A prefabricated steel structure housing system

Abstract

This invention discloses a prefabricated steel structure residential system, belonging to the field of prefabricated building technology. The invention includes a frame section and a shear wall section. The frame section includes irregularly shaped columns, steel beams, and a floor slab. The irregularly shaped columns consist of steel pipes and several T-shaped steel sections arranged along the perimeter of the steel pipes. The T-O combined irregularly shaped column section proposed in this invention achieves relative separation of compression and bending forces on the combined section, exhibiting good bending capacity and stiffness. Furthermore, utilizing the characteristics of the outer T-shaped steel sections, the steel beams and irregularly shaped columns can be connected using bolts. Simultaneously, reinforcing members are added at the beam-column joints to improve the stiffness and strength of the joint area. In addition, this invention optimizes the specific structure of the floor slab and shear walls, and proposes corresponding joint connection methods, thereby forming a prefabricated steel structure residential system that can be quickly assembled and has stable connections.

Description

Technical Field

[0001] This invention belongs to the field of prefabricated building technology, and more specifically, relates to a prefabricated steel structure residential system. This application claims priority; the earlier application, application number 2023113971671, entitled "A Prefabricated Steel Structure Residential System," was filed on October 25, 2023. Background Technology

[0002] Prefabricated construction is a direction for the transformation and upgrading of the construction industry and a promising emerging industry that the country is vigorously promoting. Currently, steel structure prefabricated buildings account for about 30% of all prefabricated buildings, most of which are public buildings, while residential products are almost negligible. With the goal of achieving 30% of new buildings by 2025, the development prospects of steel structure prefabricated housing are enormous.

[0003] Currently, steel structure building systems in China are still limited to conventional steel bracing-frame systems, steel frame-concrete core tube systems, and steel frame-steel plate shear wall systems. These existing steel structure systems involve a large amount of on-site welding work, which not only makes it difficult to guarantee welding quality but also results in a low degree of prefabrication. In addition, in existing steel structure systems, the connection nodes cannot achieve the same level of tensile strength, failing to meet the current code's requirement of "strong nodes, weak components."

[0004] A search revealed Chinese Patent Application CN 218952584 U, which discloses an assembled steel-concrete composite member. This application includes an outer pipe and a concrete pipe. The concrete pipe is fixedly installed on the inner surface of the outer pipe, and an inner pipe is fixedly installed on the inner surface of the concrete pipe. A mounting base and a insert are fixedly installed on the surface of the outer pipe. This application uses the interaction of the mounting base, insert, and slot to design an assembled structure, facilitating on-site connection and reducing the amount of on-site welding. However, in this application, the internal concrete at the vertical connection nodes cannot achieve a connection with tensile strength equal to that required by current standards, failing to meet the requirement of "strong nodes, weak components."

[0005] For example, Chinese Patent Application No. CN 209603378 U discloses a multi-cavity rectangular steel tube concrete irregular column structure. This application includes a prefabricated irregular column and an H-shaped steel beam. The prefabricated irregular column includes an upper column and a lower column. The lower end of the upper column has a protrusion, and the upper end of the lower column has a recess. The protrusion is inserted into the recess, connecting the upper and lower columns together. The connection between the upper and lower columns is welded. A node plate is bolted to the connection between the upper and lower columns, and the node plate is welded to the outer wall of both columns. The H-shaped steel beam includes a beam body with an end plate at each end. After the upper and lower columns are connected, the end plate is bolted to the edge of the connection between the upper and lower columns. This structure effectively reduces steel consumption, but welding is still required during assembly, thus improving assembly efficiency. Meanwhile, the node uses long bolts to pass through the bolt holes in the node area to achieve a stable connection. However, it requires very high processing precision, and it is difficult to achieve efficient connection on site. The distance between the long bolts and the side wall of the multi-cavity steel pipe column is small, making it difficult to ensure the workability of the fresh concrete.

[0006] For example, a search reveals Chinese Patent Application No. CN 211396201 U, which discloses a connection structure between an embedded steel beam and a precast composite floor slab. This application includes a steel beam and a composite floor slab; the steel beam has an I-shaped cross-section; the composite floor slab includes a precast slab and a cast-in-place composite layer; a steel truss is embedded in the precast slab; the lower chord of the steel truss is embedded in the precast slab; the upper chord of the steel truss is located above the precast slab, with both ends extending beyond the sides of the precast slab; connectors are provided on the left and right sides of the precast slab; the connectors include a horizontal plate and a vertical plate; the vertical plate is tightly attached to the corresponding side of the precast slab and welded to the lower chord of the precast slab; the connectors on both sides of the precast slab are respectively mounted on the upper flanges of the steel beams on both sides and fixed with bolts. In this application, the connection is achieved by the connecting plates overlapping the steel beams, providing shear resistance without the need for welding studs, simplifying the connection structure and reducing workload. However, in this application, the precast slab base plate overlaps the upper flange of the steel beam via connectors, resulting in a relatively thick overall thickness, which also affects the usable floor height. Furthermore, in this application, the precast slab base plates are only connected by connectors, and the connection strength needs further improvement.

[0007] For example, a search revealed Chinese Patent Application CN 209129208 U, which discloses an L-shaped shear wall frame and a steel-concrete L-shaped shear wall. The L-shaped shear wall frame of this application includes a steel wall head, a first rectangular steel pipe, a first horizontally distributed reinforcing bar, a second horizontally distributed reinforcing bar, a first steel frame, a second steel frame, and vertically distributed reinforcing bars. In this application, the steel-concrete L-shaped shear wall is prefabricated in a factory. First, the L-shaped shear wall frame is prepared, then a template is clamped around the L-shaped shear wall frame and concrete is poured to obtain the prefabricated steel-concrete L-shaped shear wall component. Both the L-shaped shear wall frame and the steel-concrete L-shaped shear wall of this application are completed in a factory, which reduces on-site wet work and simplifies construction, shortening the construction period by at least half. However, its seismic resistance still needs further improvement.

[0008] In summary, while the aforementioned documents can improve on-site construction efficiency to some extent, the connection strength at each node needs to be further improved to meet the requirement of "strong nodes and weak components". Summary of the Invention

[0009] 1. The problem to be solved

[0010] In view of at least some of the problems existing in the prior art, the present invention proposes a prefabricated steel structure housing system, which aims to solve the problems of low on-site construction efficiency and failure to meet the "strong node, weak component" requirement at the connection nodes of the existing steel structure system.

[0011] 2. Technical Solution

[0012] To solve the above problems, the technical solution adopted by the present invention is as follows:

[0013] This invention discloses a prefabricated steel structure residential system, comprising a frame section and a shear wall section. The frame section includes irregularly shaped columns, steel beams, and floor slabs.

[0014] The irregular column includes a steel pipe and several T-shaped steel sections arranged along the periphery of the steel pipe;

[0015] The steel beam is an H-beam, which is connected to the T-beam by bolts.

[0016] The floor slab is a composite floor slab, which includes a precast lower cover plate, a cast-in-place upper cover plate, and a steel truss. The lower cover plate has a lower slot in the span direction for lapping on the lower flange of the steel beam. The web of the steel beam has a through hole for the first lapped steel bar to pass through, and after the first lapped steel bar passes through the corresponding through hole, its two ends are respectively lapped on the lower cover plate on both sides of the steel beam.

[0017] Furthermore, a reinforcing member is provided at the connection node between the steel beam and the T-shaped steel. The reinforcing member includes a sleeve and a stiffening rib disposed on the sleeve. The sleeve is fixedly sleeved on the steel pipe, and the side of the stiffening rib is connected to the web of the T-shaped steel, and its end is connected to the flange of the T-shaped steel.

[0018] Furthermore, the irregularly shaped columns are connected in the vertical direction through column nodes, and the column nodes include ring ribs and connecting steel bars;

[0019] The connecting steel bars are distributed in a ring, with one end inside the steel pipe and the other end extending out of the steel pipe for connecting to another steel pipe.

[0020] The ring ribs are set on the inner wall of the steel pipe. After the steel pipe concrete is poured, when it is subjected to tensile force, the ring ribs will anchor the connecting steel bars.

[0021] The T-shaped steel sections of the upper and lower irregularly shaped columns are connected by splicing cover plates.

[0022] Furthermore, the lower cover plate has an upper groove in the width direction, and the upper grooves of the two lower cover plates are spliced ​​together to form a groove; a connecting member is provided in the groove, and the connecting member splices the two lower cover plates in the width direction by cast-in-place concrete.

[0023] Furthermore, the connecting component includes a bent bar and a steel reinforcement cage; wherein, the upper groove is an L-shaped groove, the bent bar is located in its respective L-shaped groove, and the bent bar is formed by bending the bottom steel reinforcement during prefabrication; the steel reinforcement cage is located in the groove after splicing.

[0024] Furthermore, the connecting component includes a bent bar and a steel reinforcement cage; wherein, the upper groove is an L-shaped groove, the bent bar is located in its respective L-shaped groove, and the bent bar is formed by bending the bottom steel reinforcement during prefabrication; the steel reinforcement cage is located in the groove after splicing.

[0025] Furthermore, the shear wall portion is a π-shaped steel frame confined ribbed shear wall, which includes a wall body and separate composite members disposed on both sides of the wall body. The separate composite members include two steel members disposed opposite each other, which are connected by connecting stirrups. One of the steel members is embedded at the edge of the wall body, and a casting space is formed between the two steel members. By pouring concrete into the casting space, it is formed into an integral component. The steel members are π-shaped steel, and the flanges of the two π-shaped steels are disposed opposite each other. The flanges of the π-shaped steels are provided with through holes for the connecting stirrups to pass through.

[0026] Furthermore, the steel component has an extended steel beam at the end away from the wall, and the extended steel beam is connected to the steel beam through a splicing cover plate;

[0027] In the vertical direction, the separate and combined components of the upper and lower walls are connected by splicing cover plates, and the reinforced concrete ribs of the upper and lower walls are lapped by the upper and lower side outward reinforcing bars.

[0028] Furthermore, the wall is a ribbed wall, and a self-resetting energy-dissipating support is provided in the rib gaps of the ribbed wall. The self-resetting energy-dissipating support includes two support tubes. One end of the support tube is provided with a connecting end plate, and the other end is provided with a steel connector. The flanges of the two steel connectors are connected by a connecting cover plate, and an elastic reset member is provided between the two steel connectors.

[0029] Furthermore, the steel connector is a π-shaped steel, and a connecting slot is provided on the flange of the π-shaped steel; the elastic reset component is a self-resetting spring, and the self-resetting spring is disposed between the two flanges of the π-shaped steel.

[0030] Furthermore, the shear wall portion is a combined H-shaped steel frame constrained shear wall, which includes a wall body and steel components set on both sides of the wall body. The steel components are T-shaped steel. After the flanges of the T-shaped steel on adjacent walls are aligned, they are spliced ​​and installed by splicing cover plates, and then concrete is poured to complete the horizontal connection of the wall body.

[0031] Furthermore, a corrugated pipe is pre-embedded in the wall, and a special steel reinforcement skeleton is provided inside the corrugated pipe. The connection between the upper and lower walls is completed by pouring concrete into the corrugated pipe. The special steel reinforcement skeleton includes stirrups and longitudinal steel bars, and connecting reinforcement members are provided on the outside of the stirrups.

[0032] Furthermore, the shear wall portion is a π-O irregular column frame confined concrete shear wall, which includes a wall body and steel tube concrete columns and steel components respectively set on both sides of the wall body. The steel components are π-shaped steel, and the steel tube concrete columns are provided with a first connecting steel plate, which is connected to the π-shaped steel by connecting stirrups.

[0033] Furthermore, the walls are connected in the horizontal direction by horizontal connection nodes. The horizontal connection nodes include L-shaped steels set on π-shaped steels. The two L-shaped steels on the connected walls are centrally symmetrically arranged, and elastic pads are provided at the connection of the two L-shaped steels, and concrete is poured afterward.

[0034] Furthermore, the walls are connected in the horizontal direction by horizontal connection nodes. The horizontal connection nodes include a second connecting steel plate set on the π-shaped steel on one side of the wall and a third connecting steel plate set on the π-shaped steel on the other side of the wall. The second and third connecting steel plates are staggered and overlapped, and are connected by bolts and then concrete is poured.

[0035] Furthermore, the steel-concrete composite column includes a steel pipe, concrete placed inside the steel pipe, centrifugally molded concrete, and core concrete placed inside the centrifugally molded concrete; wherein the centrifugally molded concrete is precast in a factory, and the core concrete is formed by on-site casting.

[0036] 3. Beneficial effects

[0037] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0038] (1) The prefabricated steel structure housing system of the present invention proposes a TO combined irregular column section form, which can realize the relative separation of column compression and bending on the combined section. The axial stiffness of the circular steel tube concrete part in the combined section is large, and the T-shaped steel on the outside greatly increases the height of the combined section, thus resulting in better bending bearing capacity and stiffness. At the same time, by utilizing the characteristics of the outer T-shaped steel, the steel beam and the irregular column can be connected by bolts, thereby solving the problems of complex welding process, large internal stress, affecting the performance of the joint and low assembly efficiency when the traditional steel node is prefabricated or welded on site. In addition, by lapping the lower cover plate on the lower flange of the H-shaped steel beam through the lower groove on the lower cover plate, the overall floor thickness can be effectively reduced. In addition, the setting of the first lapped steel bar can effectively transfer the normal service load of the floor slab, avoid the formation of a single span slab, effectively reduce the mid-span deflection, and also avoid cracking at the connection of the overlapping floor cover plates.

[0039] (2) In a prefabricated steel structure residential system of the present invention, the lower cover plate is provided with an upper groove in the width direction, and the upper grooves of two lower cover plates are spliced ​​together to form a groove; a connecting member is provided in the groove, and the connecting member splices the two lower cover plates in the width direction by cast-in-place concrete. The present invention adopts a connection method with a pre-set connecting member, which not only ensures the crack resistance and stress performance of the connection; in addition, compared with the traditional prefabricated composite floor slab connection, which requires jointing and has dense reinforcement at the joint, making the overlapping construction difficult, the connection method of the present invention is simpler and more convenient to construct.

[0040] (3) In the prefabricated steel structure housing system of the present invention, the load transfer path is optimized by setting up reinforcing components at the beam-column joint, so that the force can be directly transferred from the stiffening rib to the sleeve, and then the load is transferred to the core steel pipe concrete joint part through the sleeve. This can effectively avoid the steel pipe outside the concrete being directly subjected to normal load, thereby greatly improving the stiffness and strength of the joint area and ensuring safety.

[0041] (4) The prefabricated steel structure housing system of the present invention has ring ribs and connecting steel bars inside the steel pipe of the irregular column, and can be prefabricated in the factory. Compared with the traditional connection nodes, it completely avoids on-site welding operations and improves assembly efficiency. At the same time, after the concrete pipe is poured and cured, when the concrete pipe is subjected to tensile force, the ring ribs anchor the connecting steel bars, thereby ensuring the connection strength at the connection node. For the connection between the T-shaped steels on the outside of the irregular column, high-strength bolts and splicing cover plates can be used to connect them in a bolted connection manner. Similarly, no on-site welding is required, which can improve assembly efficiency. In addition, the connection between the T-shaped steels not only ensures equal strength in the butt joint, but also helps the core concrete pipe to be positioned during construction.

[0042] (5) The prefabricated steel structure residential system of the present invention adopts a π-shaped steel frame-constrained close-ribbed shear wall structure. By setting separate combined components on both sides of the wall, the separate combined components and the wall together form a frame-constrained shear wall. The frame-constrained shear wall can be completely prefabricated in the factory, with less on-site wet work. At the same time, the use of separate combined components to constrain the shear wall increases the overall energy dissipation capacity of the wall, making it applicable to high-rise structures. The steel components are π-shaped steel, so that both sides of the shear wall are steel components. Outer steel beams can be pre-set on the π-shaped steel and bolt holes can be set. Then, it is connected to the steel connecting beam through splicing cover plates, making the connection operation between the shear wall and the connecting beam convenient and quick, reducing the construction difficulty.

[0043] (6) The prefabricated steel structure residential system of the present invention, through the self-resetting energy-dissipating supports installed inside the closely ribbed walls, can enhance the lateral stiffness of the shear walls, increase the natural frequency, and reduce wind vibration response during normal use; under rare earthquake action, it significantly improves the energy dissipation capacity of the walls and enables them to have a certain degree of resettlement capacity after a strong earthquake, avoiding structural collapse caused by excessive deformation leading to a large second-order effect in the vertical load-bearing components. At the same time, the installation of self-resetting energy-dissipating supports reduces the wall thickness, solving the problem of insufficient interior space caused by excessively thick shear walls in some high-rise buildings.

[0044] (7) The prefabricated steel structure residential system of the present invention adopts a composite H-shaped steel frame constrained close-ribbed shear wall. By embedding T-shaped steel with slots at the ends of the wall, and then splicing and installing it on site and pouring concrete afterward, a composite H-shaped steel concrete component can be formed at the joint between the close-ribbed shear walls. This makes the joint have high rigidity and energy dissipation capacity, and can also effectively reduce on-site wet work and achieve efficient on-site installation. At the same time, the energy dissipation performance at the joint can be further improved by sliding the joint through the slots to dissipate energy through friction. In addition, in terms of the form of vertical connection joint, by pre-embedding corrugated pipes in the middle of each rib of the close-ribbed wall, and then inserting a specially made steel cage on site and pouring concrete afterward, a corrugated pipe reinforced concrete composite column component can be formed in the shear wall joint and the wall. The corrugated pipe and the outer reinforced concrete provide lateral constraint, which improves the mechanical performance at the vertical splicing joint, and makes the vertical splicing joint of the shear wall and the wall itself have good energy dissipation capacity.

[0045] (8) The prefabricated steel structure housing system of the present invention optimizes the structure of the corner connection by pre-embedding connecting steel at the bottom of the ribbed wall and embedding anchor bolts at the foundation platform. The connecting steel and the anchor bolts are mechanically connected during on-site connection, and the traditional steel bar lap splicing is replaced by the mechanical connection of the anchor bolts and the connecting steel, realizing the efficient on-site installation of the ribbed shear wall and the foundation platform. At the same time, the integrity and strength of the node are further guaranteed by the post-cast concrete method.

[0046] (9) The prefabricated steel structure residential system of the present invention adopts a π-shaped steel frame to constrain the closely ribbed shear wall. By setting steel tube concrete columns and π-shaped steel at both ends of the wall, the wall performance is enhanced as a constrained edge member. At the same time, the two are connected by connecting stirrups to form a PBL shear key, which allows them to work together and further improve the seismic performance of the wall, thus making it suitable for high-rise buildings. In addition, by embedding the steel tube concrete columns and π-shaped steel within the wall, the columns are not exposed and occupy little space, which can increase the usable indoor space and enhance the flexibility of the unit layout.

[0047] (10) A prefabricated steel structure residential system of the present invention further optimizes the specific structural design of the steel tube concrete column, which includes steel tubes, centrifugally molded concrete and core concrete; wherein the steel tubes and centrifugally molded concrete are prefabricated in the factory to form prefabricated hollow ultra-high strength steel tube concrete components. Subsequently, the core concrete is poured on site to form ultra-high strength steel tube concrete composite column components, thereby improving the material properties of the core concrete and reducing the cross-sectional size and steel consumption. Attached Figure Description

[0048] Figure 1 This is a structural schematic diagram of the frame portion of a prefabricated steel structure residential system according to the present invention;

[0049] Figure 2 This is a schematic diagram of the cross-sectional shape of the irregular column in this invention;

[0050] Figure 3 This is a schematic diagram of the structure at the irregular column node in this invention;

[0051] Figure 4 for Figure 3 This is a sectional view along the AA direction;

[0052] Figure 5 for Figure 3 This is a cross-sectional view along the BB direction;

[0053] Figure 6 This is a schematic diagram of the connection of the T-shaped steel on the outer side of the irregular column in this invention;

[0054] Figure 7 This is a diagram illustrating the force mechanism at the vertical connection node of the irregular column in this invention;

[0055] Figure 8 This is a comparison diagram of seismic damage at the joints of irregularly shaped columns in this invention, with and without ring ribs.

[0056] Figure 9 This is the hysteresis curve of the irregular column joint after being subjected to force in this invention;

[0057] Figure 10 This is a schematic diagram of the hysteresis curve "pinch" of the irregular column vertical connection node after being subjected to force according to the present invention;

[0058] Figure 11 This is a schematic diagram of the structure in this invention where a flange is provided at the joint of the irregularly shaped column;

[0059] Figure 12 This is a structural schematic diagram of the beam-column connection node in this invention;

[0060] Figure 13 This is a schematic diagram of the reinforcing member in this invention;

[0061] Figure 14 This is an enlarged schematic diagram of the external corner of the beam-column joint in this invention;

[0062] Figure 15 This is an enlarged schematic diagram of the inside corner of the beam-column joint in this invention;

[0063] Figure 16 This is a schematic diagram of the ultimate stress state at the reinforcing member in this invention;

[0064] Figure 17 This is a schematic diagram of the stress state of the core steel pipe at the beam-column joint in this invention;

[0065] Figure 18 This is a schematic diagram of the internal structure of the composite floor slab in this invention;

[0066] Figure 19 for Figure 18 Sectional view at point 1-1;

[0067] Figure 20 for Figure 18 Sectional view at point 2-2;

[0068] Figure 21 for Figure 18 Sectional view at point 3-3;

[0069] Figure 22 This is one embodiment of the connecting component at the plate-to-plate connection node in the present invention;

[0070] Figure 23 This is another embodiment of the connecting component at the plate-to-plate connection node in the present invention;

[0071] Figure 24 This is one embodiment of the foam pressure strip at the plate-to-plate connection node in the present invention;

[0072] Figure 25 This is a structural schematic diagram of the π-shaped steel frame constrained ribbed shear wall in this invention;

[0073] Figure 26 This is a schematic diagram of the structure of the detachable and combined components in this invention;

[0074] Figure 27 This is a schematic diagram of the vertical connection of the π-shaped steel frame constrained ribbed shear wall in this invention;

[0075] Figure 28 This is a schematic diagram of the connection between the π-shaped steel frame constrained ribbed shear wall and the steel beam in this invention;

[0076] Figure 29 This invention provides a connection method between a π-shaped steel frame-constrained ribbed shear wall and a floor slab.

[0077] Figure 30 This is another connection method between the π-shaped steel frame constrained ribbed shear wall and the floor slab in this invention;

[0078] Figure 31 This is a schematic diagram of the self-resetting energy-dissipating support installed inside the π-shaped steel frame constrained dense rib shear wall in this invention.

[0079] Figure 32 This is a schematic diagram of the self-resetting energy-dissipating support structure in this invention;

[0080] Figure 33 This is a schematic diagram of the shear-weight ratio of each layer in the π-shaped steel frame constrained ribbed shear wall structure system of the present invention;

[0081] Figure 34 This is a schematic diagram of the inter-story drift angle in the π-shaped steel frame constrained ribbed shear wall structure system of the present invention;

[0082] Figure 35 This is a structural schematic diagram of the combined H-shaped steel frame constrained ribbed shear wall of the present invention;

[0083] Figure 36 This is an enlarged schematic diagram of the horizontal node of the combined H-shaped steel frame constrained ribbed shear wall of the present invention.

[0084] Figure 37 This is an enlarged schematic diagram of the "L-shaped" horizontal splicing node of the combined H-shaped steel frame constrained closely ribbed shear wall of the present invention;

[0085] Figure 38 This is an enlarged schematic diagram of the "T-shaped" horizontal splicing node of the combined H-shaped steel frame constrained ribbed shear wall of the present invention;

[0086] Figure 39 This is a schematic diagram of the longitudinal shear force distribution at the horizontal splice joint of a composite H-shaped steel frame confined ribbed shear wall under horizontal seismic load.

[0087] Figure 40 This is a schematic diagram of the frictional hysteresis energy dissipation at the horizontal splicing node of the combined H-shaped steel frame constrained closely ribbed shear wall in this invention.

[0088] Figure 41 The frictional energy dissipation hysteresis curve at the horizontal splicing node of the combined H-shaped steel frame constrained closely ribbed shear wall in this invention.

[0089] Figure 42 This is a structural schematic diagram of the vertical splicing node of the combined H-shaped steel frame constrained ribbed shear wall in this invention;

[0090] Figure 43 This is a schematic diagram of the structure of the specially designed steel reinforcement cage in this invention;

[0091] Figure 44 This is a structural schematic diagram of the corner splicing node of the combined H-shaped steel frame constrained ribbed shear wall in this invention;

[0092] Figure 45 for Figure 44 A magnified view of a portion of the image;

[0093] Figure 46 This is a schematic diagram of the connecting steel structure in this invention;

[0094] Figure 47 This is a structural schematic diagram of the π-O irregular column frame-constrained concrete shear wall in this invention;

[0095] Figure 48This is a schematic diagram of the internal structure of the π-O irregular column frame-constrained concrete shear wall in this invention;

[0096] Figure 49 This is to form the L-shaped section of the π-O irregular column frame-constrained concrete shear wall in this invention.

[0097] Figure 50 This is one embodiment of the horizontal connection node of the π-O irregular column frame-constrained concrete shear wall in this invention;

[0098] Figure 51 for Figure 50 Enlarged view of the structure at the mid-level node;

[0099] Figure 52 This is another embodiment of the horizontal connection node of the π-O irregular column frame constrained concrete shear wall in this invention;

[0100] Figure 53 for Figure 52 Enlarged view of the structure at the mid-level node;

[0101] Figure 54 This is one type of cross-sectional formation for a steel-concrete composite column in this invention.

[0102] In the diagram: 1. Irregular column; 11. Steel pipe; 12. T-shaped steel; 13. Concrete; 131. Centrifugally formed concrete; 132. Core concrete; 14. First connecting steel plate;

[0103] 2. Steel beam; 21. Connecting plate; 3. Reinforcing member; 31. Sleeve; 32. Stiffening rib;

[0104] 4. Column joint; 41. Ring rib; 42. Connecting reinforcement; 43. End plate; 431. Long end plate; 432. Short end plate; 44. Stirring reinforcement; 45. Positioning flange;

[0105] 5. Floor slab; 51. Lower cover plate; 511. Lower groove; 512. Upper groove;

[0106] 52. Top cover plate; 53. Steel truss; 54. First lapped reinforcement; 55. Lightweight infill material;

[0107] 56. Connecting components; 561. Bent bars; 562. Reinforcing steel cage; 563. Second lapped reinforcement; 564. Anchor plate; 57. Foam strip; 58. Top reinforcement of slab; 59. Bottom reinforcement of slab;

[0108] 61. Wall; 611. Internal stirrups of transverse ribs; 62. Steel components; 63. Connecting stirrups; 64. Outward-extending steel beams; 65. First slot; 66. Corrugated pipe; 67. Special steel reinforcement cage; 671. Stirrups; 672. Longitudinal reinforcement; 673. Connecting reinforcement;

[0109] 681. L-shaped steel; 682. Elastic pad; 683. Second connecting steel plate; 684. Third connecting steel plate;

[0110] 7. Self-resetting energy-dissipating support; 71. Support tube; 72. Connecting end plate; 73. Steel connector; 74. Connecting cover plate; 75. Elastic reset component; 76. Second slot;

[0111] 8. Corner splicing joint; 81. Connecting steel; 82. Anchor bolts; 83. Base plate; 84. Reinforcing ribs; 85. Foundation cap; 9. Splicing cover plate. Detailed Implementation

[0112] like Figure 1 As shown, this invention provides a prefabricated steel structure residential system, mainly comprising a frame section and a shear wall section. The frame section includes irregularly shaped columns 1, steel beams 2, and a floor slab 5. The irregularly shaped columns 1 are steel-concrete composite columns, the steel beams 2 are ordinary H-shaped steel beams, the floor slab 5 is a composite floor slab, and the shear walls are frame-constrained shear walls. Furthermore, this invention also covers the cross-sectional structures of columns, walls, and slabs, as well as key connection points in building structures such as column joints, beam-column joints, beam-slab joints, slab-slab connection joints, wall joints, and wall-beam joints, to provide a prefabricated steel structure residential system that can be quickly assembled and has stable connections.

[0113] The present invention will be further described below with reference to specific embodiments.

[0114] Example 1

[0115] This embodiment describes a prefabricated steel structure residential system, with reference to... Figure 2 As shown, the irregularly shaped column 1 is a TO steel-concrete composite irregularly shaped column, hereinafter referred to as a TO irregularly shaped column. This TO irregularly shaped column includes a steel pipe 11 and several T-shaped steel sections 12 disposed on the outside of the steel pipe 11. The inner cavity of the steel pipe 11 is used for pouring concrete 13. The T-shaped steel sections 12 are welded to the outer wall of the steel pipe 11 through their webs, and this welding operation can be performed in a factory.

[0116] The specific distribution of the T-shaped steel 12 varies. This embodiment lists several common T-shaped column cross-sections. Of course, other cross-section forms can also be used according to actual construction needs.

[0117] like Figure 2 As shown in (a), there are two T-shaped steel sections 12 arranged symmetrically, and the webs of the two T-shaped steel sections 12 form a straight line; as Figure 2 As shown in (b), there are also two T-shaped steel sections 12, but the webs of the two T-shaped steel sections 12 are perpendicular to form an L-shape; as Figure 2As shown in (d), there are three T-beams 12, and the webs of the three T-beams 12 are arranged in a T-shape; as Figure 2 As shown in (c), there are four T-shaped steel sections 12, and the webs of the four T-shaped steel sections 12 are arranged in a cross shape.

[0118] Example 2

[0119] This embodiment of a prefabricated steel structure residential system, based on the above embodiment, provides a column node 4, which is a vertical connection between TO irregular columns. This column node 4 mainly includes the connection of the inner core steel tube concrete and the connection of the outer T-shaped steel 12. Of course, this column node 4 needs to be staggered from the beam-column nodes described below.

[0120] For the TO-shaped columns, hot-rolled ribbed steel bars are used for internal connection and concrete pouring. For the connection between the T-shaped steel 12 on the outside of the columns, holes can be drilled in the T-shaped steel 12, and high-strength bolts and splicing cover plates 9 can be used to connect them in a fully bolted manner.

[0121] Specifically, refer to Figure 3 , Figure 4 As shown, the steel pipe 11 is provided with annular ribs 41 and connecting reinforcing bars 42. The annular ribs 41 are located on the inner wall of the steel pipe 11, near the end of the steel pipe 11. Multiple connecting reinforcing bars 42 are distributed in a ring, with one end inside the steel pipe 11 and the other end extending outside the steel pipe 11 for connecting to another steel pipe 11. After the concrete 13 is poured, when the concrete in the steel pipe is subjected to tensile force, the annular ribs 41 anchor the connecting reinforcing bars 42.

[0122] The ring rib 41 is preferably a steel pipe rib, and it can be selected from various cross-sectional forms, such as T-shaped steel, channel steel, solid round / rectangular steel bars, etc.

[0123] In this embodiment of a prefabricated steel structure residential system, the inner core steel pipe concrete section is connected by internal connecting steel bars 42 and then by pouring concrete. The key to achieving a tensile strength equal connection lies in whether the steel pipe 11 provides sufficient anchorage for the internal connecting steel bars 42.

[0124] Based on the preliminary refined finite element analysis, the anchoring force is transferred by setting a ring rib 41 at the inner end of the steel pipe 11, which allows the shear force between the two to be effectively transferred, thereby enhancing the anchoring force on the connecting steel bar 42. The specific force mechanism can be found in [reference needed]. Figure 7 .

[0125] To further improve the anchoring effect, the steel pipe 11 is preferably made of a material with a surface friction coefficient of not less than 0.5, such as a threaded steel pipe. For cold-bent / hot-bent straight seam welded steel pipes, sandblasting (shot blasting) can also be performed on the plate before the bending process to increase the friction coefficient and thus achieve the optimal anchoring effect.

[0126] To reduce the impact of the welding precision of the ring rib 41 at the factory on on-site construction, a certain amount of welding space needs to be left. It is recommended to place the ring rib 41 about 30mm from the end of the steel pipe 11.

[0127] Meanwhile, to minimize the volume and damage of the upper concrete of the ring rib (which is prone to tensile damage under seismic loads, while the lower concrete of the ring rib is mainly subjected to compressive stress, effectively utilizing the material properties of concrete), based on the inventors' previous theoretical and experimental research, the distance between the location of the ring rib 41 and the end of the steel pipe 11 needs to be less than 0.3l. R Among them, l R The anchorage length refers to the depth of the connecting steel bar 42 within a single steel pipe 11.

[0128] Furthermore, the distance between the connecting steel bar 42 and the ring rib 41 should not exceed the difference between the anchorage length of the steel bar and the depth of the ring rib 41. This is because the transmission of anchorage force mainly relies on the shear force between concrete units and the pressure between upper and lower units. The resultant force of these two forces has a maximum angle of 45 degrees. At this angle, the distance between the connecting steel bar 42 and the ring rib 41 is exactly equal to the difference between the anchorage length of the steel bar and the depth of the ring rib 41. When the distance between the connecting steel bar 42 and the ring rib 41 exceeds this value, the anchorage force cannot be effectively transmitted, and local shear failure will occur in the concrete inside the joint.

[0129] refer to Figure 6 As shown, the web and flanges of the T-shaped steel 12 are provided with assembly holes. After the upper and lower layers of T-shaped steel 12 are aligned, they are connected using splicing cover plates 9 and fasteners. After the upper and lower layers of T-shaped steel 12 are aligned and tightened, the upper and lower sections of the core steel pipe concrete are also aligned. The fasteners are preferably high-strength bolts.

[0130] In this embodiment of a prefabricated steel structure residential system, the connection of the inner core steel pipe concrete is achieved by providing ring ribs 41 and connecting steel bars 42 inside the steel pipe, which can be prefabricated in the factory. Compared with traditional connection nodes, on-site welding operations are completely avoided, improving assembly efficiency. At the same time, after the concrete pipe is poured and cured, when it is subjected to tensile force, the ring ribs 41 anchor the connecting steel bars 42, thereby ensuring the connection strength at the connection node.

[0131] The outer T-shaped steel sections 12 are connected by bolts, eliminating the need for on-site welding and improving assembly efficiency. Furthermore, the connection between the T-shaped steel sections 12 not only ensures equal strength at the joint but also assists in the positioning of the core steel-concrete composite structure during construction.

[0132] The inventors conducted a refined finite element modeling analysis of the vertical connection nodes in this embodiment to evaluate their mechanism of action and impact on this type of connection node. The model has approximately 150,000 solid elements, which can accurately reflect the mechanical properties of the nodes. The analysis results are as follows: Figure 8-10 As shown.

[0133] Depend on Figure 8 It can be seen that after adding steel pipe ribs to the end of steel pipe 11 for reinforcement, the concrete damage is significantly reduced; at the same time, the hysteresis curve is relatively full. Figure 9 This indicates that this type of node has a strong seismic energy dissipation capacity.

[0134] In addition, according to the model analysis results, when the diameter of the connecting steel bar exceeds 22mm, the hysteresis curve will show a significant "pinching" phenomenon. Figure 10 This significantly reduces the energy dissipation capacity of the joint, therefore it is recommended that the diameter of the reinforcing bars not exceed 22mm. The reason for this "pinching" phenomenon is that, under the premise of equal reinforcement ratio, excessively large reinforcing bar size will lead to a reduction in the number of reinforcing bars, significant reinforcing bar-concrete bond slip around a single reinforcing bar, and a significant increase in bond stress, making the concrete around the reinforcing bar more prone to damage, reducing the overall energy dissipation capacity of the joint, hence the "pinching" of the hysteresis curve.

[0135] Example 3

[0136] To facilitate the positioning of the connecting steel bar 42 and ensure its sufficient stability during concrete pouring, this embodiment further improves the specific structure of the column node 4 based on embodiment 3.

[0137] refer to Figure 3 As shown, the end of the connecting steel bar 42 is provided with an end plate 43. During assembly, the end of the end plate 43 abuts against the inner wall of the steel pipe 11 to position the connecting steel bar 42 and ensure its verticality.

[0138] The inner side of the connecting steel bar 42 is also provided with a ring-shaped reinforcing bar 44, and multiple sets of the reinforcing bar 44 are arranged along the length of the connecting steel bar 42. That is, by setting the reinforcing bar 44, multiple connecting steel bars 42 are combined into a whole, which can be prefabricated in the factory, thereby further saving on-site construction time.

[0139] Since multiple connecting steel bars 42 are connected into a complete ring by the upright steel bars 44, it is not necessary to position each connecting steel bar 42 individually; instead, it is sufficient to position the entire connecting steel bar ring as a whole. In other words, as long as the ends of some end plates 43 can abut against the inner wall of the steel pipe 11, the overall verticality of the connecting steel bars 42 can be guaranteed.

[0140] Specifically in this embodiment, refer to Figure 5 As shown, the end plate 43 includes a long end plate 431 and a short end plate 432, which are arranged alternately. By setting the long end plate 431 and the short end plate 432, not only can the anchorage force of the connecting steel bar 42 be improved, but the connecting steel bar 42 can also be positioned to ensure its verticality.

[0141] In addition, to prevent the connecting steel bar 42 from shifting downwards due to the impact of concrete during the pouring process, in this embodiment, a supporting bar (not shown in the figure) is provided on the outer side of the connecting steel bar 42. The connecting steel bar 42 is hung on the ring rib 41 through the supporting bar, thereby enabling the connecting steel bar 42 to be effectively supported.

[0142] This embodiment of a prefabricated steel structure housing system uses end plates 43, reinforcing bars 44, and supporting bars to jointly limit the verticality of the connecting reinforcing bars 42, which not only ensures the verticality of the connecting reinforcing bars 42, but also increases the stability of the connecting reinforcing bars 42. This can effectively prevent the displacement of the connecting reinforcing bars caused by the scouring of concrete during concrete pouring, thereby affecting the final connection effect.

[0143] Example 4

[0144] refer to Figure 11 As shown, in order to further facilitate the positioning of the core steel pipe concrete, a positioning flange 45 is provided on the outer side of the end of the steel pipe 11, and the positioning flanges 45 can also be connected by high-strength bolts.

[0145] Compared to the traditional method of directly using flanges for connection, the flanges in this embodiment have lower space requirements and only serve to position and bear construction loads during construction. After the concrete is poured and cured to the design strength, the combined effect of the internal reinforcing steel and the outer steel pipe mainly bears the tensile / bending moment, thereby reducing the mechanical performance requirements of the flange joint, reducing the space occupied by the joint, reducing the amount of steel used, and reducing the cost of the connection joint.

[0146] In addition, to further reduce the space occupied by the node, the flange can also be cut off after the curing is completed. Of course, the setting of the positioning flange 45 in this embodiment, and whether to carry out the subsequent cutting operation, can be selected according to the actual construction requirements.

[0147] Example 5

[0148] This embodiment is one implementation method for beam-column connection nodes.

[0149] Specifically, such as Figure 12 As shown, the steel beam 2 is an H-shaped steel beam with a connecting plate 21 at its end, and the connecting plate 21 has mounting holes; the T-shaped steel 12 also has mounting holes at its relative positions on its flanges, and the assembly operation between the steel beam 2 and the irregular column 1 can be completed by using high-strength bolts. This solves the problems of complex welding processes, large internal stress, and low assembly efficiency in traditional steel node prefabrication or on-site welding.

[0150] Because the out-of-plane bending resistance of the flange of the T-shaped steel 12 and the wall of the steel pipe 11 is poor, in this embodiment, a reinforcing member 3 is provided at the connection node between the steel beam 2 and the irregular column 1 to enhance the stiffness and strength of the node area.

[0151] refer to Figure 13 , Figure 14 , Figure 15 As shown, the reinforcing member 3 includes a sleeve 31 and a stiffening rib 32 disposed on the sleeve 31. The sleeve 31 is fixedly sleeved on the steel pipe 11, and the end of the stiffening rib 32 is connected to the inner side of the flange of the T-shaped steel 12.

[0152] Of course, the specific distribution of the stiffening ribs 32 is consistent with the cross-sectional shape of the corresponding irregular column 1. That is to say, the commonly used cross-sectional shapes of the stiffening ribs 32 are also I-shaped, L-shaped, T-shaped, and cross-shaped.

[0153] In this embodiment, an L-shaped reinforcing member 3 and an L-shaped irregular column 1 are used as an example. The stiffening ribs 32 are arranged in pairs, located on both sides of the same web of the T-shaped steel 12; and each steel beam 2 is equipped with two pairs of stiffening ribs 32 at its end, with each pair of stiffening ribs 32 positioned at the same height as the corresponding steel beam flange.

[0154] In this embodiment of a prefabricated steel structure residential system, stiffening ribs 32 are installed on the inner side of the irregular column 1 at the same height as the steel beam flange. This optimizes the load transfer path and enhances the stiffness and strength of the joint area. However, considering that the steel pipe is prone to tearing at the intersection of the stiffening ribs 32 and the steel pipe 11, reinforcement is required.

[0155] Specifically, for circular steel-concrete composite tubes, a sleeve 31 is installed at the intersection of the stiffening rib 32 and the steel pipe 11, and the sleeve is fitted over the steel pipe 11. This allows the force to be directly transmitted from the stiffening rib 32 to the sleeve 31, and then the load is transmitted to the core steel-concrete composite tube joint through the sleeve 31. This method avoids the steel pipe 11 being directly subjected to normal loads, thus improving its safety.

[0156] Of course, for rectangular or square steel-concrete composite tubes, the ends of the stiffening ribs 32 can be flush with the rectangular steel tube, and load-bearing connecting steel plates can be installed on the sides. These steel plates can directly transfer the loads of the steel beam flanges to the sides of the rectangular steel tube, instead of letting the tube side intersecting with the stiffening ribs 32 bear the normal loads.

[0157] This embodiment of a prefabricated steel structure residential system completely eliminates on-site welding connections at the beam-column connection nodes, employing all-bolted connections to achieve a rigid beam-column connection. Furthermore, through the inclusion of reinforcing member 3, the sleeve 31 drives the overall load-bearing of the steel-concrete composite structure, achieving efficient transmission of bending moments in the steel beams. Simultaneously, it avoids the need for reinforcing rings on the outside of the steel-concrete composite structure, reducing the cross-sectional width of each component at the beam-column node and increasing the usable space within the building.

[0158] Example 6

[0159] To avoid the reduction in mechanical properties of the beam-column joint area caused by excessive residual stress from factory welding, in this embodiment, the stiffening rib 32 and the sleeve 31 are directly fabricated as cast steel components. Using integral cast steel components has two main advantages: 1) Each part of the casting forms a self-contained unit, significantly reducing the impact of welding of small components on their internal stress; 2) When the casting and the prefabricated TO-shaped column are welded in the factory, the number and length of welds are smaller, significantly improving the performance of the joint area. Simultaneously, the welding deformation of the casting and the TO-shaped column caused by welding stress is smaller, making deformation correction and on-site installation easier.

[0160] In addition, the height of the sleeve 31 at the node should be higher than the top surface of the steel beam flange to avoid welding in the node area. At the same time, the sleeve 31 should be installed along the entire length to ensure the effective transmission of bending moment at the beam end.

[0161] Specifically, in this embodiment, the sleeve 31 has the same wall thickness as the steel pipe 11, the stiffening rib 32 has the same thickness as the steel beam flange, and the steel strength grade is Q345. Furthermore, the end of the sleeve 31 extends beyond the end of the steel beam flange by 0.35D, where D is the outer diameter of the steel pipe 11. According to the finite element analysis results, when the end of the sleeve 31 extends beyond the end of the steel beam flange by more than 0.35D, the column will yield before the joint under bending moment, thus meeting the joint's seismic resistance requirements.

[0162] Finite element analysis was performed on the beam-column joint, such as... Figure 16 , Figure 17 As shown. Strengthening the node using the above method results in a lower stress level in the node area, preventing tearing failure when the sleeve 31 and the steel pipe 11 have similar wall thicknesses. Conversely, the Mises stress in the upper and lower parts of the steel pipe within the node region is relatively high, which can be mitigated by locally increasing the wall thickness during prefabrication or by using an inner ring plate.

[0163] Based on the finite element analysis results, stiffening rib 32 and sleeve 31 are key load-bearing components in the design. To ensure their safety during service, the thickness of stiffening rib 32 should not exceed the thickness of sleeve 31, i.e., t 加劲肋 ≦t 套管 This is to ensure that the sleeve 31 is not prone to local tearing under the tensile force along the longitudinal direction of the stiffening rib 32.

[0164] The determination of the sleeve 31 wall thickness should consider the influence of four key factors: the wall thickness of the outer steel pipe of the core steel pipe concrete, the thickness of the stiffening ribs, the height of the joint area, and the strength of the core concrete. 套管 =α1α2α3t 钢管 In the formula, α1, α2, and α3 represent the influence coefficients considering the stiffening rib thickness, the nodal region height, and the core concrete strength, respectively. The stiffening rib thickness is a crucial parameter affecting the failure mode and failure load of the steel tube within the nodal region; its ratio t to the wall thickness of the outer steel tube of the core steel tube concrete is... 加劲肋 / t 外钢管 As the basic independent variable in the formula for calculating the influence coefficient, α1 can be considered as A*(t) 加劲肋 / t 外钢管 The coefficient A should be determined based on regression analysis of experimental data; when experimental data is lacking, it can be taken as 1. Similarly, the calculation methods for α2 and α3 are determined based on common node heights and concrete strengths, i.e., α2 = B * (h 节点域 / 300), α3=C*(fc / 30), the coefficients B and C should be determined based on regression analysis of experimental data, and can be taken as 1 when experimental data is lacking. In the formula, h 节点域 'fc' and 'fc' represent the node height and the 28-day axial compressive strength of the core concrete, respectively. The denominators 300 and 30 represent commonly used node heights and concrete strengths with dimensionless scaling of height and strength. It should be noted that in actual engineering projects, the main beam height is usually higher than 300mm (i.e., the node height is higher than 300mm), and this value varies with the span, generally ranging from 300 to 1000mm. To ensure the safe application of this node and its structural system, a conservative choice of 300mm is made.

[0165] In summary, this embodiment presents a prefabricated steel structure residential system in which the column members utilize a combination of T-shaped steel and steel-concrete composite. The core steel-concrete composite mainly bears the compressive stress, while the T-shaped steel is used to expand the column cross-sectional dimensions. This allows for a smaller cross-sectional width for each component (i.e., the core steel-concrete composite and the outer T-shaped steel) while maintaining sufficient bending resistance. The smaller cross-sectional width allows the column members to be concealed within the walls, increasing usable interior space and enhancing the flexibility of unit layout and furniture placement. From a stress mechanism perspective, the proposed column member cross-section is reasonable, with a clear division of labor between bending and compression resistance. This maximizes the advantages of easily expandable steel sections and the high load-bearing capacity and stiffness of the steel-concrete composite section, resulting in lower steel consumption and cost compared to traditional composite structural members. Based on this, vertical connection nodes between columns and beam-column joints are proposed to complement the above structural system, ensuring a high assembly rate while maintaining good mechanical properties and overall integrity. Ultimately, a new type of irregular column structure with superior seismic performance, low steel consumption, good overall integrity, high assembly rate, large usable space, and flexible structural layout was obtained, promoting high-quality development of the construction industry.

[0166] Example 7

[0167] This embodiment is one implementation method for beam-slab joints.

[0168] Specifically, such as Figure 18 , Figure 20 As shown, the floor slab 5 includes a precast lower cover slab 51, a cast-in-place upper cover slab 52, and a steel truss 53. The lower cover slab 51 contains bottom reinforcing bars 59, and the upper cover slab 52 contains top reinforcing bars 58 to increase the overall strength of the floor slab 5. Both the top reinforcing bars 58 and the bottom reinforcing bars 59 include transverse and longitudinal bars.

[0169] refer to Figure 19 , Figure 20 As shown, the lower cover plate 51 has a lower groove 511 in the span direction for lapping on the lower flange of the steel beam 2. The web of the steel beam 2 has a through hole for the first lapped reinforcing bar 54 to pass through, and after the first lapped reinforcing bar 54 passes through the corresponding through hole, its two ends are respectively lapped on the lower cover plates 51 on both sides of the steel beam 2.

[0170] In this specific embodiment, the steel beam 2 is a welded steel beam, and its lower flange is slightly wider than its upper flange to facilitate the placement of the lower cover plate 51.

[0171] In addition, to reduce the overall weight of the floor slab 5 and save on foundation costs, a lightweight infill 55 is installed between the steel truss 53 in this embodiment. This lightweight infill 55 needs to possess characteristics such as thermal insulation, sound insulation, and lightweight properties; therefore, polystyrene board, polyurethane foam, rock wool, etc., can be selected. Although polyurethane foam has the best performance and longest lifespan, polystyrene board is preferred considering both economic efficiency and material density.

[0172] In this embodiment of a prefabricated steel structure residential system, the thickness of the overall floor slab 5 is effectively reduced by placing the lower cover plate 51 of the composite floor slab on the lower flange of the steel beam 2. Simultaneously, the floor slab 5 is connected to the steel beam 2 in the span direction using PBL shear keys, which offer superior connection performance, ensuring connection strength.

[0173] In addition, this embodiment also proposes an implementation method for board-to-board nodes.

[0174] Specifically, refer to Figure 21 As shown, the lower cover plate 51 has an upper groove 512 in the width direction, and the upper grooves 512 of the two lower cover plates 51 are spliced ​​together to form a groove. A connecting member 56 is provided in the groove, and the connecting member 56 splices the two lower cover plates 51 in the width direction by cast-in-place concrete.

[0175] This embodiment of a prefabricated steel structure residential system abandons the traditional splicing construction method of prefabricated concrete floor slabs and adopts a connection method of pre-set connecting components 56 plus post-casting, which ensures the crack resistance and stress performance of the connection; at the same time, the connection method is simple and easy to construct.

[0176] In this embodiment of a prefabricated steel structure residential system, the specific construction methods for beam-slab joints and slab-slab joints are as follows:

[0177] First, the lower cover plate 51 is prefabricated in the factory. Prestressed steel bars can be installed in the lower cover plate 51, and the plate is fabricated using the pre-tensioning method to reduce the deflection of the plate during construction. At the same time, to improve the stiffness of the bottom plate, the top steel bars in the steel truss can be made of large-size steel bars or replaced with steel pipes (which can be filled with high-grade mortar). Especially when the span of the plate is large, this method can effectively improve the stiffness of the bottom plate and control the deflection.

[0178] Concurrently with the prefabrication of the lower cover plate 51, the H-shaped steel beam is fabricated. A row of through holes is provided on the underside of the web of the H-shaped steel beam for subsequent reinforcement insertion. Since the spacing of these through holes determines the number and spacing of the reinforcing bars, it must be set according to the floor slab design requirements. Of course, to ensure the joint operation of the H-shaped steel beam and the subsequent concrete composite layer, studs can be welded to the top of the steel beam. The size and spacing of the studs must comply with the relevant provisions of the "Code for Design of Composite Structures" JGJ138.

[0179] After the lower cover plate 51 and the H-beam are fabricated, the H-beam and the precast lower cover plate 51 are installed. For the connection of the precast lower cover plate 51 in the span direction, the plate must first be placed on the lower flange of the H-beam, and then the first lapped reinforcing bar 54 is inserted at the corresponding position of the through-hole in the H-beam according to design requirements. This first lapped reinforcing bar 54 can effectively transfer the normal service load of the floor slab, avoid forming a single-span slab, and effectively reduce mid-span deflection; it can also prevent cracking of the composite floor slab bottom plate at the supports. To further enhance the strength of the lap joint, the size of this first lapped reinforcing bar 54 should be larger than the bottom reinforcing bar 59.

[0180] For the connection of the lower cover plate 51 of the composite floor slab in the width direction, an upper groove 512 must first be set at the connection point, followed by splicing to form a groove, and then placing the connecting component 56 in the groove. It is worth noting that the splicing and installation of the lower cover plate 51 must be carried out according to the design requirements of the construction stage, with formwork support set at the bottom to reduce the stress on the plate and avoid local crushing. After the formwork support is set, a lightweight infill body 55 is set between the steel trusses 53, followed by the laying of the top steel reinforcement 58 and the pouring of the cast-in-place composite layer (upper cover plate 52). The curing of the cast-in-place composite layer must meet the requirements of current specifications.

[0181] Example 8

[0182] This embodiment is one way of connecting member 56 and is used in conjunction with the L-shaped upper slot 512.

[0183] Specifically, refer to Figure 22 As shown, the connecting member 56 includes a bent bar 561 and a steel reinforcement cage 562; wherein, the bent bar 561 is located in its respective upper groove 512, and the bent bar 561 is generally inverted U-shaped, with both ends extending into the lower cover plate 51. The steel reinforcement cage 562 is located in the spliced ​​groove and covers the entire area of ​​the bent bar 561.

[0184] The steel reinforcement cage 562 includes longitudinal bars and stirrups; and the bent bars 561 are formed by bending the bottom steel bars 59 during prefabrication to resist torque at the connection.

[0185] In this embodiment of a prefabricated steel structure residential system, when the composite floor slab is used as a two-way slab, significant bending moment or torsional loads may occur at the connection points. The arrangement of the stirrups and bent bars 561 in the steel reinforcement cage can effectively resist the load and ensure rigidity. Therefore, the size of the stirrups in the steel reinforcement cage should not be smaller than the size of the bottom reinforcement 59 of the composite floor slab in the width direction, and the spacing should not be greater than the spacing of the bottom reinforcement 59 of the composite floor slab.

[0186] Example 9

[0187] This embodiment is another embodiment of the connecting member 56.

[0188] refer to Figure 23 The connecting member 56 includes at least three sets of second lapped steel bars 563, and each set of second lapped steel bars 563 has multiple bars along the width direction of the floor slab.

[0189] The first and second groups are prefabricated in their respective lower cover plates 51, and their free ends extend into their respective upper slots 512 areas; the third group is located in the spliced ​​groove, and its two ends are respectively offset and overlapped with the free ends of the other two groups.

[0190] Since the stress of the bottom reinforcement 59 is mainly transferred by the second lap reinforcement 563, in order to reduce the lap length, meet the on-site installation size requirements, and avoid the reduction of the bottom plate strength / rigidity caused by the excessively large groove, an anchor plate 564 needs to be set at the end of the second lap reinforcement 563.

[0191] According to preliminary tests, using anchor plate 564 lap splicing can reduce the total lap length by 85%. For common bottom reinforcement sizes of Φ8-Φ10, the lap length is only about 50mm. At this time, the length of the upper groove 512 can be taken as 100mm, which is only about 10% of the width of conventional composite plates, and has little impact on the plate itself.

[0192] Example 10

[0193] In addition, considering that in actual construction, the splicing joints of the composite floor slab bottom plate (that is, the splicing point in the width direction of the lower cover plate 51) are prone to grout leakage and the L-shaped groove is prone to stress concentration at the inside corner and damage.

[0194] To address the aforementioned issues, in this embodiment, the upper slot 512 is trapezoidal in shape, and this trapezoidal upper slot 512 is used in conjunction with the connecting member 56 in Embodiment 3. Additionally, a foam strip 57 is provided at the joint.

[0195] Specifically, refer to Figure 24 As shown, the bottom of the two adjacent lower cover plates 51 are provided with interlocking grooves along the width direction. The two lower cover plates 51 are interlocked through the interlocking grooves, and foam strips 57 are provided at the interlocking points.

[0196] During on-site construction, foam strips 57 are placed at the joints, and the pressure between the composite slabs is used to compress the foam strips 57, thereby achieving a water-stopping effect. For slabs with a low thickness of post-cast concrete and where the local pressure on the foam strips 57 is relatively small during construction, foam strips can also be placed directly on the trapezoidal grooves (e.g., Figure 23 (As shown).

[0197] Example 11

[0198] This embodiment is one implementation method for a shear wall structure.

[0199] refer to Figure 25 , Figure 26 As shown, the shear wall in this embodiment is a π-shaped steel frame constrained ribbed shear wall, which includes a wall body 61 and separate combination components on both sides of the wall body 61.

[0200] The separate assembly includes two steel components 62 arranged opposite each other, which are connected by connecting stirrups 63. One of the steel components 62 is embedded at the edge of the wall 61, and a casting space is formed between the two steel components 62. Concrete is poured into the casting space to form an integral component.

[0201] Specifically, in this embodiment, the steel component 62 is a π-shaped steel, with the flanges of two π-shaped steels arranged opposite each other, and through holes for connecting stirrups 63 to pass through on the flanges of the π-shaped steels. The aforementioned casting space is formed between the webs of the two π-shaped steels. The π-shaped steels should be concealed within the wall; therefore, their flange width should not exceed 250mm.

[0202] This embodiment of a prefabricated steel structure residential system involves pre-embedding π-shaped steel components with through-beam holes at the edge of wall 61, then inserting connecting stirrups 63 into the holes and pouring concrete to form π-shaped steel separable composite components. These components serve as edge restraints for wall 61, forming a π-shaped steel frame-restrained ribbed shear wall with wall 61, thus providing good seismic performance. The π-shaped steel components are primarily connected by PBL shear connection keys formed by the connecting stirrups 63 and concrete, allowing them to work together and fully utilize their respective performance characteristics.

[0203] Compared with conventional cast-in-place concrete shear walls, the π-shaped steel frame-constrained ribbed shear wall in this embodiment can change the wall stiffness by adjusting the spacing of the π-shaped steel, the number and size of the bolt holes of the π-shaped steel, the cross-sectional dimensions of the steel, and the number of ribs in the wall, so that it can control inter-story displacement under minor earthquakes and have sufficient deformation and energy dissipation capacity under major earthquakes.

[0204] Example 12

[0205] This embodiment is one implementation of a π-shaped steel frame constrained ribbed shear wall in the vertical direction and in connection with the steel beam 2.

[0206] Among them, as a wall-beam connection node, since both sides of the shear wall are steel components, a bolted connection method can be used, thereby further reducing wet work, reducing construction difficulty, and improving on-site construction efficiency.

[0207] Specifically, refer to Figure 27 , Figure 28As shown, an extended steel beam 64 is installed on the π-shaped steel away from the wall 61. The extended steel beam 64 and the π-shaped steel can be welded together in the factory, and the extended steel beam 64 is an H-shaped steel that mates with the steel beam 2. By pre-drilling bolt holes in the extended steel beam 64 for connection with the steel beam 2, and then splicing the extended steel beam 64 and the steel beam 2 together with high-strength bolts and splicing cover plate 9, the connection between the shear wall and the steel beam 2 is completed.

[0208] Vertical connections between walls mainly consider the connections between π-shaped steel modular components and between reinforced concrete ribbed sections. For π-shaped steel modular components, the upper and lower walls can be connected to the splicing cover plate 9 by bolts through the extended π-shaped steel. For reinforced concrete ribbed sections, the upper and lower extended steel bars are lapped together, and after the connection is completed, a stable vertical connection can be achieved by pouring the concrete floor slab between the walls.

[0209] Example 13

[0210] This embodiment is one implementation of the connection node between the π-shaped steel frame constrained ribbed shear wall and the floor slab 5.

[0211] Specifically, refer to Figure 29 As shown, the negative bending moment at the joint is resisted by the outward extension of the internal stirrups 611 of the transverse ribs of the wall 61, which lap with the reinforcing bars in the cast-in-place upper cover slab 52. Simultaneously, pre-drilled holes are pre-installed in the precast lower cover slab 51 of the composite floor slab, and studs are pre-installed in these holes before the composite layer is cast in place. This achieves a stable connection between the floor slab and the bottom slab. The wall 61 is also equipped with angle steel connectors for positioning and supporting the precast lower cover slab 51 of the composite floor slab.

[0212] In addition to connecting at the transverse ribs, connections can also be made by reserving a corresponding space for cast-in-place reinforcement on the wall 61 to avoid outward-protruding reinforcing bars and facilitate transportation (e.g. Figure 30 (As shown).

[0213] In this embodiment of a prefabricated steel structure residential system, attention should be paid to the installation sequence when connecting vertical nodes such as wall-beam, wall-slab, and wall-to-wall:

[0214] First, the wall 61 and the steel beam 2 are spliced ​​together using a fully bolted connection method, so that the wall 61 and the steel beam 2 on the same layer form a structural whole, preventing the wall from collapsing during the construction stage;

[0215] Subsequently, the upper wall is hoisted, positioned, and bolted to the lower wall on-site. During splicing, it should be considered whether the joint strength and deformation (before and after concrete pouring) meet the requirements of the construction stage. If the requirements are not met, steel plate stiffening ribs can be embedded inside the π-shaped steel separated composite component for reinforcement.

[0216] Next, a precast lower cover plate 51 is laid on steel beam 2, followed by concrete pouring. The poured concrete is cured for about 7 days, at which point the concrete strength is expected to reach more than 50% of the design strength to ensure the safety of subsequent construction steps.

[0217] Example 14

[0218] To further improve the seismic performance of the wall 61, this embodiment of a prefabricated steel structure residential system, based on the above embodiment, provides self-resetting energy-dissipating supports 7 in the gaps between the ribs of the ribbed wall.

[0219] Specifically, such as Figure 31 , Figure 32 As shown, the self-resetting energy-dissipating support 7 includes two support tubes 71. One end of the support tube 71 is provided with a connecting end plate 72, and the other end is provided with a steel connector 73. The flanges of the two steel connectors 73 are connected by a connecting cover plate 74, and an elastic reset member 75 is provided between the two steel connectors 73.

[0220] Specifically, in this embodiment, the steel connector 73 is a π-shaped steel, and a second slot 76 is provided on the flange of the π-shaped steel; the elastic reset member 75 is a self-resetting spring, and the self-resetting spring is disposed between the two flanges of the π-shaped steel.

[0221] To ensure that the energy dissipation capacity of the wall meets the structural stress requirements and does not suffer torsional failure under horizontal loads, after the wall is installed, the centroid of the closely spaced ribs and the centroid of the support must be basically on the same vertical plane, with an eccentricity not exceeding β×max(L / 1000,B). Where L is the calculated length of the support, B is the side length of the long side of the rib, and β is the safety factor (ranging from 0.5 to 0.8).

[0222] According to previous research, the supports are arranged in a triangular pattern, and the horizontal angle γ of the self-resetting energy-dissipating supports needs to be between 30 and 60 degrees to ensure that the supports can work efficiently under horizontal reciprocating loads.

[0223] In this embodiment, the self-resetting energy-dissipating support 7 mainly consists of a self-resetting spring unit and a slotted connection energy-dissipating unit. The slotted connection energy-dissipating unit primarily dissipates energy through frictional sliding between the connecting cover plates. To prevent local buckling of the cover plates under cyclic loads, the width-to-thickness ratio of the cover plates should preferably be [value missing]. Where fy represents the steel strength grade. Furthermore, since this component directly bears seismic dynamic loads, low-hydrogen welding rods should be used for the welds. Simultaneously, to increase energy dissipation capacity, brass washers or high-damping rubber washers can be used between the internal threaded holes and bolts of the support. After the earthquake, the self-resetting spring will reset the support, restoring the deformed ribbed wall to its original shape. During normal use, this support can enhance the lateral stiffness of the shear wall, increase its natural frequency, and reduce wind-induced vibration response; under rare earthquakes, it can also significantly improve the energy dissipation capacity of the wall and provide a certain degree of reset capability after a strong earthquake, preventing excessive deformation from exacerbating the second-order effects of vertical load-bearing components and causing structural collapse, thus enhancing the stability of the structure and its components.

[0224] This invention discloses a prefabricated steel structure residential system. When the seismic fortification intensity is low (6-7 degrees) and the building height does not exceed 100m, a π-shaped steel separated composite component frame-constrained ribbed wall can be considered. When the seismic fortification intensity is low (8-9 degrees) and the building height is higher than 100m, a self-resetting energy-dissipating braced reinforced ribbed wall can be used, in which self-resetting energy-dissipating braces are installed in the gaps between the ribs.

[0225] Based on PKPM software, the proposed closely spaced ribbed wall system was verified using a typical high-rise residential building with shear wall structure to demonstrate the feasibility of the invention. Assume a 26-story high-rise building with a floor height of 3m and a total height of 78m, located in Changsha City, Hunan Province, with a seismic fortification intensity of 6 degrees and a basic wind pressure of 0.25kN / m³. 2 The site type is Class B; the load settings comply with the "Load Code"; the columns are steel-concrete composite columns, the beams are hot-rolled lightweight I-beams, and the floor slabs are assumed to be rigid. Since PKPM software cannot directly simulate ribbed composite wall panels, the diagonal elements in PKPM software are used for stiffness equivalence. The rest of the model follows the default PKPM settings. After trial calculations, it was found that the proposed ribbed wall system can fully meet the performance requirements of high-rise buildings, with the shear-weight ratio of each floor and the inter-story drift angle as shown in the figures. Figure 33 , Figure 34 As shown.

[0226] In summary, this embodiment of a prefabricated steel structure residential system effectively solves the problems of insufficient energy dissipation capacity in traditional cast-in-place concrete shear wall components, as well as the challenges of extensive wet work during on-site construction, heavy component weight, and dense reinforcement at the confined edge components, which makes construction difficult. Furthermore, by incorporating self-resetting energy-dissipating supports to enhance the wall's stiffness and energy dissipation capacity, it addresses the issue of excessive deformation of densely ribbed walls during rare earthquakes, which exacerbates second-order effects and leads to structural collapse. Simultaneously, it reduces wall thickness, resolving the problem of insufficient interior space caused by excessively thick shear walls in some high-rise buildings.

[0227] Example 15

[0228] This embodiment is another implementation of a shear wall structure.

[0229] The shear wall in this implementation adopts a composite H-beam frame-constrained closely ribbed shear wall structure. First, it should be noted that different cross-sectional shapes can be formed according to the requirements of the disconnected nodes. Three commonly used cross-sectional shapes are listed below for reference. Figure 36 , Figure 37 , Figure 38 As shown, these are "line-shaped," "L-shaped," and "T-shaped" connection nodes, respectively. For ease of explanation, this embodiment will focus on the specific structure and connection method of the "line-shaped" connection node for detailed description.

[0230] refer to Figure 35 , Figure 36 As shown, the combined H-shaped steel frame constrained ribbed shear wall includes a wall body 1 and steel components 62 disposed at the ends of the wall body 1, wherein the steel components 62 are T-shaped steel.

[0231] Specifically, the T-shaped steel is pre-embedded in the end of the wall 61 through its web, and the flange of the T-shaped steel is provided with a first slot 65 for the connecting bolt to pass through.

[0232] During assembly, the flanges of the T-shaped steel on adjacent wall sections 61 are aligned, and then the two flanges are connected using connecting bolts and splicing cover plates 9. Concrete is then poured to complete the horizontal expansion of wall section 61, forming a composite H-shaped steel concrete component at this node. Preferably, the connecting bolts are high-strength bolts.

[0233] To prevent severe cracking of the post-cast concrete under seismic loads, which would affect the overall load-bearing capacity and durability of the component, a steel reinforcement cage is required in the concrete pouring area. The specific structure of this steel reinforcement cage is based on existing technology, and its dimensions and stirrup spacing comply with national standards, so they will not be elaborated here.

[0234] Meanwhile, shear studs need to be installed between the T-shaped steel on both sides of the combined H-shaped steel-concrete composite node and the closely ribbed wall and the post-poured concrete. The connection between the studs and the concrete needs to meet the requirements of a fully shear-resistant connection to ensure the coordinated work between the steel and the concrete.

[0235] In this embodiment of a prefabricated steel structure residential system, during the fabrication of the closely ribbed shear wall, the size and spacing of the first slot 65 can be designed according to the requirements of a fully shear-resistant connection, i.e., the shear bearing capacity of the bolts must be higher than the tensile / compressive bearing capacity of a single-sided T-shaped steel member. The longitudinal shear force distribution at the joint of the composite H-shaped steel under horizontal seismic load can be referenced... Figure 39 .

[0236] Under rare earthquake conditions, this node can dissipate energy through friction by sliding the node via the first slot 65, thus achieving better energy dissipation capability. Combined with... Figure 40 , Figure 41 As can be seen, the structure using multiple first slots 65 at the T-shaped steel connection nodes demonstrates a certain energy dissipation capacity. When using first slots 65 for connection, the lateral stiffness of the entire wall 61 may be relatively small, and the outer concrete may crack due to uneven deformation under wind loads or frequent earthquakes. In this case, the stress inside the concrete can be released to some extent by using no connecting studs or fewer studs. In addition, to avoid cracking of the outer concrete material, a partition plate, such as ALC board or aerated concrete block, can be installed only on the outside of the node.

[0237] This embodiment of a prefabricated steel structure residential building system involves embedding T-shaped steel with first slots 65 at the ends of the wall 61, followed by on-site splicing and installation and subsequent concrete pouring, forming composite H-shaped steel-concrete components at the joints between closely ribbed shear walls. This joint exhibits high stiffness and significant energy dissipation capacity. Under frequent earthquakes, the shear walls remain in the elastic stage, limiting inter-story displacement; under rare earthquakes, energy dissipation primarily relies on the core composite H-shaped steel components, meeting the "no collapse under major earthquakes" requirement of current codes.

[0238] Example 16

[0239] Existing vertical connection methods for shear walls mostly employ pre-embedded steel reinforcement grouting sleeves, followed by on-site splicing and grouting. However, this method is prone to problems during on-site installation, such as misalignment between the steel reinforcement and the sleeve, or incomplete grouting leading to low strength at the connection. To address this issue, based on the above embodiments, this embodiment provides a vertical splicing node for a ribbed shear wall with a combined H-shaped steel frame.

[0240] Specifically, such as Figure 42 As shown, the vertical splicing node includes a corrugated pipe 66 pre-embedded in the wall 61 and a special steel reinforcement skeleton 67 located in the corrugated pipe 66; the connection between the upper and lower walls 61 is completed by pouring concrete into the corrugated pipe 66.

[0241] like Figure 43 As shown, the specially designed steel reinforcement cage 67 includes stirrups 671 and longitudinal steel bars 672, wherein the stirrups 671 of the specially designed steel reinforcement cage 67 are provided with connecting reinforcement members 673 on the outside.

[0242] Based on the model analysis results, the hysteresis curve shows significant "pinching" when the diameter of the reinforcing bar exceeds 22mm, which significantly reduces the energy dissipation capacity of the joint. Therefore, it is recommended that the diameter of the longitudinal reinforcing bar 672 should not exceed 22mm to ensure the energy dissipation capacity of the connection joint. At the same time, considering the diameter limitation of the corrugated pipe 66 (approximately 100mm), the longitudinal reinforcing bar 672 is preferably Φ14-Φ16 steel. If the diameter is too large, the space inside and outside the reinforcing cage will be too small, which will be inconvenient for concrete pouring.

[0243] The stirrup 671 can also enhance the interaction between the steel bar and the corrugated pipe through its bending deformation. Therefore, it is advisable to select large-diameter stirrups, and it is recommended that the stirrup diameter be not less than Φ10.

[0244] Additionally, within a range of at least 300mm from the connection node, connecting reinforcements 673 are installed approximately every 200mm. These reinforcements 673 can be welded to the stirrups 671. This is because the width of the concrete rib is normally around 250mm. According to Saint-Venant's principle, the height of the local stress influence zone at the connection node is equal to the cross-sectional width, which is also approximately 250mm. To enhance the performance within the node region, the reinforcements should be installed within a range of at least 250mm, but considering adverse factors such as construction quality, this range is increased to 300mm. Furthermore, considering that the anchoring force of the reinforcements is transmitted at a 45-degree angle, the vertical influence range is also approximately 200mm; therefore, the reinforcements are installed at 200mm intervals.

[0245] Preferably, the connecting reinforcement 673 can be made of small steel bars, and the minimum side length of the steel bars is not greater than 0.4 times the distance between the longitudinal reinforcing bars 672 and the inner wall of the corrugated pipe 66, so as to reduce the stress near the steel bars and reduce the damage to the concrete under cyclic loads.

[0246] In this embodiment of a prefabricated steel structure residential system, the corrugated pipe 66 needs to be pre-embedded in the concrete ribs. The distance between the outer edge of the corrugated pipe 66 and the reinforcing steel in the ribs should not be less than 1.3 times the maximum aggregate size of the poured concrete. Simultaneously, the concrete poured inside the corrugated pipe 66 should preferably be fine aggregate concrete with a nominal aggregate size not exceeding 16mm to ensure the quality of concrete pouring. Furthermore, the grade of the concrete poured afterward inside the corrugated pipe 66 should preferably be higher than the grade of the concrete in the precast ribbed shear wall to ensure the strength of the connection, so that the bearing capacity of the resulting corrugated pipe composite column joint meets the specifications.

[0247] This embodiment of a prefabricated steel structure residential system involves the corrugated pipe 66 and the outer reinforced concrete ribs being fabricated and cast in a factory. On-site, only the insertion of a specially designed reinforcing cage and the pouring of concrete are required for a reliable connection. Due to the low longitudinal stiffness of the corrugated pipe 66, its contribution to axial resistance is relatively small. According to the Von-Mises yield criterion, the vertical stress is small and the confinement stress is large under the ultimate limit state. Therefore, it significantly enhances the mechanical properties of the wall itself and the joints. Since the wall of the corrugated pipe 66 is generally thin, it is prone to collisions and local buckling during transportation. The outer reinforced concrete ribs provide effective support for the corrugated pipe 66, facilitating transportation and allowing it to work in conjunction with the other ribs. Therefore, the reinforcing bars in the outer reinforcing cage of the corrugated pipe 66 can be of smaller size, only needing to provide support and positioning for the core corrugated pipe during transportation and installation. The core corrugated pipe reinforced concrete part is mainly used to bear vertical loads and dissipate seismic energy. According to existing research, the steel content of the corrugated pipe 66 section should not be less than 1%, and the steel reinforcement ratio in the core reinforced concrete of the corrugated pipe 66 should not be less than 1%.

[0248] Compared to traditional corrugated steel pipe sleeve connections, the connection method used in this embodiment only requires one corrugated pipe 66 on the same longitudinal rib of the shear wall. The corrugated pipe 66 has a larger diameter, which facilitates the insertion of the special steel reinforcement cage 67, while also having lower precision requirements, making construction easier. In addition, the use of a special steel reinforcement cage enhances the performance of the vertical connection node of the shear wall, and it can work together with the corrugated pipe 66 to achieve good seismic performance.

[0249] Example 17

[0250] Based on the above embodiments, this embodiment provides a corner splicing node 8 for a closely ribbed shear wall, which is used to complete a stable and efficient connection between the wall 61 and the foundation cap 85.

[0251] Specifically, refer to Figures 44-46 As shown, the corner splicing node 8 includes a connecting steel section 81 and anchor bolts 82. The connecting steel section 81 is pre-embedded in the bottom of the wall 61, and the anchor bolts 82 are pre-embedded in the foundation cap 85. The connecting steel section 81 is connected to the anchor bolts 82 through a base plate 83 at its bottom. Then, concrete is poured to complete the connection between the wall 61 and the foundation cap. Of course, bolt holes for the anchor bolts 82 to pass through must be made in the base plate 83.

[0252] Because the bending moment at the corner splice node 8 is relatively large, and the local stress at the connection between the base plate 83 and the steel section is relatively high, studs can be welded onto the connecting steel section 81, and reinforcing ribs 84 are provided at the connection between the base plate 83 and the connecting steel section 81 to form a rigid wall foot connection, thereby enhancing its performance. In addition, the strength grade of the post-poured concrete should not be lower than the strength grade of the foundation concrete.

[0253] In this embodiment of a prefabricated steel structure residential system, anchor bolts 82 need to be pre-embedded during the pouring of the foundation cap 85. The position and number of these bolts correspond to the screw holes on the base plate 83. During on-site installation, the prefabricated ribbed shear wall is first hoisted to the corresponding position, and the anchor bolts 82 are passed through the base plate 83 and connected by mechanical connection. Subsequently, the concrete base plate is poured, so that the connecting steel 81 and the foundation cap 85 form an integral whole, enhancing the mechanical performance of the joint.

[0254] The following points should be noted during prefabrication and installation: 1) Large bolt holes can be used on the base plate 83, with a diameter about 5mm larger than the nominal diameter of the bolt, to avoid installation problems caused by construction errors; 2) Shear connectors (studs, channel steel, or PBL shear connectors) should be pre-installed on the connecting steel; 3) Anchor bolts 82 and base plate 83 should comply with the relevant provisions of the "Steel Structure Design Standard" GB50017.

[0255] This embodiment of a prefabricated steel structure residential system pre-embeds connecting steel sections 81 at the bottom of the ribbed wall and embeds anchor bolts 82 at the foundation cap 85; the traditional rebar tying and lap splicing is replaced by mechanical connection between the anchor bolts 82 and the connecting steel sections 81, optimizing the structure of the connection and realizing efficient on-site installation of prefabricated multi-layer ribbed shear walls and foundation caps; at the same time, the integrity and strength of the joint are further guaranteed by the post-cast concrete method.

[0256] This embodiment provides a method for connecting a combined H-shaped steel frame-constrained ribbed shear wall, including:

[0257] S1. First, hoist the bottom wall 61 to the predetermined position and connect the foundation anchor bolts 82;

[0258] S2. Connect the edge T-shaped steel member to the adjacent wall to form a combined H-shaped steel member at the node;

[0259] S3. Pour the concrete for the base slab and the concrete at the joints, and form a pre-embedded rigid wall foot at the wall foot. Form a combined H-beam concrete connection joint at the horizontal extension of the wall.

[0260] S4. After the first layer of wall panels (the actual number of natural floors may vary depending on the design requirements, generally 2-3 floors) is completed, hoist the second layer of wall panels.

[0261] S5. After the wall panel is hoisted into place, insert the steel reinforcement cage into the pre-embedded corrugated pipe and pour in concrete. After the pouring is completed, the steel reinforcement cage must be higher than the top surface of the second wall panel, and the height must meet the relevant specifications.

[0262] S6. Proceed with the horizontal and vertical connections of the walls of the subsequent standard floors in sequence.

[0263] Example 18

[0264] This embodiment is another implementation of a shear wall structure.

[0265] like Figure 47 As shown, this embodiment uses a π-O irregular column frame to constrain the concrete shear wall structure. The shear wall includes a wall (61), and steel tube concrete columns and steel components 64 respectively set on both sides of the wall. The steel tube concrete column includes a steel pipe 11 and a first connecting steel plate 14 set on the outer peripheral wall of the steel pipe 11. The first connecting steel plate 14 and the steel component 64 are connected by connecting stirrups 63.

[0266] Specifically, such as Figure 48 As shown, the steel component 64 is a π-shaped steel. Two first connecting steel plates 14 are provided for the steel-concrete composite column. Each first connecting steel plate 14 corresponds to one of the two flanges of the π-shaped steel, and the first connecting steel plates 14 and the flanges of the π-shaped steel are provided with through holes for the connecting stirrups 63 to pass through.

[0267] In this implementation, by setting steel-concrete composite columns and π-shaped steel at both ends of the wall, a π-O irregular column frame-constrained concrete shear wall is formed, which serves as a confined edge member, enhancing the wall's performance. Furthermore, the two are connected by connecting stirrups 63 to form a PBL shear key, allowing them to work together and further improving the wall's seismic performance, making it suitable for high-rise buildings. Simultaneously, this connection method avoids the need for a web, saving steel consumption. The distance between the steel-concrete composite columns and π-shaped steel can be adjusted to increase the section moment of inertia and bending stiffness, effectively controlling deformation during normal use. Under rare earthquakes, the reinforced concrete wall effectively restricts the out-of-plane buckling of the steel, allowing it to fully utilize its energy dissipation capacity and achieving performance coordination between the shear wall and frame sections. In addition, by concealing the steel-concrete composite columns and π-shaped steel within the wall, the columns are not exposed and occupy little space, increasing usable interior space and enhancing the flexibility of unit layout.

[0268] It should be noted that the π-O irregular column frame-constrained concrete shear wall in this embodiment can be formed with different cross-sections according to actual needs, for example, an L-shaped shear wall structure (such as...). Figure 49 (As shown).

[0269] Example 19

[0270] Based on the above embodiments, this embodiment provides a horizontal connection node for a π-O irregular column frame-constrained concrete shear wall. This horizontal connection node is based on the characteristics of π-shaped steel to extend the wall 61 in the horizontal direction.

[0271] Specifically, refer to Figure 50, Figure 51 As shown, the horizontal connection node includes two L-shaped steel beams 681 arranged symmetrically at the center. One end of each L-shaped steel beam 681 is welded to its respective π-shaped steel beam, and the other end is a free end. The free ends of the two L-shaped steel beams 681 are staggered and overlapped, and an elastic pad 682 is provided at the overlap. Preferably, the elastic pad 682 is a rubber block.

[0272] In this embodiment, during fabrication, L-shaped steel 681 is welded to the π-shaped steel at the end of the shear wall. Then, the two L-shaped steel 681 are spliced ​​together, with a rubber block placed at the splice to ensure sufficient energy dissipation capacity of the shear wall connection node under a major earthquake. Finally, a reinforcing steel cage 65 is installed in the node area, and concrete is poured. The grade of the post-poured concrete is not lower than that of the shear wall's own concrete, further enhancing the node's performance. This embodiment provides a clear stress distribution, simple connection, convenient on-site construction, and saves construction time.

[0273] This embodiment presents a prefabricated steel structure residential system. By setting steel-concrete composite columns and π-shaped steel at both ends of the wall 61, and connecting them with stirrups 63 to form PBL shear keys, a π-O irregular column-framed confined concrete shear wall is created. This not only improves the seismic performance of the wall but also conceals the columns, minimizes space occupation, increases usable interior space, and enhances the flexibility of unit layout. Furthermore, based on the π-O irregular column-framed confined concrete shear wall, this embodiment proposes a horizontal connection node between the walls. This node system ensures a high assembly rate while maintaining good mechanical properties and overall integrity. Ultimately, this presents a novel structural system with superior seismic performance, low steel consumption, good integrity, high assembly rate, large usable space, and flexible structural layout, promoting high-quality development in the construction industry.

[0274] Example 20

[0275] This embodiment is another implementation of the horizontal connection node of the π-O irregular column frame-constrained concrete shear wall.

[0276] refer to Figure 52 , Figure 53 As shown, the horizontal connection node includes a second connecting steel plate 683 set on the π-shaped steel of one side wall 61 and a third connecting steel plate 684 set on the π-shaped steel of the other side wall 61. The second connecting steel plate 683 and the third connecting steel plate 684 are staggered and overlapped, and are connected by bolts and then concrete is poured.

[0277] Specifically, in this embodiment, both the second connecting steel plate 683 and the third connecting steel plate 684 are "straight" steel plates. There is one second connecting steel plate 683 and two third connecting steel plates 684; and the free end of the second connecting steel plate 683 extends into the gap between the two third connecting steel plates 684.

[0278] In this embodiment, a flat connection node for a π-O irregular column frame-constrained concrete shear wall is fabricated by welding two "I-shaped" steel plates onto the π-shaped steel at the end of the shear wall, welding one "I-shaped" steel plate onto the π-shaped steel at the end of another shear wall, and connecting the "I-shaped" sections with bolts; subsequently, a steel reinforcement cage 65 is set in the node area and concrete is poured afterward.

[0279] Of course, bolt holes need to be made at the corresponding positions of the "I-shaped" steel plate for the bolts to pass through. The spacing between these bolt holes should not be too small (not less than 3d, where d is the nominal diameter of the bolt) so that the shear bearing capacity of each bolt can be fully utilized; and the spacing between the bolt holes should not be too large (not greater than 10d, where d is the nominal diameter of the bolt) so as to ensure that the joint area has sufficient load-bearing and energy dissipation capacity.

[0280] Example 21

[0281] Based on the above embodiments, a new method for forming the cross-section of a steel-concrete composite column is provided.

[0282] like Figure 54 As shown, the steel-concrete composite column includes a steel pipe 11 and concrete 13 disposed within the steel pipe 11. The concrete 13 includes centrifugally formed concrete 131 and core concrete 132 disposed within the centrifugally formed concrete 131; wherein, the centrifugally formed concrete 131 is precast in a factory, and the core concrete 132 is formed by on-site casting.

[0283] Specifically, in this embodiment, the core concrete 132 has a strength of C30 to C60, preferably C60 concrete; the centrifugally molded concrete 131 is ultra-high strength concrete, and its strength does not exceed C120, in order to ensure the ductility of the component.

[0284] In this embodiment, a precast hollow ultra-high strength steel-concrete composite column is formed by steel pipe 11 and centrifugally molded concrete 131. This column can be prefabricated in a factory. Subsequently, core concrete 132 is poured on site to form an ultra-high strength steel-concrete composite column, thereby improving the material properties of the core concrete and reducing the cross-sectional dimensions and steel consumption.

[0285] Example 22

[0286] Based on the above embodiments, the specific composition and process of centrifugally molded concrete 131 are further optimized.

[0287] Specifically, the centrifugally molded concrete 22 can be prepared with the following proportions: water 200-250 kg / m³ 3 Cement 800~1000kg / m 3 Natural sand / manufactured sand 750~1125kg / m³ 3 Silica fume 135~170kg / m³ 3 The dosage of high-efficiency polycarboxylate superplasticizer is 0.5% to 1% of the cement content, and the steel fiber content is 1% (0.01 cubic meters of steel fiber per cubic meter of concrete). Considering the high price of natural sand / manufactured sand in some areas, natural stone can be used as a substitute for some natural sand, but the proportion of natural stone in the total aggregate mass (the sum of coarse and fine aggregate mass) shall not exceed 20%.

[0288] The specific preparation process is as follows: 1) First, put all aggregates, silica fume, and steel fibers into a mixing device and mix for 10 minutes to ensure uniform distribution of aggregates, silica fume, and steel fibers; 2) During the mixing process, slowly pour in water, adding half of the total water volume. Use urban residential water, and the water temperature should not be lower than 15 degrees Celsius to ensure effective development of concrete strength. For mixing plants with the necessary resources, the water temperature can be increased to 30 degrees Celsius. This water temperature can ensure that the concrete reaches a cubic compressive strength of 50 MPa within 3 days, guaranteeing subsequent strength development; 3) The water addition and mixing process should continue for 10 minutes to ensure sufficient reaction of the silica fume; 4) Then, add cement to the mixing device, followed by all the remaining water, and mix for 5 minutes; 5) Finally, add a water-reducing agent. It is recommended to use a high-efficiency polycarboxylate liquid water-reducing agent, which can improve the fluidity of the concrete and facilitate pumping.

[0289] The above preparation method has two main characteristics and advantages: 1) In traditional steel fiber ultra-high strength concrete, the steel fiber content is usually high (volume content greater than 2%). At this point, the material preparation cost is high and it cannot be well used in actual engineering. However, by improving the preparation method, increasing the mixing time and the order of admixtures, the mechanical properties of concrete can be reduced without significant changes. According to previous experimental studies, when the steel fiber content is less than 0.5%, its improvement on the mechanical properties of concrete is very limited, while at around 1%, it shows a significant beneficial effect. Compared with no steel fiber, the material deformation capacity can be increased by more than 50%, ensuring the seismic performance of ultra-high strength concrete components when used in shear wall structures. 2) The order of material admixtures is different from the traditional method of adding all admixtures at once. A preparation process is adopted in which aggregates and steel fibers are added first, followed by some warm water, and finally the remaining water, silica fume, and cement. This process first mixes steel fibers with aggregates. Without water, continuous stirring ensures uniform distribution. Water is then added, and its adhesion properties fix the relative positions of the steel fibers. Finally, other admixtures are added to allow for a thorough reaction. This process guarantees fiber distribution in ultra-high-strength steel fiber concrete, reducing fiber content under the same performance control conditions.

[0290] Tests were conducted on steel fiber ultra-high strength concrete using the above method. The test results are shown in the table below. It can be seen that by using the above method, the splitting tensile strength increased by 54% after steel fiber was added.

[0291]

[0292] Example 23

[0293] Due to the restraining effect of the steel pipe 11, the core concrete 132 can be made of recycled concrete instead of ordinary concrete, with a 100% replacement rate for both coarse and fine aggregates, thereby reducing overall carbon emissions and improving the city's comprehensive recycling capacity for construction waste. According to the inventors' previous research, the impact of adding recycled aggregates on the load-bearing capacity of steel-concrete composite structures does not exceed 15%. With proper design, the performance of recycled concrete composite irregular-shaped columns can be made comparable to that of ordinary concrete without significantly increasing costs.

[0294] The proportion of recycled concrete is: water 180-200 kg / m³ 3 Cement 360~600kg / m 3 Natural coarse aggregate 1080~1240kg / m³ 3 Natural fine aggregate 610-710 kg / m³ 3 The dosage of naphthalene-based water-reducing agent is 0.5% to 1% of the cement dosage, i.e., 2 to 6 kg / m³. 3In the above proportions, recycled coarse and fine aggregates can be replaced by volume or mass. Based on the density of the recycled aggregates themselves and the required replacement rate, the mass of the corresponding natural aggregate components can be converted into the mass of the recycled aggregate components.

[0295] In the above mix design, recycled coarse aggregate is pretreated using the saturated surface-dry method, while recycled fine aggregate is pre-soaked. The amount of pre-soaking water (this is an additional amount and is not included in the water content of the above mix design) is 0.5 to 1.0 times the difference between the saturated water absorption and the natural moisture content of the recycled fine aggregate. This method allows for controllable reduction in concrete performance, while ensuring that the slump of the fresh concrete is not less than 150 mm, guaranteeing sufficient workability in actual engineering projects.

[0296] It should be noted that the recycled aggregates referred to in this embodiment are all green aggregates obtained by crushing and screening waste concrete. Aggregates obtained from the processing of waste bricks, glass, and blocks are not within the scope of this embodiment.

[0297] In addition, considering the differences in physical properties between recycled coarse and fine aggregates and their relatively high water absorption rate, which may affect the workability of fresh concrete and the mechanical properties of hardened concrete, the preparation method of recycled concrete can adopt a three-stage mixing method: 1) First, put the recycled fine aggregate, natural aggregate (if any), and 1 / 2 of the total water (water in the mix proportion + additional water) into the mixing device and mix for 5 minutes to allow the recycled fine aggregate to fully absorb water; 2) Then, put the recycled coarse aggregate into the mixing pot and mix for 5 minutes to fully wet it. At this point, cement is added. The active components in the cement will react with the water on the surface of the aggregate. The resulting hydration products will seal the pores on the surface of the aggregate, preventing moisture exchange with the free water inside the concrete during the setting and hardening process. 3) Finally, the remaining water and water-reducing agent are added. The amount of water-reducing agent can be adjusted according to the replacement of recycled aggregate. When the replacement rate of recycled coarse and fine aggregate does not exceed 50%, the amount of water-reducing agent can be 5% of the cement mass. When it exceeds 50%, it can be 1% to ensure that the concrete is pumpable.

[0298] The biggest difference from traditional proportions is that the above proportions can simultaneously increase the replacement rate of recycled coarse and fine aggregates to 100% without significantly affecting material properties, thus increasing the recycling rate of construction waste. Extensive preliminary testing has shown that using this method results in good workability; the pores on the surface of recycled coarse aggregates can be filled by recycled fine aggregates and the hydration products of the small amount of unhydrated cement they contain; the hardened microstructure is dense; and the compressive strength difference between recycled concrete and ordinary concrete does not exceed 10%.

[0299] Tests were conducted on recycled concrete produced using the above method, and the results are shown in the table below:

[0300]

[0301] The present invention and its embodiments have been described above illustratively. This description is not restrictive, and the figures shown are only one embodiment of the present invention; the actual structure is not limited thereto. Therefore, if those skilled in the art are inspired by this description and design similar structures and embodiments without departing from the spirit of the present invention, such designs should fall within the protection scope of the present invention.

Claims

1. A fabricated steel residential building system comprising a frame portion and a shear wall portion, characterized in that: The frame part comprises a special-shaped column (1), a steel beam (2) and a floor (5), wherein, The special-shaped column (1) comprises a steel pipe (11) and a plurality of T-shaped steel (12) arranged along the wall of the steel pipe (11); The steel beam (2) is an H-shaped steel beam, which is connected with the T-shaped steel (12) by bolts; The floor (5) is a composite floor, which comprises a prefabricated lower cover plate (51), a cast-in-place upper cover plate (52) and a steel bar truss (53), the lower cover plate (51) is provided with a lower notch (511) for lapping on the lower flange of the steel beam (2) in the span direction, the web of the steel beam (2) is provided with a through bar hole for the first lapping steel bar (54) to pass through, and the two ends of the first lapping steel bar (54) are lapped on the lower cover plate (51) on both sides of the steel beam (2) after passing through the corresponding through bar hole; The steel beam (2) is connected with the wing plate of the T-shaped steel (12) by the connecting plate (21) at the end of the steel beam (2), and the connecting node of the two is provided with a reinforcing member (3), the reinforcing member (3) comprises a sleeve (31) and a stiffening rib (32) arranged on the sleeve (31); wherein, the sleeve (31) is fixedly sleeved on the steel pipe (11), the side of the stiffening rib (32) is connected with the web of the T-shaped steel (12), and the end thereof is connected with the wing plate of the T-shaped steel (12); The shear wall part is a π-shaped steel frame constrained dense rib shear wall, which comprises a wall body (61) and a separate combined member arranged on both sides of the wall body (61), the separate combined member comprises two steel members (62) arranged oppositely, the two steel members (62) are connected by connecting stirrups (63), one of the steel members (62) is embedded at the edge of the wall body (61), and a pouring space is formed between the two steel members (62), and the pouring space is poured with concrete to form an integral member; wherein, the steel member (62) is π-shaped steel, the flanges of the two π-shaped steels are arranged oppositely, and the flanges of the π-shaped steels are provided with through bar holes for the connecting stirrups (63) to pass through; The shear wall part is a π-O special-shaped column frame constrained concrete shear wall, which comprises a wall body (61) and a steel pipe concrete column and a steel member (62) arranged on both sides of the wall body (61), wherein, the steel member (62) is π-shaped steel, and the steel pipe concrete column is provided with a first connecting steel plate (14), and the first connecting steel plate (14) is connected with the π-shaped steel by the connecting stirrups (63).

2. The fabricated steel residential building system of claim 1, wherein: The special-shaped column (1) is connected in the vertical direction by a column joint (4), and the column joint (4) comprises a ring rib (41) and a connecting steel bar (42); Wherein, the connecting steel bar (42) is annularly distributed with a plurality of connecting steel bars, one end of which is located in the steel pipe (11), and the other end extends out of the steel pipe (11) to connect another steel pipe (11); The ring rib (41) is arranged on the inner wall of the steel pipe (11), and after pouring is completed, the ring rib (41) plays an anchoring role on the connecting steel bar (42) when the steel pipe concrete is subjected to tensile force. The T-shaped steel (12) of the upper and lower special-shaped columns (1) is connected by a splicing cover plate (9).

3. The prefabricated steel structure residential system according to claim 1, characterized in that: The upper notch (512) of the lower cover plate (51) is provided in the width direction, and the upper notches (512) of two lower cover plates (51) are spliced into a groove; the groove is provided with a connecting member (56), and the two lower cover plates (51) are spliced in the width direction by cast-in-place concrete.

4. The prefabricated steel structure residential system according to claim 3, characterized in that: The connecting member (56) comprises a bent steel bar (561) and a steel bar framework (562); the upper notch (512) is an L-shaped groove, the bent steel bar (561) is located in the respective L-shaped groove, and the bent steel bar (561) is formed by bending the plate bottom steel bar (59) during prefabrication; and the steel bar framework (562) is located in the spliced groove.

5. The prefabricated steel structure residential system according to claim 3, characterized in that: The upper notch (512) is a trapezoidal notch, and the connecting member (56) comprises at least three groups of second lap steel bars (563), wherein the first group and the second group are respectively prefabricated in the respective lower cover plate (51), and the free ends thereof extend into the respective trapezoidal notch; and the third group is located in the spliced groove, and the two ends thereof are respectively lap-jointed with the free ends of the other two groups.

6. The prefabricated steel structure residential system according to any one of claims 1-5, characterized in that: The steel member (62) is provided with an outer steel beam (64) at one end away from the wall body (61), and the outer steel beam (64) is connected with the steel beam (2) through the splicing cover plate (9). The wall body (61) is provided in the vertical direction, and the separated combination members of the upper and lower wall bodies (61) are connected through the splicing cover plate (9), and the reinforced concrete dense ribs of the upper and lower wall bodies (61) are lap-jointed through the upper and lower outer steel bars.

7. The prefabricated steel structure residential system according to claim 6, characterized in that: The wall body (61) is a dense rib wall, and a self-resetting energy dissipation support (7) is arranged in the dense rib gap of the dense rib wall; the self-resetting energy dissipation support (7) comprises two support pipes (71), one end of the support pipe (71) is provided with a connecting end plate (72), the other end is provided with a profile steel connecting piece (73), the flanges of the two profile steel connecting pieces (73) are connected through a connecting cover plate (74), and an elastic resetting member (75) is arranged between the two profile steel connecting pieces (73).

8. The prefabricated steel structure residential system according to claim 7, characterized in that: The profile steel connecting piece (73) is a π-shaped steel, and a connecting slot hole (76) is formed in the flange of the π-shaped steel; and the elastic resetting member (75) is a self-resetting spring, and the self-resetting spring is arranged between the two flanges of the π-shaped steel.

9. The prefabricated steel residential building system as claimed in any one of claims 1 to 5, wherein: The shear wall part is a combination H-shaped steel frame confined shear wall, which comprises a wall body (61) and steel members (62) arranged on both sides of the wall body, and the steel member (62) is a T-shaped steel; the flanges of the T-shaped steels on adjacent wall bodies (61) are aligned and then spliced and installed through the splicing cover plate (9), and post-cast concrete is poured.

10. The fabricated steel residential building system of claim 9, wherein: A corrugated pipe (66) is embedded in the wall body (61), and a special steel bar framework (67) is arranged in the corrugated pipe (66); the connection between the upper and lower wall bodies (61) is completed by pouring post-cast concrete into the corrugated pipe (66); wherein the special steel bar framework (67) comprises a stirrup (671) and a longitudinal steel bar (672), and the outer side of the stirrup (671) is provided with a connecting reinforcing member (673).

11. The prefabricated steel residential building system as claimed in any one of claims 1 to 5, wherein: The wall bodies (61) are connected in horizontal direction by horizontal connecting nodes, the horizontal connecting nodes comprise L-shaped steel (681) arranged on the π-shaped steel, two L-shaped steels (681) on the connected wall bodies (61) are arranged in central symmetry, and elastic pads (682) are arranged at the connecting positions of the two L-shaped steels (681), and post-poured concrete is arranged.

12. The fabricated steel residential building system of claim 11, wherein: The wall bodies (61) are connected in horizontal direction by horizontal connecting nodes, the horizontal connecting nodes comprise second connecting steel plates (683) arranged on the π-shaped steel of one wall body (61), and third connecting steel plates (684) arranged on the π-shaped steel of the other wall body (61), the second connecting steel plates (683) and the third connecting steel plates (684) are distributed in staggered and overlapped mode, are connected by bolts, and post-poured concrete is arranged.

13. The fabricated steel residential building system of claim 12, wherein: The concrete filled steel tube column comprises a steel tube (11) and concrete (13) arranged in the steel tube (11), the concrete (13) comprises centrifugal forming concrete (131) and core concrete (132) arranged in the centrifugal forming concrete (131), and the centrifugal forming concrete (131) is prefabricated in a factory, and the core concrete (132) is formed by on-site pouring.

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