Steel frame-concrete core tube structure based on in-layer seismic mitigation and isolation and design method

Abstract

The invention relates to the technical field of structural engineering-seismic mitigation and isolation, in particular to a steel frame-concrete core tube structure based on in-layer seismic mitigation and isolation and a design method, and the steel frame-concrete core tube structure comprises an external steel frame and an internal core tube; the outer steel frame surrounds the periphery of the inner core tube, and a seismic isolation gap is formed between the outer steel frame and the inner core tube; seismic mitigation and isolation nodes are arranged at the seismic isolation seams and used for connecting the external steel frame and the internal core tube; a floor slab is arranged on the steel frame; a shear wall is arranged on the periphery of the inner core tube; a miniature pipe gallery is arranged between the floor slab and the shear wall; a pipeline is arranged in the miniature pipe gallery; a ground decoration surface layer is arranged on the floor slab, and the distance between one end, close to the shear wall, of the ground decoration surface layer and the shear wall is larger than the distance between the floor slab and the shear wall.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of structural engineering-seismic mitigation, in particular to a steel frame-concrete core tube structure based on in-plane seismic mitigation and a design method thereof. BACKGROUND

[0002] The ductility of the concrete core tube is quite different from that of the steel frame in the steel frame-reinforced concrete core tube structure, the ductility coefficient of the concrete core tube is 3-4, and the ductility coefficient of the steel frame is as high as 7-9, both of which work together through "deformation coordination", and when the ductility limit of the concrete core tube is reached, the ductility performance of the steel frame is far from being utilized.

[0003] Contrary to making the ductility performance of both reach synergy, to avoid the steel frame and the concrete core tube from being broken, the steel frame-concrete core tube structure is designed according to the dual lateral force resisting system in China, that is, the steel frame is strengthened through internal force adjustment to avoid the continuous collapse of the structure after the core tube is damaged. However, existing research shows that: under the condition of the same amount of steel, the seismic resistance of the hybrid structure designed according to the single lateral force resisting system is equivalent to that designed according to the dual lateral force resisting system, but the collapse resistance under extreme earthquake is better; under the condition of equivalent collapse resistance, the seismic response of the structure designed according to the single lateral force resisting system is slightly smaller than that designed according to the dual lateral force resisting system, and the amount of steel is less, and the amount of steel of the example is reduced by 28.57%. The reason is that whether it is a single lateral force resisting system or a dual lateral force resisting system, in the stress process of the structure, the bottom shear force is mainly borne by the shear wall. Once the shear wall is damaged and exits the work, even if it is a dual lateral force resisting system, the load sharing of the frame is not enough to share the load distributed by the damaged shear wall. Therefore, although the dual lateral force resisting system has an additional line of defense in theory, the actual effect of this line of defense is limited, so that the seismic collapse resistance of the dual lateral force resisting system is not significantly improved compared with the single lateral force resisting system.

[0004] In summary, the existing design method cannot fully utilize the performance of the steel frame-concrete core tube structure.

[0005] For the connection between the shear wall and the steel beam, a bolt connection is often used. Specifically, bolt connection does not require welding operations on site; welding often requires appropriate protective measures, while bolt connection avoids this tedious step. Moreover, the quality of bolt connection is relatively easy to control, and the connection work can be efficiently completed during construction, greatly improving the construction efficiency. At the same time, it can also adapt to the connection between different materials, showing strong versatility, and its seismic performance is also very good. However, the bolted joint still has the following shortcomings: (1) Bolted connections have high requirements for installation. Generally, the bolt hole is 1-2mm larger than the bolt diameter, which puts high demands on the accuracy of processing and manufacturing as well as on-site installation. During processing and installation, special attention should be paid to the accuracy of dimensions, as even slight deviations may affect the quality and performance of the connection.

[0006] (2) The existing bolted joints mainly serve to bear loads, and their function is relatively simple. During an earthquake, these joints often serve as key points for force transmission and are easily damaged, which is very detrimental to the safety of the entire structure and may seriously affect the stability of the structure.

[0007] (3) For current energy dissipation devices, the conventional deployment locations are mainly concentrated at the bottom of columns, foundations and diagonal braces. Moreover, existing energy dissipation nodes have certain limitations. They can only dissipate energy in a single direction and cannot effectively control displacement, which to some extent limits their application effect under complex working conditions.

[0008] (4) The friction-type sliding connection currently used in diagonal bracing and beam-column joints has the disadvantage of only being able to dissipate energy in one direction. In addition, the stiffness of the sliding section is not adjustable, and only rigid body displacement is generated. This means that its energy dissipation capacity is not fully utilized, and it is also easy to cause sudden displacement of the structure during the use of the structure, which poses a potential threat to the safety and stability of the structure.

[0009] Furthermore, in the current technology for installing precast floor slabs, when connecting two adjacent sets of precast floor slabs, it is necessary to pre-embed a sleeve in one set of floor slabs and a bolt in the other set of floor slabs. During connection, the bolts are rotated to make the bolts and sleeves cooperate to achieve a locking connection between the two sets of floor slabs. However, this connection method is relatively traditional. The bolt rotation operation needs to be completed within the gap between the two sets of floor slabs, which will result in the two sets of floor slabs not being able to fit completely after connection, thus affecting the connection effect of the two sets of floor slabs and the aesthetics of the two sets of floor slabs after connection. Summary of the Invention

[0010] The purpose of this invention is to provide a steel frame-concrete core tube structure based on in-story seismic isolation to solve at least one of the technical problems existing in the prior art.

[0011] To solve the above-mentioned technical problems, the present invention provides a steel frame-concrete core tube structure based on in-story seismic isolation, comprising an outer steel frame and an inner core tube. The external steel frame surrounds the internal core tube, and a vibration isolation joint is provided between the two. A vibration damping and isolation node is provided at the seismic isolation joint to connect the external steel frame and the internal core tube; A floor is arranged on the steel frame; A shear wall is arranged around the internal core tube; A micro-pipe gallery is arranged between the floor and the shear wall; A pipe is arranged in the micro-pipe gallery; A ground finishing layer is arranged on the floor, and the distance between one end of the ground finishing layer close to the shear wall and the shear wall is greater than the distance between the floor and the shear wall; An elastic cover plate is arranged between the ground finishing layer and the shear wall; Part of the elastic cover plate is located above the floor, and the other part is located above the micro-pipe gallery.

[0012] Further, the shock absorption and isolation joint comprises a pre-buried connecting piece and a connecting angle steel; The pre-buried connecting piece comprises a pre-buried plate and an outwardly extending connecting cylinder arranged integrally; The pre-buried plate is pre-buried in the internal core tube; The outwardly extending connecting cylinder extends outwardly from the internal core tube and is connected with the connecting angle steel; The connecting angle steel is in a T-shaped structure, comprising a frame end connecting plate and a cylinder end connecting plate connected perpendicularly; The frame end connecting plate is connected with the web plate of the external steel frame; The cylinder end connecting plate is connected with the outwardly extending connecting cylinder.

[0013] Further, a first strip-shaped through hole in a first direction is arranged on the outwardly extending connecting cylinder; A second strip-shaped through hole in a second direction is arranged on the cylinder end connecting plate; The first direction is perpendicular to the second direction.

[0014] Further, a third strip-shaped through hole in a third direction is arranged on the frame end connecting plate; The third direction is parallel to the axial direction of the connecting end of the external steel frame; A connecting hole is arranged on the external steel frame; The connecting hole corresponds in position to the third strip-shaped through hole.

[0015] Further, the frame end connecting plate and the web plate of the external steel frame are connected through a first connecting device; The cylinder end connecting plate and the outwardly extending connecting cylinder are connected through a second connecting device.

[0016] Further, the first connecting device is a fastener; The second connecting device is a prestressed structure; The second connecting device is anchored at one end on the pre-buried plate and at the other end on the end of the connecting cylinder away from the pre-buried connecting piece after passing through the first and second strip-shaped through holes.

[0017] Further, the upper and lower flanges of the outer steel frame and the upper and lower end faces of the extended connecting cylinder are provided with friction plates, and the outer side of the friction plates is provided with first and second clamping plates; The friction plates are provided with two fourth strip-shaped through holes parallel to the axis of the outer steel frame, and the two fourth strip-shaped through holes are respectively arranged at the corresponding positions of the outer steel frame and the extended connecting cylinder; The first clamping plate is arranged at the corresponding position of the outer steel frame, and the second clamping plate is arranged at the corresponding position of the extended connecting cylinder; The first clamping plate and the outer steel frame are connected to clamp the friction plate through fastening devices, and the second clamping plate and the extended connecting cylinder are connected to clamp the friction plate through fastening devices, and the fastening devices pass through the fourth strip-shaped through holes.

[0018] Further, the micro pipe gallery is further provided with corrugated plates; The pipeline is kept stable by the pipe groove fixed on the shear wall; One end of the corrugated plate is fixedly connected with the end of the pipe groove away from the shear wall, and the other end of the corrugated plate is fixedly connected with the floor slab.

[0019] Further, the floor slab is spliced by a plurality of slab units, and the first slab unit and the second slab unit arranged adjacent to each other are connected by the locking assembly 3 and the unlocking assembly 4.

[0020] On the other hand, the application also discloses a design method of a steel frame-concrete core tube structure based on in-layer seismic reduction and isolation. S1: According to the design specifications "Building Seismic Design Standard" (GB50011) and "Technical Specification for High-rise Concrete Structures" (JGJ3), a steel frame-concrete core tube structure is designed, appropriate components are selected in the product library according to the floor height, vertical load size and the like to form a system, and a model 1 is obtained; S2: On the basis of the model 1, the adjustment of the frame floor shear force in the "Building Seismic Design Standard" (GB50011) is cancelled, so that the structure cylinder bears the horizontal action, and the frame part only bears the vertical load of the structure, and the specific structure and material of the steel frame part and the concrete core tube are designed according to the "Steel Structure Design Standard" (GB50017) and the "Concrete Structure Design Standard" GB50010 respectively, and the node stress is extracted as a basic value, the initial node bearing capacity demand is obtained, and the node deformation capacity is calculated. ; wherein, is the elastic-plastic inter-story drift angle of the steel frame, is the elastic-plastic inter-story drift angle of the core tube; the joint is designed through the joint deformation capacity to obtain model 2; S3: the model 2 is analyzed according to the Standard for Seismic Design of Buildings (GB50011), if the calculation is not passed, the step S1 is re-performed, the model 2 is re-designed, if the calculation is passed, the step S4 is performed; S4: the load is distributed according to the Standard for Design of Steel Structures (GB50017) and the Standard for Design of Concrete Structures GB50010, and the structure is divided into the core tube and the steel structure to obtain the limit inter-story drift angle, the limit value should be less than the limit value in the specification, and the limit deformation and the limit bearing capacity of the joint are extracted and compared with the design value; S5: if the component does not meet the seismic test requirements, the step S1 is returned to iterate the design until the Standard for Seismic Design of Buildings (GB50011) requirements are met.

[0021] By adopting the technical scheme, the present application has the following beneficial effects: (1) the seismic reduction and isolation joint can reduce the overall stiffness of the structure, increase the natural vibration period of the structure, reduce the seismic action input, and play the roles of seismic isolation and friction energy dissipation under the medium earthquake and the large earthquake.

[0022] (2) the seismic gap between the steel frame and the core concrete can reduce the shear force transmitted from the steel frame to the core concrete under the medium earthquake and the large earthquake, reduce the damage, and improve the overall energy dissipation capacity of the structure; meanwhile, the seismic gap can play the role of a micro pipe gallery to install water and electricity pipelines, and facilitate the replacement in the later period, the square steel pipes above the seismic gap are arranged to distribute the pipelines, and the outside is connected with the floor and the core tube through the post-cast high-strength concrete and the like, and the waterproof material is arranged.

[0023] (3) the three-way seismic reduction and isolation joint is based on the sliding friction and motion synthesis principle, utilizes the orthogonal slot holes of high-strength bolts to resist the seismic action in any direction, realizes the multi-functional integration of bearing-seismic reduction-isolation of the joint, has the advantages of large bearing capacity, high energy dissipation and reduction efficiency, easy repair and replacement after the earthquake, simple structure, low cost, flexible use, convenient installation and the like.

[0024] (4) the joint has strong designability, the damping force and the sliding displacement are decoupled, the sliding displacement and the damping force can be designed arbitrarily through the adjustment of the slot hole size and the bolt setting, and the joint has the limiting function. BRIEF DESCRIPTION OF DRAWINGS

[0025] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0026] Figure 1 A three-dimensional structural diagram of a steel frame-concrete core tube structure; Figure 2 This is a schematic diagram of the three-dimensional structure of the seismic isolation node; Figure 3 Exploded view of the seismic isolation node; Figure 4 This is the front view of the seismic isolation node; Figure 5 This is a front view including the clamping plate and friction plate vibration isolation nodes; Figure 6 This is a first-person view of the planar structure of the micro-pipe gallery; Figure 7 This is a schematic diagram of the planar structure of a micro-pipe gallery from a second perspective. Figure 8 A three-dimensional structural diagram of the connection structure between floor slabs from a first-person perspective; Figure 9 A three-dimensional structural diagram of the connection structure between floor slabs from a second perspective; Figure 10 for Figure 8 A magnified view of a section at point A in the middle; Figure 11 for Figure 8 A magnified view of a section at point B in the middle; Figure 12 for Figure 9 A magnified view of a section at point C; Figure 13 This is a theoretical calculation model for existing steel frame-concrete core tube structures; Figure 14 Stress and deformation diagram of the theoretical calculation model of existing steel frame-concrete core tube structure; Figure 15 This application discloses a theoretical calculation model for a steel frame-concrete core tube structure. Figure 16 This application discloses a stress-deformation diagram of the theoretical calculation model of a steel frame-concrete core tube structure. Figure 17 The inter-story deformation curves of existing steel frame-concrete core tube structures are shown. Figure 18Elastic-plastic inter-story deformation curve of steel frame-concrete core wall structure in the application; Figure 19 Load-displacement hysteretic curve of M30 slot joint; Figure 20 Comparison of different cycle times of sandblasted friction surface slot joint hysteretic curve; Figure 21 Flow chart of the design method in Embodiment 2 of the application; Figure 22 Flow chart of another design method in Embodiment 2 of the application.

[0027] Reference signs: 1-external steel frame; 2-internal core wall; 3-isolation joint; 4-reduction and isolation joint; 5-floor slab; 6-shear wall; 7-micro pipe gallery; 8-pipe; 9-ground finishing layer; 10-elastic cover plate; 11-pre-buried connecting piece; 12-connecting angle steel; 13-pre-buried plate; 14-extended connecting cylinder; 15-frame end connecting plate; 16-cylinder end connecting plate; 17-first strip-shaped through hole; 18-second strip-shaped through hole; 19-third strip-shaped through hole; 20-connecting hole; 21-first connecting device; 22-second connecting device; 23-friction plate; 24-first clamping plate; 25-second clamping plate; 26-corrugated plate; 27-pipe groove; 28-first plate unit; 29-second plate unit; 30-retreat groove; 31-slide; 32-first cavity; 33-second cavity; 34-upper cover plate; 35-jack; 36-lock cavity; 37-exit channel; 38-locking assembly; 39-locking rod; 40-first elastic member; 41-groove; 42-locking block; 43-second elastic member; 44-extended vertical plate; 45-extended horizontal plate; 46-limiting block; 47-unlocking assembly; 48-lifting rod; 49-third elastic member; 50-connecting plate; 51-pushing rod. DETAILED DESCRIPTION

[0028] The technical solutions of the application will be described clearly and completely below in combination with the drawings. Obviously, the described embodiments are part of the embodiments of the application, rather than all the embodiments. Based on the embodiments in the application, all other embodiments obtained by those skilled in the art without creative labor fall within the protection scope of the application.

[0029] In the description of this invention, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing the invention and for simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the invention. Furthermore, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0030] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0031] It should also be noted that the specific embodiments or implementation methods described below are a series of optimized settings listed by the present invention to further explain the specific content of the invention, and these settings can be combined or used in conjunction with each other.

[0032] The present invention will be further explained below with reference to specific embodiments.

[0033] Example 1 like Figures 1-7 As shown, the steel frame-concrete core tube structure based on in-story seismic isolation provided in this embodiment includes an outer steel frame 1 and an inner core tube 2. The external steel frame 1 surrounds the internal core tube 2, and a vibration isolation joint 3 is provided between the two. A vibration damping and isolation node 4 is provided at the vibration isolation joint 3 to connect the outer steel frame 1 and the inner core tube 2; A floor slab 5 is provided on the steel frame; Shear walls 6 are provided around the internal core tube 2; A micro-pipe gallery 7 is provided between the floor slab 5 and the shear wall 6; The micro-pipe gallery 7 is equipped with pipes 8; A floor finishing surface layer 9 is provided on the floor slab 5, and the distance between the end of the floor finishing surface layer 9 closest to the shear wall 6 and the shear wall 6 is greater than the distance between the floor slab 5 and the shear wall 6; An elastic cover plate 10 is provided between the ground decoration surface layer 9 and the shear wall 6; The elastic cover plate 10 is partially located above the floor 5 and partially located above the micro pipe gallery 7.

[0034] The present application is directed to the damage concentration and transmission path problem of building structure under the action of earthquake, a new type of bearing-damping-isolation multifunctional integrated node and the adaptive isolation joint structure are developed, through the "intra-floor damping and isolation" method to realize the "performance cooperation" of the external steel frame 1 and the internal core tube 2 in the steel frame-concrete core tube structure. The node can realize the controllable transmission of shear force, bending moment and axial force under the action of earthquake, and at the same time allows the external steel frame and the internal core tube to produce moderate relative displacement in the horizontal direction, effectively reduces the bending moment peak value and inter-story displacement concentration at the bottom of the core tube.

[0035] It should be noted that the micro pipe gallery 7 in the embodiment is arranged between the floor 5 and the shear wall 6, and similarly, if the shear wall 6 is not arranged on the internal core tube 2, the micro pipe gallery 7 can also be arranged between the outer end surface of the internal core tube 2 and the floor 5.

[0036] As a further embodiment of the present embodiment, the seismic isolation node 4 includes a pre-buried connecting piece 11 and a connecting angle steel 12; The pre-buried connecting piece 11 includes a pre-buried plate 13 and an outwardly extending connecting cylinder 14 arranged integrally; The pre-buried plate 13 is pre-buried in the internal core tube 2; The outwardly extending connecting cylinder 14 extends out of the internal core tube 2 and is connected with the connecting angle steel 12; The connecting angle steel 12 is in T-shaped structure, including a frame end connecting plate 15 and a cylinder end connecting plate 16 connected vertically; The frame end connecting plate 15 is connected with the web of the external steel frame 1; The cylinder end connecting plate 16 is connected with the outwardly extending connecting cylinder 14.

[0037] In the embodiment, the spatial freedom degree adjustment between the external steel frame 1 and the internal core tube 2 is realized by means of the seismic isolation node 4. This adjustment mode is effective and can fully meet the deformation requirements in vertical, horizontal and torsional directions. The vertical deformation may be caused by changes in the gravity load of the building itself or foundation settlement and other factors; the horizontal deformation may be caused by wind action, earthquake horizontal action force and the like; and the deformation in the torsional direction may be caused by uneven stress of the structure. Through the adjustment of the seismic isolation node 4, the structure can be more stable when dealing with deformation in different directions, thereby improving the overall seismic performance of the structure.

[0038] The connecting piece 11 and the connecting angle steel 12 are designed in coordination. This design has far-reaching significance. On the one hand, it effectively ensures the stability of the node connection, making the connection between the external steel frame 1 and the internal core tube 2 stable and reliable, and not prone to loosening or disengagement. On the other hand, it allows relative displacement within a certain range. When the structure deforms under external forces, this relative displacement can act as a buffer, thereby achieving a synergistic effect of shock absorption and seismic isolation. Shock absorption refers to reducing the energy of the structure during vibration through damping, while seismic isolation refers to isolating the influence of external vibrations such as earthquakes on the structure. The two work together to improve the seismic performance of the structure.

[0039] The extended connecting cylinder 14 and the connecting angle steel 12 form a T-shaped structure and are fixed by high-strength bolts. This fixing method has obvious advantages and is easy to install and disassemble. In industrialized construction, time and efficiency are crucial. Easy installation can speed up construction progress and shorten the construction period, while easy disassembly is beneficial for later maintenance, repair, or modification work. Therefore, this T-shaped structure and high-strength bolt fixing method meets the requirements of industrialized construction.

[0040] When the node is subjected to periodic loads or encounters earthquakes, it can play a significant role. Periodic loads may be generated by the operation of machinery and equipment, the periodic action of wind, etc. In this case, the node can significantly reduce stress concentration. Stress concentration can cause local stress in the structure to be too large, easily leading to structural damage. By reducing stress concentration, the safety and durability of the overall structure can be improved, making the structure more reliable during long-term use.

[0041] At the same time, the node has good controllability during manufacturing and installation. In actual engineering, different projects have different requirements. The sliding gap and pre-tightening force can be adjusted according to the specific requirements of the actual project. The size of the sliding gap will affect the deformation capacity and shock absorption effect of the structure, while the size of the pre-tightening force will affect the connection strength and stability of the node. By reasonably adjusting these two parameters, optimal matching of stiffness and damping can be achieved. Stiffness refers to the ability of the structure to resist deformation, while damping refers to the ability of the structure to dissipate vibration energy. The optimal matching of the two can further improve the adaptability of the structure under multi-dimensional seismic motion. Multi-dimensional seismic motion includes seismic waves of different directions and frequencies, and has a more complex effect on the structure. The controllability of the node allows the structure to respond more effectively to such complex situations.

[0042] The T-shaped connecting angle steel 12 is designed with double-plate body, which has unique advantages and can effectively disperse the force transmission path. When the structure is subjected to external force, the force will be transmitted through different paths, avoiding the concentration of force in a certain part. In this way, the energy dissipation performance of the node area is enhanced, so that the node can more efficiently consume the energy generated by external vibrations such as earthquakes. At the same time, this design can also avoid local stress concentration and prevent the structure from being damaged due to excessive local stress, further ensuring the safety and stability of the structure.

[0043] As a further embodiment of the present embodiment, a first strip-shaped through hole 17 in a first direction is provided on the extended connecting cylinder 14; A second strip-shaped through hole 18 in a second direction is provided on the cylinder end connecting plate 16; The first direction is perpendicular to the second direction.

[0044] As a further embodiment of the present embodiment, a third strip-shaped through hole 19 in a third direction is provided on the frame end connecting plate 15; The third direction is parallel to the connecting end axis of the external steel frame 1; The external steel frame 1 is provided with a connecting hole 20; The connecting hole 20 corresponds in position to the third strip-shaped through hole 19.

[0045] As a further embodiment of the present embodiment, the frame end connecting plate 15 is connected to the web of the external steel frame 1 through a first connecting device 21; The cylinder end connecting plate 16 and the extended connecting cylinder 14 are connected through a second connecting device 22.

[0046] As a further embodiment of the present embodiment, the first connecting device 21 is a fastener; The second connecting device 22 is a prestressed structure; One end of the second connecting device 22 is anchored on the embedded plate 13, and the other end is anchored on the end of the cylinder end connecting plate 16 away from the embedded connecting piece 11 after passing through the first strip-shaped through hole 17 and the second strip-shaped through hole 18.

[0047] As a further embodiment of the present embodiment, friction plates 23 are provided on the upper and lower flanges of the external steel frame 1 and the upper and lower end faces of the extended connecting cylinder 14, and first and second clamping plates 24 and 25 are provided outside the friction plates 23; The friction plates 23 are provided with two fourth strip-shaped through holes parallel to the axis of the external steel frame 1, and the two fourth strip-shaped through holes are respectively provided at the corresponding positions of the external steel frame 1 and the extended connecting cylinder 14; The first clamping plate 24 is arranged at the corresponding position of the outer steel frame 1, and the second clamping plate 25 is arranged at the corresponding position of the outer extension connecting cylinder 14. The first clamping plate 24 and the outer steel frame 1 are connected to clamp the friction plate 23 through fastening devices, and the second clamping plate 25 and the outer extension connecting cylinder 14 are connected to clamp the friction plate 23 through fastening devices, and the fastening devices pass through the fourth strip-shaped through hole.

[0048] Through the above structure, when the relative displacement between the outer steel frame 1 and the outer extension connecting cylinder 14 is caused by the earthquake action, the friction plate 23 generates stable friction force under the clamping action of the first clamping plate 24 and the second clamping plate 25, and effectively dissipates the seismic energy. The design of the fourth strip-shaped through hole allows the fastening device to reserve an adjustment space in the axial direction, ensures that the friction plate 23 is always in a reasonable pre-tightening state, and avoids the decline of energy dissipation performance caused by vibration relaxation. When the whole node bears multidirectional load, the through hole in each direction cooperates with the connecting device to realize balanced space stress, and significantly improves the seismic adaptability and durability of the structure.

[0049] In the node in the application, a friction type connection is adopted. A slot hole is opened at a key position, and a pre-tightening force bolt is used to realize no movement under normal load and slippage and energy dissipation under a large earthquake by using interface slip.

[0050] The initial pre-tightening force of the bolt and the specification of the bolt are preferably selected according to the requirements of the specification, which are 125kN-355kN and M20-M30, respectively. According to the test of the friction type connection of high-strength bolts by the inventor in the early stage, the parameters of M30 slot hole, pre-tightening force 350kN and sand blasting of the friction surface can make the hysteresis curve of the slot hole slippage node full (as shown in Figure 19 and 20 ); but as the number of slippage increases, the bearing capacity of the node decreases, which is because the pre-tightening force of the bolt decreases with the increase of the number of hysteresis cycles, so that the friction resistance decreases. However, the hysteresis curve of the test piece under each level of load is full and close to rectangular, and the ultimate displacement is large.

[0051] As a further embodiment of the embodiment, a corrugated plate 26 is further arranged in the micro pipe gallery 7; The pipeline 8 is kept stable by a pipe slot fixed on the shear wall 6; One end of the corrugated plate 26 is fixedly connected with one end of the pipe slot away from the shear wall 6, and the other end of the corrugated plate 26 is fixedly connected with the floor 5.

[0052] In this embodiment, the micro-pipe gallery 7 is arranged between the floor 5 and the shear wall 6 and located in the isolation joint 3, so that the isolation joint realizes multifunctional integration of isolation, shock absorption and pipe gallery accommodation. The micro-pipe gallery 7 can not only be used for accommodating various pipelines in the building and realizing orderly arrangement, but also can effectively buffer the displacement stress of the pipeline under the action of sudden load such as earthquake by axial compression and rebound of the corrugated plate. The corrugated plate 26 reduces stress concentration of the overall structure by elastic energy dissipation of the material itself in the deformation process, and avoids interface loosening or rupture caused by structure vibration. The cooperative design between the micro-pipe gallery 7 and the main structure enables the pipeline system to maintain functional integrity after experiencing multiple reciprocating displacements, and improves the seismic toughness of the building equipment. In addition, the micro-pipe gallery 7 is located in the isolation joint 3, realizes multifunctional integration, does not occupy the floor space, and is convenient for later maintenance. This structure takes into account the space utilization efficiency and safety performance, and reflects the deep integration of structural durability and use function.

[0053] As shown in Figures 8-12 As a further embodiment of this embodiment, the floor is spliced by a plurality of slab units, and the first slab unit 28 and the second slab unit 29 arranged adjacent to each other are connected by a locking assembly 38 and an unlocking assembly 47.

[0054] As a further embodiment of this embodiment, the locking assembly 38 is movably arranged on the side wall of the first slab unit 28, the second slab unit 29 is provided with a insertion hole 35 for inserting the locking assembly 38, and the second slab unit 29 is internally provided with a lock cavity 36 communicating with the insertion hole 35. After the locking assembly 38 is inserted into the insertion hole 35, the locking assembly 38 acts on the inner wall of the lock cavity 36 to lock the first slab unit 28 and the second slab unit 29 as a whole. The unlocking assembly 47 is installed in the first slab unit 28 and is used to release the locking state of the locking assembly 38 to the first slab unit 28 and the second slab unit 29.

[0055] In actual engineering situations, if two groups of floor slabs are to be firmly connected as a whole, the following steps are taken: the side wall of the second slab unit 29 with the socket 35 is accurately aligned with the side wall of the first slab unit 28 equipped with the locking assembly 38. At the same time, the first slab unit 28 and the second slab unit 29 are required to be in a staggered lapping state, i.e. they are lapped in an interleaved manner. Then, a certain pressure is applied to the first slab unit 28, so that the side wall of the first slab unit 28 is tightly lapped on and slides along the side wall of the second slab unit 29. During the sliding process, the positional relationship between the first slab unit 28 and the second slab unit 29 is closely monitored, and when they finally reach the flush state, the locking assembly 38 is accurately inserted into the socket 35. At the same time, the locking assembly 38 will perform its specific function, tightly acting on the inner wall of the locking cavity 36, so as to firmly connect the first slab unit 28 and the second slab unit 29 as a complete whole.

[0056] When the first slab unit 28 and the second slab unit 29 need to be separated due to subsequent maintenance, reconstruction, etc., the operation is relatively simple. Only by unlocking the locking state between the first slab unit 28 and the second slab unit 29 through the unlocking assembly 47, the two originally connected slab units can be smoothly separated.

[0057] As a further embodiment of the present embodiment, the side wall of the first slab unit 28 is provided with a slide 31, the locking assembly 38 includes a locking rod 39, a first elastic member 40, a locking block 42 and a second elastic member 43, one end of the locking rod 39 extends into the slide 31 and is connected to the inner wall of the slide 31 through the second elastic member 43, the other end extends to the outside of the first slab unit 28, the end of the locking rod 39 outside the first slab unit 28 is provided with an inclined surface, a groove 41 is formed on the rod body of the locking rod 39 outside the first slab unit 28, one end of the locking block 42 extends into the groove 41 and is connected to the inner wall of the groove 41 through the first elastic member 40, the other end extends to the outside of the locking rod 39, the locking block 42 is perpendicular to the locking rod 39, and the end of the locking block 42 outside the locking rod 39 is provided with an arc surface.

[0058] In the process of applying a pressing operation to the first plate unit 28 to drive the first plate unit 28 to move and make the side wall of the first plate unit 28 slide relative to the side wall of the second plate unit 29, the slope at the end of the lock rod 39 will contact and interact with the edge of the side wall of the first plate unit 28. Under this interaction, the lock rod 39 will be subjected to a certain pushing force and then slide into the inside of the slide 31. At the same time, the second elastic member 43 associated with the lock rod 39 will be extruded by an external force due to the sliding of the lock rod 39, thereby generating a force compression phenomenon. When the first plate unit 28 is continuously pressed until the first plate unit 28 and the second plate unit 29 reach the flush state, the lock rod 39 is just located at one side of the insertion hole 35. At this time, the second elastic member 43 originally in the compression state will release its elastic potential energy and push the lock rod 39 to slide out of the slide 31. With the sliding of the lock rod 39, the end of the lock rod 39 away from the second elastic member 43 will naturally insert into the inside of the insertion hole 35.

[0059] In the process of inserting the lock rod 39 into the insertion hole 35, the arc surface provided on the lock block 42 will contact and interact with the edge of the hole wall of the insertion hole 35. Due to the interaction between the arc surface and the edge of the hole wall, the lock block 42 will be subjected to a force moving into the inside of the groove 41 and then move into the inside of the groove 41. At the same time of moving the lock block 42, the first elastic member 40 associated with the lock block 42 will be extruded due to the movement of the lock block 42, thereby generating compression. When the lock rod 39 is continuously inserted into the insertion hole 35 until it is inserted to the predetermined depth inside the insertion hole 35, the lock block 42 is just moved to one side of the lock cavity 36. At this time, the first elastic member 40 originally in the compression state will release its elastic potential energy and push the lock block 42 to move out of the groove 41. With the movement of the lock block 42, the lock block 42 will extend into the inside of the lock cavity 36 and interact with the inner wall of the lock cavity 36. At this time, the locking connection between the first plate unit 28 and the second plate unit 29 is completed.

[0060] As a further implementation manner of the embodiment, the side wall of the first plate unit 28 is provided with a retreat groove 30 for the lock block 42 to enter.

[0061] When a pressing operation is applied to the first plate unit 28 and the pressing action makes the slope at the end of the lock rod 39 interact with the edge of the side wall of the second plate unit 29, under this interaction, the lock rod 39 will slide into the inside of the slide 31 along the direction of the acting force. In the process of sliding the lock rod 39 into the inside of the slide 31, the lock rod 39 will drive the lock block 42 to enter the inside of the retreat groove 30. This operation can effectively avoid the exposure of the lock block 42 to the outside of the first plate unit 28. Because the lock block 42 will once exposed to the outside of the first plate unit 28, it is extremely likely to have a negative impact on the smooth connection of the first plate unit 28 and the second plate unit 29, so that the two cannot smoothly complete the connection operation.

[0062] As a further implementation form of the present embodiment, the first plate unit 28 is internally provided with a first chamber 32 in communication with the slide 31, and a limiting block 46 is fixedly arranged on the side wall of the lock rod 39, with one end of the limiting block 46 extending into the first chamber 32.

[0063] In the process that the second elastic member 43 generates a driving force to drive the lock rod 39 to slide in the external direction of the slide 31, the lock rod 39 will drive the limiting block 46 connected thereto to move synchronously in the first chamber 32. When the limiting block 46 moves to a position where it interacts with the inner wall of the first chamber 32, it indicates that the lock rod 39 has been inserted into the insertion hole 35 and reaches a preset depth. At this particular moment, the lock block 42 has just moved to one side of the lock cavity 36. At this time, under the action of the driving force provided by the first elastic member 40, the lock block 42 will extend into the lock cavity 36 and keep a close-fitting state with the inner wall of the lock cavity 36. Through this series of actions and states, the precise cooperation between the lock block 42 and the lock cavity 36 can be achieved. This precise cooperation can effectively enhance the locking effect between the first plate unit 28 and the second plate unit 29, making the connection between them more stable and reliable.

[0064] As a further implementation form of the present embodiment, the insertion hole 35 is provided with an exit channel 37 arranged in an inclined manner on the hole wall, with one end of the exit channel 37 extending to the outer wall of the second plate unit 29 and the other end extending to the inner wall of the lock cavity 36. The surface of the first plate unit 28 is provided with a second chamber 33 located on one side of the first chamber 32. The unlocking assembly 47 includes a lifting rod 48, a connecting plate 50, and a lever 51. One end of the lifting rod 48 extends into the second chamber 33, and the other end extends through the plate body of the first plate unit 28 between the second chamber 33 and the first chamber 32 and extends into the first chamber 32. The lifting rod 48 is movably connected with the plate body of the first plate unit 28 between the second chamber 33 and the first chamber 32. The connecting plate 50 is arranged in the first chamber 32, with one end of the connecting plate 50 fixedly connected with the lifting rod 48 and the other end fixedly connected with the lever 51. The side wall of the lock rod 39 is fixedly provided with an extension vertical plate 44 and an extension horizontal plate 45, which are perpendicular to each other and form an L-shaped structure. One end of the lever 51 away from the connecting plate 50 is attached to the extension horizontal plate 45.

[0065] In actual working conditions, if the first plate unit 28 and the second plate unit 29 need to be disassembled, the on-site staff can manually press the lifting rod 48. Under the pressure applied by the staff, the lifting rod 48 will move towards the inside of the first chamber 32. With the displacement of the lifting rod 48, the connecting plate 50 and the push rod 51 connected thereto will move synchronously. During the movement of the push rod 51, it will contact the extension horizontal plate 45 and apply a pushing force thereto. Under the pushing force of the push rod 51, the extension horizontal plate 45 drives the lock rod 39 to rotate. When the lock rod 39 rotates, it drives the lock block 42 to rotate synchronously. During the rotation of the lock block 42, it slides along the inner wall of the lock chamber 36. When the lock block 42 continuously rotates to the position of the exit channel 37, the lock block 42 will be separated from the inner wall of the lock chamber 36. After the lock block 42 is separated from the inner wall of the lock chamber 36, the staff can rotate the lifting rod 48. When the lifting rod 48 rotates, it drives the push rod 51 to rotate through the connecting plate 50. During the rotation of the push rod 51, it acts on the side wall of the extension vertical plate 44, and the force applied by the push rod 51 to the side wall of the extension vertical plate 44 pushes the lock rod 39, so that the lock rod 39 slides towards the inside of the slide 31. During the sliding of the lock rod 39, it drives the lock block 42 to move synchronously, and the lock block 42 moves out of the inside of the lock chamber 36 through the exit channel 37. When the lock block 42 moves to the inside of the retreat groove 30, the lock rod 39 also exits from the inside of the insertion hole 35. After the lock rod 39 exits from the inside of the insertion hole 35, the locking state between the first plate unit 28 and the second plate unit 29 is released, and the staff can disassemble the first plate unit 28 and the second plate unit 29, thereby completing the entire disassembly work.

[0066] As a further implementation manner of the embodiment, the connecting plate 50 and the inner wall of the first chamber 32 are further connected through a third elastic member 49, and the third elastic member 49 is used to provide an elastic pulling force to the connecting plate 50, so that the lifting rod 48 and the push rod 51 can be kept at a predetermined initial position in a non-pressing state.

[0067] As a further implementation manner of the embodiment, a slot compatible with a screwdriver is formed on the end face of the end of the lifting rod 48 located in the inside of the second chamber 33, so as to facilitate the staff to press and rotate the lifting rod 48.

[0068] As a further implementation manner of the embodiment, the second chamber 33 is hingedly provided with an upper cover plate 34. When the first plate unit 28 and the second plate unit 29 do not need to be disassembled, the upper cover plate 34 covers the second chamber 33 to seal the second chamber 33, so as to ensure the flatness of the surface of the first plate unit 28.

[0069] As a further implementation manner of the embodiment, the first elastic member 40, the second elastic member 43 and the third elastic member 49 can be springs or metal elastic sheets, which are not limited here.

[0070] In the embodiment of the present application, when the actual demand is to connect two groups of floors into one whole, the specific operation mode is as follows: the side wall of the second slab unit 29 provided with the insertion hole 35 is placed towards the side wall of the first slab unit 28 provided with the locking assembly 38. At the same time, it is necessary to ensure that the first slab unit 28 and the second slab unit 29 are in a staggered lamination state, that is, they are not completely aligned and laminated. Then, a certain pressure is applied to the first slab unit 28, so that the side wall of the first slab unit 28 slides tightly against the side wall of the second slab unit 29. During the sliding process, the positional relationship between the two slab units is continuously observed, and when the first slab unit 28 and the second slab unit 29 finally reach the flush state, the locking assembly 38 will be accurately inserted into the insertion hole 35. At the same time, the locking assembly 38 will act on the inner wall of the locking cavity 36. In this way, the first slab unit 28 and the second slab unit 29 can be successfully connected as a whole.

[0071] When it is necessary to split the first slab unit 28 and the second slab unit 29, the operation is not complex. It only needs to release the locking state between the first slab unit 28 and the second slab unit 29 by the unlocking assembly 47. Compared with the prior art, the mode adopted in the embodiment of the present application can realize seamless and rapid connection between two groups of floors. That is, there will be no gap in the connection process, and the connection operation can be completed in a short time. At the same time, the two connected groups of floors can also be quickly disassembled. This mode has obvious advantages. On the one hand, the floor connection efficiency is very high, which can save a lot of time and labor cost; on the other hand, the connection mode is simple and reliable, and it is not easy to appear the situation of insecure connection or connection failure.

[0072] By adopting the above technical scheme, the present application has the following beneficial effects: 1. In terms of seismic performance, the seismic reduction and isolation joint effectively absorbs vertical (gravity / settlement), lateral (wind load / earthquake) and torsional deformation through a spatial free adjustment mechanism, reduces the peak bending moment of the core tube bottom, reduces the inter-story displacement concentration phenomenon, and significantly improves the overall stability of the structure. The friction type connection design makes the joint generate stable friction force through interface slip under the action of earthquake, combined with the elastic deformation of the corrugated plate, to realize double energy dissipation. The T-shaped double plate body connection angle steel design disperses the force transmission path to multiple directions, avoids local stress concentration, improves the energy dissipation performance of the joint area, and prolongs the structural durability.

[0073] In-story seismic isolation refers to a seismic resistance technology system that reduces structural response by arranging seismic isolation devices between the substructure and the main structure within the same floor, thereby dissipating or redistributing seismic input energy within the floor. Compared to conventional base isolation and floor isolation: First, in-story seismic isolation can more effectively reduce the seismic acceleration response of the part above the isolation floor by interrupting energy transmission, thus improving the seismic performance of the structure; second, it can also avoid the abrupt stiffness changes caused by floor isolation, which can lead to stress concentration in local floors; finally, in-story seismic isolation is simple to install and can be applied to the renovation of old buildings, enabling better and faster installation.

[0074] 2. In terms of space utilization and functional integration, a micro-pipe gallery is integrated between the floor slab and the shear wall. Located within the seismic isolation joint, this joint achieves multi-functional integration of seismic isolation, damping, and pipe gallery storage. The micro-pipe gallery also allows for orderly pipeline arrangement and improves space utilization. The corrugated plate axial compression design buffers pipeline displacement stress, prevents loosening of joints, and ensures the functional integrity of the pipeline system after an earthquake. An elastic cover plate is installed between the floor finish and the shear wall, covering the area above the floor slab and pipe gallery, satisfying decorative needs while providing convenient access for pipeline maintenance and reducing space occupancy.

[0075] 3. Enhanced structural adaptability and safety. The nodal stiffness and damping are optimized in synergy through sliding gaps and preload, improving the structure's adaptability under three-dimensional seismic wave action and meeting the seismic fortification requirements of high-intensity zones.

[0076] 4. The modular units enable rapid assembly through locking and unlocking components, shortening the connection time per connection and improving construction efficiency. The unlocking component design allows for disassembly without damaging the structure, reducing maintenance costs.

[0077] Example 2 like Figures 20-21 As shown in the figure, this embodiment provides a design method for a steel frame-concrete core tube structure based on in-story seismic isolation, including the following steps: S1: Design a steel frame-concrete core tube structure according to the design specifications "Standard for Seismic Design of Buildings" (GB50011) and "Technical Specification for Concrete Structures of High-Rise Buildings" (JGJ3). Select appropriate components from the product library to form a system based on the floor height, vertical load, etc., to obtain Model 1. S2: cancel the adjustment of the frame floor shear force in the Standard for Seismic Design of Buildings (GB50011) based on Model 1, so that the structural cylinder bears the horizontal action, while the frame part only bears the vertical load of the structure, and the specific structure and material of the steel frame part and the concrete core cylinder are designed according to the Standard for Design of Steel Structures (GB50017) and the Standard for Design of Concrete Structures GB50010 respectively, and the node stress is extracted as the basis value to obtain the initial node bearing capacity demand and calculate the node deformation capacity; ; wherein, is the elastic-plastic inter-story drift angle of the steel frame, is the elastic-plastic inter-story drift angle of the core cylinder; The node is designed through the node deformation capacity (or the existing node that meets the slip and bearing capacity is directly selected in the product library) to obtain Model 2; S3: the Model 2 is analyzed according to the Standard for Seismic Design of Buildings (GB50011), if it does not pass the calculation, then the Model 2 is redesigned in step S1; if it passes the calculation, then step S4 is performed; S4: the load is distributed according to the provisions of the Standard for Design of Steel Structures (GB50017) and the Standard for Design of Concrete Structures GB50010, and the structure is divided into a core cylinder and a steel structure to obtain the ultimate inter-story drift angle, the ultimate value of which should be less than the limit value in the specification, and the ultimate deformation and ultimate bearing capacity of the node are extracted and compared with the design value; S5: if the component does not meet the seismic test requirements, return to step S1 for iterative design until the requirements of the Standard for Seismic Design of Buildings (GB50011) are met.

[0078] As a further implementation manner of the embodiment, the calculation of the node bearing capacity is as follows: When the node does not slip under a smaller load, the size of the external load is assumed to be , the node bearing capacity required at this time is , and the following relationship is satisfied:

[0079] wherein, β is a safety factor, k is a pass coefficient, n is the number of contact surfaces, and the corner node shown in Figure 1 is taken as an example, n=2; μ is a friction coefficient; and P is the size of the bolt force. The above parameters are valued according to the test and the Standard for Design of Steel Structures GB50017; For the ultimate failure mode, when the ultimate bearing capacity is reached under the condition of meeting the construction requirements, the relevant provisions in Section 11.4 of the Standard for Design of Steel Structures GB50017-2010 are calculated to obtain.

[0080] like Figures 13-14 As shown, in existing technologies, the external steel frame and internal core tube are rigidly connected, and the deformation of the steel frame and concrete core tube is coordinated. The maximum inter-story drift angle of the steel frame-core tube structure is limited by the design of the concrete walls, reaching a maximum of only 1 / 50. The deformation capacity of the outer steel frame is not fully utilized, and the inter-story drift angle is... The formula is as follows:

[0081] in, denoted as inter-story drift, and h as story height.

[0082] like Figures 15-16 As shown, the technical solution of this application adopts a vibration reduction and isolation node. Due to its vibration reduction, isolation and displacement capabilities, the displacement relationship between the steel frame and the concrete core tube is relatively free. Stiffness and damping are added at the node, and slippage will only occur when a certain load is reached.

[0083] like Figures 17-18 As shown, due to the lower stiffness of the steel frame, its deformation is greater relative to the concrete core tube. By adjusting the node parameters, the external steel frame, after fully utilizing its performance (inter-story drift angle reaching 1 / 100), and the concrete core tube can simultaneously reach their respective inter-story drift angle limits (1 / 50 for concrete). This allows the ductility of both to be fully utilized, maximizing the load-bearing capacity of both the steel frame and the concrete core tube, achieving "performance synergy" between them. The inter-story drift angle of the elastoplastic steel frame in this application... and interlayer displacement angle of the core tube The formula for calculating the node slip distance is as follows: ; ; ; in, This refers to the elasto-plastic inter-story drift angle of the steel frame. The core tube's elastoplastic interlayer displacement angle.

[0084] In conventional structures, the maximum elastic-plastic interstory displacement is controlled by the core tube limit, and the potential performance of the outer steel structure and nodes is not fully utilized. The mathematical expression for this is as follows: ; .

[0085] By adopting the above technical solution, the present invention has the following beneficial effects: 1. Based on multiple design specifications, from the initial model construction to gradual adjustments and optimizations, through multiple verification calculations and iterative design, we ensured that the final structure met seismic requirements, thus guaranteeing the accuracy and reliability of the structural design.

[0086] 2. By adopting seismic isolation nodes, the displacement relationship between the steel frame and the concrete core tube is altered, allowing them to move relatively freely. By adjusting the node parameters, the external steel frame can fully utilize its performance (elastic-plastic inter-story drift angle can reach 1 / 50), while simultaneously reaching their respective inter-story drift angle limits (inter-story drift angle of the concrete core tube can reach 1 / 100), thus fully leveraging the load-bearing capacity and ductility of both the steel frame and the concrete core tube.

[0087] 3. In existing technologies, the maximum inter-story drift angle of steel frame-core tube structures is limited, and the performance of the outer steel frame is not fully utilized. This solution overcomes this limitation by using seismic isolation nodes, enabling the structure to better resist and disperse energy when facing external forces such as earthquakes, thereby enhancing its overall seismic resistance.

[0088] 4. For the bearing capacity of nodes, calculation methods are given under both small load and ultimate failure modes, and the basis for the relevant parameter values ​​is clearly defined to ensure that the node design meets the requirements of different working conditions and complies with standards and specifications, thus providing a solid guarantee for structural safety.

[0089] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A steel frame-concrete core tube structure based on in-story seismic isolation, characterized in that, Includes an external steel frame and an internal core tube; The external steel frame surrounds the internal core tube, and a vibration isolation joint is provided between the two. A vibration damping and isolation node is provided at the seismic isolation joint to connect the external steel frame and the internal core tube; Floor slabs are installed on the steel frame; Shear walls are provided around the internal core tube; A micro-pipe gallery is provided between the floor slab and the shear wall; The micro-pipe gallery is equipped with pipes; The floor slab is provided with a floor finishing surface layer, and the distance between the end of the floor finishing surface layer closest to the shear wall and the shear wall is greater than the distance between the floor slab and the shear wall; An elastic cover plate is provided between the floor finish layer and the shear wall; A portion of the elastic cover plate is located above the floor slab, and another portion is located above the micro-pipe gallery.

2. The steel frame-concrete core tube structure based on in-story seismic isolation and damping as described in claim 1, characterized in that, The vibration damping and isolation node includes embedded connectors and connecting angle steel; The embedded connector includes an integrated embedded plate and an extended connecting cylinder; The embedded plate is embedded in the internal core tube; The extended connecting cylinder extends out of the inner core cylinder and is connected to the connecting angle steel; The connecting angle steel is a T-shaped structure, including a frame end connecting plate and a cylinder end connecting plate that are vertically connected; The frame end connecting plate is connected to the web of the external steel frame; The end connecting plate is connected to the extended connecting cylinder.

3. The steel frame-concrete core tube structure based on in-story seismic isolation and damping as described in claim 1, characterized in that, The extended connecting cylinder is provided with a first strip-shaped through hole in a first direction; The cylindrical end connecting plate is provided with a second strip-shaped through hole in a second direction; The first direction and the second direction are perpendicular to each other.

4. The steel frame-concrete core tube structure based on in-story seismic isolation and damping as described in claim 1, characterized in that, The frame end connecting plate is provided with a third strip-shaped through hole in a third direction; The third direction is parallel to the axial direction of the connection end with the external steel frame; The external steel frame is provided with connection holes; The connection hole corresponds to the position of the third strip-shaped through hole.

5. The steel frame-concrete core tube structure based on in-story seismic isolation and damping as described in claim 1, characterized in that, The frame end connecting plate is connected to the web of the external steel frame through a first connecting device. The end plate and the extended connecting cylinder are connected by a second connecting device.

6. The steel frame-concrete core tube structure based on in-story seismic isolation and damping as described in claim 1, characterized in that, The first connecting device is a fastener; The second connecting device is a prestressed structure; One end of the second connecting device is anchored to the embedded plate, and the other end passes through the first strip-shaped through hole and the second strip-shaped through hole and is anchored to the end of the cylinder end connecting plate away from the embedded connector.

7. The steel frame-concrete core tube structure based on in-story seismic isolation and damping as described in claim 1, characterized in that, Friction plates are provided on the upper and lower flanges of the external steel frame and the upper and lower end faces of the extended connecting cylinder, and a first clamping plate and a second clamping plate are provided on the outside of the friction plates. The friction plate is provided with two fourth strip-shaped through holes parallel to the axial direction of the outer steel frame. The two fourth strip-shaped through holes are respectively located at the corresponding positions of the outer steel frame and the extended connecting cylinder. The first clamping plate is disposed at the corresponding position of the external steel frame, and the second clamping plate is disposed at the corresponding position of the extended connecting cylinder; The first clamping plate and the external steel frame are connected and clamp the friction plate by a fastening device, and the second clamping plate and the extended connecting cylinder are connected and clamp the friction plate by a fastening device, which passes through the fourth strip-shaped through hole.

8. The steel frame-concrete core tube structure based on in-story seismic isolation and damping as described in claim 1, characterized in that, The micro-pipe gallery is also equipped with corrugated plates; The pipeline is kept stable by being fixed to a pipe groove on the shear wall; One end of the corrugated plate is fixedly connected to the end of the pipe groove away from the shear wall, and the other end of the corrugated plate is fixedly connected to the floor slab.

9. The steel frame-concrete core tube structure based on in-story seismic isolation and damping as described in claim 1, characterized in that, The floor slab is composed of multiple panel units, and the adjacent first panel units and second panel units are connected by locking and unlocking components.

10. A design method for a steel frame-concrete core tube structure based on in-story seismic isolation as described in any one of claims 1-9, characterized in that, Including the following steps: S1: Design a steel frame-concrete core tube structure according to the design specifications "Standard for Seismic Design of Buildings" (GB50011) and "Technical Specification for Concrete Structures of High-Rise Buildings" (JGJ3). Select appropriate components from the product library to form a system based on the floor height, vertical load, etc., to obtain Model 1. S2: Based on Model 1, the adjustment of the frame floor shear force in the "Standard for Seismic Design of Buildings" (GB50011) is cancelled, so that the structural tube bears the horizontal load, while the frame part only bears the vertical load of the structure. The specific structure and materials of the steel frame part and the concrete core tube are designed according to the "Standard for Design of Steel Structures" (GB50017) and the "Standard for Design of Concrete Structures" (GB50010), respectively. The stress of the nodes is extracted and used as the basic value to obtain the initial node bearing capacity requirement and calculate the node deformation capacity. ； in, This refers to the elasto-plastic inter-story drift angle of the steel frame. The core tube's elasto-plastic interlaminar displacement angle; Model 2 is obtained by designing nodes based on their deformability. S3: Perform minor earthquake analysis on Model 2 according to the "Standard for Seismic Design of Buildings" (GB50011). If the analysis fails, repeat step S1 and redesign Model 2. If the analysis passes, proceed to step S4. S4: Distribute the loads according to the provisions of the "Steel Structure Design Standard" (GB50017) and the "Concrete Structure Design Standard" (GB50010), and divide the structure into core tube and steel structure to obtain the ultimate inter-story drift angles. The ultimate values ​​should be less than the ultimate values ​​in the respective specifications. Extract the ultimate deformation and ultimate bearing capacity of the nodes and compare them with the design values. S5: If a component fails to meet the seismic test requirements, return to step S1 for iterative design until the requirements of the "Standard for Seismic Design of Buildings" (GB50011) are met.

Images