Fabricated frame shear structure system in high-rise steel structure and construction method of fabricated frame shear structure system

Abstract

The invention relates to the technical field of steel structure buildings, in particular to a fabricated frame-shear structure system in a high-rise steel structure and a construction method thereof, the fabricated frame-shear structure system comprises a plurality of frame columns, at least two reinforced concrete wall units are arranged between adjacent frame columns, and a reinforcement cage is arranged between adjacent reinforced concrete wall units; each reinforced concrete wall body unit comprises a first wall plate, a second wall plate and a steel plate piece, a plurality of supporting cylinders are arranged on the two sides of the steel plate piece, and the ends of the supporting cylinders abut against the first wall plate and the second wall plate correspondingly; a plurality of tie pieces are arranged on the adjacent side walls of the first wallboard and the second wallboard, and vertical ribs on the side edges of the reinforcement cage extend into the tie pieces for limiting; the supporting cylinders arranged in the same transverse direction are jointly connected with a transverse bar, one end of the transverse bar extends into the reinforcement cage and penetrates through a tying piece arranged on the adjacent steel-concrete wall body units to be fixed, and the adjacent steel-concrete wall body units form a whole after pouring. Cooperative connection between the reinforced concrete wall body units and the reinforcement cage is achieved through a double constraint mechanism, and the stability of connection between the adjacent reinforced concrete wall body units is enhanced.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of steel structure building, and particularly relates to an assembled frame-shear wall structure system in high-rise steel structure and a construction method thereof. BACKGROUND

[0002] At present, super high-rise buildings have become a symbol of a city or even a country. Steel structure is often applied to super high-rise buildings due to its advantages of light weight, good structural performance, high industrialization degree and fast construction speed.

[0003] In order to improve the lateral stiffness of the structure, the frame-shear wall structure is often used in high-rise steel structure buildings. The frame is mainly used to bear the vertical load, and the shear wall is used to resist the horizontal load. The two cooperate with each other to greatly ensure the stability of the high-rise building. The steel-concrete composite shear wall is often used in the shear wall, that is, the steel plate-concrete composite shear wall is a kind of shear wall in which a steel plate, a shaped steel or other steel components are added to the cast-in-place concrete shear wall. The steel-concrete composite shear wall can effectively improve the ductility and bearing capacity, and enhance the lateral stiffness and seismic capacity of the super high-rise building.

[0004] The prefabricated composite shear wall containing a steel plate disclosed in the Chinese utility model patent with the publication number CN206784638U is composed of a concrete prefabricated plate, a steel plate, a bolt and cast-in-place concrete. Although the lateral stiffness of the structure is improved, the transverse connection between the composite shear walls is not considered. Due to the lack of effective transverse connection mode, the effective edge constraint cannot be constructed, so that the reliable overall structure cannot be formed between the shear walls, resulting in the problems of low deformation resistance, weak lateral stiffness and weak seismic capacity. SUMMARY

[0005] In view of the deficiencies in the prior art, the present application aims to provide an assembled frame-shear wall structure system in high-rise steel structure and a construction method thereof. The steel-concrete wall unit and the steel reinforcement cage are cooperatively connected through a double constraint mechanism, and the stability of the connection between adjacent steel-concrete wall units is enhanced. In order to achieve the above-mentioned purpose, the present application is implemented by the following technical solutions: In a first aspect, the present application provides an assembled frame-shear wall structure system in high-rise steel structure, comprising a plurality of edge frame columns arranged vertically, at least two steel-concrete wall units are arranged between adjacent edge frame columns, and a steel reinforcement cage is arranged between adjacent steel-concrete wall units. Each steel-concrete wall unit comprises a first wall plate, a second wall plate and a steel plate arranged between the two, a plurality of support cylinders are arranged on both sides of the steel plate, and the support cylinders are arranged in a matrix. The ends of the support cylinders abut against the first wall plate and the second wall plate, respectively. The first wall plate and the second wall plate are provided with a plurality of U-shaped tie members arranged from top to bottom on the side walls, and the vertical reinforcement bars of the reinforcement cage extend into the tie members for limiting; The support cylinders of the same transverse arrangement are connected with a horizontal bar, one end of the horizontal bar extends into the reinforcement cage and penetrates through the tie members of the adjacent steel-concrete wall units for fixing, and the adjacent steel-concrete wall units form an integral structure after pouring concrete.

[0006] As a further implementation, the first wall plate and the second wall plate are provided with a plurality of through holes corresponding to the positions of the support cylinders, and the support cylinders are provided with internal threaded cylinders, and the through holes are provided with anchor bolts which are threadedly connected with the internal threaded cylinders; The support cylinder is a rectangular cylinder, and a sliding ring is slidingly connected to the support cylinder, the top of the sliding ring is provided with a ring body, the horizontal bar can freely slide through the ring body, and the horizontal bars in the same plane and adjacent steel-concrete wall units are arranged in a staggered manner.

[0007] As a further implementation, the horizontal bar is provided with a threaded section at one end of the reinforcement cage and a protruding ring at the other end.

[0008] As a further implementation, the tie members are respectively inserted into the side walls of the first wall plate and the second wall plate at both ends.

[0009] As a further implementation, the side walls of the first wall plate and the second wall plate are provided with pre-buried cylinders and are provided with elastic clamping heads inside, and the tie members are provided with at least one clamping groove matched with the clamping heads at both ends.

[0010] As a further implementation, the steel plate member is provided with a plurality of through holes, one side of the support cylinder of the steel plate member is provided with a threaded column, and the other side of the support cylinder is provided with a threaded hole, the threaded column is threadedly connected with the threaded hole after penetrating through the through hole, and the two support cylinders are respectively fixed to the two sides of the steel plate member; The first wall plate and the second wall plate are provided with auxiliary holes, the horizontal bar is provided with displacement holes corresponding to the positions of the auxiliary holes, and a hook member is arranged through the auxiliary holes and can extend into the displacement holes.

[0011] In a second aspect, a construction method of an assembled frame-shear structure system in a high-rise steel structure is used to construct any one of the assembled frame-shear structure systems in the high-rise steel structure, and the construction method is characterized in that it comprises the following steps: S1, processing parts; The connecting member, the support cylinder, the ring body, the tie member, and the limiting cover are pre-processed and formed; S2, precasting wall; The first wall plate or the second wall plate is erected by using a template, and a pre-buried cylinder is embedded, and the first wall plate and the second wall plate are formed by pouring concrete in the template; S3, preliminary assembly; The steel plate member is fixed, the inner threaded cylinder, the support cylinder, the sliding ring and the ring body are installed on both sides of the steel plate member, the first wall plate and the second wall plate are erected on both sides of the steel plate member, the outer side of the support cylinder abuts against the first wall plate and the second wall plate respectively, at this time, the through hole, the support cylinder and the inner threaded cylinder are on the same axis line, the anchor bolt is screwed with the inner threaded cylinder after passing through the through hole and the support cylinder, and the positioning of the first wall plate and the second wall plate on both sides of the steel reinforcement member is realized; the above steps are repeated to complete the assembly between the multiple steel-concrete wall body units.

[0012] S4, on-site construction; The assembled steel-concrete wall body unit is transported to the construction site, a plurality of groups of transverse ribs are pre-penetrated into the transversely arranged ring bodies, and the two ends of the transverse ribs are located in the steel-concrete wall body unit; two groups of steel-concrete wall body units are positioned in the two frame columns according to the design position, so that two adjacent steel-concrete wall body units are arranged at intervals, and a mounting area is formed therebetween, and a steel reinforcement cage is placed in the mounting area in advance; the transverse rib is moved transversely, so that the threaded segment penetrates into the steel reinforcement cage; the transverse rib is moved so that the transverse ribs in the same plane in the adjacent steel-concrete wall body units are arranged alternately; the two ends of the tie member are fixed to the corresponding steel-concrete wall body units after penetrating through the steel reinforcement cage; the transverse rib is pushed so that the threaded segment penetrates between the two upper and lower adjacent tie members, and then the limiting cover is screwed to realize the connection between the adjacent steel-concrete wall body units; finally, the template is erected to form a cavity surrounded by the steel reinforcement cage between the adjacent steel-concrete wall body units, and concrete is poured in the cavity to form a fabricated frame-shear wall structure system in a high-rise steel structure.

[0013] As a further implementation manner, in S3, the specific installation steps of the steel plate member, the support cylinder and the sliding ring are as follows: S31, when the parts are processed, the inner threaded cylinder is fixed in the support cylinder to form an integrated structure; a threaded rod is fixed at the bottom of the support cylinder or a threaded hole is formed; S32, the part of the support cylinder with the threaded rod is penetrated through the through hole and is threadedly connected with the support cylinder with the threaded hole to complete the fixation of the support cylinders (a4) and the inner threaded cylinder on both sides of the steel plate member; S32, the sliding ring and the ring body of the integrated structure are sleeved on the support cylinder; S33, the first wall plate and the second wall plate are installed on both sides of the steel plate member through the connecting member.

[0014] As a further implementation manner, in S4, the specific installation steps of the tie member are as follows: S41, the pull element is inserted into the steel cage, and the vertical steel bars on one side of the steel cage are located in the limiting space between the two ends of the pull element; S42, the pull element is translated, and the two ends of the pull element are inserted into the movable hole. The clamping groove in the two ends of the pull element is matched and inserted with the clamping head in the movable hole. Under the constraint of the spring and the clamping head, the pull element is fixed to the current position. At this time, the vertical steel bars on one side of the steel cage are pressed and positioned between the steel-concrete wall unit and the pull element; S43, the above steps are repeated to install a plurality of groups of pull elements on the steel-concrete wall units on both sides, so that the vertical steel bars on both sides of the steel cage are positioned on the adjacent steel-concrete wall units, and the steel cage and the steel-concrete wall units on both sides are positioned together.

[0015] As a further implementation, the specific steps of adjusting the horizontal steel bars in the adjacent steel-concrete wall units to be staggered are as follows: The auxiliary plugs on the first wallboard and the second wallboard are removed; The hook is horizontally inserted into the auxiliary hole; If the horizontal steel bar needs to be pulled, the hook is continuously horizontally inserted into the displacement hole, and then the hook is rotated to make the inner side of the hook portion adhere to the horizontal steel bar. The one end of the horizontal steel bar in the steel cage is pulled, and the other end of the horizontal steel bar is pulled by the hook, so that the horizontal steel bar can smoothly slide outward along the support cylinder; If the horizontal steel bar needs to be pushed, the hook is rotated after being inserted into the auxiliary hole, so that the outer side of the hook portion adheres to the horizontal steel bar. The one end of the horizontal steel bar in the steel cage is pushed, and the other end of the horizontal steel bar is pushed by the hook, so that the horizontal steel bar can slide inward along the support cylinder; The horizontal steel bars are moved in sequence by using the above steps, so that the horizontal steel bars in the adjacent steel-concrete wall units are staggered; The auxiliary plugs are installed in the corresponding auxiliary holes to facilitate subsequent concrete pouring.

[0016] The beneficial effects of the above-mentioned application are as follows: (1) The application realizes the cooperative connection between the steel-concrete wall units and the steel cage through a double constraint mechanism, and enhances the stability of the connection between the adjacent steel-concrete wall units. First, the limiting space in the pull element mechanically clamps the steel cage, and the steel cage is positioned synchronously with the steel-concrete wall units on both sides. Then, the horizontal steel bar is arranged in the ring body and the steel cage, and is located between the two pull elements connected by the adjacent steel-concrete wall units. After that, the connection and positioning are performed, and the direct connection between the adjacent steel-concrete wall units is realized. Through the cooperation of the two connection modes, the stability of the connection between the two steel-concrete wall units is greatly improved, and the anti-pulling ability is very strong, avoiding the displacement of the two steel-concrete wall units during subsequent concrete pouring.

[0017] (2) The sliding ring is used for achieving the sliding connection of the horizontal ribs, so that the horizontal ribs between the adjacent steel-concrete wall units are connected in a staggered manner, which avoids the conflict between the horizontal ribs of the adjacent steel-concrete wall units, ensures that the horizontal ribs of the horizontal plane can be evenly distributed between the two tie members, and on the other hand, the staggered horizontal ribs form a grid structure, the single-point load can be converted into a distributed load, the overall shear strength can be effectively improved, and the on-site installation and debugging time can be reduced.

[0018] (3) The tie member is connected with the first wall plate and the second wall plate in a plug-in mode, the tie member is fixed to the side edge of the steel-concrete wall unit, the installation mode is quick and convenient, and the installation time can be greatly reduced; meanwhile, the design of the clamping groove and the clamping head provides an adjustment space for the tie member, the tie member is installed at a certain distance from the side edge of the steel-concrete wall unit, so as to meet the construction design requirements. After the clamping head is plugged into the clamping groove, the clamping head clamps the two ends of the tie member, a one-way locking structure is formed, the anti-pulling ability is super strong, and it can be ensured that the tie member does not fall off in the pouring process of the concrete.

[0019] (4) The modular fast-assembly process is adopted, a welding-free connection system is constructed, and efficient and accurate positioning of the steel-concrete wall unit and the steel plate member is realized. The threaded column and the threaded hole are used for realizing the fast installation and positioning of the supporting cylinders on the two sides of the steel plate member, so that the supporting cylinders are symmetrically distributed on the two sides, and the subsequent connection and installation with the anchor bolt are facilitated. The welding-free fast-assembly process can avoid the residual stress generated in the welding heat influence, prevent the deformation of the steel plate member in the welding process, and be beneficial to improving the strength of the steel-concrete wall unit.

[0020] (5) The invention breaks through the limitation of the traditional welding process, and realizes efficient connection of core components through non-welding technologies such as threaded cooperation, elastic clamping, and limiting and pressing. The design significantly improves the construction efficiency, greatly shortens the installation time and reduces the labor cost, avoids the weakening of the performance of steel caused by welding heat influence, and guarantees the structural strength. Welding smoke pollution and energy consumption are eliminated, which meets the green and environmentally-friendly building concept. BRIEF DESCRIPTION OF DRAWINGS

[0021] The drawings accompanying the specification of the present invention form a part of the specification, serve to further provide a further understanding of the invention, and the illustrative embodiments of the invention and their descriptions serve to explain the invention, and do not constitute an improper limitation of the invention.

[0022] Figure 1 is a three-dimensional schematic view of the assembled frame-shear structure system in the high-rise steel structure in the embodiment of the present invention.

[0023] Figure 2 is a three-dimensional connection relationship schematic view of two steel-concrete wall units and an intermediate reinforcement cage in the embodiment of the present invention.

[0024] Figure 3It is the left view of the fabricated frame-shear structure system in the high-rise steel structure in the embodiment of the present application.

[0025] Figure 4 It is the horizontal sectional view of the fabricated frame-shear structure system in the high-rise steel structure in the embodiment of the present application.

[0026] Figure 5 It is the left view of the fabricated frame-shear structure system in the high-rise steel structure in the embodiment of the present application. Figure 4 The local enlarged view of the part A.

[0027] Figure 6 It is the connection relation schematic diagram of the steel-mix wall unit and the side steel reinforcement cage in the embodiment of the present application.

[0028] Figure 7 It is the left view of the fabricated frame-shear structure system in the high-rise steel structure in the embodiment of the present application. Figure 6 The horizontal sectional view of the fabricated frame-shear structure system.

[0029] Figure 8 It is the explosion structure schematic diagram of the steel-mix wall unit in the embodiment of the present application.

[0030] Figure 9 It is the connection relation schematic diagram of the steel plate and the support cylinder in the embodiment of the present application.

[0031] Figure 10 It is the moving cross rib structure schematic diagram in the embodiment of the present application.

[0032] In the figure: the mutual distance or size is exaggerated for showing the position of each part, and the schematic diagram is only for illustration.

[0033] Among them: a, steel-mix wall unit; a1, first wallboard; a2, second wallboard; a3, steel plate; a4, support cylinder; a5, through hole; a6, pre-buried cylinder; a7, internal thread cylinder; a8, through hole; a9, threaded column; a10, threaded hole; a12, movable hole; a13, inserted hole; a14, spring; a15, clamp; a16, anchor bolt; b, steel reinforcement cage; c, edge frame column; 1, cross rib; 2, tie member; 201, clamping groove; 202, limiting space; 3, sliding ring; 4, ring body; 5, threaded section; 6, limiting cover; 7, convex ring; 8, auxiliary hole; 9, displacement hole; 10, hook member. DETAILED DESCRIPTION

[0034] It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the present application. Unless otherwise specified, all technical and scientific terms used in the present application have the same meaning as that generally understood by those skilled in the art to which the present application belongs.

[0035] Example one In a typical embodiment of the present application, with reference to Figures 1 to 10As shown, a kind of fabricated frame-shear wall structure system in high-rise steel structure, including edge frame column c, steel-mix wall unit a and reinforcement cage b.

[0036] Edge frame column c is vertically arranged.Several edge frame columns c are provided with at least two steel-mix wall units a between adjacent edge frame columns c, and steel reinforcement cage b is arranged between adjacent steel-mix wall units a.

[0037] Steel-mix wall unit a includes first wallboard a1 and second wallboard a2, and steel plate a3 is arranged between first wallboard a1 and second wallboard a2, and a plurality of support cylinders a4 arranged in a rectangular array are arranged on steel plate a3, and the end of support cylinder a4 abuts on corresponding first wallboard a1 and second wallboard a2.The length of support cylinder a4 on both sides of steel plate a3 is the same, and is used to define the distance between the two walls and steel plate a3, and in the production and processing, the support cylinder a4 of the size length meeting the specification can be produced according to the requirements of the current construction project, to facilitate subsequent direct application construction.Using support cylinders a4 of different lengths, the distance between the two walls and steel plate a3 obtained is also different.

[0038] In the embodiment, first wallboard a1 and second wallboard a2 adopt UHPC (ultra-high performance concrete) prefabricated board, which has the following characteristics: 1.Lightweight structure: through the optimization of composite material ratio, the self-weight is greatly reduced while the strength is maintained, so that the unit area weight of the wall is greatly reduced compared with traditional concrete.This characteristic not only reduces transportation cost, but also reduces building foundation load, and is suitable for vertical transportation and seismic design of high-rise buildings.

[0039] 2.High-strength system: compared with ordinary concrete, UHPC has higher strength and durability, can effectively resist the erosion of natural environment and chemical substances, and ensures the service life.

[0040] 3.High durability: UHPC prefabricated board has excellent shear bearing capacity and long service life.

[0041] 4.High energy-saving performance: UHPC has good heat preservation and insulation performance, can effectively reduce the energy consumption of building and improve energy utilization efficiency.

[0042] In other embodiments, first wallboard a1 and second wallboard a2 can also adopt FC board, i.e.fiber cement board, also known as fiber reinforced cement board, which has the following characteristics: 1.Fireproof insulation: non-combustible A level, the board will not burn and produce toxic smoke in case of fire;low electrical conductivity, ideal insulation material.

[0043] 2.Waterproof and moisture-proof: in semi-outdoor and high-humidity environments, the performance remains stable and will not sink or deform.

[0044] 3. Thermal and sound insulation: It has a low thermal conductivity and good thermal insulation performance. The product has high density and good sound insulation.

[0045] 4. Lightweight and high strength: It has high strength and is not easily deformed or warped.

[0046] 5. Extremely long lifespan: It is resistant to acids and alkalis, corrosion, and will not be damaged by moisture or insects. Moreover, its strength and hardness increase over time, ensuring an extremely long service life.

[0047] The first wall panel a1 and the second wall panel a2 are constructed using ultra-high performance concrete or fiber-reinforced cement board to form a reinforced concrete wall unit. These materials are lightweight and high-strength, effectively reducing the self-weight of the reinforced concrete wall unit a and significantly improving the seismic resistance of high-rise buildings. During assembly, their light weight significantly reduces installation time, thereby improving construction efficiency and reducing the risks associated with working at heights, ensuring the safety of construction workers.

[0048] The first wall panel a1 and the second wall panel a2 are respectively provided with a number of through holes a5. When the reinforced concrete wall unit a is connected to the steel plate a3, the connecting parts include an internal threaded cylinder a7 and an anchor bolt a16. The internal threaded cylinder a7 is connected to the support cylinder a4. The anchor bolt a16 passes through the through holes a5 and forms a threaded connection with the internal threaded cylinder a7, thereby fixing the first wall panel a1 and the second wall panel a2 to both sides of the steel plate a3 to form the reinforced concrete wall unit a.

[0049] The steel plate a3 has several through holes a8. A threaded column a9 is fixedly connected to the support cylinder a4 on one side of the steel plate a3. A threaded hole a10 is opened on the support cylinder a4 on the other side of the steel plate a3. The threaded column a9 passes through the through hole a8 and is threadedly connected to the threaded hole a10, thereby fixing the two sets of support cylinders a4 to both sides of the steel plate a3 respectively.

[0050] A modular, quick-assembly process was adopted to construct a weld-free connection system, enabling efficient and precise positioning of the reinforced concrete wall unit a and the steel plate a3. Threaded posts a9 and threaded holes a10 were used to quickly install and position the support cylinders a4 on both sides of the steel plate a3, ensuring that the support cylinders a4 have a symmetrical distribution on both sides, facilitating subsequent connection and installation with anchor bolts a16. This weld-free, quick-assembly process avoids residual stress generated during welding heat-affected zones, preventing deformation of the steel plate a3 during welding and thus improving the strength of the reinforced concrete wall unit a.

[0051] A sliding ring 3 is slidably connected to the support cylinder a4, and a ring body 4 is fixed to the top of the sliding ring 3. A transverse rib 1 can freely pass through the transverse ring body 4, with a threaded section 5 at one end and a protruding ring 7 fixed to the other end. The protruding ring 7 and the ring body 4 form a limiting mechanism, providing a certain constraint on the transverse rib 1 and preventing excessive lateral movement during the connection process. If used with a limiting cap, it can also play a certain connection role. The ring body 4 is slidably fitted onto the transverse rib 1, facilitating adjustment during construction. When the reinforced concrete wall unit a is placed into the frame column c and the reinforcing cage b is placed, the transverse rib 1 is moved between the first wall panel a1 and the second wall panel a2 through the sliding mechanism, preventing its protruding part from interfering with the installation process. After the reinforcing cage b is installed, the transverse rib 1 can be pulled out laterally for subsequent construction.

[0052] Both sides of the first wall panel a1 and the second wall panel a2 are equipped with several tie members 2 arranged vertically in sequence. The tie members 2 have a "U" shape and their two ends are connected to the first wall panel a1 and the second wall panel a2 respectively. The tie members 2 form a limiting space 202 inside, which constrains the vertical bars on one side of the steel cage b.

[0053] Embedded cylinders a6 are pre-embedded on the sides of the first wall panel a1 and the second wall panel a2 respectively. The embedded cylinders a6 are arranged vertically on the side of the wall. Inside the embedded cylinders a6 are insertion channels a13 and movable channels a12. The insertion channels a13 and movable channels a12 are connected and arranged vertically. A spring a14 is fixed in the movable channel a12. A clip a15 is fixed at the other end of the spring a14. Several sets of slots 201 are opened at both ends of the tie member 2. After the two ends of the tie member 2 are inserted into the insertion channels a13, they are matched and plugged into the clips a15 to fix the tie member 2 to the side of the first wall panel a1 and the second wall panel a2.

[0054] Using the above-mentioned plug-in method, the tie member 2 is fixed to the side of the reinforced concrete wall unit a. This installation method is quick and convenient, and can greatly reduce the installation time. At the same time, the design of the slot 201 and the clip a15 also provides adjustment space for the tie member 2, allowing the tie member 2 to be installed at a certain distance from the side of the reinforced concrete wall to meet the construction design requirements.

[0055] When the clip a15 is fitted and inserted into the slot 201, the clip a15 locks the two ends of the tie member 2, forming a one-way locking structure. This structure has a strong pull-out resistance, which can ensure that the tie member 2 does not fall off during the concrete pouring process.

[0056] The threaded section 5 in the horizontal reinforcement 1 is located between the upper and lower tie members 2 that connect adjacent steel-concrete wall units a, and after passing through the two tie members 2, it is threadedly connected to the limit cap 6, forming a lateral connection constraint on the adjacent steel-concrete wall units a; concrete is poured between the steel-concrete wall units a to form a prefabricated frame-shear wall structure system in the high-rise steel structure.

[0057] In this embodiment, the limiting cover 6 includes a screw-on cover with an internal thread. A pressure plate is fixed inside the screw-on cover, and the diameter of the pressure plate is larger than the space reserved between the adjacent upper and lower tie members 2 in the transverse rib 1. The interference of the pressure plate forms an axial constraint on the transverse rib 1. The use of the pressure plate can also increase the contact area between the pressure plate and the two tie members 2, which can reduce the phenomenon of local stress concentration to a certain extent.

[0058] This embodiment achieves a coordinated connection between reinforced concrete wall unit a and reinforcing cage b through a dual constraint mechanism. First, the limiting space 202 in the tie member 2 mechanically clamps the reinforcing cage b. Then, through the quick-connect structure of spring a14, clip a15, and embedded cylinder a6, the reinforcing cage b is synchronously positioned with the two reinforced concrete wall units a on either side. Subsequently, a horizontal reinforcing bar 1 with threaded sections 5 is inserted through the ring body 4 and connected to the reinforcing cage b, positioned between the two tie members 2 connecting adjacent reinforced concrete wall units a. Positioning is achieved through a threaded connection between the limiting cap 6 and the horizontal reinforcing bar 1, realizing a direct connection between adjacent reinforced concrete walls. The coordinated use of these two connection methods greatly improves the stability of the connection between the two reinforced concrete wall units a, providing strong pull-out resistance and preventing displacement of the two reinforced concrete wall units a during subsequent concrete pouring.

[0059] In this embodiment, the support cylinder a4 has a rectangular structure. The rectangular support cylinder a4 prevents the ring body 4 from rotating, ensuring that the ring body 4 remains directly above the support cylinder a4, facilitating the direct passage of the subsequent horizontal reinforcement 1 through the horizontally arranged ring body 4. By moving the sliding ring 3, the horizontal reinforcement 1 between adjacent reinforced concrete wall units a on the same plane can be staggered. This avoids interference with the horizontal reinforcement 1 between adjacent reinforced concrete wall units a, ensuring that the horizontal reinforcement 1 on this horizontal plane is evenly distributed between the two tie members 2. Furthermore, the staggered horizontal reinforcement 1 forms a grid structure, transforming single-point loads into distributed load transfer, effectively improving the overall shear strength and reducing on-site installation and commissioning time.

[0060] Several auxiliary holes 8 are respectively provided on the first wall panel a1 and the second wall panel a2. The auxiliary holes 8 are arranged vertically from top to bottom. Auxiliary plugs 10 are detachably installed on the auxiliary holes 8 via threaded connections. A displacement hole 9 is correspondingly provided on the horizontal rib 1 located on the side of the auxiliary hole 8. The displacement hole 9 has a rectangular structure, and the hook part of the hook 11 moves inside it. By adopting the above structure, the horizontal ribs 1 in adjacent reinforced concrete wall units a can be adjusted to a staggered layout.

[0061] This embodiment employs a collaborative constraint system to enhance the stability of the connection between adjacent reinforced concrete wall units a. First, spring a14 and clip a15 are used to quickly fix the tie member 2 onto a single reinforced concrete wall unit a. Then, the limiting space 202 in the tie member 2 is used to constrain the vertical bars on the side of the reinforcing cage b, thus fixing the reinforcing cage b to the adjacent reinforced concrete wall unit a, thereby forming the initial positioning between adjacent reinforced concrete wall units a. Finally, the horizontal bar 1 passes through the tie member 2 and is threadedly connected to the limiting cover 6, forming a lateral connection constraint between adjacent reinforced concrete wall units a, enhancing the overall integrity and tensile strength.

[0062] Furthermore, the system in this embodiment overcomes the limitations of traditional welding processes, achieving efficient connection of core components through non-welding technologies such as threaded connections, flexible snap-fits, and limiting clamping. This significantly improves construction efficiency, drastically shortens installation time, and reduces labor costs, while avoiding the weakening of steel properties due to welding heat, thus ensuring structural strength. It also eliminates welding fume pollution and energy consumption, aligning with green building principles.

[0063] Example 2 This embodiment provides a construction method for a prefabricated frame-shear wall structure system in a high-rise steel structure as described in Embodiment 1, including the following steps: S1. Machining parts; The connector, support cylinder a4, ring 4, tie rod 2 and limiting rod are pre-processed and formed; S2, Precast walls; The prototype of the first wall panel a1 or the second wall panel a2 is constructed using a template, and a pre-embedded cylinder a6 is embedded. Concrete is then poured into the template to form the first wall panel a1 and the second wall panel a2. S3. Preliminary assembly; Fix steel plate a3, and install internal threaded cylinder a7, support cylinder a4, sliding ring 3 and ring body 4 on both sides of steel plate a3. Lay the first wall plate a1 and the second wall plate a2 on both sides of steel plate a3, so that the outer side of support cylinder a4 abuts against the first wall plate a1 and the second wall plate a2 respectively. At this time, the through hole a5, support cylinder a4 and internal threaded cylinder a7 are on the same axis. After passing through the through hole a5 and support cylinder a4, anchor bolt a16 is threaded to the internal threaded cylinder a7 to realize the positioning of the first wall plate a1 and the second wall plate a2 on both sides of the steel reinforcement. Repeat the above steps to complete the assembly of multiple steel-concrete wall units a.

[0064] The specific installation steps for steel plate a3, support cylinder a4, and sliding ring 3 are as follows: S31, When machining parts, the internal threaded cylinder a7 is fixed inside the support cylinder a4 to form an integrated structure; a threaded rod is fixed at the bottom of the support cylinder a4 or a threaded hole a10 is opened. S32, pass the threaded part of the support cylinder a4 through the through hole a5 and connect it with the support cylinder a4 with the threaded hole a10 to complete the fixation of the support cylinders a4 on both sides of the steel plate a3 and the internal threaded cylinder a7. S32, an integral sliding ring 3 and a ring body 4 are fitted onto the support cylinder a4; S33, the first wall panel a1 and the second wall panel a2 are installed on both sides of the steel plate a3 via connectors.

[0065] In this way, after the steel-concrete wall unit a is formed, the horizontal reinforcement 1 can be quickly installed on the support cylinder a4, which facilitates the subsequent adjustment of the position of the horizontal reinforcement 1 and makes the horizontal reinforcement 1 form an interlaced layout.

[0066] S4, on-site construction; The assembled reinforced concrete wall unit a is transported to the construction site. Several sets of horizontal reinforcing bars 1 are pre-inserted into the horizontally arranged ring 4, ensuring that both ends of the horizontal reinforcing bars 1 are located within the reinforced concrete wall unit a to avoid interference during subsequent construction. According to the design position, two sets of reinforced concrete wall units a are positioned within the two side columns c, so that two adjacent reinforced concrete wall units a are spaced apart, forming an installation area. A reinforcing cage b is pre-placed within this installation area. The horizontal reinforcing bars 1 are moved laterally so that the threaded section 5 passes into the interior of the reinforcing cage b. The horizontal reinforcing bars 1 are then slid along the support cylinder a4, ensuring that adjacent reinforced concrete wall units on the same plane are aligned. The horizontal reinforcing bars 1 in section a are arranged in an alternating pattern; the two ends of the tie members 2 are passed through the steel cage b and fixed to the corresponding reinforced concrete wall unit a. The tie members 2 on both sides fix the vertical reinforcing bars on both sides of the steel cage b to the adjacent reinforced concrete wall unit a respectively; push the horizontal reinforcing bars 1 so that the threaded section 5 passes between the two tie members 2 that are close to each other, and then screw on the limiting cap 6 to realize the connection between adjacent reinforced concrete wall units a; finally, the formwork is erected so that the adjacent reinforced concrete wall units a and the steel cage b form a closed cavity on all sides, and concrete is poured inside to form a prefabricated frame-shear wall structure system in high-rise steel structure.

[0067] By adopting an industrialized model of "factory prefabrication + on-site assembly," an efficient and precise prefabricated building system has been constructed. The factory-prefabricated components have simple structures, and their mass production and quality are controllable; the installation method is simple and convenient, requiring no extensive professional skills to operate.

[0068] The specific installation steps for tie rod 2 are as follows: S411, Insert the tie 2 into the inside of the steel cage b, so that the vertical bar on one side of the steel cage b is located in the limiting space 202 between the two ends of the tie 2; S412, move the tie member 2 so that both ends of the tie member 2 are inserted into the movable channel a12. The slots 201 at both ends of the tie member 2 are adapted to the clips a15 in the movable channel a12 and are inserted. Under the constraint of the spring a14 and the clips a15, the tie member 2 is fixed to the current position. At this time, the vertical bar on one side of the steel cage b is pressed and positioned between the steel-concrete wall unit a and the tie member 2. S413, repeat the above steps to install several sets of tie members 2 on the steel-concrete wall units a on both sides respectively, and position the vertical bars on both sides of the steel cage b on the adjacent steel-concrete wall units a respectively, so as to achieve the common positioning between the steel cage b and the steel-concrete wall units a on both sides.

[0069] A "U-shaped tie member 2 + spring a14 snap-fit" system is adopted for the coordinated positioning of the steel reinforcement cage b and the reinforced concrete wall unit a. This system allows the tie member 2 to be fixed to the side of the reinforced concrete wall unit a. This installation method is quick and convenient, significantly reducing installation time. At the same time, the design of the slot 201 and the clip a15 also provides adjustment space for the tie member 2, allowing it to be installed at a certain distance from the side of the reinforced concrete wall unit a to meet the construction design requirements.

[0070] The specific steps for adjusting the horizontal reinforcement 1 in adjacent reinforced concrete wall unit a to a staggered layout are as follows: S421, Remove the auxiliary plugs 10 on the first wall panel a1 and the second wall panel a2; S422, the hook 11 is inserted horizontally into the auxiliary hole 8; If it is necessary to pull the horizontal reinforcement 1, continue to insert the hook 11 horizontally into the displacement hole 9, and then twist the hook 11 so that the inner side of the hook part is in contact with the horizontal reinforcement 1. Pull one end of the horizontal reinforcement 1 inside the steel cage b, and pull the other end of the horizontal reinforcement 1 through the hook 11, so that the horizontal reinforcement 1 can be smoothly slid outward along the support cylinder a4.

[0071] If it is necessary to push the horizontal reinforcement 1, the hook 11 is inserted into the auxiliary hole 8 and rotated so that the outer side of the hook part is in contact with the horizontal reinforcement 1, pushing the horizontal reinforcement 1 to one end of the steel cage b. By pushing the other end of the horizontal reinforcement 1 through the hook 11, the horizontal reinforcement 1 can be driven to slide inward along the support cylinder a4.

[0072] S423, the horizontal reinforcement 1 is moved sequentially using the above steps, so that the horizontal reinforcement 1 in the adjacent reinforced concrete wall unit a is staggered. S424, install the auxiliary plug 10 into the corresponding auxiliary hole 8 to facilitate subsequent concrete pouring.

[0073] In the above method, adjusting the position of the transverse reinforcement 1 only through the portion protruding from the reinforcing cage b is quite laborious due to the unidirectional force. Specifically, to meet the positioning requirements of the ring 4, the support cylinder a4 is designed as a rectangular structure. In this case, when adjusting only the portion of the transverse reinforcement 1 inside the reinforcing cage b, the transverse reinforcement 1 is prone to jamming due to the unidirectional force. Therefore, a hook 11 is used to assist in the movement of the reinforcing reinforcement 1. The portion of the transverse reinforcement 1 inside the reinforcing cage b can be adjusted directly using tools; while the other end of the transverse reinforcement 1 can be adjusted by inserting the hook 11 into it. When both ends of the transverse reinforcement 1 are subjected to force simultaneously, its movement becomes smoother. Adjusting several groups of transverse reinforcement 1 using the above method can result in a staggered distribution.

[0074] After the horizontal rib 1 is adjusted, the auxiliary hole 8 is blocked with the auxiliary plug 10 to prevent it from flowing out during the subsequent filling of grout.

[0075] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A prefabricated frame-shear wall structure system for high-rise steel structures, characterized in that, It includes several vertically arranged frame columns, with at least two reinforced concrete wall units between adjacent frame columns, and a steel cage between adjacent reinforced concrete wall units; Each of the steel-concrete wall units includes a first wall panel, a second wall panel, and a steel plate component located between the two. Several support cylinders are arranged on both sides of the steel plate component in a matrix arrangement, and the ends of the support cylinders abut against the first wall panel and the second wall panel respectively. Several U-shaped tie members are arranged from top to bottom on the adjacent side walls of the first and second wall panels, and the side vertical bars of the steel cage extend into the tie members for limiting their position. All the support cylinders arranged in the same horizontal direction are connected to a horizontal bar. One end of the horizontal bar extends into the steel cage and passes through the tie member set in the adjacent steel-concrete wall unit for fixation. After the concrete is poured, the adjacent steel-concrete wall units form an integral structure.

2. The prefabricated frame-shear wall structure system in a high-rise steel structure according to claim 1, characterized in that, The first wall panel and the second wall panel are provided with a plurality of through holes corresponding to the positions of the support cylinder. The support cylinder is provided with an internally threaded cylinder. An anchor bolt is provided at the through hole and is threadedly connected to the internally threaded cylinder. The support cylinder is a rectangular cylinder, and a sliding ring is slidably connected to the support cylinder. The top of the sliding ring is provided with a ring body, and the horizontal reinforcement passes through the ring body and can slide freely. The horizontal reinforcements in the same plane and adjacent reinforced concrete wall units are arranged in an alternating manner.

3. The prefabricated frame-shear wall structure system in a high-rise steel structure according to claim 2, characterized in that, The transverse reinforcing bar has a threaded section at one end and a protruding ring at the other end.

4. The prefabricated frame-shear wall structure system in a high-rise steel structure according to claim 1, characterized in that, The two ends of the tie member are respectively inserted into the side walls of the first wall panel and the second wall panel.

5. The prefabricated frame-shear wall structure system in a high-rise steel structure according to claim 4, characterized in that, The first wall panel and the second wall panel are provided with embedded cylinders on their side walls and have elastic clips inside. The tie member has at least one slot at both ends that cooperates with the clip.

6. The prefabricated frame-shear wall structure system in a high-rise steel structure according to claim 1, characterized in that, The steel plate has several through holes. One side of the support cylinder of the steel plate has a threaded post, and the other side of the support cylinder has a threaded hole. The threaded post passes through the through hole and is threadedly connected to the threaded hole, thereby fixing the two support cylinders to both sides of the steel plate. The first wall panel and the second wall panel are provided with auxiliary holes, and the horizontal ribs are provided with displacement holes corresponding to the positions of the auxiliary holes. A hook is provided through the auxiliary holes and can extend into the displacement holes.

7. A construction method for a prefabricated frame-shear wall structure system in a high-rise steel structure, used to construct a prefabricated frame-shear wall structure system in a high-rise steel structure as described in any one of claims 1-6, characterized in that, Includes the following steps: S1, machining parts; The connectors, support cylinders, rings, tie rods, and limit caps are pre-processed and shaped. S2, precast wall; The prototype of the first or second wall panel is constructed using a template, and a pre-embedded cylinder is embedded. Concrete is then poured into the template to form the first and second wall panels. S3, preliminary assembly; Fix the steel plate component, and install the internal threaded cylinder, support cylinder, sliding ring, and ring body on both sides of the steel plate component. Lay the first wall panel and the second wall panel on both sides of the steel plate component, so that the outer side of the support cylinder abuts against the first wall panel and the second wall panel respectively. At this time, the perforation, support cylinder, and internal threaded cylinder are on the same axis. After passing the anchor bolt through the perforation and support cylinder, it is threadedly connected to the internal threaded cylinder to realize the positioning of the first wall panel and the second wall panel on both sides of the steel reinforcement component. Repeat the above steps to complete the assembly of multiple steel-concrete wall units. S4, on-site construction; The assembled reinforced concrete wall units are transported to the construction site. Several sets of horizontal reinforcing bars are pre-inserted into the horizontally arranged rings, ensuring that both ends of the reinforcing bars are inside the reinforced concrete wall units. According to the design position, two sets of reinforced concrete wall units are positioned within the side columns, creating an installation area between adjacent units. A reinforcing cage is placed in advance within this installation area. The horizontal reinforcing bars are moved laterally, allowing the threaded sections to pass into the reinforcing cage. The reinforcing bars are then moved further, ensuring that the horizontal reinforcing bars in adjacent reinforced concrete wall units are staggered on the same plane. The ends of the tie rods are passed through the reinforcing cage and fixed to the corresponding reinforced concrete wall units. The tie rods on both sides fix the vertical reinforcing bars on both sides of the reinforcing cage to the adjacent reinforced concrete wall units. The horizontal reinforcing bars are pushed, allowing the threaded sections to pass between the two adjacent tie rods. The limiting caps are then screwed on to connect the adjacent reinforced concrete wall units. Finally, a formwork is erected, creating a closed cavity between the adjacent reinforced concrete wall units and the reinforcing cage. Concrete is poured inside to form a prefabricated frame-shear wall structure system in a high-rise steel structure.

8. A construction method for a prefabricated frame-shear wall structure system in a high-rise steel structure according to claim 7, characterized in that, In S3, the specific installation steps for the steel plate, support cylinder, and sliding ring are as follows: S31, When machining parts, the internal threaded cylinder is fixed inside the support cylinder to form an integrated structure; a threaded rod is fixed at the bottom of the support cylinder or a threaded hole is opened; S32, pass the threaded part of the support cylinder through the through hole and connect it with the threaded part of the support cylinder with the threaded hole to complete the fixing of the support cylinders (a4) on both sides of the steel plate and the internal threaded cylinder; S32, an integral sliding ring and ring body are fitted onto the support cylinder; S33, the first wall panel and the second wall panel are installed on both sides of the steel plate using connectors.

9. A construction method for a prefabricated frame-shear wall structure system in a high-rise steel structure according to claim 7, characterized in that, In S4, the specific installation steps for the tie rod are as follows: S41, Insert the tie rod into the inside of the steel cage so that the vertical bar on one side of the steel cage is located in the limiting space between the two ends of the tie rod; S42, translate the tie member so that both ends of the tie member are inserted into the movable channel. The slots in both ends of the tie member are matched and plugged into the clips in the movable channel. Under the constraint of the spring and the clips, the tie member is fixed to the current position. At this time, the vertical bar on one side of the steel cage is pressed and positioned between the steel-concrete wall unit and the tie member. S43, repeat the above steps to install several sets of tie rods on the steel-concrete wall units on both sides, thereby positioning the vertical bars on both sides of the steel cage on the adjacent steel-concrete wall units, and realizing the common positioning between the steel cage and the steel-concrete wall units on both sides.

10. A construction method for a prefabricated frame-shear wall structure system in a high-rise steel structure according to claim 7, characterized in that, The specific steps for adjusting the horizontal reinforcement bars in adjacent reinforced concrete wall units to a staggered layout are as follows: Remove the auxiliary plugs from the first and second wall panels; The hook is inserted horizontally into the auxiliary hole; If it is necessary to pull the horizontal bar, continue to insert the hook horizontally into the displacement hole, then rotate the hook so that the inner side of the hook is in contact with the horizontal bar, pull one end of the horizontal bar inside the steel cage, and pull the other end of the horizontal bar by pulling the hook, so that the horizontal bar can be smoothly slid outward along the support cylinder. If it is necessary to push the horizontal reinforcement, rotate the hook after it is inserted into the auxiliary hole so that the outer side of the hook is in contact with the horizontal reinforcement. Push the horizontal reinforcement to one end of the steel cage, and push the other end of the horizontal reinforcement by the hook, which will drive the horizontal reinforcement to slide inward along the support cylinder. The horizontal reinforcement bars are moved sequentially using the above steps, so that the horizontal reinforcement bars in adjacent reinforced concrete wall units are staggered. Install the auxiliary plug into the corresponding auxiliary hole to facilitate subsequent concrete pouring.

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