A fully assembled modular shear wall core tube structure system and construction method

Abstract

The present invention discloses a fully assembled modular shear wall core tube structure system and a construction method, which divides the core tube area into a core area and a side area, the core area is enclosed by a first shear wall module and a second shear wall module, and the side area is enclosed by a third shear wall module, and the three shear wall modules all include shear walls and steel columns, and each shear wall is formed by vertically splicing three walls, the height of the three walls does not exceed one-third of the floor height, and the width can be controlled, thereby greatly reducing the size of a single shear wall and reducing transportation and lifting costs; there is no large amount of steel bar binding between the walls, and stable connection can be achieved by using connecting plates and bolts, which also greatly improves construction efficiency and ensures construction quality; the main components are all prefabricated in the factory, and most of the welding and other production work has been completed in advance, which greatly improves installation efficiency and makes the construction of the core tube very convenient and quick.

Description

Technical Field

[0001] The present invention relates to the field of assembled shear wall core tubes, and in particular to a fully assembled modular shear wall core tube structural system and a construction method. Background Art

[0002] When using concrete for the main structure of traditional high-rise buildings, the main structures are shear walls and frame + shear wall cores. When using steel structures, the main structures are steel frame + bracing or steel frame + concrete shear wall cores. Currently, the majority of high-rise buildings under 200 meters still use concrete shear wall cores. This is mainly due to the relatively low construction cost, relatively mature construction technology, and excellent fire resistance of concrete shear walls.

[0003] Currently, there are two main types of core tubes of concrete shear walls, cast-in-place shear walls and prefabricated shear walls; there are currently two main types of prefabricated shear walls, one is fully prefabricated and the other is partially prefabricated.

[0004] The formwork engineering of cast-in-place shear walls is an important sub-project with high requirements and a long time consumption. After concrete pouring, formwork expansion and leakage are common problems. In addition, there are many problems such as a large number of on-site workers, a long initial setting time after pouring, many interlaced processes, and a large impact on the environment on site.

[0005] Although prefabricated concrete shear walls have the advantages of less wet work and a short construction period, the heavy weight of the prefabricated walls during transportation and hoisting increases the cost and construction difficulty. At the same time, at the post-cast nodes of the prefabricated shear walls, due to the requirements of the steel bar connection method, there are many steel bars and it is difficult to tie them. In addition, formwork is also required, making quality control difficult.

[0006] Patent application number CN202410498821.6 discloses a core tube structure using double steel plate shear walls. Steel plates are used as templates for concrete pouring. Grouting holes are opened at the top of the wall. Concrete slurry is poured into the double steel plate wall through the grouting holes, which can eliminate a large amount of formwork support and dismantling operations and improve construction efficiency.

[0007] However, the use of double-sided welded double-steel wall panels as formwork has the following shortcomings: the risk of formwork expansion, and the concrete is prone to segregation during the falling process; only grouting holes are opened at the top of the wall, which is inconvenient when vibrating the concrete and can easily lead to defects such as loose concrete vibration; secondly, the entire double-steel wall is too long or too wide, and like precast concrete shear walls, it is also difficult to transport and hoist it; in addition, for high-rise buildings, seismic performance is particularly important, and the technical document does not disclose any seismic energy-absorbing structures. Summary of the Invention

[0008] The present invention provides a fully assembled modular shear wall core tube structure system and construction method, which is used to solve the technical problems of the core tube structure using double steel plate shear walls, such as the inconvenience of transportation and lifting caused by the excessive length or excessive height of the double steel plate walls, the easy expansion of the mold during concrete pouring, the vertical segregation of concrete aggregates, the loose vibration, and the weak seismic resistance.

[0009] To achieve the above object, the present invention adopts the following technical solutions:

[0010] The present invention provides a fully assembled modular shear wall core tube structure system, wherein the core tube includes a core area and side areas located on both sides of the core area; the core area is rectangular as a whole and includes a first shear wall module and a second shear wall module; the side area is U-shaped as a whole with an opening toward the core area and includes a third shear wall module;

[0011] First steel columns are respectively set at two corners and the endpoints of one short side of the core area, and second steel columns are respectively set at the two endpoints of the other short side of the core area; first shear wall modules are set between the two first steel columns and between the two second steel columns, and second shear wall modules are set between the first steel column and the second steel column;

[0012] The first shear wall module includes a set of first coupling beam structures and first shear walls arranged at both ends of the first coupling beam structures;

[0013] The second shear wall module includes a second shear wall connected to the first steel column on one side, and at least three sets of second connecting beam structures arranged on the other side of the second shear wall;

[0014] The first connecting beam structure and the second connecting beam structure are both arranged at the opening of the core tube;

[0015] The third shear wall module includes alternately connected third shear walls and third steel columns, the third shear walls are connected to the first steel columns, and the third steel columns are arranged at the corners of the side areas and at the joints of adjacent third shear walls;

[0016] The first, second and third shear walls have the same structure, which are all hollow rectangular steel plate walls. Each shear wall is composed of three wall sections vertically spliced ​​together, namely the first wall, the second wall and the third wall.

[0017] The first coupling beam structure includes a first coupling beam assembly and a fourth steel column, wherein the fourth steel column is provided at both ends of the first coupling beam assembly and is used to connect the first shear wall;

[0018] The second connecting beam structure includes a second connecting beam assembly, a fifth steel column and a sixth steel column. The fifth steel column is arranged between the second connecting beam assembly and the second shear wall. The sixth steel column is arranged between adjacent second connecting beam assemblies and is used to connect adjacent second connecting beam assemblies. The third shear wall is connected to one side of the edge area of ​​the sixth steel column.

[0019] Preferably, in the core tube on the same floor, the first wall is arranged at the top, the third wall is arranged at the bottom, the second wall is arranged between the first wall and the third wall, and the three sections of the wall are connected by mortise and tenon joints;

[0020] An interlayer connection assembly is provided at the top of the first wall, a first groove is provided at the bottom of the first wall, a second groove is provided at the top of the third wall, vertical connection plates for matching the first groove and the second groove are provided at the top and bottom of the second wall, and two rows of bolt holes are provided at intervals on the side walls of the first groove and the second groove and on the surface of the vertical connection plates;

[0021] Bottom connecting plates are provided on both sides of the bottom of the third wall for connecting with the first wall of the next layer or the top plate of the basement. Triangular stiffening plates are provided at intervals in the longitudinal direction of the bottom connecting plates.

[0022] Preferably, a first transverse partition is provided on the inner lower side of the first wall, and the first transverse partition is arranged in the length direction of the first wall, serving as the basis of the first groove; a second transverse partition is provided on both the inner upper and lower sides of the second wall, and the second transverse partition is arranged in the length direction of the second wall, serving as the basis of the vertical connecting plate; a third transverse partition is provided on the inner upper side of the third wall, and the third transverse partition is arranged in the length direction of the third wall, serving as the basis of the second groove.

[0023] Preferably, transverse connecting plates are provided on the left and right sides of the first wall, the second wall and the third wall, and two rows of bolt holes are provided on the plate surface of the transverse connecting plates, which are used to connect adjacent shear walls or steel columns; two transverse connecting plates are provided in each group, and the upper and lower ends of the transverse connecting plates are flush with the upper and lower ends of the walls respectively.

[0024] Preferably, vertically arranged compartment stiffening plates are provided inside the first wall, the second wall and the third wall, and the compartment stiffening plates are arranged at intervals in the length direction of the wall; the upper end of the compartment stiffening plate in the first wall is connected to the top plate of the first wall, and the lower end is connected to the first transverse partition; the upper and lower ends of the compartment stiffening plate in the second wall are both connected to the second transverse partition; the upper end of the compartment stiffening plate in the third wall is connected to the third transverse partition, and the lower end is connected to the bottom plate of the third wall.

[0025] Preferably, the interlayer connection assembly includes an interlayer connection plate and a support plate; the interlayer connection plate is arranged on both sides of the top of the first wall, flush with the top surface of the first wall, and the interlayer connection plate is connected to the bottom connection plate of the third wall of the upper layer by bolts; the support plate is arranged on both side surfaces of the top of the first wall and below the interlayer connection plate, and square stiffening plates are arranged at intervals between the interlayer connection plate and the support plate, and bolts are arranged at intervals on the upper end surface of the support plate and the outer side of the square stiffening plate, and truss floor decking plates are overlapped.

[0026] Preferably, the third wall connected to the basement top plate also includes a fourth transverse partition, which is arranged on the lower side of the inside of the third wall, and a shear key is provided in the middle of the lower end face of the fourth transverse partition, and the shear key extends out of the bottom plate of the third wall. The basement top plate is provided with a third groove for cooperating with the shear key, and the bottom connecting plate is fixed to the upper end face of the basement top plate by bolts.

[0027] Preferably, the first connecting beam assembly and the second connecting beam assembly have the same structure; the first connecting beam assembly includes an upper connecting beam, a lower connecting beam, a beam connecting plate, an energy-absorbing rod and a column-beam connecting plate; the upper connecting beam and the lower connecting beam are vertically spaced apart, and both ends of the upper connecting beam and both ends of the lower connecting beam are fixed to the fourth steel column through the column-beam connecting plate; the beam connecting plate includes an upper plate and a lower plate, the upper end of the upper plate is fixed to the middle lower end surface of the upper connecting beam, the lower end of the lower plate is fixed to the middle upper end surface of the lower connecting beam, and the lower end of the upper plate and the upper end of the lower plate are connected by two rows of friction bolts arranged at intervals; the energy-absorbing rods are distributed on both sides of the beam connecting plate, and the two ends of the energy-absorbing rods are hinged and fixed to the upper connecting beam and the lower connecting beam respectively.

[0028] Preferably, all steel columns are square columns; the sides where the first steel column, the second steel column, the third steel column, the fourth steel column, the fifth steel column and the sixth steel column are connected to the shear wall are provided with full-length wall column connecting plates for connecting to the transverse connecting plates of the shear wall; wherein, the sides where the second steel column, the fifth steel column and the sixth steel column are connected to the connecting beam assembly are provided with column-beam connecting plates for connecting to the upper connecting beam and the lower connecting beam.

[0029] The present invention also provides a construction method for a fully assembled modular shear wall core tube structural system, comprising the following steps:

[0030] Step 1: Processing of various components: Based on the core tube structure, i.e., the wall-beam-column connection arrangement, the number and style of shear walls, steel columns, and coupling beam assemblies are determined. The first, second, and third shear walls and coupling beam assemblies are then prefabricated in the factory, and the steel columns are processed to connect the shear walls and coupling beam assemblies.

[0031] Step 2: Construct the first-floor core tube: hoist the first shear wall module, the second shear wall module and the third shear wall module to enclose the core area and side area of ​​the core tube; during the specific construction, first hoist the steel column unit, set the necessary support and position it, then hoist the third wall, fix the third wall to the basement ceiling, hoist the second wall, add support and fix it, then use bolts to initially tighten it into place, then hoist the first wall and use bolts to initially tighten it into position; use bolts to initially tighten and fix the shear wall, steel column and connecting beam components; check the installation position and connection relationship of each component, and complete the final tightening of the bolts after verification; after the hoisting of the vertical components of the first-floor core tube is completed, lay the first-floor floor slab, such as the truss floor deck.

[0032] Step three, construct the upper core tube: first hoist the second-floor steel column unit, set up the necessary supports and position them, then hoist the first shear wall module, the second shear wall module and the third shear wall module, connect and fix the third wall and the first wall of the first floor with bolts, and then repeat the bolt tightening operation in step two; then pour the concrete of the truss floor slab; repeat the above operations to complete the construction of the core tube of the third floor and above.

[0033] The beneficial effects of the present invention are embodied in:

[0034] 1) The present invention provides a fully assembled modular shear wall core tube structure system and construction method. The core tube area is divided into a core area and a side area. The core area is enclosed by a first shear wall module and a second shear wall module, and the side area is enclosed by a third shear wall module. The three shear wall modules each include a shear wall and steel columns. Each shear wall is composed of three vertically spliced ​​wall sections. The height of each of the three walls does not exceed one-third of the floor height, and the width can be controlled, thereby greatly reducing the size of a single shear wall and reducing transportation and lifting costs.

[0035] 2) The present invention provides a fully assembled modular shear wall core tube structure system and construction method. The steel usage of each shear wall complies with the requirements of the "Code for Seismic Design of Buildings", and each wall section is provided with compartmented stiffening plates to further reinforce the structure. This allows the shear wall section to meet usage requirements without the need for concrete pouring, eliminating most wet work, significantly saving manpower and time costs, and reducing construction procedures. Furthermore, the present invention provides stable wall-column and column-beam connection methods. The steel columns, shear walls, and connecting beam components are all connected by bolts, eliminating the need for large amounts of steel bar tying. Stable connections can be achieved using connecting plates and bolts, greatly improving construction efficiency and ensuring construction quality.

[0036] 3) The present invention provides a fully assembled modular shear wall core tube structure system and construction method. During the promotion of steel-structured residential buildings, the lack of insulation and poor sound insulation have always been the shortcomings of steel-structured buildings that have been criticized. In particular, the noise of the core tube elevator is loud. Sound insulation is a design focus in residential buildings. The present invention sets up compartments in the shear wall to reduce the overall weight. While filling it with insulation and sound insulation materials of different materials and thicknesses according to different regions such as severe cold, cold winter, cold winter and hot summer, it increases the scope of application of the present invention and improves the quality of living.

[0037] 4) The present invention provides a fully assembled modular shear wall core tube structure system and construction method. The shear walls and coupling beam components are prefabricated in the factory, and most welding and other fabrication work has been completed in advance. On-site installation only requires hoisting and splicing the shear walls and then connecting them with bolts. This greatly improves installation efficiency and makes core tube construction very convenient and quick.

[0038] 5) The present invention provides a fully assembled modular shear wall core tube structure system and construction method. As a complete core tube structure system, a connecting beam assembly is provided in the first shear wall module and the second shear wall module and the opening part of the core tube, including an energy-absorbing rod and a beam connecting plate. Under the action of small and medium earthquakes, the energy-absorbing rod connection is slightly deformed or damaged, and can continue to be used by replacing some components. Under the action of large earthquakes, the energy-absorbing rod connection is damaged, and can continue to be used by replacing some components. Under the action of super-large earthquakes, the energy-absorbing rod connection is damaged, and the friction-type high-strength bolts in the middle of the beam connecting plate slide and dissipate energy and then are damaged. In this way, energy dissipation and shock absorption are achieved, and the structural safety of the core tube is protected.

[0039] Other features and advantages of the present invention will be described in the following description, and in part will become apparent from the description, or may be understood by practicing the present invention; the main purpose and other advantages of the present invention can be realized and obtained through the solutions particularly pointed out in the description. BRIEF DESCRIPTION OF THE DRAWINGS

[0040] Figure 1 It is a plan view of the core tube of the present invention.

[0041] Figure 2 It is a three-dimensional diagram of the core tube of the present invention.

[0042] Figure 3 It is a three-dimensional view of the present invention without the truss floor deck.

[0043] Figure 4 It is a three-dimensional diagram after the first shear wall of the present invention is disassembled.

[0044] Figure 5 It is a front view of the first shear wall after being split.

[0045] Figure 6 It is a side sectional view of the first shear wall after being split.

[0046] Figure 7 It is a schematic diagram of the connection between the third wall and the basement roof of the present invention.

[0047] Figure 8 It is a three-dimensional diagram of the first coupling beam structure of the present invention.

[0048] Figure 9 It is a schematic diagram of the arrangement of the wall column connecting plate of the present invention.

[0049] Reference numerals: 1-first shear wall module, 11-first connecting beam structure,

[0050] 111-first coupling beam assembly, 112-fourth steel column;

[0051] 1111-upper connecting beam, 1112-lower connecting beam, 1113-beam connecting plate, 1114-energy dissipation rod, 1115-column-beam connecting plate, 1116-friction bolt;

[0052] 12-first shear wall, 121-first wall;

[0053] 1211-first groove, 1212-first transverse diaphragm, 1213-interlayer connecting plate, 1214-support plate, 1215-square stiffening plate, 1216-bolt;

[0054] 122-second wall; 1221-vertical connecting plate, 1222-second transverse partition;

[0055] 123-third wall; 124-transverse connecting plate, 125-compartment stiffening plate;

[0056] 1231-second groove, 1232-triangular stiffener, 1233-third transverse diaphragm, 1234-bottom connecting plate, 1235-fourth transverse diaphragm, 1236-shear key;

[0057] 2-second shear wall module, 21-second shear wall, 22-second coupling beam structure, 221-second coupling beam assembly, 222-fifth steel column, 223-sixth steel column;

[0058] 3-third shear wall module, 31-third shear wall, 32-third steel column;

[0059] 4-first steel column, 5-second steel column, 6-third groove, 7-wall column connecting plate, 8-truss floor deck. DETAILED DESCRIPTION

[0060] The technical solutions of the present invention are described in detail below through examples. The following examples are merely exemplary and can only be used to explain and illustrate the technical solutions of the present invention, and cannot be interpreted as limiting the technical solutions of the present invention.

[0061] This example uses a high-rise building project as an example. In traditional high-rise construction, shear walls are typically cast-in-place concrete. This requires tying steel bars, supporting formwork, and pouring concrete. Only when the concrete reaches 70% or higher of the design strength can the next floor be constructed. This repetitive process of tying steel bars, supporting formwork, and pouring concrete repeats. While this cast-in-place method has matured over the past 40 years, it still presents significant challenges, such as labor-intensive on-site operations, long initial setting times after pouring, multiple overlapping processes, and significant environmental impacts. This project addresses these issues.

[0062] First, there are two layers of steel plates inside and outside the shear wall, with a thickness of 16 mm. In accordance with the requirements for the minimum reinforcement ratio of vertical and transverse steel bars stipulated in the "Code for Seismic Design of Buildings", square steel tube columns with a wall thickness of 16 mm are used at the corners; the shear wall is divided into three parts: upper, middle and lower parts within the floor height range, and the middle part is connected to the upper and lower parts respectively through assembled and plug-in connections, and the connection joints are strengthened; the purpose of doing this is to complete the most complex and high-quality processes in the factory; after the early structural strength, force calculation and verification and the later actual construction, the assembled steel plate shear wall can replace the concrete shear wall, eliminating the work of tying steel bars, supporting formwork, etc., and improving construction efficiency; at the same time, it reduces the weight of the prefabricated wall, reduces costs during transportation and hoisting, and has a strong promotion value and application prospects.

[0063] Reference Figure 1-3 The present invention provides a fully assembled modular shear wall core tube structure system, wherein the core tube includes a core area and side areas located on both sides of the core area; the core area is rectangular as a whole and includes a first shear wall module 1 and a second shear wall module 2; the side area is U-shaped as a whole with an opening toward the core area and includes a third shear wall module 3;

[0064] First steel columns 4 are respectively set at two corners and the endpoints of one short side of the core area, and second steel columns 5 are respectively set at the two endpoints of the other short side of the core area; first shear wall modules 1 are set between the two first steel columns 4 and between the two second steel columns 5, and second shear wall modules 2 are set between the first steel columns 4 and the second steel columns 5;

[0065] The first shear wall module 1 includes a set of first coupling beam structures 11 and first shear walls 12 arranged at both ends of the first coupling beam structures 11;

[0066] The second shear wall module 2 includes a second shear wall 21 connected to the first steel column 4 on one side, and at least three sets of second connecting beam structures 22 arranged on the other side of the second shear wall 21;

[0067] The first connecting beam structure 11 and the second connecting beam structure 22 are both arranged at the opening of the core tube;

[0068] The third shear wall module 3 includes alternately connected third shear walls 31 and third steel columns 32. The third shear walls 31 are connected to the first steel columns 4. The third steel columns 32 are arranged at the corners of the side areas and at the joints of adjacent third shear walls 31.

[0069] The first shear wall 12, the second shear wall 21 and the third shear wall 31 have the same structure, which are all hollow rectangular steel plate walls. Each shear wall is composed of three wall sections vertically spliced ​​together. The three wall sections are the first wall 121, the second wall 122 and the third wall 123.

[0070] The first coupling beam structure 11 includes a first coupling beam assembly 111 and a fourth steel column 112 . The fourth steel column 112 is provided at both ends of the first coupling beam assembly 111 and is used to connect the first shear wall 12 .

[0071] The second connecting beam structure 22 includes a second connecting beam assembly 221, a fifth steel column 222 and a sixth steel column 223. The fifth steel column 222 is arranged between the second connecting beam assembly 221 and the second shear wall 21. The sixth steel column 223 is arranged between adjacent second connecting beam assemblies 221 and is used to connect adjacent second connecting beam assemblies 221. The third shear wall 31 is connected to one side of the edge area of ​​the sixth steel column 223.

[0072] Reference Figure 4 In the core tube on the same floor, the first wall 121 is set at the top, the third wall 123 is set at the bottom, and the second wall 122 is set between the first wall 121 and the third wall 123. The three sections of the wall are connected by mortise and tenon joints.

[0073] Reference Figure 5-6 An interlayer connection assembly is provided at the top of the first wall 121, and the interlayer connection assembly includes an interlayer connection plate 1213 and a supporting plate 1214; the interlayer connection plate 1213 is provided on both sides of the top of the first wall 121, flush with the top surface of the first wall 121, and the interlayer connection plate 1213 is connected to the bottom connection plate 1234 of the third wall 123 of the upper layer by bolts; the supporting plate 1214 is provided on both side surfaces of the top of the first wall 121 and below the interlayer connection plate 1213, and square stiffening plates 1215 are provided at intervals between the interlayer connection plate 1213 and the supporting plate 1214, and studs 1216 are provided at intervals on the upper end surface of the supporting plate 1214 and the outer side of the square stiffening plate 1215, and a truss floor deck 8 is overlapped and provided;

[0074] A first groove 1211 is provided at the bottom of the first wall 121, a second groove 1231 is provided at the top of the third wall 123, and vertical connecting plates 1221 are provided at the top and bottom of the second wall 122 for matching the first groove 1211 and the second groove 1231. Two rows of bolt holes are provided on the side walls of the first groove 1211 and the second groove 1231, and on the surface of the vertical connecting plates 1221.

[0075] Bottom connecting plates 1234 are provided on both sides of the bottom of the third wall 123 for connecting to the first wall 121 of the next layer or the basement ceiling. Triangular stiffening plates 1232 are provided at intervals in the longitudinal direction of the bottom connecting plates 1234 .

[0076] A first transverse partition 1212 is provided on the lower inner side of the first wall 121, and the first transverse partition 1212 is arranged along the length direction of the first wall 121, serving as the basis of the first groove 1211; a second transverse partition 1222 is provided on the upper and lower inner sides of the second wall 122, and the second transverse partition 1222 is arranged along the length direction of the second wall 122, serving as the basis of the vertical connecting plate 1221; a third transverse partition 1233 is provided on the upper inner side of the third wall 123, and the third transverse partition 1233 is arranged along the length direction of the third wall 123, serving as the basis of the second groove 1211. 31 foundation; the first wall 121, the second wall 122, and the third wall 123 are all equipped with vertically arranged compartment stiffening plates 125, spaced apart along the length of the wall. The upper ends of the compartment stiffening plates 125 in the first wall 121 are connected to the top plate of the first wall 121, and the lower ends are connected to the first transverse partition 1212; the upper and lower ends of the compartment stiffening plates 125 in the second wall 122 are connected to the second transverse partition 1222; the upper ends of the compartment stiffening plates 125 in the third wall 123 are connected to the third transverse partition 1233, and the lower ends are connected to the bottom plate of the third wall 123. The compartment stiffening plates 125 are made of steel plates of appropriate thickness, with specifications of 1000-1500. Each compartment can be filled with insulation and soundproofing materials according to building requirements.

[0077] Furthermore, transverse connecting plates 124 are provided on the left and right sides of the first wall 121, the second wall 122 and the third wall 123. Two rows of bolt holes are provided on the plate surface of the transverse connecting plates 124 at intervals for connecting adjacent shear walls or steel columns. Two transverse connecting plates 124 are provided in each group, and the upper and lower ends of the transverse connecting plates 124 are flush with the upper and lower ends of the walls respectively.

[0078] Reference Figure 7 The third wall 123 connected to the basement ceiling also includes a fourth transverse diaphragm 1235, which is arranged on the lower side of the third wall 123. A shear key 1236 is provided in the middle of the lower end surface of the fourth transverse diaphragm 1235, and the shear key 1236 extends out of the bottom plate of the third wall 123. The basement ceiling is provided with a third groove 6 for cooperating with the shear key 1236, and the bottom connecting plate 1234 is fixed to the upper end surface of the basement ceiling by bolts.

[0079] Reference Figure 8The first connecting beam assembly 111 and the second connecting beam assembly 221 have the same structure. The first connecting beam assembly 111 includes an upper connecting beam 1111, a lower connecting beam 1112, a beam connecting plate 1113, an energy dissipation rod 1114 and a column-beam connecting plate 1115. The upper connecting beam 1111 and the lower connecting beam 1112 are arranged vertically at intervals. Both ends of the upper connecting beam 1111 and the lower connecting beam 1112 are fixed to the fourth steel column 112 through the column-beam connecting plate 1115. Plate 1113 includes an upper plate and a lower plate. The upper end of the upper plate is fixed to the lower end surface of the middle portion of the upper connecting beam 1111, and the lower end of the lower plate is fixed to the upper end surface of the middle portion of the lower connecting beam 1112. The lower end of the upper plate and the upper end of the lower plate are connected by two rows of friction bolts 1116 arranged at intervals. Energy-absorbing rods 1114 are distributed on both sides of beam-connecting plate 1113, and the ends of energy-absorbing rods 1114 are respectively hingedly fixed to upper connecting beam 1111 and lower connecting beam 1112. Under the influence of small and moderate earthquakes, the connection of energy-absorbing rods 1114 is damaged or slightly deformed. The structure can be continued to use by replacing some components. Under the influence of large earthquakes, the connection of energy-absorbing rods 1114 is damaged. The structure can be continued to use by replacing some components. Under the influence of extremely large earthquakes, the connection of energy-absorbing rods 1114 is damaged, and the friction-absorbing high-strength bolts in the middle of beam-connecting plate 1113 slide and dissipate energy before being damaged. This method achieves energy dissipation and shock absorption, protecting the structural safety of the core tube.

[0080] Reference Figure 9 All steel columns are square columns made of square steel pipes, and concrete can be poured inside the steel columns as needed; the sides of the first steel column 4, the second steel column 5, the third steel column 32, the fourth steel column 112, the fifth steel column 222, and the sixth steel column 223 connected to the shear wall are all provided with a full-length wall column connecting plate 7 for connecting to the transverse connecting plate 124 of the shear wall.

[0081] Furthermore, the sides of the second steel column 5 , the fifth steel column 222 , and the sixth steel column 223 connected to the connecting beam assembly are all provided with column-beam connecting plates 1115 for connecting to the upper connecting beam 1111 and the lower connecting beam 1112 .

[0082] The present invention also provides a construction method for a fully assembled modular shear wall core tube structural system, comprising the following steps:

[0083] Step 1: Processing of various components: Based on the core tube structure, i.e., the wall-beam-column connection arrangement, the number and style of shear walls, steel columns, and coupling beam assemblies are determined. The first shear wall 12, the second shear wall 21, the third shear wall 31, and the coupling beam assemblies are then prefabricated in the factory, and the steel columns are processed so that they can connect to the shear walls and coupling beam assemblies.

[0084] Step 2: Construction of the first-floor core tube: hoist the first shear wall module 1, the second shear wall module 2, and the third shear wall module 3 to enclose the core area and side area of ​​the core tube; during the specific construction, first hoist the steel column unit, set the necessary supports and position them, then hoist the third wall 123, fix the third wall 123 to the basement ceiling, hoist the second wall 122, add supports and fix it, and then use bolts to initially tighten it into place, then hoist the first wall 121 and use bolts to initially tighten it into place; use bolts to initially tighten and fix the shear walls, steel columns, and connecting beam components; check the installation position and connection relationship of each component, and complete the final tightening of the bolts after verification; after the hoisting of the vertical components of the first-floor core tube is completed, lay the first-floor floor slab, such as the truss floor deck 8;

[0085] Step three, construct the upper core tube: first hoist the second-floor steel column unit, set up the necessary supports and position them, then hoist the first shear wall module 1, the second shear wall module 2 and the third shear wall module 3, and fix the third wall 123 and the first wall 121 of the first floor with bolts, and then repeat the bolt tightening operation in step two; then pour concrete for the truss floor decking 8; repeat the above operations to complete the construction of the core tube of the third floor and above.

[0086] The above description is only a preferred specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes or substitutions that a person skilled in the art can conceive within the technical scope disclosed in the present invention should be included in the scope of protection of the present invention.

Claims

1. A fully assembled modular shear wall core tube structure system, characterized in that: The core tube includes a core area and side areas located on both sides of the core area; the core area is rectangular as a whole and includes a first shear wall module (1) and a second shear wall module (2); the side area is U-shaped as a whole with an opening toward the core area and includes a third shear wall module (3); First steel columns (4) are respectively provided at two corners and end points of one short side of the core area, and second steel columns (5) are respectively provided at two end points of the other short side of the core area; a first shear wall module (1) is provided between the two first steel columns (4) and between the two second steel columns (5), and a second shear wall module (2) is provided between the first steel column (4) and the second steel column (5); The first shear wall module (1) comprises a set of first connecting beam structures (11), and first shear walls (12) arranged at both ends of the first connecting beam structures (11); The second shear wall module (2) comprises a second shear wall (21) connected to the first steel column (4) on one side, and at least three groups of second connecting beam structures (22) arranged on the other side of the second shear wall (21); The first connecting beam structure (11) and the second connecting beam structure (22) are both arranged at the opening of the core tube; The third shear wall module (3) includes alternately connected third shear walls (31) and third steel columns (32), the third shear walls (31) are connected to the first steel columns (4), and the third steel columns (32) are arranged at the corners of the side areas and at the joints between adjacent third shear walls (31); The first shear wall (12), the second shear wall (21) and the third shear wall (31) all have the same structure, and are all hollow rectangular steel plate walls. Each shear wall is formed by vertically splicing three wall sections, and the three wall sections are the first wall (121), the second wall (122) and the third wall (123). The first coupling beam structure (11) comprises a first coupling beam assembly (111) and a fourth steel column (112); the fourth steel column (112) is arranged at both ends of the first coupling beam assembly (111) and is used to connect the first shear wall (12); The second connecting beam structure (22) includes a second connecting beam assembly (221), a fifth steel column (222), and a sixth steel column (223), wherein the fifth steel column (222) is arranged between the second connecting beam assembly (221) and the second shear wall (21), and the sixth steel column (223) is arranged between adjacent second connecting beam assemblies (221) and is used to connect adjacent second connecting beam assemblies (221), and a third shear wall (31) is connected to one side of the edge area of ​​the sixth steel column (223); Horizontal connecting plates (124) are provided on both left and right sides of the first wall (121), the second wall (122) and the third wall (123). Two rows of bolt holes are provided on the surface of the horizontal connecting plates (124) at intervals for connecting adjacent shear walls or steel columns. Two horizontal connecting plates (124) are provided in each group, and the upper and lower ends of the horizontal connecting plates (124) are flush with the upper and lower ends of the walls, respectively.

2. A fully assembled modular shear wall core tube structure system according to claim 1, characterized in that: In the core tube on the same floor, the first wall (121) is arranged at the top, the third wall (123) is arranged at the bottom, the second wall (122) is arranged between the first wall (121) and the third wall (123), and the three sections of the wall are connected by mortise and tenon joints; An interlayer connection assembly is provided at the top of the first wall (121), a first groove (1211) is provided at the bottom of the first wall (121), a second groove (1231) is provided at the top of the third wall (123), and a vertical connection plate (1221) for matching the first groove (1211) and the second groove (1231) is provided at the top and bottom of the second wall (122), and two rows of bolt holes are provided on the side walls of the first groove (1211) and the second groove (1231) and the plate surface of the vertical connection plate (1221); Bottom connecting plates (1234) are provided on both sides of the bottom of the third wall (123) for connecting to the first wall (121) of the next layer or the basement top plate, and triangular stiffening plates (1232) are provided at intervals in the longitudinal direction of the bottom connecting plates (1234).

3. A fully assembled modular shear wall core tube structure system according to claim 2, characterized in that: A first transverse partition (1212) is provided on the lower inner side of the first wall (121), and the first transverse partition (1212) is arranged along the length direction of the first wall (121) and serves as the basis of the first groove (1211); a second transverse partition (1222) is provided on both the upper and lower inner sides of the second wall (122), and the second transverse partition (1222) is arranged along the length direction of the second wall (122) and serves as the basis of the vertical connecting plate (1221); a third transverse partition (1233) is provided on the upper inner side of the third wall (123), and the third transverse partition (1233) is arranged along the length direction of the third wall (123) and serves as the basis of the second groove (1231).

4. A fully assembled modular shear wall core tube structure system according to claim 3, characterized in that: The first wall (121), the second wall (122) and the third wall (123) are all provided with vertically arranged compartment stiffening plates (125), and the compartment stiffening plates (125) are arranged at intervals in the longitudinal direction of the wall; the upper end of the compartment stiffening plate (125) in the first wall (121) is connected to the top plate of the first wall (121), and the lower end is connected to the first transverse partition (1212); the upper end and lower end of the compartment stiffening plate (125) in the second wall (122) are both connected to the second transverse partition (1222); the upper end of the compartment stiffening plate (125) in the third wall (123) is connected to the third transverse partition (1233), and the lower end is connected to the bottom plate of the third wall (123).

5. The fully assembled modular shear wall core tube structure system according to claim 2, characterized in that: The interlayer connection assembly comprises an interlayer connection plate (1213) and a supporting plate (1214); the interlayer connection plate (1213) is arranged on both sides of the top of the first wall (121) and is flush with the top surface of the first wall (121); the interlayer connection plate (1213) is connected to the bottom connection plate (1234) of the third wall (123) of the upper layer by bolts; the supporting plate (1214) is arranged on both side surfaces of the top of the first wall (121) and below the interlayer connection plate (1213); square stiffening plates (1215) are arranged at intervals between the interlayer connection plate (1213) and the supporting plate (1214); bolts (1216) are arranged at intervals on the upper end surface of the supporting plate (1214) and the outer side of the square stiffening plate (1215), and a truss floor deck (8) is overlapped and arranged.

6. A fully assembled modular shear wall core tube structure system according to claim 2, characterized in that: The third wall (123) connected to the basement top plate further includes a fourth transverse diaphragm (1235), which is arranged on the lower side of the interior of the third wall (123), and a shear key (1236) is provided in the middle of the lower end surface of the fourth transverse diaphragm (1235), and the shear key (1236) extends out of the bottom plate of the third wall (123), and the basement top plate is provided with a third groove (6) for matching the shear key (1236), and the bottom connecting plate (1234) is fixed to the upper end surface of the basement top plate by bolts.

7. The fully assembled modular shear wall core tube structure system according to claim 1, characterized in that: The first connecting beam assembly (111) and the second connecting beam assembly (221) have the same structure; the first connecting beam assembly (111) comprises an upper connecting beam (1111), a lower connecting beam (1112), a beam connecting plate (1113), an energy dissipation rod (1114) and a column-beam connecting plate (1115); the upper connecting beam (1111) and the lower connecting beam (1112) are arranged vertically at intervals, and both ends of the upper connecting beam (1111) and the lower connecting beam (1112) are fixed to the fourth steel column (112) via the column-beam connecting plate (1115); The beam connecting plate (1113) comprises an upper plate and a lower plate, wherein the upper end of the upper plate is fixedly arranged on the lower end surface of the middle portion of the upper connecting beam (1111), and the lower end of the lower plate is fixedly arranged on the upper end surface of the middle portion of the lower connecting beam (1112), and the lower end of the upper plate and the upper end of the lower plate are connected by two rows of friction bolts (1116) arranged at intervals; The energy-absorbing rods (1114) are distributed on both sides of the beam connecting plate (1113), and the two ends of the energy-absorbing rods (1114) are respectively hinged and fixed to the upper connecting beam (1111) and the lower connecting beam (1112).

8. A fully assembled modular shear wall core tube structure system according to claim 7, characterized in that: All steel columns are square columns; The sides of the first steel column (4), the second steel column (5), the third steel column (32), the fourth steel column (112), the fifth steel column (222), and the sixth steel column (223) connected to the shear wall are all provided with a wall column connecting plate (7) arranged throughout the length, for connecting to the transverse connecting plate (124) of the shear wall; The sides of the second steel column (5), the fifth steel column (222), and the sixth steel column (223) connected to the connecting beam assembly are all provided with column-beam connecting plates (1115) for connecting to the upper connecting beam (1111) and the lower connecting beam (1112).

9. A construction method for a fully assembled modular shear wall core tube structure system according to any one of claims 1 to 8, characterized in that: The steps include: Step 1: Processing the various components: According to the structure of the core tube, that is, the connection arrangement of the wall-beam-column, the number and style of the shear wall, steel column and connecting beam components are determined, and then the first shear wall (12), the second shear wall (21), the third shear wall (31) and the connecting beam components are prefabricated in the factory, and the steel column is processed so that the steel column can connect the shear wall and the connecting beam components; Step 2: construct the first-floor core tube: hoist the first shear wall module (1), the second shear wall module (2) and the third shear wall module (3) to enclose the core area and the side area of ​​the core tube; during the specific construction, first hoist the steel column unit, set the support and position it, then hoist the third wall (123), fix the third wall (123) to the basement top plate, hoist the second wall (122) and add support to fix it, then use bolts to initially tighten it into place, then hoist the first wall (121) and use bolts to initially tighten it into place; use bolts to initially tighten and fix the shear wall, steel column and connecting beam components; check the installation position and connection relationship of each component, and complete the final tightening of the bolts after verification; after the vertical components of the first-floor core tube are hoisted, lay the first-floor floor slab, which is a truss floor deck (8); Step 3, construction of the upper core tube: first hoist the second-floor steel column unit, set the support and position it, then hoist the first shear wall module (1), the second shear wall module (2) and the third shear wall module (3), use bolts to connect and fix the third wall (123) and the first wall (121) of the first floor, and then repeat the bolt tightening operation in step 2; then pour the concrete of the truss floor deck (8); repeat the above operations to complete the construction of the core tube of the third floor and above.

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