A module-core tube structure with timely tuning and vibration reduction

Abstract

The present invention discloses a module-core tube structure with timely tuning and shock absorption, including a reinforced concrete core tube, and prefabricated steel modules are arranged around the core tube; there is a certain gap between the two, and they are connected horizontally at different heights by mechanical hinges, springs, and slidable floors with brittle limit blocks. Multi-layer prefabricated steel modules are stacked vertically, and several adjacent layers of steel modules are connected between layers to form a module group; laminated rubber bearings and viscous dampers are arranged between vertically adjacent module groups. According to whether each module group is hinged to the core tube at its top, it is divided into A and B module groups, and the two are arranged at intervals along the vertical direction, and the top is defined as A module group. When an earthquake occurs, the A and B module groups cooperate to realize the grouped rapid disconnection of the brittle limit blocks, and the structural configuration is changed in time. Through reasonable spring stiffness and viscous damper parameters, the tuning and shock absorption of the module group and the core tube structure is realized, and the problem of untimely tuning of such structures is overcome.

Description

Technical Field

[0001] The invention belongs to the technical field of civil engineering, and in particular is a module-core tube structure with timely tuning and shock absorption. Background Art

[0002] Prefabricated steel modules refer to prefabricated three-dimensional steel structures with a box-like appearance that can be assembled on site without support; they are usually steel frame structures, with the main components being frame beams, frame columns, floor slabs, and ceilings. Prefabricated steel modules are not only highly prefabricated in terms of structure, but all equipment, pipelines, and decoration within the modules can be completed in advance, and the exterior decoration can also be integrated. After these modules are transported to the construction site, they can be "stacked" and assembled like "building blocks", which not only facilitates the construction of the structure, but also eliminates the need for later decoration work.

[0003] Modular buildings refer to buildings whose main building spaces are composed of prefabricated modules. They have the following advantages: high integration, shortened construction time, and labor savings; each module is a self-contained structural system, requiring no additional supports during transportation, hoisting, and placement; and factory assembly line production, which improves indoor quality and reduces pollution. However, high-rise modular buildings generally require the addition of other lateral force-resisting structures, such as cast-in-place concrete core tubes, to resist wind loads and earthquakes.

[0004] In common modular buildings, the concrete core tube and prefabricated steel modules are rigidly connected horizontally and produce the same horizontal displacement under horizontal earthquakes. The lateral stiffness of the concrete core tube is significantly larger, bearing the main horizontal force and serving as the first line of defense against earthquakes; the prefabricated steel module group with relatively weak internal components and connections between modules is difficult to serve as the second line of defense against earthquakes; moreover, the entire building has no special shock-absorbing measures, which is unfavorable to the structure. In view of this unfavorable situation, it is a reasonable response to allow flexible connections between the modules and the core tube of the main structure and use the relative movement between the two for shock absorption. At present, some modular buildings adopt a tuned shock absorption strategy, using a sliding floor with a fuse-type connection to connect the primary and secondary structures, and stacking the steel modules on rubber isolation bearings. Under the action of wind load, the floor slab acts as a rigid horizontal connecting rod, which can transfer horizontal load and transfer the load of the steel module to the core tube. Under the action of earthquake, the internal force of the floor slab in the plane is large, the fuse (usually a brittle connection structure) is disconnected, and the sliding floor slab slides in the reserved slide groove, allowing the steel module to move relative to the core tube, and a flexible connection with appropriate stiffness is formed to form a tuned mass damper to tune and reduce the shock of the core tube.

[0005] The above-mentioned module-core tube tuned shock-absorbing structure has excellent performance and can significantly reduce the structural seismic response and control earthquake damage under ideal conditions. However, studies have shown that the disconnection of the fuse-type connection is sensitive to the stiffness parameters and the limit displacement parameters, and the disconnection moment usually carries an instantaneous dynamic effect, making it difficult to achieve the assumed ideal state. If the fuse-type connection is not disconnected in time when an earthquake occurs due to complex factors in reality, the module group will not be able to produce displacement relative to the core tube in time and form a tuning effect, then the shock-absorbing performance of the overall structure during the entire earthquake process will be greatly reduced, resulting in earthquake damage far greater than expected. Summary of the invention

[0006] The technical problem to be solved by the present invention is: as mentioned above, the existing module-core tube tuning and shock-absorbing structure has the problem of difficulty in timely starting the tuning effect. In order to solve this problem and enable the structural system to better exert its shock-absorbing performance, the present invention provides a module-core tube structure with timely tuning and shock absorption.

[0007] The core principles, technical solutions and beneficial effects of the present invention for solving the above technical problems are described as follows:

[0008] 1. Core principles:

[0009] Through a special structural arrangement, the fuse-type connections in some of the slidable floors are forced to disconnect first, and then the structural configuration is changed, thereby making the remaining fuse-type connections easier to disconnect.

[0010] The steel module group produces shear-type lateral displacement under horizontal earthquakes, while the core tube structure produces bending-type lateral displacement, and the deformation of the two cannot be completely coordinated. Therefore, the steel modules are grouped vertically and connected to the core tube in different ways, so that the fuse-type connection of the A module group first produces a large deformation and disconnects. After that, the B module group is input with a large driving force from the disconnected A module group, and the fuse-type connections of the B module group are forced to disconnect completely.

[0011] After all the fuse-type connections are disconnected, only the B module group has the ability to tune and damp the core tube, and the A module group only plays a transitional role.

[0012] 2. Technical solution:

[0013] In order to solve the above technical problems, the present invention adopts the following technical solutions:

[0014] A module-core tube structure with timely tuning and damping includes a reinforced concrete core tube structure arranged vertically, a prefabricated steel module structure arranged around the core tube, a certain gap is left between the core tube structure and the prefabricated steel module structure, so as to set a connecting element in the horizontal direction; the multi-layer prefabricated steel module structure is stacked from bottom to top, and several layers of steel modules adjacent vertically are connected to form a whole through interlayer connection, i.e., a module group; laminated rubber bearings are arranged between the vertically adjacent module groups and between the bottom module group and the foundation. In the prefabricated steel module structure, the bottom of each layer of the module is connected to the core tube structure through a sliding floor in the horizontal direction; wherein, the bottom module in each module group has a brittle stop block added to its sliding floor to form a sliding floor with a brittle stop block, and under the action of wind load, the sliding floor with the brittle stop block provides great rigidity, and transfers the load on the module structure to the core tube structure, but under the action of earthquake, the brittle stop block is disconnected, allowing the module structure and the core tube structure to move relative to each other (i.e., "fuse connection").

[0015] In the prefabricated steel module structure, the top of each layer of the module is connected to the core tube structure through a spring connection in the horizontal direction; among them, the top module in a specific part of the module group is connected to the core tube structure by a hinge instead of the above-mentioned spring connection. Such a specific module group is recorded as module group A. Except for module group A, the remaining module groups are recorded as module group B. In the vertical direction, module groups A and B are arranged alternately, and the top module group must be module group A. A viscous damper is provided between the vertically adjacent A and B module groups, and the two ends are respectively connected to the floor beam-column node of the upper module group and the ceiling beam-column node of the lower module group.

[0016] Under the action of earthquake, the steel module structure and the concrete core tube structure have different lateral displacement modes, in which the module group is shear-type lateral displacement and the core tube structure is bending-type lateral displacement, and the two cannot coordinate deformation; since the top of the A module group is hinged with the core tube, a relative rotation angle will be generated between the two; as the rotation of the main structure increases, the deformation of the sliding floor with brittle limit blocks at the bottom of the A module group increases significantly, and the brittle limit blocks are disconnected. After disconnection, the high-frequency transient dynamic effect of the A module group is transmitted to the B module group through the viscous damper, causing the fuse connection of the B group to be disconnected.

[0017] As a further preferred solution of the above technical solution, in order to maintain the internal structural stability of the steel module, an internal support of the module is provided, and the support is arranged in an oblique direction to connect two beam-column nodes.

[0018] As a further preferred solution of the above technical solution, in the horizontal spring connection between the steel module and the core tube structure, the spring used is a disc-shaped compression spring with a calculated and reasonable stiffness, so that the module group can tune and damp the core tube through a connection with reasonable stiffness.

[0019] As a further preferred solution of the above technical solution, in the hinged connection between the steel module and the core tube structure, the module beam extends beyond the module column and is connected to the obliquely arranged module external support. One end of a pair of shorter channel steels is connected to the web of the module beam end by a high-strength bolt, and the other end is connected to the embedded parts on the core tube by a high-strength bolt.

[0020] As a further preferred embodiment of the above technical solution, the above-mentioned slidable floor passes through the door opening of the core tube structure and is horizontally placed in the slide groove in the core tube floor. The slide groove is a smooth groove in the reinforced concrete floor of the core tube structure, allowing the slidable floor to slide horizontally thereon. On this basis, the above-mentioned slidable floor with brittle limit blocks has vertical circular holes, and the floor of the core tube structure has vertical circular holes of corresponding positions and sizes. The two are aligned and filled with brittle material blocks to form a fuse-type limit device; when an earthquake occurs, the brittle blocks break, collapse, and stop working, and the floor can begin to slide.

[0021] As a further preferred embodiment of the above technical solution, embedded steel plates are provided on the horizontal and vertical contact surfaces of the smooth grooves of the sliding floor and the core tube structure floor to avoid local brittle failure caused by collision. The inner surface of the embedded steel plate is anchored to the concrete by welding steel bars.

[0022] 3. Beneficial effects:

[0023] The module-core tube structure of the present invention with timely tuning and damping has the following beneficial effects:

[0024] 1) The bottom of the module group is connected to the core tube structure by a sliding floor with brittle limit blocks. Under the action of wind load, the load on the module structure can be transferred to the core tube structure. However, under the action of earthquake, the brittle limit blocks are disconnected, allowing the module structure and the core tube structure to move relative to each other and change the configuration in time.

[0025] 2) Laminated rubber isolation bearings are set between multiple module groups to form a flexible structure in the horizontal direction. A certain distance is reserved between the module group and the core tube and a spring with reasonable stiffness is used to connect the module so that the module can tune and reduce the vibration of the core tube. Viscous dampers are set in the isolation layer to ensure the dissipation of structural vibration energy. The seismic damage of both the module structure and the core tube structure is significantly reduced.

[0026] 3) The A and B module groups are arranged alternately vertically, and the top module group must be the A module group. The A module group is hinged to the core tube structure, which not only limits the relative translation displacement of the top to prevent the module group from overturning, but also amplifies the relative rotation angle between the two, so that the brittle limit block at the bottom of the module group is disconnected in time, and the instantaneous dynamic effect is transmitted through the viscous damper and spring between the A and B module groups, causing the effect of disconnecting the fuse-like connection of the group.

[0027] 4) The modules of group A and group B cooperate and interact with each other, which not only avoids the consequence of the inability to move freely relative to each other and the loss of tuning mechanism caused by only group A modules, but also avoids the consequence of the fuse-type connection as the rotating axis that can never be disconnected caused by only group B modules. Give full play to the shock absorption performance of the module-core tube structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] Figure 1 It is a schematic diagram of the overall structural system of the present invention;

[0029] Figure 2 for Figure 1 Schematic diagram of the internal structure of module group A in the structural system shown and its connection with the core tube and adjacent module groups;

[0030] Figure 3 for Figure 1 Schematic diagram of the internal structure of module group B in the structural system shown and its connection with the core tube and adjacent module groups;

[0031] Figure 4 for Figure 1 Schematic diagram of the hinged connection between the modules and the core tube in the structural system shown;

[0032] Figure 5 for Figure 1 Schematic diagram of the spring connection between the module and the core tube in the structural system shown;

[0033] Figure 6 for Figure 1 Schematic diagram of the sliding floor connection between the modules and the core tube in the structural system shown;

[0034] Figure 7 for Figure 6 The schematic diagram of the structure of the sliding floor with brittle limit blocks shown.

[0035] In the figure, 1-reinforced concrete core tube, 11-core tube body, 12-core tube door opening, 13-core tube floor slab, 131-reserved sliding groove;

[0036] 2-prefabricated steel module, 21-module beam, 211-stiffening rib, 22-module column, 221-module column end plate, 23-module support, 231-module support connecting plate;

[0037] 3-module group, 301-module group A, 302-module group B, 31-top module within the group, 32-middle module within the group, 33-bottom module within the group, 34-connections between module layers;

[0038] 4-Laminated rubber isolation bearing;

[0039] 5-Viscous damper;

[0040] 6-hinged connection, 61-embedded parts, 62-connecting channel steel, 63-high-strength bolts, 64-module external support;

[0041] 7-spring connection, 71-embedded part, 72-disc compression spring, 73-module beam end plate;

[0042] 8-sliding floor, 81-welded extension section of module beam, 82-embedded connecting channel steel, 83-high-strength bolts, 84-embedded steel plate;

[0043] 9-slidable floor with brittle limiting unit, 91-sliding floor circular hole, 92-core tube floor circular hole, 93-brittle limiting block, 94-embedded steel plate;

[0044] 10-Basics. DETAILED DESCRIPTION

[0045] The following will be combined with the embodiments and drawings to clearly and completely describe the concept and specific structure of the present invention, so as to fully understand the purpose, characteristics and effects of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of them. Based on the embodiments of the present invention, other embodiments obtained by those skilled in the art without creative work are all within the scope of protection of the present invention.

[0046] like Figures 1 to 7 A module-core tube structure with timely tuned vibration reduction is shown, firstly Figure 1The overall structure is introduced, including a reinforced concrete core tube 1 arranged vertically, and multiple layers of prefabricated steel modules 2 are arranged around the reinforced concrete core tube 1. A certain gap is left between the reinforced concrete core tube 1 and the prefabricated steel module structure 2 so as to set connecting elements in the horizontal direction. The reinforced concrete core tube 1 and the prefabricated steel module structure 2 are both arranged on the foundation 10. The multiple layers of prefabricated steel module structure 2 are stacked from bottom to top, and several layers of steel modules adjacent vertically are connected to each other 34 to form a whole, that is, a module group 3; laminated rubber bearings 4 are arranged between the vertically adjacent module groups 3 and between the bottom module group and the foundation 10. The bottom of each prefabricated steel module 2 is connected to the reinforced concrete core tube 1 through a sliding floor 8 in the horizontal direction; wherein, the bottom module 33 in each module group 3 has a brittle stopper 93 added to its sliding floor 8 to form a slidable floor 9 with a brittle stopper unit. Under the action of wind load, the internal force of the slidable floor 9 with a brittle stopper unit is not large, and it can provide great rigidity to transfer the load on the prefabricated steel module 2 to the reinforced concrete core tube 1. However, under the action of earthquake, the brittle stopper is disconnected, allowing the prefabricated steel module 2 to move relative to the reinforced concrete core tube 1. The top of each layer of prefabricated steel module 2 is connected to the reinforced concrete core tube 1 through a spring connection 7 in the horizontal direction; however, the top module 31 in the group of a specific module group 3 uses a hinged connection 6 instead of the above-mentioned spring connection 7 to connect to the reinforced concrete core tube 1. Such a specific module group 3 is recorded as an A module group 311. Except for the A module group 311, the remaining module groups 3 are recorded as B module groups 302. In the vertical direction, the A and B module groups are arranged alternately, and the topmost module group 3 must be the A module group 301 .

[0047] like Figure 2 and Figure 3 As shown, in both the A module group 301 and the B module group 302, there are top-layer modules 31, middle-layer modules 32 and bottom-layer modules 33, and the above-mentioned multiple module groups 3 are connected to each other through the module interlayer connection 34 to form a whole, and the whole module group 3 is connected to the adjacent module group 3 through the laminated rubber support 4 and the viscous damper 5. The bottom of the top-layer module 31 and the middle-layer module 32 are connected to the concrete core tube 1 through the slidable floor 8, and the bottom-layer module 33 is connected to the reinforced concrete core tube 1 through the slidable floor 9 with a brittle limit unit.

[0048] like Figure 2 As shown, in module group A 301 , the top of the top module 31 in the group is connected to the concrete core tube 1 via a hinged connection 6 , and the tops of the middle module 32 and the bottom module 33 in the group are connected to the concrete core tube 1 via a spring connection 7 .

[0049] like Figure 3As shown, in the B module group 302 , the tops of the top layer module 31 , the middle layer module 32 and the bottom layer module 33 are all connected to the concrete core tube 1 via spring connections 7 .

[0050] The alternating arrangement of the A and B module groups and their specific connection schemes bring the following key effects: due to the different lateral displacement modes of the steel module structure 2 and the reinforced concrete core tube 1 under the action of earthquake, the two cannot be deformed in coordination; the top of the A module group 311 is hingedly connected to the reinforced concrete core tube 1 6, so a relative rotation angle will be generated between the two; as the lateral displacement of the reinforced concrete core tube 1 increases, the deformation of the slidable floor 9 with brittle stopper units at the bottom of the A module group 301 increases significantly, and the brittle stopper block 93 is disconnected. After disconnection, the high-frequency transient dynamic effect of the A module group 301 is transmitted to the B module group through the viscous damper 5, causing the slidable floor 9 with brittle stopper units at the bottom of the B module group 302 to disconnect. Thereafter, the B module group 302 and the reinforced concrete core tube 1 are completely provided with stiffness in the horizontal direction by the spring connection 7, and the stiffness of the spring connection 7 is designed and calculated, which can form a tuning relationship between the B module group 302 and the reinforced concrete core tube 1. In addition, the viscous damper 5 provided between the module groups 3 can achieve energy dissipation and further reduce shock. In summary, the A module group 301 and the B module group 302 cooperate with each other to achieve the grouped rapid disconnection of the brittle material blocks 93, which not only avoids the consequence of the inability to move freely relative to each other and the loss of the tuning mechanism caused by only the A module group 301, but also avoids the consequence of the brittle limit block 93 as a rotating shaft being unable to be disconnected all the time caused by only the B module group 302.

[0051] like Figure 4 and Figure 5 As shown, the internal structure of the prefabricated steel module 2 includes a module beam 21, a module column 22 and a module support 23, wherein the connection nodes of the module beam 21 and the module column 22 are provided with a stiffening rib 211, the module support 23 is obliquely connected to the two above-mentioned nodes through a module support connecting plate 231, and a module column end plate 221 is provided at the bottom of the module column 22 so as to further set up a module interlayer connection 34.

[0052] like Figure 4As shown, in order to realize the hinged connection 6, the module beam 21 at the top of the module extends outward, and the module beam 21 is connected to the module external support 64 arranged obliquely at the position beyond the module column 22, forming an outrigger truss with greater rigidity. At the connection between the module beam 21 and the module external support 64, an additional stiffening rib 211 is provided to ensure the local stability of the component. The end of the outrigger truss is hinged to the reinforced concrete core tube 1 through a shorter channel steel. The specific structure is: one end of a pair of connecting channel steels 62 is connected to the web of the beam end of the module beam 21 through a high-strength bolt 63, and the other end of a pair of connecting channel steels 62 is connected to the embedded part 61 on the reinforced concrete core tube 1 through a high-strength bolt 63, and the pair of connecting channel steels 62 has a shorter length.

[0053] like Figure 5 As shown, in order to realize the spring connection 6, the module beam 21 at the top of the module extends outward for a short distance, and the module beam end plate 73 is welded at the beam end; one end of the disc-shaped compression spring 72 is connected to the module beam end plate 73, and the other end is connected to the embedded part 71 on the core tube 1. The stiffness of the disc-shaped compression spring 72 is reasonably selected through design calculation, in order to enable the module group to form a tuning relationship with the reinforced concrete core tube 1.

[0054] like Figure 6 As shown, the sliding floor 8 does not provide rigidity. Its main function is to keep the function of personnel passage when the prefabricated steel module 2 moves relative to the reinforced concrete core tube 1, and to assist in the evacuation of personnel during an earthquake. Its specific structure is described as follows. The sliding floor 8 is provided with a pre-buried connecting channel steel 82, which is connected to the module beam welded extension section 81 pre-welded to the outside of the module beam-column node by high-strength bolts 83 on site, thereby realizing the hinge connection between the sliding floor 8 and the prefabricated steel module 2. The other end of the sliding floor 8 passes through the core tube door 12 in the reinforced concrete core tube 1, enters the core tube body 11, and is placed on the reserved sliding groove 131 of the core tube floor 13 in the reinforced concrete core tube 1. The reserved sliding groove 131 is relatively smooth, allowing the sliding floor 5 to slide horizontally thereon. The corresponding horizontal and vertical contact surfaces of the two are provided with pre-buried steel plates 84 to avoid local brittle damage caused by collision. The inner surface of the pre-buried steel plate 84 is anchored to the concrete by welding steel bars.

[0055] like Figure 7As shown, compared with the sliding floor 8, the sliding floor 9 with brittle limiting unit is additionally provided with brittle limiting block 93, so that the floor can provide a certain connection stiffness when the external load is small and the internal force is small, so that the prefabricated steel module 2 and the reinforced concrete core tube 1 can transmit the wind load, and its specific structure is described as follows. On the basis of the sliding floor 8, the sliding floor 9 with brittle limiting unit has a vertical circular hole 91, and the floor 13 of the reinforced concrete core tube has a vertical circular hole 92 of corresponding position and size. The two are aligned and filled with brittle limiting block 93 to form a fuse-type limiting device; when an earthquake comes, the brittle limiting block 93 breaks, collapses, and completely exits work, and the floor can start to slide, thereby realizing the transformation of the structural configuration. Similarly, the reserved sliding groove 131 and the sliding floor 9 with brittle limiting unit are both provided with embedded steel plates 94 to avoid local brittle damage caused by collision.

[0056] The preferred embodiments of the present invention are specifically described above, but the invention is not limited to the embodiments. Those skilled in the art may make various equivalent modifications or substitutions without violating the spirit of the invention. These equivalent modifications or substitutions are all included in the scope defined by the claims of this application.

Claims

1. A module-core tube structure with timely tuning and damping, characterized in that: include, Reinforced concrete core (1); A prefabricated box-type steel module (2) comprising a module beam (21), a module column (22) and a module support (23); a plurality of vertically adjacent prefabricated box-type steel modules (2) are connected to form a module group (3) via a module interlayer connection (34); any two adjacent module groups (3) in the vertical direction are connected via a laminated rubber seismic isolation bearing (4); The top of the prefabricated box-type steel module (2) is connected to the embedded part (61 or 71) in the reinforced concrete core tube (1) by means of a hinge connection (6) or a spring connection (7); the bottom of the prefabricated box-type steel module (2) is hingedly connected to a sliding prefabricated floor slab (8) or a slidable floor slab (9) with a brittle limiting unit, and the sliding prefabricated floor slab (8) or the slidable floor slab (9) with a brittle limiting unit passes through the core tube door opening (12) and is horizontally placed on a slide groove (131) in the core tube floor slab (13); In the module group (3), if the top of the top module (31) in the group is connected to the core tube (1) by a hinged connection (6), and the other modules in the group are connected to the core tube (1) by a spring connection (7), then the module group (3) is called an A module group (301); if the tops of all modules (2) in the group are connected to the core tube (1) by a spring connection (7), then the module group (3) is called a B module group (302). In the vertical direction, the A module group (301) and the B module group (302) are arranged alternately, and the top module group (3) of the entire building adopts the A module group (301); In the module group (3), the bottom of the bottom module (33) in the group is connected to the reinforced concrete core tube (1) by using a slidable floor slab (9) with brittle units.

2. A module-core tube structure with timely tuning and damping according to claim 1, characterized in that: In the module group (3), the bottoms of the top-layer modules (31) and the middle-layer modules (32) in the group are connected to the reinforced concrete core tube (1) via a sliding prefabricated floor slab (8).

3. The module-core tube structure with timely tuning and damping according to claim 1, characterized in that: The slidable floor slab (9) with the brittle limiting unit passes through the core tube door opening (12) in the reinforced concrete core tube (1) and is horizontally placed in a slide groove (131) in the core tube floor slab (13) in the reinforced concrete core tube (1). The sliding floor slab circular hole (91) in the slidable floor slab (9) with the brittle limiting unit is aligned with the core tube floor slab circular hole (92) in the reinforced concrete core tube (1) and a brittle limiting block (93) is filled in.

4. The module-core tube structure with timely tuning and damping according to claim 1, characterized in that: A viscous damper (5) is provided between any two adjacent module groups (3) in the vertical direction.

5. The module-core tube structure with timely tuning and damping according to claim 1, characterized in that: The hinged connection (6) comprises an embedded part (61), a connecting channel steel (62), a high-strength bolt (63), a module external support (64), a module beam (21) and a stiffening rib (211); the module beam (21) extends beyond the module column (22); the module beam (21) is connected to the module external support (64) arranged obliquely; at the connection between the two, the module beam (21) is provided with a stiffening rib (211); one end of a pair of connecting channel steels (62) is connected to the web of the module beam (21) at the beam end via a high-strength bolt (63); and the other end of the pair of connecting channel steels (62) is connected to the embedded part (61) on the reinforced concrete core tube (1) via a high-strength bolt (63).

6. The module-core tube structure with timely tuning and damping according to claim 1, characterized in that: The spring connection (7) comprises an embedded part (71), a disc-shaped compression spring (72), a module beam end plate (73) and a module beam (21); the module beam (21) extends beyond the module column (22) and a module beam end plate (73) is welded to the beam end; one end of the disc-shaped compression spring (72) is connected to the module beam end plate (73), and the other end of the disc-shaped compression spring (72) is connected to the embedded part (71) on the reinforced concrete core tube (1).

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