tie rods. The cantilever plate is a rectangular plate, and there are two sets of cantilever plates. One set of four cantilever plates is fixedly connected to the outside of the four side anchor plates of the upper pier in the horizontal direction, and the other set of four cantilever plates is fixedly connected to the outside of the four side anchor plates of the lower pier in the horizontal direction. The support plate is a right-angled triangular plate, and the two right-angled sides of the support plate are fixedly connected to the side anchor plates and the cantilever plates, respectively. Two support plates are fixedly installed at both ends of each cantilever plate, and the center of the cantilever plate of the upper pier is connected to the center of the corresponding cantilever plate of the lower pier through high-strength tie rods and anchor nuts, so that the four high-strength tie rods are evenly distributed on the four sides of the anti-overturning support.

[0014] In a preferred embodiment, a gap is left between the anchor nut of the high-strength tie rod and the cantilever plate. l 4. A low-stiffness positioning spring is placed in the gap to ensure that the high-strength tie rod can also return to its original position when the anti-overturning support deforms and recovers. The length of the positioning spring after compression is... l S The maximum allowable displacement of the high-strength tie rod is: l m =2( l 4- l S ).

[0015] In a preferred embodiment, the first upper steel pipe and the second upper steel pipe, as well as the first lower steel pipe and the second lower steel pipe, are all of equal height, and a gap is reserved between the first upper steel pipe and the support base plate. l 5.

[0016] In a preferred embodiment, the vertical tension and compression bearings are evenly distributed at the center of the four sides of the anti-overturning bearing, with one bearing on each side.

[0017] Compared with the prior art, the beneficial effects of this utility model are: The superstructure design of this utility model is simple and convenient, facilitating quick and easy structural design. Because the beam-column joints, column bases, and upper supports of the superstructure are all rigidly connected, forming a large rigid unit, this unit sways as a whole around the bottom support during an earthquake, rather than individual deformation of local components. The horizontal displacement generated on the first floor is very small, requiring only a narrow seismic isolation trench. This effectively solves the problem of excessively large gaps in traditional seismic isolation trenches, which could lead to debris accumulation or groundwater erosion, significantly reducing maintenance costs. The anti-overturning bearing, by incorporating a vertical tension-compression energy dissipation device, prevents the bearing from prematurely entering energy dissipation mode under the structure's own weight. Simultaneously, the anti-overturning bearing is equipped with a double limiting device to ensure the structure does not tilt. The overall swaying self-resetting anti-overturning bearing connection structure of this utility model effectively solves the problems of easy overturning of swaying structures and the common issue with current energy dissipation bearings where the energy dissipation device has already partially dissipated energy after the structure is completed, making it highly valuable for widespread application. Attached Figure Description

[0018] Figure 1 This is a schematic diagram of the overall structure of this utility model; Figure 2 This is a front view of the anti-overturning support of this utility model; Figure 3 This is a top view of the anti-overturning support of this utility model; Figure 4 This is a schematic diagram of the vertical tension / compression support energy dissipation device of this utility model; Figure 5 This is a simplified schematic diagram of the anti-overturning support connection structure of the overall swing self-resetting structure of this utility model. Figure 6 The time history curve of the vertex displacement of the test model of the anti-overturning support connection structure of the overall rocking self-resetting structure of this utility model. Detailed Implementation

[0019] 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.

[0020] like Figures 1 to 5As shown, the preferred embodiment of this utility model, the overall rocking self-resetting structure anti-overturning support connection structure, aims to weaken the energy transmitted from an earthquake to the superstructure, thus achieving the seismic goals of vibration reduction and structural anti-overturning. The overall rocking self-resetting structure anti-overturning support connection structure of this utility model includes a superstructure, an upper support 4, a lower support 5, and an anti-overturning support 6. The anti-overturning support 6 is positioned between the upper support 4 and the lower support 5, and connected to both. The frame beam 1, frame column 2 of the superstructure, and the upper support connecting beam 3 are fixedly connected, and the upper support 4 and the column base of the frame column 2 of the superstructure are connected as a single structure. The lower support 5 is located below the superstructure and fixedly connected to the foundation, with the position of the lower support 5 corresponding one-to-one with the position of the upper support 4.

[0021] An anti-overturning bearing 6 is installed between the upper pier 4 and the lower pier 5, and is connected to both piers 4 and 5 respectively. The anti-overturning bearing 6 includes a cantilever plate 7, a support plate 8, bearing anchor rods 9, side anchor plates 10, high-strength tie rods 11, positioning springs 12, vertical tension-compression bearing elastic supports 13, vertical tension-compression bearing energy dissipation devices 14, a first movable steel pipe assembly 15, and a second movable steel pipe assembly 16. The upper and lower parts of the anti-overturning bearing 6 are anchored to the upper pier 4 and the lower pier 5 respectively by the bearing anchor rods 9. Two sets of side anchor plates 10 are symmetrically anchored to the four sides of the ends of the upper pier 4 and the lower pier 5, and the two opposite side anchor plates 10 are connected by tie rods 20. A vertical tension-compression bearing energy dissipation device 14 is installed between the upper pier 4 and the lower pier 5, which can effectively prevent the anti-overturning bearing from prematurely entering energy dissipation mode. The cantilever plate 7 is a rectangular plate, and there are two sets of cantilever plates 7. One set of four cantilever plates 7 are fixedly connected horizontally to the outer sides of the four side anchor plates 10 of the upper pier 4. The other set of four cantilever plates 7 are fixedly connected horizontally to the outer sides of the four side anchor plates 10 of the lower pier 5. The support plate 8 is a right-angled triangular plate. The two right-angled sides of the support plate 8 are fixedly connected to the side anchor plates 10 and the cantilever plates 7 respectively. Two support plates 8 are fixedly installed at both ends of each cantilever plate 7. The center of the cantilever plate 7 of the upper pier 4 is connected to the center of the corresponding cantilever plate 7 of the lower pier 5 through high-strength tie rods 11 and anchor nuts, so that the four high-strength tie rods 11 are evenly distributed on the four sides of the anti-overturning support.

[0022] Furthermore, a gap is left between the anchor nut of the high-strength tie rod 11 and the cantilever plate 7. l 4. A low-stiffness positioning spring 12 is placed in the gap to ensure that the high-strength tie rod 11 can also return to its original position when the anti-overturning support 6 deforms and recovers. The length of the positioning spring 12 after compression is... l S The maximum allowable displacement of the high-strength tie rod 11 is: l m =2( l 4-l S This represents the maximum allowable tensile displacement of the support. When the anti-overturning support is under tension, l m When the value decreases to 0, the anti-overturning support's tension limit is triggered, and the anti-overturning support no longer undergoes tensile deformation.

[0023] Furthermore, the first movable steel pipe assembly 15 includes a first upper steel pipe 151 and a first lower steel pipe 152. The radius of the first upper steel pipe is larger than that of the first lower steel pipe. The first upper steel pipe 151 is sleeved on the outside of the first lower steel pipe 152 and can move up and down along the first lower steel pipe 152. The first movable steel pipe assembly 15 is sleeved on the outside of the vertical tension and compression support energy dissipation device 14. The vertical tension and compression support elastic supports 13 are evenly arranged at the center of the four sides of the anti-overturning support 6, with one support on each side. Four vertical tension-compression supports 13 are evenly arranged around the first movable steel pipe assembly 15. A second movable steel pipe assembly 16 is sleeved on the outside of the four vertical tension-compression supports 13. The second movable steel pipe assembly 16 includes a second upper steel pipe 161 and a second lower steel pipe 162. The radius of the second upper steel pipe is larger than the radius of the second lower steel pipe. The second upper steel pipe 161 is sleeved on the outside of the second lower steel pipe 162 and can move up and down along the second lower steel pipe 162. The heights of the first upper steel pipe 151 and the second upper steel pipe 161, as well as the first lower steel pipe 152 and the second lower steel pipe 162, are equal. A pre-reserved gap is left between the first upper steel pipe 151 and the support base plate 17. l 5. When the support is under compression, l The pressure decreases until it contacts the base plate of the support below, triggering the support compression limit, at which point the support ceases to compress and deform. l 5 becomes 0, l 5 represents the maximum allowable compressive displacement of the support. L C When the structure sways, part of the bottom anti-overturning support is compressed and the other part is stretched. Both states of the anti-overturning support have limit devices to limit the movement, and the movable steel pipe ensures that the compression support is no longer compressed.

[0024] The two limiting structures mentioned above can work together when the structure sways, achieving dual limiting and greatly ensuring that the structure does not overturn.

[0025] like Figure 4As shown, the vertical tension / compression support energy dissipation device 14 includes an upper rod shaft 141, a locking nut 142, an internally threaded steel sleeve 143, a lower rod shaft 144, a sealing plate 145, an inner steel tube 146, a high-damping viscoelastic layer 147, and an outer steel tube 148. The outer steel tube 148 has an opening at the top. The inner steel tube 146 is located inside the outer steel tube 148, and the high-damping viscoelastic layer 147 is provided between the inner steel tube 146 and the outer steel tube 148. A sealing plate 145 is provided at the top of the inner steel tube 146. The lower rod shaft 144 is fixedly connected to the sealing plate 145. The upper rod shaft 141 is located above the lower rod shaft 144. The upper rod shaft 141 and the lower rod shaft 144 are respectively located inside the internally threaded steel sleeve 143, and locking nuts 142 are respectively provided at the upper and lower ends of the internally threaded steel sleeve 143. A gap is reserved between the upper rod shaft 141 and the lower rod shaft 144. l 3. When the locking nut 142 is not in the locked state, l 3. The size is freely adjustable. An axial gap is reserved between the inner steel tube 146 and the outer steel tube 148. l 1, l 1. The maximum allowable tensile and compressive vertical deformation of the anti-overturning support is greater than that of the inner steel pipe 146 and the outer steel pipe 148. A gap is reserved between them. l 2, l 2 represents the thickness of the high-damping viscoelastic layer 147, which is also set according to the maximum allowable tensile and compressive vertical deformation of the support.

[0026] Furthermore, the end faces of the upper pier 4 and the lower pier 5 are respectively provided with bearing base plates 17, and the center of the bearing base plate 17 is provided with a semi-circular node plate 18, and the center of the node plate 18 is provided with a pin hole. After the upper structure is completed, the internal threaded steel sleeve 143 of the vertical tension and compression bearing energy dissipation device is adjusted to a suitable length and then installed in the anti-overturning bearing. The ear plate 149 at the end of the vertical tension and compression bearing energy dissipation device 14 is connected to the node plate 18 through the pin shaft 19. Then, the locking nut 142 is tightened, so that the upper rod shaft 141, the lower rod shaft 144, and the internal threaded steel sleeve 143 are fixed as a whole. At this time, the vertical tension and compression bearing energy dissipation device officially enters the energy dissipation state, which can effectively solve the problem that the energy dissipation device has already partially dissipated energy after the structure is completed, which is common in current seismic isolation energy dissipation bearings.

[0027] The working process of the anti-overturning bearing can be briefly described as follows: Under seismic action, the superstructure sways around the bottom support as a whole, and the energy dissipation is concentrated on the energy dissipation device of the vertical tension and compression bearing. During the overall swaying process, such as Figure 5 As shown, when the structure tilts to one end, the anti-overturning supports at the bottom of the frame columns are divided by the axis of rotation. One side of the anti-overturning supports is under tension, while the other side is under compression. Due to the structural symmetry, the deformation of the tension supports and compression supports, which are symmetrical about the axis of rotation, is similar. L C = lm When the displacement reaches the threshold, the limiting devices on both sides can be activated simultaneously to constrain the swing amplitude and prevent overturning.

[0028] The design of the anti-overturning support parameters of this utility model includes: first, determining the maximum displacement angle of the superstructure. θ The maximum tensile / compressive displacement of the support was determined through geometric analysis. L M , L M = l m = L C ,in L C = l 5, l m =2( l 4- l S ), l S Since it is a known quantity, it can be obtained. l 4. l 5; l 1 takes a value greater than L M That is, the shear deformation of viscoelastic materials also needs to be greater than L M It can be determined based on the shear strain of viscoelastic materials. l 2. Size; l 2 represents the movable gap, sufficient to meet the space arrangement requirements; that concludes the discussion. l 1. l 2. l 3. l 4. l 5 has been fully solved.

[0029] like Figure 6 As shown, under simulated earthquake conditions, the displacement of the top of the model structure gradually increases, reaches its peak, and then gradually decreases to 0. The upper structure returns to its original position. The test results show that the overall rocking self-resetting structure has good self-resetting performance.

[0030] Although embodiments of the present invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the present invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A connection structure for an integral rocking self-resetting anti-overturning support, characterized in that: It includes: The superstructure consists of an upper support pier (4), a lower support pier (5), and an anti-overturning support (6). The anti-overturning support (6) is located between the upper support pier (4) and the lower support pier (5) and is connected to the upper support pier (4) and the lower support pier (5) respectively. The frame beam (1), frame column (2), and upper support pier connecting beam (3) of the superstructure are fixedly connected, and the upper support pier (4) is connected to the column base of the frame column (2) of the superstructure as an integral structure. The upper and lower parts of the anti-overturning support (6) are anchored to the upper support (4) and the lower support (5) respectively by support anchor rods (9). Two sets of side anchor plates (10) are symmetrically anchored to the four sides of the ends of the upper support (4) and the lower support (5). A vertical tension and compression support energy dissipation device (14) is installed between the upper support (4) and the lower support (5). The first movable steel pipe group (15) is sleeved on the outside of the vertical tension and compression support energy dissipation device (14). Four vertical tension and compression support elastic supports (13) are evenly arranged around the first movable steel pipe group (15). A second movable steel pipe group (16) is sleeved on the outside of the four vertical tension and compression support elastic supports (13).

2. The anti-overturning support connection structure according to claim 1, characterized in that: The vertical tension and compression support energy dissipation device (14) includes an upper rod shaft (141), a locking nut (142), an internally threaded steel sleeve (143), a lower rod shaft (144), a sealing plate (145), an inner steel tube (146), a high-damping viscoelastic layer (147), and an outer steel tube (148). The outer steel tube (148) has an opening at the top, and the inner steel tube (146) is disposed inside the outer steel tube (148), and the inner steel tube (146) and the outer steel tube (148) are connected. A high-damping viscoelastic layer (147) is provided between them. A sealing plate (145) is provided on the top of the inner steel tube (146). The lower rod shaft (144) is fixedly connected to the sealing plate (145). The upper rod shaft (141) is provided above the lower rod shaft (144). The upper rod shaft (141) and the lower rod shaft (144) are respectively provided in the inner threaded steel sleeve (143), and the upper and lower ends of the inner threaded steel sleeve (143) are respectively provided with locking nuts (142).

3. The anti-overturning support connection structure according to claim 2, characterized in that: The inner steel pipe (146) and the outer steel pipe (148) are provided with an axial gap. l 1, l 1. The maximum allowable tensile and compressive vertical deformation of the anti-overturning support is greater than that of the inner steel pipe (146) and the outer steel pipe (148), and a gap is reserved between them. l 2, l 2 represents the thickness of the high-damping viscoelastic layer (147), and a gap is reserved between the upper rod shaft (141) and the lower rod shaft (144). l 3.

4. The anti-overturning support connection structure according to claim 3, characterized in that: The upper support (4) and the lower support (5) are respectively provided with support base plates (17). The center of the support base plate (17) is provided with a semi-circular node plate (18). The center of the node plate (18) is provided with a pin hole. The node plate (18) is fixedly connected to the ear plate (149) at the end of the vertical tension and compression support energy dissipation device (14) by a pin shaft (19).

5. The anti-overturning support connection structure according to claim 4, characterized in that: The first movable steel pipe assembly (15) includes a first upper steel pipe (151) and a first lower steel pipe (152). The radius of the first upper steel pipe is larger than the radius of the first lower steel pipe. The first upper steel pipe (151) is sleeved on the outside of the first lower steel pipe (152) and can move up and down along the first lower steel pipe (152). The second movable steel pipe assembly (16) includes a second upper steel pipe (161) and a second lower steel pipe (162). The radius of the second upper steel pipe is larger than the radius of the second lower steel pipe. The second upper steel pipe (161) is sleeved on the outside of the second lower steel pipe (162) and can move up and down along the second lower steel pipe (162).

6. The anti-overturning support connection structure of the integral rocking self-resetting structure according to claim 5, characterized in that: The anti-overturning support connection structure also includes a cantilever plate (7), a support plate (8), and a high-strength tie rod (11). The cantilever plate (7) is a rectangular plate, and there are two sets of cantilever plates (7). One set of four cantilever plates (7) is fixedly connected horizontally to the outside of the four side anchor plates (10) of the upper pier (4), and the other set of four cantilever plates (7) is fixedly connected horizontally to the outside of the four side anchor plates (10) of the lower pier (5). The plate (8) is a right-angled triangular plate. The two right-angled sides of the support plate (8) are fixedly connected to the side anchor plate (10) and the cantilever plate (7) respectively. Two support plates (8) are fixedly installed at both ends of each cantilever plate (7). The center of the cantilever plate (7) of the upper support (4) is connected to the center of the cantilever plate (7) of the corresponding lower support (5) through high-strength tie rods (11) and anchor nuts, so that the four high-strength tie rods (11) are evenly distributed on the four sides of the anti-overturning support.

7. The anti-overturning support connection structure of the integral rocking self-resetting structure according to claim 6, characterized in that: A gap is left between the anchor nut of the high-strength tie rod (11) and the cantilever plate (7). l 4. A low-stiffness positioning spring (12) is placed in the gap so that the high-strength tie rod (11) can also return to its original position when the anti-overturning support (6) deforms and recovers. The length of the positioning spring (12) after compression is l S The maximum allowable displacement of the high-strength tie rod (11) is: l m =2( l 4- l S ).

8. The anti-overturning support connection structure of the integral rocking self-resetting structure according to claim 7, characterized in that: The heights of the first upper steel pipe (151) and the second upper steel pipe (161), as well as the first lower steel pipe (152) and the second lower steel pipe (162), are equal. A gap is reserved between the first upper steel pipe (151) and the support base plate (17). l 5.

9. The anti-overturning support connection structure of the integral rocking self-resetting structure according to claim 1, characterized in that: The vertical tension and compression support elastic support (13) is evenly arranged in the middle of the four sides of the anti-overturning support (6), with one support on each side.

Images