Full-assembly type modular shear wall core tube structure system and construction method

Abstract

The invention discloses a full assembly type modular shear wall core tube structure system and a construction method, a core tube area is divided into a core area and an edge area, the core area is defined by a first shear wall module and a second shear wall module, and the edge area is defined by a third shear wall module; the three shear wall modules comprise shear walls and steel columns, each shear wall is formed by vertically splicing three wall bodies, the height of each of the three wall bodies does not exceed one third of the floor height, and the width of each of the three wall bodies can be controlled, so that the size of a single shear wall is greatly reduced, and the transportation and hoisting cost is reduced; a large number of steel bar binding does not exist between the wall bodies, stable connection can be achieved through the connecting plates and the bolts, the construction efficiency is improved to a great extent, and the construction quality is guaranteed; main body components are prefabricated in a factory, and most of manufacturing work such as welding is completed in advance, so that the mounting efficiency is greatly improved, and the construction of the core tube is very convenient and rapid.

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 the main structure of traditional high-rise buildings is made of concrete, the main forms are shear wall, frame + shear wall core tube, etc.; when steel structure is used, the main forms are steel frame + support or steel frame + concrete shear wall core tube, etc. At present, most high-rise buildings below 200 meters still use concrete shear wall core tube. The main reason is that the construction cost of concrete shear wall is relatively low, the construction technology is relatively mature, and the fire resistance performance is excellent.

[0003] At present, there are two main types of core tubes of concrete shear walls, cast-in-place shear walls and prefabricated shear walls; there are 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 the concrete is poured, formwork expansion and leakage are common problems. In addition, there are many problems such as a large number of manpower 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 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, and formwork is also required, which makes quality control difficult.

[0006] The patent with application number CN202410498821.6 discloses a core tube structure using a double steel plate shear wall. The steel plate is used as a template for concrete pouring. Grouting holes are opened on the top of the wall. Concrete slurry is poured into the double steel plate wall through the grouting holes, which can avoid a large amount of formwork 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 plate wall, due to its excessive length or width, has the same problem of inconvenience in transportation and lifting as precast concrete shear walls; in addition, for high-rise buildings, seismic performance is particularly important, and the technical document does not disclose any seismic energy-absorbing structure. Summary of the invention

[0008] The present invention provides a fully assembled modular shear wall core tube structure system and a construction method, which are used to solve the technical problems of the core tube structure using double steel plate shear walls, such as the inconvenience in transportation and hoisting caused by the over-length or over-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 earthquake resistance.

[0009] To achieve the above object, the present invention adopts the following technical solution: The present invention provides a fully assembled modular shear wall core tube structural system, wherein the core tube comprises a core area and side areas located on both sides of the core area; the core area is rectangular as a whole, and comprises 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 comprises a third shear wall module; First steel columns are respectively arranged at two corners and the end points of one short side of the core area, and second steel columns are respectively arranged at the two end points of another short side of the core area; first shear wall modules are arranged between the two first steel columns and between the two second steel columns, and second shear wall modules are arranged between the first steel column and the second steel column; The first shear wall module includes a group of first connecting beam structures and first shear walls arranged at both ends of the first connecting beam structures; 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; The first connecting beam structure and the second connecting beam structure are both arranged at the opening of the core tube; 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; The first shear wall, the second shear wall and the third shear wall have the same structure, which are all hollow rectangular steel plate walls. Each shear wall is formed by vertically splicing three wall sections, which are the first wall, the second wall and the third wall. The first connecting beam structure includes a first connecting beam assembly and a fourth steel column, wherein the fourth steel column is arranged at both ends of the first connecting beam assembly and is used to connect the first shear wall; 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. A third shear wall is connected to one side of the edge area of ​​the sixth steel column.

[0010] Preferably, in the core tube at the same level, 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; An interlayer connection assembly is arranged at the top of the first wall, a first groove is arranged at the bottom of the first wall, a second groove is arranged at the top of the third wall, vertical connection plates for matching the first groove and the second groove are arranged at the top and bottom of the second wall, and two rows of bolt holes are arranged at intervals on the side walls of the first groove and the second groove and on the plate surface of the vertical connection plate; Bottom connecting plates are arranged at 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, and triangular stiffening plates are arranged at intervals in the long direction of the bottom connecting plates.

[0011] Preferably, a first transverse partition is arranged 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 arranged on 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 arranged 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.

[0012] 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.

[0013] 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.

[0014] 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 and is 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.

[0015] Preferably, the third wall connected to the basement ceiling also includes a fourth transverse partition, which is arranged on the lower side of the interior of the third wall, and a shear key is arranged in the middle of the lower end surface of the fourth transverse partition, and the shear key extends out of the bottom plate of the third wall. The basement ceiling is provided with a third groove for cooperating with the shear key, and the bottom connecting plate is fixed to the upper end surface of the basement ceiling by bolts.

[0016] 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 fixedly arranged on the middle lower end surface of the upper connecting beam, the lower end of the lower plate is fixedly arranged on 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 respectively hinged and fixed to the upper connecting beam and the lower connecting beam.

[0017] 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 wall column connecting plates arranged throughout the length for connecting with 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 with the upper connecting beam and the lower connecting beam.

[0018] The present invention also provides a construction method of a fully assembled modular shear wall core tube structure system, comprising the following steps: Step 1: Processing of various components: According to the structure of the core tube, that is, the connection arrangement of wall-beam-column, the number and style of shear walls, steel columns and connecting beam components are determined, and then the first shear wall, the second shear wall, the third shear wall and the connecting beam components are prefabricated in the factory, and the steel columns are processed so that they can connect the shear walls and connecting beam components; 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 up the necessary supports and position it, then hoist the third wall, fix the third wall to the basement ceiling, hoist the second wall, add supports 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 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 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.

[0019] 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.

[0020] The beneficial effects of the present invention are embodied in: 1) The present invention provides a fully assembled modular shear wall core tube structure system and construction method, which divides the core tube area into a core area and a side area, wherein 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 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 the transportation and hoisting costs; 2) The present invention provides a fully assembled modular shear wall core tube structure system and construction method. The steel consumption of each shear wall meets the requirements of the "Code for Seismic Design of Buildings", and each wall section is provided with a compartment stiffening plate to further reinforce the structure, so that the shear wall part can meet the use requirements without pouring concrete, eliminating most of the wet work, greatly saving manpower and time costs, and reducing construction procedures; in addition, a stable connection method of wall-column and column-beam is provided, and the steel column and the shear wall and connecting beam components are connected by bolts, without a large amount of steel bar binding, and a stable connection can be achieved by using a connecting plate and bolts, which also greatly improves the construction efficiency and ensures the construction quality; 3) The present invention provides a fully assembled modular shear wall core tube structure system and construction method. During the promotion of steel structure houses, the lack of insulation and poor sound insulation have always been the shortcomings of steel structure buildings that have been criticized, especially the loud noise of the core tube elevator. Sound insulation in residential buildings is a design focus. The present invention sets compartments in the shear wall to reduce the overall weight. At the same time, it can be filled with insulation and sound insulation materials of different materials and thicknesses according to different regions such as severe cold, cold, cold in winter and hot in summer, which increases the scope of the applicable areas of the present invention and improves the quality of living.

[0021] 4) The present invention provides a fully assembled modular shear wall core tube structure system and construction method. The shear wall and connecting beam components are prefabricated in the factory, and most of the welding and other production work has been completed in advance. The shear wall only needs to be hoisted and spliced ​​on site and then connected with bolts, which greatly improves the installation efficiency and makes the construction of the core tube very convenient and quick; 5) The present invention provides a fully assembled modular shear wall core tube structure system and a 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 before being damaged. In this way, energy dissipation and shock absorption are achieved to protect the structural safety of the core tube.

[0022] Other features and advantages of the present invention will be set forth 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 may be realized and obtained through the solutions particularly pointed out in the description. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] Figure 1 It is a plan view of the core tube of the present invention.

[0024] Figure 2 It is a three-dimensional diagram of the core tube of the present invention.

[0025] Figure 3 It is a three-dimensional view of the present invention without the truss floor deck.

[0026] Figure 4 It is a three-dimensional diagram after the first shear wall of the present invention is split.

[0027] Figure 5 It is a front view of the first shear wall after being split.

[0028] Figure 6 It is a side sectional view of the first shear wall after being split.

[0029] Figure 7 It is a schematic diagram of the connection between the third wall and the basement ceiling of the present invention.

[0030] Figure 8 It is a three-dimensional diagram of the first connecting beam structure of the present invention.

[0031] Fig. 9 It is a schematic diagram of the arrangement of the wall column connecting plate of the present invention.

[0032] Reference numerals: 1-first shear wall module, 11-first connecting beam structure, 111-first connecting beam assembly, 112-fourth steel column; 1111-upper connecting beam, 1112-lower connecting beam, 1113-beam connecting plate, 1114-energy dissipation rod, 1115-column-beam connecting plate, 1116-friction bolt; 12-first shear wall, 121-first wall; 1211-first groove, 1212-first transverse partition, 1213-interlayer connecting plate, 1214-support plate, 1215-square stiffening plate, 1216-bolt; 122- second wall; 1221- vertical connecting plate, 1222- second transverse partition; 123-third wall; 124-transverse connecting plate, 125-compartment stiffening plate; 1231-second groove, 1232-triangular stiffening plate, 1233-third transverse diaphragm, 1234-bottom connecting plate, 1235-fourth transverse diaphragm, 1236-shear key; 2-second shear wall module, 21-second shear wall, 22-second connecting beam structure, 221-second connecting beam assembly, 222-fifth steel column, 223-sixth steel column; 3-third shear wall module, 31-third shear wall, 32-third steel column; 4-first steel column, 5-second steel column, 6-third groove, 7-wall column connecting plate, 8-truss floor decking plate. DETAILED DESCRIPTION

[0033] The technical solution of the present invention is described in detail below through examples. The following examples are merely exemplary and can only be used to explain and illustrate the technical solution of the present invention, but cannot be interpreted as limiting the technical solution of the present invention.

[0034] Embodiment, this embodiment takes a high-rise building project as an example. In the construction process of traditional high-rise buildings, shear walls usually use cast-in-place concrete shear walls, which require tying steel bars, supporting formwork, and pouring concrete. Only when the design strength reaches more than 70%, can the construction process of the next layer be carried out, that is, tying steel bars, supporting formwork, pouring concrete, and so on. This cast-in-place method has developed to a very mature level in the past 40 years, but there are obvious problems, such as more on-site labor, long initial setting time after pouring, many interspersed processes, and great impact on the environment on site. The application of this project solves these problems.

[0035] Firstly, there are two layers of steel plates inside and outside the shear wall, with a thickness of 16 mm. According to the requirements of the minimum reinforcement ratio of vertical and horizontal 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 assembly and insertion, and the connection joints are strengthened; the purpose of this is to complete the most complex and high-quality processes in the factory; after the preliminary structural strength, force calculation and verification and the actual construction in the later stage, the assembled steel plate shear wall can replace the concrete shear wall, eliminating the work of tying steel bars, supporting formwork, etc., and improving the construction efficiency; at the same time, it reduces the weight of the prefabricated wall, reduces the cost during transportation and hoisting, and has a strong promotion value and application prospect.

[0036] 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, including 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, including a third shear wall module 3; First steel columns 4 are respectively arranged at two corners and the end points of one short side of the core area, and second steel columns 5 are respectively arranged at the two end points of another short side of the core area; first shear wall modules 1 are arranged between the two first steel columns 4 and between the two second steel columns 5, and second shear wall modules 2 are arranged between the first steel columns 4 and the second steel columns 5; The first shear wall module 1 includes a group 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 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; 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 edge area and at the joints of adjacent third shear walls 31; 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 formed by vertically splicing three wall sections, which are the first wall 121, the second wall 122 and the third wall 123. The first connecting beam structure 11 includes a first connecting beam assembly 111 and a fourth steel column 112. The fourth steel column 112 is disposed at both ends of the first connecting 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. 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 for connecting 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.

[0037] Reference Figure 4 In the core tube of the same layer, 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.

[0038] Reference Figure 5-6 An interlayer connection assembly is arranged on the top of the first wall 121, and the interlayer connection assembly includes an interlayer connection plate 1213 and a support plate 1214; the interlayer connection plate 1213 is arranged 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 support plate 1214 is arranged on both sides of the top of the first wall 121 and below the interlayer connection plate 1213, and square stiffening plates 1215 are arranged between the interlayer connection plate 1213 and the support plate 1214, and studs 1216 are arranged at intervals on the upper end surface of the support plate 1214 and the outer side of the square stiffening plate 1215, and a truss floor deck 8 is overlapped and arranged; 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 connecting 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. The side walls of the first groove 1211 and the second groove 1231 and the plate surface of the vertical connecting plate 1221 are provided with two rows of bolt holes distributed at intervals. Bottom connecting plates 1234 are arranged at both sides of the bottom of the third wall 123 for connecting with the first wall 121 of the next layer or the basement ceiling. Triangular stiffening plates 1232 are arranged at intervals in the long direction of the bottom connecting plates 1234 .

[0039] 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 in 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 in 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 in 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 provided with vertically arranged compartment stiffening plates 125, and the compartment stiffening plates 125 are arranged at intervals in the length direction of the wall; the compartment stiffening plates 125 in the first wall 121 are connected to the top plate of the first wall 121 at the upper end, and to the first transverse partition 1212 at the lower end; the compartment stiffening plates 125 in the second wall 122 are connected to the second transverse partition 1222 at the upper end and the lower end; the compartment stiffening plates 125 in the third wall 123 are connected to the third transverse partition 1233 at the upper end, and to the bottom plate of the third wall 123 at the lower end. The compartment stiffening plates 125 are divided into compartments using steel plates of appropriate thickness, and steel plates of specifications @1000~1500 can be used. Insulation and sound insulation materials can be filled in each compartment according to the requirements of the building.

[0040] Furthermore, transverse connecting plates 124 are arranged on the left and right sides of the first wall 121, the second wall 122 and the third wall 123, and two rows of bolt holes are arranged 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 arranged 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.

[0041] Reference Figure 7 The third wall 123 connected to the basement ceiling also includes a fourth transverse partition 1235, which is arranged on the lower side of the third wall 123. A shear key 1236 is arranged in the middle of the lower end surface of the fourth transverse partition 1235. 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 matching the shear key 1236. The bottom connecting plate 1234 is fixed to the upper end surface of the basement ceiling by bolts.

[0042] 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 absorbing 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 through the column-beam connecting plate 1115; The plate 1113 includes an upper plate and a lower plate. The upper end of the upper plate is fixedly arranged on the middle lower end surface of the upper connecting beam 1111, and the lower end of the lower plate is fixedly arranged on the middle upper end surface 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. 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. Under the action of small and medium earthquakes, the connection of the energy-absorbing rods 1114 is damaged or slightly deformed, and it can continue to be used by replacing some components. Under the action of large earthquakes, the connection of the energy-absorbing rods 1114 is damaged, and it can continue to be used by replacing some components. Under the action of super large earthquakes, the connection of the energy-absorbing rods 1114 is damaged, and the friction-type high-strength bolts in the middle of the beam connecting plate 1113 slide and consume energy and then fail. In this way, energy dissipation and shock absorption are achieved to protect the structural safety of the core tube.

[0043] Reference Fig. 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 with the transverse connecting plate 124 of the shear wall.

[0044] Furthermore, the sides where the second steel column 5 , the fifth steel column 222 , and the sixth steel column 223 are 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 .

[0045] The present invention also provides a construction method of a fully assembled modular shear wall core tube structure system, comprising the following steps: Step 1: Processing various components: According to the structure of the core tube, that is, the connection arrangement of wall-beam-column, determine the number and style of shear walls, steel columns and connecting beam components, and then prefabricate the first shear wall 12, the second shear wall 21, the third shear wall 31 and the connecting beam components in the factory, and process the steel columns so that they can connect the shear walls 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 necessary 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 support and fix it, then use the bolts to initially tighten it into place, and then hoist the first wall 121 and use the bolts to initially tighten it for positioning; use the bolts to initially tighten and fix the shear wall and the steel column and the connecting beam assembly; 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, such as the truss floor deck 8; 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, connect 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 the concrete of the truss floor decking 8; repeat the above operations to complete the construction of the core tube of the third floor and above.

[0046] The above description is only a preferred specific implementation manner of the present invention, but the protection scope of the present invention is not limited thereto. Any changes or substitutions that a technician familiar with the technical field can think of within the technical scope disclosed in the present invention should be covered within the protection scope of the present invention.

Claims

1. A fully assembled modular shear wall core tube structure system, characterized in that: The core tube comprises a core area and side areas located on both sides of the core area; the core area is rectangular as a whole and comprises 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 facing the core area and comprises a third shear wall module (3); First steel columns (4) are respectively arranged at two corners and end points of one short side of the core area, and second steel columns (5) are respectively arranged at two end points of another short side of the core area; a first shear wall module (1) is arranged between the two first steel columns (4) and between the two second steel columns (5), and a second shear wall module (2) is arranged between the first steel column (4) and the second steel column (5); The first shear wall module (1) comprises a group 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) comprises 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 edge area and at the joints of adjacent third shear walls (31); The first shear wall (12), the second shear wall (21) and the third shear wall (31) are all of 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 respectively a first wall (121), a second wall (122) and a third wall (123). The first connecting beam structure (11) comprises a first connecting beam assembly (111) and a fourth steel column (112); the fourth steel column (112) is arranged at both ends of the first connecting beam assembly (111) and is used to connect the first shear wall (12); The second connecting beam structure (22) comprises 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); and a third shear wall (31) is connected to one side of the edge area of ​​the sixth steel column (223).

2. A fully assembled modular shear wall core tube structure system as claimed in claim 1, characterized in that: In the core tube of the same layer, 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 arranged at the top of the first wall (121), a first groove (1211) is arranged at the bottom of the first wall (121), a second groove (1231) is arranged at the top of the third wall (123), a vertical connection plate (1221) for matching the first groove (1211) and the second groove (1231) is arranged at the top and bottom of the second wall (122), and two rows of bolt holes are arranged at intervals on the side walls of the first groove (1211) and the second groove (1231) and on the plate surface of the vertical connection plate (1221); Bottom connecting plates (1234) are arranged 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, and triangular stiffening plates (1232) are arranged at intervals in the long direction of the bottom connecting plates (1234).

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

4. A fully assembled modular shear wall core tube structure system as claimed in claim 1, characterized in that: Transverse connecting plates (124) are arranged 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 arranged at intervals on the plate surface of the transverse connecting plates (124) for connecting adjacent shear walls or steel columns. Two transverse connecting plates (124) are arranged in each group. The upper end and the lower end of the transverse connecting plates (124) are flush with the upper end and the lower end of the wall, respectively.

5. A fully assembled modular shear wall core tube structure system as claimed in 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 length 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 the 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).

6. A fully assembled modular shear wall core tube structure system as claimed in claim 2, characterized in that: The interlayer connection assembly comprises an interlayer connection plate (1213) and a support 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 support 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 support plate (1214); bolts (1216) are arranged at intervals on the upper end surface of the support plate (1214) and the outer side of the square stiffening plate (1215), and a truss floor deck (8) is overlapped and arranged.

7. A fully assembled modular shear wall core tube structure system as claimed in claim 2, characterized in that: The third wall (123) connected to the basement ceiling further comprises a fourth transverse partition (1235), the fourth transverse partition (1235) being arranged on the lower side of the interior of the third wall (123), a shear key (1236) being arranged in the middle of the lower end surface of the fourth transverse partition (1235), the shear key (1236) extending out of the bottom plate of the third wall (123), a third groove (6) for cooperating with the shear key (1236) being arranged on the basement ceiling, and a bottom connecting plate (1234) being fixed to the upper end surface of the basement ceiling by bolts.

8. A fully assembled modular shear wall core tube structure system as claimed in claim 4, 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 absorbing 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 both ends of 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, the upper end of the upper plate is fixedly arranged on the middle lower end surface of the upper connecting beam (1111), the lower end of the lower plate is fixedly arranged on the middle upper end surface 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 hingedly fixed to the upper connecting beam (1111) and the lower connecting beam (1112).

9. A fully assembled modular shear wall core tube structure system as claimed in claim 8, 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 wall column connecting plates (7) arranged throughout the length and used for connecting to the transverse connecting plates (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).

10. A construction method for a fully assembled modular shear wall core tube structure system according to any one of claims 1 to 9, characterized in that: The steps include: Step 1, processing each component: according to the structure of the core tube, that is, the connection arrangement of the wall-beam-column, determine the number and style of the shear wall, steel column and connecting beam components, then prefabricate the first shear wall (12), the second shear wall (21), the third shear wall (31) and the connecting beam components in the factory, and process the steel column so that the steel column can connect the shear wall and the connecting beam components; Step 2, constructing the first-floor core tube: hoisting 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 hoisting the steel column unit, setting the necessary support and positioning it, then hoisting the third wall (123), fixing the third wall (123) on the basement ceiling, hoisting the second wall (122) and adding support to fix it, and then using bolts to initially tighten it into place, and then hoisting the first wall (121) and using bolts to initially tighten it into place; using bolts to initially tighten and fix the shear wall and steel column and connecting beam components; checking the installation position and connection relationship of each component, and completing the final tightening of the bolts after verification; after the hoisting of each vertical component of the first-floor core tube is completed, laying the first-floor floor slab, such as the truss floor deck (8); Step 3, constructing 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), connect 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 2; then pour concrete for 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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