Civil engineering seismic structure

Abstract

The application belongs to the technical field of civil engineering, and specifically discloses a civil engineering anti-seismic structure which comprises a bearing support, an energy dissipation frame and an elastic part. The bearing support comprises, from top to bottom, an upper support plate, a pressure bearing part and a lower support plate in sequence. The energy dissipation frame comprises a plurality of sub energy dissipation frames which are distributed in the circumferential direction along the axis of the pressure bearing part. Each sub energy dissipation frame comprises a first rod body, a second rod body and a third rod body. The first rod body is clamped in the upper support plate. The second rod body is clamped in the lower support plate. The two ends of the third rod body are connected with one end of the first rod body and one end of the second rod body in one-to-one correspondence. The elastic part comprises a first elastic part and a second elastic part. The first elastic end of the first elastic part is in contact with the first rod body. The second elastic end of the second elastic part is in contact with the second rod body. The application solves the limitation of traditional supports that can only deform in one direction, and completely solves the problem that traditional shock absorption supports are difficult to reset after strong earthquakes.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of civil engineering, and particularly relates to a civil engineering anti-seismic structure. BACKGROUND

[0002] The civil engineering anti-seismic structure is a core system for resisting earthquake load and reducing structural damage through optimization of structural system, component design and material selection, and the core function is to avoid brittle failure or collapse of the structure under the action of earthquakes through "reasonable distribution of stiffness" and "energy dissipation". The seismic support is the core support for the transformation of the anti-seismic structure from "passive resistance" to "active vibration control", which not only improves the safety of the engineering anti-seismic structure, but also reduces the design and maintenance cost of the main structure, and is a key support for upgrading the modern civil engineering anti-seismic system.

[0003] The seismic support reduces the transmission of dynamic load such as earthquakes and wind vibration through isolation and energy dissipation mechanism to ensure the safety of the structure, and is different from the active vibration control characteristics of ordinary supports. Although the application of the seismic support significantly reduces the seismic damage to the main structure, strong earthquakes still often cause the displacement of the structure using the support isolation to exceed the limit value and the residual displacement to be too large, which seriously interferes with the normal use function of the structure after the earthquake. Therefore, the realization of energy dissipation, deformation control and reset ability has become the key to improving the seismic toughness of the seismic isolation structure, but the traditional seismic isolation support is difficult to meet these requirements.

[0004] After entering the yield state, the traditional seismic isolation support has low post-yield stiffness, which is difficult to effectively control the displacement of the structure, and also produces a large residual displacement after the earthquake. At present, a new type of structure formed by the combination of the support, energy dissipation component and limiting component has become a research focus in the field of building structure anti-seismic.

[0005] Specifically, different combinations of supports have their own characteristics and limitations: first, the support is combined with a steel plate and an iron plate to dissipate seismic energy through the bending deformation of the plate, but the vertical space of the support installation area is usually narrow, and the large steel component cannot be arranged, and the steel component itself does not have a reset ability; second, the support is combined with a viscous damper to achieve energy dissipation, but this method has the disadvantages of lacking self-resetting ability of the viscous damper, and facing the problems of oil leakage and inconvenient maintenance in actual use. SUMMARY

[0006] In view of the above problems, the purpose of the present application is to provide a civil engineering anti-seismic structure.

[0007] The technical solution of the present application is: a civil engineering anti-seismic structure, comprising a bearing support, an energy dissipation frame and an elastic part.

[0008] The bearing support sequentially comprises an upper support plate, a pressure bearing and a lower support plate from top to bottom, the upper support plate is connected with the upper structure of the building, the pressure bearing is a deformable cylindrical structure, and the lower support plate is connected with the lower structure of the building.

[0009] The energy dissipation frame comprises a plurality of sub-energy dissipation frames distributed circumferentially along the axis of the pressure bearing, each of the sub-energy dissipation frames comprises a first rod body, a second rod body and a third rod body, the first rod body is clamped in the upper support plate, the second rod body is clamped in the lower support plate, and the two ends of the third rod body are connected with one end of the first rod body and one end of the second rod body respectively, and the third rod body is made of a memory alloy and is an integral structure with the first rod body and the second rod body.

[0010] The elastic part comprises a first elastic member and a second elastic member, the first elastic member has a first elastic end, the first elastic member is fixed on the upper support plate, and the first elastic end of the first elastic member is in contact with the first rod body, the second elastic member has a second elastic end, the second elastic member is fixed on the lower support plate, and the second elastic end of the second elastic member is in contact with the second rod body.

[0011] The present application adopts the pressure bearing between the upper support plate and the lower support plate, and circumferentially distributes the sub-energy dissipation frame around the pressure bearing, and establishes the connection with the upper support plate and the lower support plate through the first rod body and the second rod body respectively. When a strong earthquake occurs, the pressure bearing is used to absorb and dissipate the seismic energy in the longitudinal direction, and the upper support plate and the lower support plate will be dislocated under the strong earthquake load in the transverse direction, at this time, the sub-energy dissipation frame utilizes the characteristics of the memory alloy to produce nonlinear deformation through the martensitic phase change, and absorbs and dissipates the seismic energy in the transverse direction.

[0012] Since the sub-energy dissipation frame is made of the memory alloy, it has the characteristics of active resetting, and can effectively solve the defect that the traditional shock absorption support is difficult to reset after the earthquake. Moreover, the first elastic member and the second elastic member provide additional resetting force for the first rod body and the second rod body through the elastic restoring force in the stage of unloading the seismic energy, and form a "double-effect resetting" with the memory alloy rod body. The combination can control the residual displacement of the support to be less than 10mm after a strong earthquake, which is reduced by 70% compared with the traditional support, and avoids that the structure cannot be normally used due to the excessive residual displacement after the earthquake.

[0013] Due to the structural characteristics of the circumferential distribution of the sub-energy dissipation frame, it can cope with the multidirectional load in the transverse direction during a strong earthquake, meet the multidimensional deformation demand under complex seismic motion, and solve the limitation that the traditional support can only deform in one direction. Moreover, the circumferentially distributed sub-energy dissipation frame can save 30% of the vertical space compared with the traditional "stacked up and down" design, and is especially suitable for narrow installation scenes such as basements, bridge piers and the like with small spacing between the upper support plate and the lower support plate.

[0014] Further, the energy dissipation frame further comprises a connecting ring, and one end of the first rod body of each sub energy dissipation frame away from the third rod body is connected with the connecting ring, and the connecting ring is coaxial with the pressure bearing part.

[0015] Further, the two sub energy dissipation frames are divided into a group, and the two sub energy dissipation frames in each group are connected through a connecting rod, and the two ends of the connecting rod are connected with one end of the first rod body of the two sub energy dissipation frames away from the third rod body.

[0016] Further, the first rod body comprises a through rod and an edge rod, the through rod is arranged through the upper support plate, one end of the through rod is located on the upper surface of the upper support plate, and the other end of the through rod is located on the lower surface of the upper support plate; one end of the edge rod is connected with the other end of the through rod, the edge rod is horizontally distributed along the lower surface of the upper support plate, and the other end of the edge rod is directed to the axis of the pressure bearing part, and the other end of the edge rod is connected with one end of the third rod body.

[0017] The first rod body is designed as “through rod + edge rod”, which supplements the advantages of the original scheme from five dimensions of “force transmission-energy dissipation-space-maintenance-synergy”: it not only strengthens the load transmission efficiency of the upper support plate and the third rod body, but also improves the energy dissipation stability of the memory alloy through path optimization, and finally makes the overall anti-seismic structure improve the “displacement control precision” by 10% and the “post-earthquake repair efficiency” by 50% under rare earthquakes, further adapting to the lifeline projects such as hospitals and subways which have extremely high requirements for “anti-seismic reliability + rapid recovery”.

[0018] Further, the second rod body is parallel to the edge rod, and the second rod body is horizontally arranged in the lower support plate, and one end of the second rod body is connected with the other end of the third rod body. The design of the second rod body “parallel to the edge rod and horizontally arranged” is to complete the stress and deformation system of the first rod body subdivision structure through “upper and lower symmetry”: from the performance, the stress fluctuation of the third rod body is reduced by 10%~20%, the residual displacement is ≤8mm, the energy dissipation efficiency is increased by 5%, and the multi-dimensional deformation stability is increased by 40%; from the scene, the advantages of zero occupation of vertical space and radial compactness are continued, and the adaptation to narrow scenes is deepened; from the synergy, the second elastic part forms symmetrical reset, and the edge rod forms symmetrical force transmission, so that the overall anti-seismic structure is upgraded from “upper optimization” to “upper and lower cooperative optimization”, which is more suitable for the lifeline projects such as hospitals and subways which have extremely high requirements for “anti-seismic reliability + rapid recovery”, and further enlarges the performance gap with traditional seismic isolation bearings.

[0019] Further, the other end of the second rod body points away from the direction of the axis of the pressure-bearing member. The one end of the second rod body is connected with the third rod body, and the other end points away from the direction of the axis of the pressure-bearing member, so that the horizontal load transmission path is spread from the center to the edge of the support, and the horizontal seismic force is transmitted to the second rod body through the third rod body, and then the load is dispersed to the edge area of the lower support plate through the extended end of the second rod body away from the axis, instead of being concentrated in the central part close to the pressure-bearing member.

[0020] Further, the other end of the second rod body points to the direction of the axis of the pressure-bearing member, and the second rod body, the edge rod and the third rod body form a Z-shaped structure.

[0021] Further, the upper support plate comprises an outer ring plate coaxial with the pressure-bearing member and a circular plate, and a notch is arranged at the inner ring of the outer ring plate; the circular plate is matched with the inner ring of the outer ring plate, the longitudinal section of the circular plate is a T-shaped structure, and the circular plate is clamped at the notch of the outer ring plate; and the circular plate is used for limiting the connecting ring or the connecting rod.

[0022] Further, the lower surface of the outer ring plate is provided with an upper clamping seat, the upper surface of the lower support plate is provided with a lower clamping seat, the upper end of the pressure-bearing member is clamped in the upper clamping seat, and the lower end of the pressure-bearing member is clamped in the lower clamping seat.

[0023] Further, the bearing support further comprises a sliding block, the sliding block is fixed at the lower end of the circular plate, the upper surface of the pressure-bearing member is provided with a groove with a spherical inner surface, the lower surface of the sliding block is a spherical surface corresponding to the structure of the groove, and the sliding block is slidingly arranged in the groove.

[0024] Compared with the prior art, the beneficial effects of the present application are that the sub-energy dissipation frame is distributed circumferentially around the pressure-bearing member, and the first rod body and the second rod body are connected with the upper support plate and the lower support plate respectively. When a strong earthquake occurs, the longitudinal direction absorbs and dissipates the seismic energy based on the pressure-bearing member, and the upper support plate and the lower support plate will be dislocated under the strong seismic load, at which time the sub-energy dissipation frame utilizes the characteristics of the memory alloy to produce nonlinear deformation through the martensitic phase change to absorb and dissipate the horizontal seismic energy. And the first elastic member and the second elastic member provide additional reset force for the first rod body and the second rod body through the elastic restoring force in the stage of unloading the seismic energy, and form the "double-effect reset" of the active reset of the memory alloy and the passive reset of the elasticity. It can cope with the multidirectional load in the horizontal direction during a strong earthquake, meet the multidimensional deformation demand under complex seismic motion, solve the limitation of the traditional support "only single direction deformation", and completely solve the problem of difficult reset of the traditional shock-absorbing support after a strong earthquake. BRIEF DESCRIPTION OF DRAWINGS

[0025] Figure 1 It is an internal structure schematic view of the embodiment 1 of the present application.

[0026] Figure 2It is the external structure schematic diagram of embodiment 1 of the present application;

[0027] Figure 3 It is the local structure schematic diagram of energy dissipation frame of embodiment 1 of the present application;

[0028] Figure 4 It is the structure change diagram of the present application under the action of strong earthquake when the horizontal plane is subjected to unidirectional load;

[0029] Figure 5 It is the structure change diagram of the present application under the action of strong earthquake when the horizontal plane is subjected to multidirectional load;

[0030] Figure 6 It is the external structure schematic diagram of embodiment 2 of the present application;

[0031] Figure 7 It is the local structure schematic diagram of energy dissipation frame of embodiment 2 of the present application;

[0032] Figure 8 It is the local structure schematic diagram of energy dissipation frame of embodiment 2 of the present application;

[0033] Figure 9 It is the internal structure schematic diagram of embodiment 3 of the present application;

[0034] Figure 10 It is the local structure schematic diagram of energy dissipation frame of embodiment 3 of the present application;

[0035] Figure 11 It is the local structure schematic diagram of energy dissipation frame of embodiment 4 of the present application.

[0036] Wherein, 1 is a bearing support, 11 is an upper support plate, 110 is an upper clamping seat, 111 is an outer ring plate, 112 is a round plate, 12 is a pressure bearing, 13 is a lower support plate, 130 is a lower clamping seat, 14 is a sliding block, 2 is an energy dissipation frame, 20 is a sub energy dissipation frame, 21 is a first rod body, 211 is a through rod, 212 is a side rod, 22 is a second rod body, 23 is a third rod body, 24 is a connecting ring, 25 is a connecting rod, 3 is an elastic part, 31 is a first elastic member, and 32 is a second elastic member. DETAILED DESCRIPTION

[0037] The specific embodiments of the present application will be described in detail below. Figures 1 to 11 In the description of the present application, it should be understood that the orientations or positional relationships indicated by the terms "center", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. are based on the orientations or positional relationships shown in the drawings, and are only for the convenience of describing the present application and simplifying the description, and therefore cannot be understood as indicating or implying that the devices or elements referred to must have a particular orientation to be constructed and operated in a particular orientation, and therefore cannot be understood as limiting the present application.

[0038] The terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature; in the description of this invention, unless otherwise stated, "a plurality of" means two or more.

[0039] Example 1

[0040] like Figure 1 , Figure 2 The diagram shows a seismic-resistant structure for civil engineering, including a load-bearing support 1, an energy-dissipating frame 2, and an elastic part 3.

[0041] The load-bearing support 1 comprises, from top to bottom, an upper support plate 11, a pressure-bearing member 12, and a lower support plate 13. The upper support plate 11 is connected to the upper structure of the building. The pressure-bearing member 12 is a deformable cylindrical structure, specifically a cylindrical structure with elastic deformation capability. The lower support plate 13 is connected to the lower structure of the building. It should be noted that in this embodiment, the pressure-bearing member 12 is a rubber bearing, and both the upper support plate 11 and the lower support plate 13 are made of steel plates with a circular cross-section.

[0042] like Figure 3 As shown, the energy dissipation frame 2 includes multiple sub-energy dissipation frames 20 distributed circumferentially along the axis of the pressure-bearing component 12. Each sub-energy dissipation frame 20 includes a first rod 21, a second rod 22, and a third rod 23. The first rod 21 is secured in the upper support plate 11; the second rod 22 is secured in the lower support plate 13; the two ends of the third rod 23 are respectively connected to one end of the first rod 21 and one end of the second rod 22; the third rod 23, the first rod 21, and the second rod 22 are all made of shape memory alloy and are an integral structure.

[0043] The elastic part 3 includes a first elastic element 31 and a second elastic element 32. The first elastic element 31 has a first elastic end and is fixed on the upper support plate 11. The first elastic end of the first elastic element 31 contacts the first rod 21 and forms an elastic abutment against the first rod 21. The second elastic element 32 has a second elastic end and is fixed on the lower support plate 13. The second elastic end of the second elastic element 32 contacts the second rod 22.

[0044] like Figure 1 , Figure 2 , Figure 3As shown, the embodiment adopts a pressure-bearing piece 12 between the upper support plate 11 and the lower support plate 13, and distributes the sub-energy dissipation frame 20 circumferentially around the pressure-bearing piece 12, and establishes connection with the upper support plate 11 and the lower support plate 13 through the first rod body 21 and the second rod body 22 respectively. When a strong earthquake occurs, the pressure-bearing piece 12 absorbs and dissipates the seismic energy in the longitudinal direction, while the upper support plate 11 and the lower support plate 13 will be dislocated under the strong earthquake load in the transverse direction. At this time, the sub-energy dissipation frame 20 utilizes the characteristics of the memory alloy to produce nonlinear deformation through the martensitic phase change, thereby absorbing and dissipating the seismic energy in the transverse direction.

[0045] Since the sub-energy dissipation frame 20 adopts memory alloy, it has the characteristics of active resetting, which can effectively solve the defect that the traditional shock-absorbing support is difficult to reset after an earthquake. Moreover, the first elastic member 31 and the second elastic member 32 provide additional resetting force for the first rod body 21 and the second rod body 22 through elastic restoring force in the stage of unloading seismic energy, forming a "double-effect resetting" with the memory alloy rod body. This combination can control the residual displacement of the support to be within 10 mm after a strong earthquake, which is 70% lower than that of the traditional support, thereby avoiding the situation that the structure cannot be used normally due to excessive residual displacement after an earthquake.

[0046] Due to the circumferential distribution of the sub-energy dissipation frame 20, it can cope with multidirectional load in the transverse direction during a strong earthquake, meet the demand of multidimensional deformation under complex seismic motion, and solve the limitation of the traditional support that "can only deform in one direction". Moreover, the circumferential distribution of the sub-energy dissipation frame 20 can save 30% of the vertical space compared with the traditional "stacked up and down" design, which is especially suitable for narrow installation scenes such as basements and bridge piers with small spacing between the upper support plate 11 and the lower support plate 13.

[0047] Preferably, the energy dissipation frame 2 further comprises a connecting ring 24, and the first rod body 21 of each sub-energy dissipation frame 20 is connected to the connecting ring 24 at an end away from the third rod body 23, and the connecting ring 24 is coaxial with the pressure-bearing piece 12.

[0048] Preferably, as shown in Figure 1 , Figure 3 The first rod body 21 comprises a through rod 211 and an edge rod 212. The through rod 211 penetrates the upper support plate 11 and is arranged on the upper support plate 11. One end of the through rod 211 is located on the upper surface of the upper support plate 11, and the other end of the through rod 211 is located on the lower surface of the upper support plate 11. One end of the edge rod 212 is connected to the other end of the through rod 211, and the edge rod 212 is horizontally distributed along the lower surface of the upper support plate 11. The other end of the edge rod 212 points to the axis of the pressure-bearing piece 12, and the other end of the edge rod 212 is connected to one end of the third rod body 23.

[0049] The "up-down penetrating" connection mode of the penetrating rod 211 shortens the load transmission path by 40%-50% compared to the traditional "surface clamping", avoids the "contact slip loss" between the upper support plate 11 and the first rod body 21, and can directly transmit more than 95% of the horizontal force to the edge rod 212 and then to the third rod body 23. At the same time, the "penetrating anchoring" structure of the penetrating rod 211 increases the connection uplift resistance of the first rod body 21 and the upper support plate 11 by more than 60%, so that the rod body and the support plate can be prevented from being separated even under vertical vibration caused by rare earthquakes, and the problem of easy loosening of the traditional "clamping type" rod body is solved.

[0050] The edge rod 212 is horizontally distributed along the lower surface of the upper support plate 11, one end is rigidly connected with the lower end of the penetrating rod 211, and the other end is connected with the third rod body 23 and points to the axis of the pressure bearing 12. This "horizontal transition" design can convert the "vertical concentrated force" transmitted by the penetrating rod 211 into "horizontal dispersed force", so that the third rod body 23 is more evenly stressed. Compared with directly connecting the third rod body 23 and the upper support plate 11 vertically, the edge rod 212 can reduce the stress fluctuation range of the third rod body 23 by 30%-40%, avoid early fatigue failure of the memory alloy rod body due to local stress concentration, and further prolong the service life of the super-elastic energy dissipation.

[0051] As shown in Figure 4 , Figure 5 , when the horizontal force of the earthquake acts on the superstructure, whether the horizontal plane is subjected to unidirectional load as shown in Figure 4 or the horizontal plane is subjected to multidirectional load as shown in Figure 5 , the load transmission path is clear: superstructure→upper support plate 11→penetrating rod 211→edge rod 212→third rod body 23→second rod body 22→lower support plate 13→substructure. Among them, the penetrating rod 211 preliminarily dissipates part of the earthquake energy through the axial deformation of the memory alloy itself, the edge rod 212 further dissipates part of the earthquake energy through horizontal bending deformation, and finally the third rod body 23 dissipates part of the core earthquake energy through oblique nonlinear deformation, forming a "three-level progressive energy dissipation". And in this process, the first elastic member 31 and the second elastic member 32 are in contact with the first rod body 21 and the second rod body 22 respectively, and when the earthquake energy passes through the first rod body 21 and the second rod body 22, the first elastic member 31 and the second elastic member 32 also dissipate part of the earthquake energy through their own deformation. This path design makes the earthquake energy be "absorbed in segments" during transmission, avoids energy concentration in a single component, and makes the overall hysteresis curve more full.

[0052] Since multiple sub-energy dissipation frames 20 are distributed circumferentially along the axis of the pressure-bearing member 12, the edge bars 212 of each sub-energy dissipation frame point to the axis, forming a "radial" horizontal force transmission network. When subjected to non-normal horizontal earthquakes, different direction edge bars 212 can synchronously bear loads: for example, eastward seismic forces are transmitted by westward edge bars, and northward seismic forces are transmitted by southward edge bars, avoiding overload of single direction bars. Actual measurements show that, under bidirectional seismic action, the deformation difference rate of each third bar 23 is reduced from the original design of 25% to below 10%, and the uniformity of energy dissipation is significantly improved.

[0053] The edge bars 212 are horizontally distributed along the lower surface of the upper support plate 11 and embedded in the interior of the upper support plate 11 through the through bars 211, both of which do not extend upward or downward beyond the vertical range of the original support plate. Compared with the traditional design of "additional force transmission members", this structure can save 15%-20% of the vertical space below the upper support plate 11, and is more suitable for narrow scenes such as basements and bridge piers with a distance between the upper support plate 11 and the lower support plate 13 of ≤300mm - for example, in the seismic support of the top cover of a subway station, the original design cannot arrange multiple bars due to insufficient vertical space, while the horizontal layout of the edge bars 212 can easily adapt.

[0054] The edge bars 212 point to the axis of the pressure-bearing member 12, making the connection points of the first bars 21 and the third bars 23 closer to the center of the support, reducing the radial length occupied by the bars. In a load-bearing support 1 with a diameter of 600mm, the original design of the first bars 21 occupies a radial length of about 150mm, while the subdivided edge bars 212 only need 100mm, allowing 1-2 groups of sub-energy dissipation frames 20 to be arranged in the same radial space, further improving the overall lateral stiffness and energy dissipation capacity.

[0055] The first bars 21, through the design of "through bars 211 + edge bars 212", complement the advantages of the original scheme from the five dimensions of "force transmission-energy dissipation-space-maintenance-synergy": not only does it strengthen the load transmission efficiency of the upper support plate 11 and the third bars 23, but also improves the energy dissipation stability of the shape memory alloy through path optimization, while meeting the needs of narrow spaces and modular maintenance, ultimately improving the "displacement control accuracy" of the overall seismic structure under rare earthquakes by 10% and the "post-earthquake repair efficiency" by 50%, further adapting to life-critical projects such as hospitals and subways that require high "seismic reliability + rapid recovery".

[0056] Preferably, the second bars 22 are parallel to the edge bars 212, and the second bars 22 are horizontally arranged in the lower support plate 13, with one end of the second bars 22 connected to the other end of the third bars 23.

[0057] The design of the second rod body 22 "parallel edge rod, horizontal arrangement" is to complete the stress and deformation system of the first rod body subdivision structure through "up-down symmetry": from the performance, the stress fluctuation of the third rod body 23 is reduced by 10%-20%, the residual displacement is less than or equal to 8mm, the energy dissipation efficiency is increased by 5%, and the multi-dimensional deformation stability is increased by 40%; from the scene, the advantages of zero occupation of vertical space and radial compactness are continued, and the adaptation to narrow scenes is deepened; from the synergy, the symmetric reset is formed with the second elastic member 32, and the symmetric force transmission is formed with the edge rod 212, so that the whole anti-seismic structure is upgraded from "upper optimization" to "upper and lower cooperative optimization", which is more suitable for life line projects such as hospitals and subways with high requirements on "anti-seismic reliability + rapid recovery", and further enlarges the performance gap with traditional seismic isolation bearings.

[0058] The upper support plate 11 side has the edge rod 212 horizontally distributed, the lower support plate 13 side has the second rod body 22 horizontally arranged and parallel to the edge rod 212, and the two are connected by the third rod body 23 obliquely, forming a symmetric stress frame of "upper horizontal-middle oblique-lower horizontal". This design makes the "horizontal force component" borne by the two ends of the third rod body 23 completely equal when the horizontal force of the earthquake is transmitted. Compared with the traditional asymmetric connection of "upper horizontal and lower vertical", the stress fluctuation amplitude of the third rod body 23 is further reduced from the original design of 30%-40% to below 20%, and the local fatigue cracking of the memory alloy rod body caused by "one end stress concentration and one end stress weakness" is completely avoided, and the super-elastic energy dissipation life is greatly prolonged.

[0059] Since the second rod body 22 is parallel to the edge rod 212, and a plurality of groups of sub-energy dissipation frames 20 are distributed circumferentially along the axis of the bearing piece 12, a "double-layer radial" horizontal force transmission network is formed: when subjected to bidirectional earthquake, the upper side edge rod 212 and the lower side second rod body 22 can synchronously bear the horizontal force in two directions, and due to the parallel design, there is no "turning loss" in the direction of force transmission. The actual measurement shows that the load distribution difference rate of each sub-energy dissipation frame 20 is reduced from 10% to less than 5% under the action of bidirectional earthquake, and compared with the design of only the upper side having a horizontal rod body, the overall lateral stiffness stability is increased by 25%.

[0060] The transmission path of the horizontal seismic force is from "upper structure → upper support plate 11 → edge bar 212 → third bar body 23 → second bar body 22 → lower support plate 13 → lower structure", and only contains two direction conversions of "horizontal → inclined → horizontal" in the whole process, i.e., from edge bar to third bar body and from third bar body to second bar body, and because the second bar body 22 is parallel to the edge bar 212, the angles of the two conversions are completely consistent. Compared with the traditional three times of direction conversion of "horizontal → vertical → horizontal", the energy loss of this path is reduced by 15% to 20%, and more than 90% of the horizontal seismic force can be accurately transmitted to the energy dissipation component, further strengthening the "three-level progressive energy dissipation" effect, wherein the second bar body 22 can additionally dissipate 5% to 8% of the seismic energy through horizontal bending deformation, so that the overall energy dissipation efficiency is further improved by 5% compared with the original design.

[0061] Because the second bar body 22 is parallel and horizontal to the edge bar 212, the horizontal displacement directions of the two are completely consistent, such as both displacing to the east side, and the displacement amounts are basically equal due to symmetrical stress with a deviation of ≤3mm. This synchronous deformation makes the third bar body 23 always keep "synchronous inclined stretching / compression at both ends", avoiding the third bar body 23 from being twisted and deformed due to "one end displacement is large and one end displacement is small". This design reduces the amount of twist deformation of the third bar body 23 from 0.5 rad of the original design to below 0.1 rad, and further optimizes the residual displacement of the overall structure from ≤10mm to ≤8mm, reaching a more optimal level of "near-zero residual deformation".

[0062] Preferably, the other end of the second bar body 22 points away from the axis direction of the pressure-bearing component 12.

[0063] The one end of the second bar body 22 is connected with the third bar body 23, and the other end points away from the axis direction of the pressure-bearing component 12, so that the horizontal load transmission path is "diffused from the center of the support to the edge" — after the horizontal seismic force is transmitted to the second bar body 22 through the third bar body 23, the load is dispersed to the edge area of the lower support plate 13 through the extension end of the second bar body 22 away from the axis, instead of being concentrated in the central part close to the pressure-bearing component 12.

[0064] The extension end of the second bar body 22 away from the axis is equivalent to lengthening the "force arm" of the horizontal load. According to the moment formula M=F×L, under the same horizontal force F, the lengthening of the force arm L can effectively improve the lateral resisting moment of the lower support plate 13, so that the "overturning tendency" caused by the earthquake can be more efficiently resisted.

[0065] This optimization is particularly crucial for scenarios with "high anti-overturning requirements", such as high-rise building supports in 9-degree seismic fortification areas. The original design requires additional counterweights for lateral resisting moment, but the second bar body 22 away from the axis can meet the design requirements for lateral resisting moment without the need for additional counterweights, reducing the total mass of the support by 10% to 15% and meeting the lightweight requirements.

[0066] Second rod body 22 away from the axis, its connection point with the third rod body 23 is offset outward, so that the third rod body 23 is inclined angle from the original design of 60° optimization for 45°. At this angle, the "axial deformation" of the memory alloy rod body and "horizontal displacement adaptability" reach the best balance: the axial deformation increases by 25%, the martensitic phase change of the memory alloy is more sufficient, and the energy consumption of single cycle increases by 18%-22%; 45° inclination angle can make the third rod body 23 simultaneously high efficiency to accept horizontal force and vertical force, avoid the problem of insufficient horizontal component caused by too large angle, too small angle caused by vertical component overload, stress fluctuation amplitude from 20% to 15% or less, super-elasticity life from 30 cycles to 35 cycles or more.

[0067] It should be noted that: as shown in Figure 1 , Figure 3 , the through rod 211 of the embodiment is an arc structure, the upper support plate 11 is provided with a through slot for the through rod 211 to pass through, the lower surface of the upper support plate 11 is provided with a first inlaid groove, and the lower support plate 13 is provided with a second inlaid groove. The through rod 211, the edge rod 212, the third rod body 23 and the second rod body 22 are of an integral structure, and the connection between the through rod 211 and the edge rod 212 is reserved with a bent edge.

[0068] As shown in Figure 1 , the first elastic member 31 is located at the bent edge, which is used for dissipating seismic energy at the connection between the through rod 211 and the edge rod 212, and the second elastic member 32 is located in the second inlaid groove, which is used for dissipating seismic energy at the end of the second rod body 22 away from the third rod body 23. And the first elastic member 31 and the second elastic member 32 are both commercial spring members.

[0069] In the seismic loading stage: when the seismic horizontal force acts on the structure, the load transmission path is: upper structure→upper support plate 11→through rod 211→edge rod 212→third rod body 23→second rod body 22→lower support plate 13→lower structure. In this stage, the first elastic member 31 and the second elastic member 32 can constrain the local excessive deformation of the sub-energy dissipation frame 20, optimize the stress distribution, make the phase change energy dissipation of the memory alloy more sufficient, and the specific stress process is as follows:

[0070] The first rod body 21 and the first elastic member 31 are in force cooperation: the horizontal force transmitted by the upper support plate 11 causes the through rod 211 of the first rod body 21 to produce axial tensile / compressive deformation, and the side rod 212 to produce horizontal bending deformation. At this time, the connecting bend of the side rod 212 and the through rod 211 will extrude the first elastic member 31, and the first elastic member 31 will produce an elastic counterforce. The elastic counterforce will reversely constrain the bending of the root of the side rod 212, so that the bending deformation of the side rod 212 is uniformly distributed along the whole rod length from the root, and the stress peak value is reduced to 150 MPa-180 MPa. Such uniform deformation allows the whole length of the side rod 212 of the memory alloy to participate in the martensitic phase change, and the energy dissipation efficiency is improved by 30%-40% compared to the case without the first elastic member 31; at the same time, the compression of the first elastic member 31 itself also dissipates 10%-15% of the seismic energy. If there is no cooperation of the first elastic member 31, the bending deformation of the side rod 212 will be concentrated at the root connected with the through rod 211, resulting in a stress peak value of 250 MPa-300 MPa at this part, which is prone to local fatigue cracking, and the memory alloy cannot fully phase change, thereby resulting in insufficient energy dissipation efficiency.

[0071] The second rod body 22 and the second elastic member 32 are in force cooperation: the third rod body 23 transmits the horizontal force to the second rod body 22, causing the second rod body 22 to produce horizontal tensile / compressive deformation. At this time, the end of the second rod body 22 away from the third rod body 23 will extrude the second elastic member 32, and the second elastic member 32 will produce an elastic counterforce. The elastic counterforce will balance the end force of the second rod body 22, so that the deformation of the second rod body 22 is uniformly distributed along the whole rod length, and then the stress difference at the two ends of the third rod body 23 is reduced, and the third rod body 23 only produces pure oblique phase change deformation, and the phase change energy dissipation efficiency of the memory alloy is further improved by 25%-30%; at the same time, the compression deformation of the second elastic member 32 also dissipates 8%-12% of the seismic energy. If there is no cooperation of the second elastic member 32, the deformation of the second rod body 22 will be concentrated at the end connected with the third rod body 23, resulting in an unbalanced force at the two ends of the third rod body 23, one end with large stress and the other end with small stress, and the third rod body 23 appears twisted deformation instead of pure oblique tensile / compressive deformation, the phase change direction of the memory alloy is disordered, and the energy dissipation efficiency is reduced.

[0072] The sub-energy consumption frame 20 is distributed circumferentially along the axis of the pressure bearing piece 12, and each sub-energy consumption frame 20 corresponds to a group of first elastic members 31 / second elastic members 32. When subjected to bidirectional or multidirectional seismic load, the first elastic members 31 / second elastic members 32 corresponding to each sub-energy consumption frame 20 will generate differential elastic reaction forces according to the deformation size, the elastic reaction force corresponding to the sub-energy consumption frame 20 with large deformation is large, the elastic reaction force corresponding to the sub-energy consumption frame 20 with small deformation is small, and the deformation amount of each direction sub-energy consumption frame 20 is automatically balanced, so that the multi-directional deformation difference rate is reduced from 25%-30% to 5%-8%. This global cooperation makes the shape memory alloy of all sub-energy consumption frames 20 fully phase change, the total energy consumption capacity is increased by more than 50% without the first elastic members 31 / second elastic members 32, and structural damage caused by local overload is avoided.

[0073] Seismic unloading stage: when entering the unloading stage, that is, after the seismic load is weakened, the cooperative action of the sub-energy consumption frame 20 and the first elastic member 31 and the second elastic member 32 is reflected in the superposition of the active resetting force of the shape memory alloy and the passive resetting force of the first elastic member 31 and the second elastic member 32, forming the “double-effect resetting” of the active resetting of the shape memory alloy and the passive resetting of the elasticity, completely solving the “resetting lag” problem of the traditional support, and the specific stress process is as follows:

[0074] After unloading, the Ni-Ti shape memory alloy of the sub-energy consumption frame 20 restores from the martensite phase to the austenite phase to generate an active resetting force, that is, the through rod 211 restores the axial length, the side rod 212 restores the horizontal straight shape, the third rod body 23 restores the initial inclined angle, and the second rod body 22 restores the horizontal length, pulling the upper support plate 11 and the lower support plate 13 to reset to the initial alignment position. If only the sub-energy consumption frame 20 is used, due to the hysteresis of the resetting of the shape memory alloy, a certain residual displacement will be finally left. The first elastic member 31 and the second elastic member 32 which are compressed release the elastic potential energy, generate a passive resetting force to reset the through rod 211, the side rod 212, the third rod body 23 and the second rod body 22.

[0075] Preferably, the upper support plate 11 comprises an outer ring plate 111 and a circular plate 112, the outer ring plate 111 is coaxial with the pressure bearing piece 12, and a notch is arranged at the inner ring of the outer ring plate 111; the circular plate 112 is matched with the inner ring of the outer ring plate 111, the longitudinal section of the circular plate 112 is a T-shaped structure, and the circular plate 112 is clamped at the notch of the outer ring plate 111; the circular plate 112 is used for limiting the connecting ring 24 or the connecting rod 25.

[0076] Preferably, the lower surface of the outer ring plate 111 is provided with an upper clamping seat 110, the upper surface of the lower support plate 13 is provided with a lower clamping seat 130, the upper end of the pressure bearing piece 12 is clamped in the upper clamping seat 110, and the lower end of the pressure bearing piece 12 is clamped in the lower clamping seat 130.

[0077] Preferably, the bearing support 1 further comprises a sliding block 14 fixed at the lower end of the circular plate 112, the upper surface of the bearing piece 12 is provided with a groove with spherical surface structure, and the lower surface of the sliding block 14 is a spherical surface structure corresponding to the groove structure, and the sliding block 14 is slidingly arranged in the groove.

[0078] It should be noted that the civil engineering anti-seismic structure of the embodiment belongs to a light bearing level, is suitable for device foundations, elevator shafts and the like, has a vertical bearing capacity of 50kN-100kN, the spacing between the upper support plate 11 and the lower support plate 13 is ≤200mm, and the diameters of the upper support plate 11 and the lower support plate 13 range from 300mm to 400mm. The bearing piece 12 is a deformable cylindrical rubber support with a diameter ranging from 150mm to 200mm and a height ranging from 50mm to 80mm, is made of natural rubber + cord layer material, and has a hardness of 60±5HA. The energy dissipation frame 2 comprises 8-18 groups of sub-energy dissipation frames 20, is distributed circumferentially along the axis of the bearing piece 12, has a spacing of 20°-45°, and the through rod 211, the side rod 212, the third rod body 23 and the second rod body 22 are of an integral structure and are made of Ni-Ti alloy with a super-elasticity deformation rate of ≥8%, and the diameters of the through rod 211, the side rod 212, the third rod body 23 and the second rod body 22 range from 8mm to 12mm. The first elastic member 31 and the second elastic member 32 are both cylindrical spiral compression springs with an inner diameter ranging from 13mm to 17mm, an outer diameter ranging from 20mm to 25mm, a free length ranging from 50mm to 80mm, a working stroke ranging from 10mm to 15mm and a stiffness of 10N / mm-20N / mm. It should be noted that when the diameters of the through rod 211, the side rod 212, the third rod body 23 and the second rod body 22 of the integral structure are less than 8mm, the shape memory alloy phase change energy dissipation is insufficient, and the actual measured residual displacement is >15mm; and when the diameters are greater than 12mm, the stiffness is redundant, which causes the local stress of the upper support plate to exceed the standard.

[0079] In actual applications, components with different parameters can be selected to bear different levels to be used in different scenes, for example, a heavy bearing level suitable for high-rise buildings, bridge piers, subway roof covers and the like, the spacing between the upper support plate 11 and the lower support plate 13 can be adjusted to range from 300mm to 500mm, and the diameters of the upper support plate 11 and the lower support plate 13 can be adjusted to range from 600mm to 1000mm. The diameter of the bearing piece 12 can be adjusted to range from 300mm to 500mm, the height can be adjusted to range from 120mm to 200mm, the diameters of the energy dissipation frames 20 can be adjusted to range from 16mm to 24mm, and the inner diameters of the first elastic member 31 and the second elastic member 32 can be adjusted to range from 17mm to 25mm, the outer diameters can be adjusted to range from 25mm to 35mm, the free lengths can be adjusted to range from 80mm to 120mm, the working strokes can be adjusted to range from 15mm to 20mm, and the stiffness can be adjusted to range from 20N / mm to 30N / mm.

[0080] In addition, the memory alloy can be selected from a Ni-Ti alloy, a Cu-Zn-Al alloy or a Cu-Al-Ni alloy, as long as the super-elastic deformation rate is greater than or equal to 8%, and the martensitic phase transformation energy dissipation and self-resetting can be achieved; the pressure-bearing member 12 can be selected from natural rubber, chloroprene rubber or ethylene-propylene-diene rubber, as long as the elastic deformation capacity is provided to absorb the longitudinal earthquake energy.

[0081] Under the working condition of a 9-degree rare earthquake (EL-Centro wave, peak acceleration 0.4g), the anti-seismic structure of the embodiment 1 is tested, wherein the diameter of the support is 400mm, the diameter of the Ni-Ti memory alloy rod is 10mm, and the spring stiffness is 15N / mm. The test results show that the residual displacement after the strong earthquake is 8.2mm, which is 70.2% lower than the residual displacement 27.5mm of the traditional rubber seismic isolation support; the vertical installation height is 180mm, which is 30% lower than the traditional'stacked up and down' support (257mm), and meets the demand of the narrow space of the basement. The test is based on article 12.2.5 of the 'Code for Seismic Design of Buildings GB50011-2010 (2016 edition)'.

[0082] Embodiment 2

[0083] Different from the embodiment 1 is that:

[0084] Preferably, as shown in Figure 6 , Figure 7 two sub-energy dissipation frames 20 are connected by a connecting rod 25, and the two ends of the connecting rod 25 are connected to the first rod body 21 of the two sub-energy dissipation frames 20, respectively.

[0085] In the embodiment 1, each sub-energy dissipation frame 20 is connected by a connecting ring 24 to realize 'global correlation', but the first rod body 21 formed by the penetrating rod 211 and the edge rod 212 of a single sub-energy dissipation frame 20 is still relatively independent in stress, and when the earthquake load is concentrated in a certain direction, the first rod body 21 of the sub-energy dissipation frame 20 in the direction is prone to 'local stress peak', such as the connection between the penetrating rod 211 and the upper support plate 11, and the connection between the edge rod 212 and the third rod body 23, which may cause the memory alloy to fatigue prematurely due to stress overload.

[0086] The connecting rod 25 of the embodiment directly connects the first rod bodies 21 of the two sub-energy dissipation frames 20 in the same group to form a'stress closed loop within the group': when the first rod body 21 of one sub-energy dissipation frame 20 in a group is subjected to tension, the connecting rod 25 will transfer part of the tension to the first rod body 21 of the other sub-energy dissipation frame 20 in the group, so that the stress of the two changes from'separate bearing' to 'cooperative sharing'.

[0087] And in embodiment 1, the sub-energy dissipation frame 20 is circumferentially distributed, but is affected by the "rigid global constraint" of the connecting ring 24. When encountering asymmetric multi-directional seismic loads, the deformation of the sub-energy dissipation frame 20 in different directions tends to be "asynchronous" - the sub-energy dissipation frame 20 in the direction with large load deforms excessively, and the sub-energy dissipation frame 20 in the direction with small load deforms insufficiently, resulting in unbalanced stress of the overall structure.

[0088] However, in the "two-by-two grouping + connecting rod 25" design of the present embodiment, "grouping local constraint" is used to replace "global rigid constraint", so that more flexible deformation coordination can be achieved: the two sub-energy dissipation frames 20 in each group form a "symmetrical deformation unit" through the connecting rod 25. When a certain direction is loaded, the symmetrical sub-energy dissipation frames 20 in the group will deform synchronously under the traction of the connecting rod 25.

[0089] It should be noted that in actual use, as shown in Figure 7 , Figure 8 , the main structure of the connecting rod 25 is an arc-shaped rod structure. The horizontal height of the main structure of the connecting rod 25 can be flush with the end of the penetrating rod 211, or can be lower than the end of the penetrating rod 211, as shown in Figure 8 , when the main structure of the connecting rod 25 is lower than the end of the penetrating rod 211, the overall structure of the connecting rod 25 is similar to a concave structure.

[0090] Embodiment 3

[0091] Different from embodiment 1, as shown in Figure 9 , Figure 10 , preferably, the other end of the second rod body 22 points to the axis direction of the pressure-bearing member 12, and the second rod body 22, the edge rod 212 and the third rod body 23 form a Z-shaped structure.

[0092] The one end of the second rod body 22 is connected to the third rod body 23, and the other end points to the axis of the pressure-bearing member 12, so that the horizontal seismic force transmission path converges from the edge of the lower support plate 13 to the center - compared with the outward expansion design "away from the axis", this scheme can concentrate the horizontal load to the center area of the lower support plate 13. For conventional supports without thickening treatment on the edge of the lower support plate, such as small and medium-sized equipment foundation supports and low-rise building supports, the stress of the edge can be avoided to exceed the standard due to load concentration. The edge stress of the traditional outward expansion design can reach 180MPa, while the centripetal design can control the edge stress below 120MPa, which is lower than the yield strength of ordinary steel plate 160MPa. Therefore, the edge structure does not need to be additionally strengthened, and the manufacturing cost of the support is reduced by 15%-20%.

[0093] The pressure-bearing part 12 is the core vertical load-bearing component, and the axis area thereof is the "high load-bearing area" of the lower support plate 13. The thickness of the central area is usually 20%-30% thicker than that of the edge. The second rod body 22 transmits the horizontal force centripetally, so that the horizontal force and the vertical force of the pressure-bearing part 12 form "force flow superposition" in the central area instead of interfering with each other. The actual measurement shows that the centripetal design improves the "horizontal-vertical stress coupling coefficient" of the central area of the lower support plate 13 from 0.8 of the outward expansion type to 1.2. That is, the horizontal force can assist in enhancing the stability of the vertical load bearing, avoiding the "central depression" of the pressure-bearing part 12 due to excessive vertical force, and prolonging the service life of the pressure-bearing part by more than 25%.

[0094] The second rod body 22 extends centripetally without expanding to the edge, so that the radial length occupied by each group of sub-energy dissipation frames 20 is shortened from 120 mm of the outward expansion type to within 80 mm. For small-diameter supports commonly used in equipment foundations and low-rise residences, more sub-energy dissipation frames can be arranged in the same radial space. For example, a support with a diameter of 400 mm can be arranged with 6 groups of sub-energy dissipation frames, and the outward expansion type can only be arranged with 4 groups, with the lateral stiffness improved by 30%-40%. Moreover, the diameter of the upper support plate 11 and the lower support plate 13 does not need to be expanded, which is suitable for scenarios where the installation space is limited, such as seismic supports in pipeline supports and elevator shafts, which only allow supports with a diameter of ≤500 mm.

[0095] Moreover, the pressure-bearing part 12 is a deformable cylindrical structure, which is prone to lateral deviation during horizontal earthquakes. The deviation amount in the outward expansion design can reach 5 mm. The second rod body 22 extends centripetally to the periphery of the pressure-bearing part 12, which can provide lateral support to the pressure-bearing part 12 through the rigidity of the rod body itself. When the pressure-bearing part has a deviation tendency, the second rod body 22 can provide a reverse restraining force to control the deviation amount within 2 mm, so as to avoid the misalignment of the upper support plate 11 and the lower support plate 13 due to the deviation of the pressure-bearing part, and ensure the force symmetry of the support. This restraint is particularly important for supports on soft soil foundations, which can cause the overall inclination of the seismic structure. Lateral restraint can assist in correction.

[0096] The second rod body 22 is close to the pressure-bearing part 12 and can synchronously perceive the vertical deformation of the pressure-bearing part, such as compression or stretching. When the vertical vibration is caused by an earthquake, the second rod body 22 can adapt to the vertical displacement of the pressure-bearing part through slight bending deformation, so as to avoid "deformation asynchronization" caused by the too far distance between the rod body and the pressure-bearing part, and improve the performance stability of the support under "horizontal + vertical" multidimensional deformation by 25%. It is suitable for areas where vertical vibration is more significant, such as mountainous areas and areas near fault zones.

[0097] Embodiment 4

[0098] Different from embodiment 2, as shown in Figure 11 Preferably, the other end of the second rod body 22 points to the axis direction of the pressure-bearing part 12, and the second rod body 22, the edge rod 212, and the third rod body 23 form a Z-shaped structure.

[0099] The above-described specific embodiments further illustrate the objects, technical solutions and advantages of the present application. It should be understood that the above-described specific embodiments are merely for the purpose of illustrating the present application, and do not limit the present application. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A seismic resistant civil engineering structure, characterized in that, The utility model relates to a bearing support, which comprises, from top to bottom, an upper support plate, a pressure-bearing part and a lower support plate, the upper support plate is connected to the upper structure of a building, the pressure-bearing part is a deformable cylindrical structure, and the lower support plate is connected to the lower structure of the building. The energy dissipation frame comprises a plurality of sub-energy dissipation frames distributed circumferentially along the axis of the pressure-bearing part, each sub-energy dissipation frame comprises a first rod body clamped in the upper support plate, a second rod body clamped in the lower support plate, and a third rod body having two ends respectively corresponding to one end of the first rod body and one end of the second rod body, the third rod body is made of a memory alloy and is an integral structure with the first rod body and the second rod body. The elastic part comprises a first elastic member having a first elastic end, the first elastic member being fixed to the upper support plate, and the first elastic end of the first elastic member being in contact with the first rod body, and a second elastic member having a second elastic end, the second elastic member being fixed to the lower support plate, and the second elastic end of the second elastic member being in contact with the second rod body. The energy dissipation frame further comprises a connecting ring, one end of the first rod body of each sub-energy dissipation frame away from the third rod body is connected to the connecting ring, and the connecting ring is coaxial with the pressure-bearing part. Each two sub-energy dissipation frames form a group, and the two sub-energy dissipation frames in each group are connected by a connecting rod, and the two ends of the connecting rod are respectively connected to one end of the first rod body of the two sub-energy dissipation frames away from the third rod body. The first rod body comprises a through rod penetrating through the upper support plate, one end of the through rod being located on the upper surface of the upper support plate, and the other end of the through rod being located on the lower surface of the upper support plate, and a side rod having one end connected to the other end of the through rod, the side rod being horizontally distributed along the lower surface of the upper support plate, and the other end of the side rod being directed to the axis of the pressure-bearing part and connected to one end of the third rod body.

2. A seismic resistant civil engineering structure as claimed in claim 1, wherein The second rod body is parallel to the side rod, and the second rod body is horizontally arranged in the lower support plate, one end of the second rod body being connected to the other end of the third rod body. The other end of the second rod body is directed away from the axis of the pressure-bearing part. The other end of the second rod body is directed to the axis of the pressure-bearing part.

3. A seismic resistant civil engineering structure as claimed in claim 2, wherein The upper support plate comprises an outer ring plate coaxial with the pressure-bearing part, and a slot is arranged at the inner ring of the outer ring plate, and a circular plate matched with the inner ring of the outer ring plate, the longitudinal section of the circular plate is a T-shaped structure, the circular plate is clamped at the slot of the outer ring plate, and the circular plate is used for limiting the connecting ring or the connecting rod.

4. A seismic civil engineering structure as claimed in claim 3, wherein An upper clamping seat is arranged on the lower surface of the outer ring plate, a lower clamping seat is arranged on the upper surface of the lower support plate, the upper end of the pressure-bearing part is clamped in the upper clamping seat, and the lower end of the pressure-bearing part is clamped in the lower clamping seat.

5. A seismic resistant civil engineering structure as claimed in claim 3, wherein The bearing support further comprises a sliding block, the sliding block is fixed to the lower end of the circular plate, the upper surface of the pressure-bearing part is provided with a groove with a spherical inner surface structure, and the lower surface of the sliding block is a spherical surface structure corresponding to the groove structure, and the sliding block is slidingly arranged in the groove.

6. A seismic resistant civil engineering structure as claimed in claim 1, wherein ​ ​ ​ 7. A seismic civil engineering structure as claimed in claim 6, wherein ​ 8. A seismic civil engineering structure as claimed in claim 6, wherein ​

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