Fabricated steel structure residence system

Abstract

The present invention relates to the technical field of fabricated buildings. Disclosed is a fabricated steel structure residence system. The fabricated steel structure residence system of the present invention comprises a frame portion and a shear wall portion, wherein the frame portion comprises a special-shaped column, a steel beam and a floor system; and the special-shaped column comprises a steel pipe and a plurality of T-shaped steels arranged along a peripheral wall of the steel pipe. A combined T-O section form of the special-shaped column provided by the present invention can realize relative separation of a pressure from bending on a combined section, such that the fabricated steel structure residence system has good bending bearing capacity and rigidity. The characteristic of an outer T-shaped steel is used such that a full-bolt connection form can be used between the steel beam and the special-shaped column. Moreover, a reinforcement member is provided at a beam-column joint, such that the rigidity and strength of the joint region are improved. In addition, specific structures of a floor system and a shear wall are further optimized, and a corresponding joint connection method is provided, such that the fabricated steel structure residence system that can be quickly assembled and is stable in terms of connection is formed.

Description

An assembled steel structure residential system Technical Field

[0001] The present invention belongs to the technical field of prefabricated buildings, and more specifically, relates to a prefabricated steel structure residential system. Background Art

[0002] Prefabricated construction is a key area of ​​transformation and upgrading in the construction industry, and is a rising, promising industry that the government is actively promoting. Currently, prefabricated steel structures account for approximately 30% of prefabricated buildings, the majority of which are public buildings, while residential buildings account for almost no proportion. With the goal of achieving a 30% share of prefabricated buildings in new construction by 2025, the development prospects for prefabricated steel structures in residential buildings are enormous.

[0003] Currently, domestic steel structure building systems are still stuck in conventional steel support-frame systems, steel frame-concrete core systems, and steel frame-steel plate shear wall systems. These existing steel structure systems require a large amount of on-site welding, making welding quality difficult to ensure and resulting in a low degree of assembly. Furthermore, the connection nodes in these existing steel structure systems cannot achieve strong connections such as pullout resistance, failing to meet the current standard's "strong nodes, weak components" requirement.

[0004] After searching, the application with Chinese patent publication number CN 218952584 U discloses an assembled steel tube concrete component. The application includes an outer tube and a concrete tube. The inner surface of the outer tube is fixedly mounted with a concrete tube, the inner surface of the concrete tube is fixedly mounted with an inner tube, the surface of the outer tube is fixedly mounted with a mounting seat, and the surface of the outer tube is fixedly mounted with an insert. The application is designed into an assembled structure through the mutual cooperation of the mounting seat, insert and slot, which is convenient for on-site docking and reduces the amount of on-site welding. However, in this application, the internal concrete cannot achieve a strong connection effect such as pull-out resistance at the vertical connection node, which does not meet the requirements of the current specification of "strong nodes, weak components".

[0005] For example, Chinese patent application CN 209603378 U discloses a multi-cavity rectangular steel tube concrete-filled special-shaped column structure. This application includes a prefabricated special-shaped column and an H-shaped steel beam. The prefabricated special-shaped column comprises an upper column and a lower column. The lower end of the upper column is provided with a protrusion, and the upper end of the lower column is provided with a recess. The protrusion is inserted into the recess, and the upper and lower columns are inserted together. The connection between the upper and lower columns is welded. The connection between the upper and lower columns is fixedly connected by a node plate via bolts, and the node plate is welded to the outer walls of the upper and lower columns. The H-shaped steel beam comprises a beam body, and the ends of the beam body are provided with end plates. After the upper and lower columns are connected, the end plates are bolted to the edges of the connection between the upper and lower columns. The structure of this application can effectively reduce steel consumption, but welding operations are still required during the assembly process, which improves assembly efficiency. At the same time, the node uses long bolts passing through the screw holes in the node area to achieve a stable connection. However, it requires very high processing precision, and efficient connection on site is difficult to achieve; 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 freshly mixed concrete.

[0006] For example, after searching, the application with Chinese patent publication number CN 211396201 U discloses a connection structure between an embedded steel beam and a prefabricated composite floor. This application includes a steel beam and a composite floor; the cross-section of the steel beam is I-shaped; the composite floor includes a prefabricated slab and a cast-in-place composite layer; a steel truss is embedded in the prefabricated slab; the lower chord of the steel truss is embedded in the prefabricated slab; the upper chord of the steel truss is located above the prefabricated slab, and the two ends of the upper chord extend beyond the two sides of the prefabricated slab; the left and right sides of the prefabricated slab are provided with connecting pieces; the connecting pieces include a horizontal plate and a vertical plate; the vertical plate is tightly attached to the side of the corresponding side of the prefabricated slab and is welded to the lower chord of the prefabricated slab; the connecting pieces on both sides of the prefabricated slab are respectively placed on the upper flanges of the steel beams on both sides and fixed by bolts. In this application, the connecting plate is overlapped on the steel beam to connect to the steel beam, providing shear resistance without the need for welding bolts, simplifying the connection structure and reducing the workload. However, in this application, the precast floor panels are connected to the upper flange of the steel beams via connectors, resulting in a relatively thick overall structure, which also affects the usable floor height. Furthermore, in this application, the precast floor panels are connected only by connectors, and the connection strength needs to be further improved.

[0007] For example, after searching, the application with Chinese patent publication number CN 209129208 U discloses an L-shaped shear wall skeleton and a steel-concrete L-shaped shear wall. The L-shaped shear wall skeleton of this application includes a steel wall head, a first rectangular steel pipe, a first horizontal distribution steel bar, a second horizontal distribution steel bar, a first steel frame, a second steel frame, and vertical distribution steel bars. In this application, the steel-concrete L-shaped shear wall is prefabricated in a factory. First, an L-shaped shear wall skeleton is prepared, and then a formwork is clamped on the L-shaped shear wall skeleton and concrete is poured to obtain a steel-concrete L-shaped shear wall prefabricated part. The L-shaped shear wall skeleton and the steel-concrete L-shaped shear wall of this application are both completed in a factory, which can reduce on-site wet work and facilitate construction, shortening the construction period by at least half. However, its earthquake resistance still needs to be further improved.

[0008] In summary, although the above-mentioned relevant documents can improve on-site construction efficiency to a certain extent, the connection strength at each node needs to be further improved to meet the requirements of "strong nodes, weak components".

[0009] Summary of the Invention

[0010] 1. Problems to be solved

[0011] In response to at least some of the problems existing in the above-mentioned prior art, the present invention proposes an assembled steel structure residential system, the purpose of which is to solve the problems of the existing steel structure system, such as low on-site construction efficiency and connection nodes that do not meet the requirements of "strong nodes and weak components".

[0012] 2. Technical solution

[0013] In order to solve the above problems, the technical solutions adopted by the present invention are as follows:

[0014] The present invention provides an assembled steel structure residential system, comprising a frame portion and a shear wall portion, wherein the frame portion comprises special-shaped columns, steel beams and a floor slab, wherein:

[0015] The special-shaped column includes a steel pipe and a plurality of T-shaped steels arranged along the peripheral wall of the steel pipe;

[0016] The steel beam is an H-shaped steel beam, which is connected to the T-shaped steel by bolts;

[0017] The floor slab is a composite floor slab, which includes a prefabricated lower cover plate, a cast-in-place upper cover plate and a steel truss. The lower cover plate is provided with a lower notch in the span direction for overlapping the lower flange of the steel beam. The web of the steel beam is provided with a reinforcement hole for the first overlapping steel bar to pass through. After the first overlapping steel bar passes through the corresponding reinforcement hole, its two ends are respectively overlapped on the lower cover plates on both sides of the steel beam.

[0018] Furthermore, a reinforcing member is provided at the connection node between the steel beam and the T-steel, and the reinforcing member includes a sleeve and a stiffening rib arranged on the sleeve; wherein the sleeve is fixedly sleeved on the steel pipe, the side surface of the stiffening rib is connected to the web of the T-steel, and its end is connected to the wing plate of the T-steel.

[0019] Furthermore, the special-shaped columns are connected in the vertical direction through column nodes, and the column nodes include ring ribs and connecting steel bars;

[0020] There are multiple connecting steel bars distributed in a ring, one end of which is located inside the steel pipe and the other end extends outside the steel pipe for connecting to another steel pipe;

[0021] The ring ribs are arranged on the inner wall of the steel pipe. After the pouring is completed, when the steel pipe concrete is subjected to tension, the ring ribs play an anchoring role for the connecting steel bars.

[0022] The T-shaped steels of the upper and lower special-shaped columns are connected by splicing cover plates.

[0023] Furthermore, the lower cover plate is provided with an upper notch in the width direction, and the upper notches of the two lower cover plates are spliced ​​into a groove; a connecting member is provided in the groove, and the connecting member splices the two lower cover plates in the width direction through cast-in-place concrete.

[0024] Furthermore, the connecting member includes bent bars and a steel frame; wherein, the upper notch is an L-shaped groove, the bent bars are located in their respective L-shaped grooves, and the bent bars are formed by bending the bottom steel bars of the plate during prefabrication; the steel frame is located in the groove after splicing.

[0025] Furthermore, the connecting member includes bent bars and a steel frame; wherein, the upper notch is an L-shaped groove, the bent bars are located in their respective L-shaped grooves, and the bent bars are formed by bending the bottom steel bars of the plate during prefabrication; the steel frame is located in the groove after splicing.

[0026] Furthermore, the shear wall part is a π-shaped steel frame constrained multi-rib shear wall, which includes a wall body and a separate composite component arranged on both sides of the wall body. The separate composite component includes two steel components arranged opposite to each other, and the two steel components are connected by connecting stirrups. One of the steel components is pre-embedded at the edge of the wall body, and a casting space is formed between the two steel components. By pouring concrete into the casting space, an integral component is formed; wherein, the steel component is π-shaped steel, the flanges of the two π-shaped steels are arranged opposite to each other, and the flanges of the π-shaped steel are provided with through-bar holes for the connecting stirrups to pass through.

[0027] Furthermore, an overhanging steel beam is provided at one end of the steel member away from the wall, and the overhanging steel beam is connected to the steel beam via a spliced ​​cover plate;

[0028] In the vertical direction of the wall, the separated 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 overlapped by upper and lower side protruding steel bars.

[0029] Furthermore, the wall is a dense-rib wall, and a self-resetting energy-absorbing support is arranged in the dense-rib gaps of the dense-rib wall. The self-resetting energy-absorbing 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 connecting piece. The flanges of the two steel connecting pieces are connected by a connecting cover plate, and an elastic reset piece is provided between the two steel connecting pieces.

[0030] Furthermore, the steel connecting member is a π-shaped steel, and a connecting slot is provided on the flange of the π-shaped steel; the elastic reset member is a self-reset spring, and the self-reset spring is arranged between the two flanges of the π-shaped steel.

[0031] Furthermore, the shear wall portion is a combined H-shaped steel frame constrained shear wall, which includes a wall body and steel components arranged on both sides of the wall body, wherein the steel components are T-shaped steels; the flanges of the T-shaped steels on adjacent walls are aligned and then spliced ​​and installed by splicing cover plates, and concrete is poured afterwards to complete the horizontal connection of the wall;

[0032] Furthermore, a corrugated pipe is embedded in the wall, and a special steel frame is provided in the corrugated pipe. The connection between the upper and lower walls is completed by pouring concrete into the corrugated pipe; wherein, the special steel frame includes stirrups and longitudinal steel bars, and connection reinforcements are provided on the outside of the stirrups.

[0033] Furthermore, the shear wall part is a π-O special-shaped column frame constrained concrete shear wall, which includes a wall body and steel tube concrete columns and steel components respectively arranged on both sides of the wall body, wherein the steel components are π-shaped steels, and the steel tube concrete columns are provided with a first connecting steel plate, and the first connecting steel plate is connected to the π-shaped steel by connecting stirrups.

[0034] Furthermore, the walls are connected in the horizontal direction through horizontal connection nodes, and the horizontal connection nodes include L-shaped steels arranged on π-shaped steels. The two L-shaped steels on the connected walls are arranged in a centrally symmetrical manner, and elastic pads are provided at the connection between the two L-shaped steels, and concrete is poured later.

[0035] Furthermore, the walls are connected in the horizontal direction through horizontal connection nodes, and the horizontal connection nodes include a second connecting steel plate arranged on the π-shaped steel of one side wall, and a third connecting steel plate arranged on the π-shaped steel of the other side wall. The second connecting steel plate and the third connecting steel plate are staggered and overlapping, and the two are connected by bolts and then poured with concrete.

[0036] Furthermore, the steel tube concrete column includes a steel tube, concrete arranged in the steel tube, the centrifugally formed concrete and core concrete arranged in the centrifugally formed concrete; wherein the centrifugally formed concrete is prefabricated in a factory and the core concrete is cast on site. 3. Beneficial effects

[0037] Compared with the prior art, the present invention has the following beneficial effects:

[0038] (1) The present invention provides an assembled steel structure residential system. The TO combined special-shaped column cross-section proposed in the present invention can achieve relative separation of column compression and bending on the combined cross-section. The circular steel tube concrete part in the combined cross-section has a large axial stiffness. The outer T-shaped steel greatly increases the height of the combined cross-section, thereby having 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 special-shaped column can be connected in a full bolt connection form, thereby solving the problem of complex welding process, large internal stress, affecting node performance and low assembly efficiency when traditional steel nodes are prefabricated or welded on site. In addition, the lower cover plate is overlapped on the lower flange of the H-shaped steel beam through the lower notch on the lower cover plate, which can effectively reduce the overall floor thickness. In addition, the setting of the first overlap steel bar can effectively transmit the normal use load of the floor plate, avoid the formation of a single-span plate, and effectively reduce the mid-span deflection. It can also avoid cracking at the connection of the lower cover plate of the composite floor.

[0039] (2) The present invention provides an assembled steel structure residential system, wherein the lower cover plate is provided with an upper notch in the width direction, and the upper notches of the two lower cover plates are spliced ​​into 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 preset connecting member, which not only ensures the crack resistance and stress performance of the connection; in addition, compared with the traditional assembled composite floor slab connection construction requiring seams, where the seams are densely packed with ribs and overlap construction is difficult, the connection method of the present invention is simpler and more convenient to construct.

[0040] (3) The prefabricated steel structure residential system of the present invention optimizes the load transfer path at the beam-column node by setting up reinforcing components, 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 tube concrete node part through the sleeve, which can effectively prevent the steel tube outside the concrete from being directly subjected to the normal load, thereby greatly improving the stiffness and strength of the node area and ensuring safety.

[0041] (4) The prefabricated steel structure housing system of the present invention is provided with ring ribs and connecting steel bars in the steel pipes of the special-shaped columns, and can be prefabricated in the factory. Compared with the traditional connection nodes, the on-site welding operation is completely avoided, and the assembly efficiency is improved. At the same time, after the pouring and curing are completed, when the steel tube concrete is subjected to tension, the ring ribs play an anchoring role for 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 special-shaped columns, high-strength bolts and splicing cover plates can be used to connect them in a full bolt connection mode. Similarly, no on-site welding is required, which can improve the assembly efficiency. In addition, the connection between the T-shaped steels not only ensures the strength of the butt joint, but also helps the core steel tube concrete to be positioned during construction.

[0042] (5) The present invention provides an assembled steel structure residential system, which adopts a π-shaped steel frame to constrain a multi-rib shear wall structure. By arranging separate composite components on both sides of the wall, the separate composite 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 wet work on site. At the same time, the separate composite components are used to provide constraints on the shear wall, increasing the overall energy consumption capacity of the wall, so that it can be applied to high-rise structures. The steel component is π-shaped steel, so that both sides of the shear wall are steel components. An outward-extending steel beam can be preset on the π-shaped steel and screw holes can be set, and then it can be connected to the steel connecting beam by splicing the cover plate, so that the connection operation between the shear wall and the connecting beam is convenient and quick, reducing the construction difficulty.

[0043] (6) The prefabricated steel structure residential system of the present invention, through the self-resetting energy-absorbing supports provided within the multi-rib wall, can enhance the lateral stiffness of the shear wall, increase the natural vibration frequency, and reduce the wind-induced vibration response during normal use. Under the action of rare earthquakes, the energy-absorbing capacity of the wall is significantly improved, and after the strong earthquake, it has a certain degree of reset ability, avoiding the large second-order effect of the vertical load-bearing components due to excessive deformation, which may cause structural collapse. At the same time, the provision of the self-resetting energy-absorbing supports reduces the wall thickness, solving the problem of insufficient indoor space caused by excessively thick shear walls in some high-rise buildings.

[0044] (7) The present invention provides a prefabricated steel structure residential system that uses a combined H-shaped steel frame to constrain a multi-ribbed shear wall. By embedding a T-shaped steel with slots at the end of the wall, and then splicing and installing it on site and pouring concrete, a combined H-shaped steel concrete member can be formed at the node between the multi-ribbed shear walls, so that the node has 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 node can be further improved by frictional energy dissipation through the slotted sliding node. In addition, in terms of the vertical connection node form, by pre-embedding a corrugated pipe in the middle of each rib of the multi-ribbed wall, and then inserting a special steel cage on site and pouring concrete, a corrugated pipe reinforced concrete composite column member can be formed in the shear wall node and the wall. The corrugated pipe and the outer reinforced concrete provide lateral constraints, which improves the mechanical properties of the vertical splicing node, and makes the vertical splicing node of the shear wall and the wall itself have better energy dissipation capacity.

[0045] (8) The present invention provides an assembled steel structure residential system, which optimizes the structure of the wall corner connection by pre-embedding connecting steel at the bottom of the multi-ribbed wall and burying anchor bolts at the foundation pedestal. During on-site connection, the connecting steel and the anchor bolts are mechanically connected, and the traditional steel bar binding overlap is replaced by the mechanical connection between the anchor bolts and the connecting steel, thereby achieving efficient on-site installation of the multi-ribbed shear wall and the foundation pedestal. At the same time, the integrity and strength of the node are further guaranteed by the post-cast concrete method.

[0046] (9) The present invention provides an assembled steel structure residential system that uses a π-shaped steel frame to constrain a dense-rib shear wall. By arranging steel tube concrete columns and π-shaped steel at both ends of the wall, they can serve as constrained edge components to enhance the performance of the wall. At the same time, the two are connected by connecting stirrups to form a PBL shear key, so that the two can work together, further improving the seismic performance of the wall, making it suitable for use in high-rise buildings. In addition, by hiding the steel tube concrete columns and π-shaped steel in the wall, the columns are not exposed and occupy a small space, which can increase the indoor usable space and enhance the flexibility of the apartment layout.

[0047] (10) The present invention provides a prefabricated steel structure residential system, which further optimizes the specific structure of steel tube concrete columns and includes steel tubes, centrifugally formed concrete, and core concrete. The steel tubes and centrifugally formed concrete are prefabricated in a 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 core concrete material performance and reducing the cross-sectional size and steel consumption. BRIEF DESCRIPTION OF THE DRAWINGS

[0048] FIG1 is a schematic structural diagram of a frame portion of an assembled steel structure residential system according to the present invention;

[0049] FIG2 is a schematic diagram of the cross-section of a special-shaped column in the present invention;

[0050] FIG3 is a schematic structural diagram of the node of a special-shaped column in the present invention;

[0051] FIG4 is a cross-sectional view taken along line AA in FIG3 ;

[0052] FIG5 is a cross-sectional view taken along line BB in FIG3 ;

[0053] FIG6 is a schematic diagram of the connection of the T-shaped steel on the outer side of the special-shaped column in the present invention;

[0054] FIG7 is a diagram showing the force mechanism at the vertical connection nodes of the special-shaped columns in the present invention;

[0055] FIG8 is a comparison diagram of earthquake damage when the nodes of the special-shaped columns of the present invention are provided with and without ring ribs;

[0056] FIG9 is a hysteresis curve of the node of the special-shaped column after being subjected to force in the present invention;

[0057] FIG10 is a schematic diagram of the “pinching” of the hysteresis curve of the special-shaped column vertical connection node after being subjected to force according to the present invention;

[0058] FIG11 is a schematic structural diagram of a special-shaped column with a flange at the node of the column in the present invention;

[0059] FIG12 is a schematic structural diagram of the beam-column connection node of the present invention;

[0060] FIG13 is a schematic structural diagram of a reinforcement member in the present invention;

[0061] FIG14 is an enlarged schematic diagram of the beam-column node at the positive angle of the present invention;

[0062] FIG15 is an enlarged schematic diagram of the inner corner of the beam-column node of the present invention;

[0063] FIG16 is a schematic diagram of the ultimate stress state of the reinforcement member in the present invention;

[0064] FIG17 is a schematic diagram of the stress state of the core steel pipe at the beam-column node of the present invention;

[0065] FIG18 is a schematic diagram of the internal structure of the composite floor in the present invention;

[0066] FIG19 is a cross-sectional view of point 1-1 in FIG18;

[0067] FIG20 is a cross-sectional view of FIG18 at 2-2;

[0068] FIG21 is a cross-sectional view of FIG18 at point 3-3;

[0069] FIG22 is an embodiment of a connecting member at a plate-to-plate connection node in the present invention;

[0070] FIG23 is another embodiment of the connection member at the plate-to-plate connection node of the present invention;

[0071] FIG24 is an embodiment of the foam strips at the panel-to-panel connection nodes of the present invention;

[0072] FIG25 is a schematic structural diagram of a multi-rib shear wall constrained by a π-shaped steel frame according to the present invention;

[0073] FIG26 is a schematic structural diagram of a separation assembly component according to the present invention;

[0074] FIG27 is a schematic diagram of the vertical connection of a multi-rib shear wall constrained by a π-shaped steel frame according to the present invention;

[0075] FIG28 is a schematic diagram of the connection between the π-shaped steel frame constrained multi-rib shear wall and the steel beam in the present invention;

[0076] FIG29 shows a connection method between a π-shaped steel frame-constrained multi-rib shear wall and a floor slab in the present invention;

[0077] FIG30 shows another connection method between the π-shaped steel frame-constrained multi-rib shear wall and the floor slab in the present invention;

[0078] FIG31 is a schematic structural diagram of a π-shaped steel frame constrained multi-rib shear wall provided with a self-resetting energy-absorbing support according to the present invention;

[0079] FIG32 is a schematic structural diagram of a self-resetting energy-consuming support in the present invention;

[0080] FIG33 is a schematic diagram of the shear-to-weight ratio of each layer in the π-shaped steel frame-constrained multi-rib shear wall structural system of the present invention;

[0081] FIG34 is a schematic diagram of the inter-story displacement angle in the multi-rib shear wall structure system constrained by a π-shaped steel frame according to the present invention;

[0082] FIG35 is a schematic structural diagram of a combined H-shaped steel frame constrained multi-rib shear wall according to the present invention;

[0083] FIG36 is an enlarged schematic diagram of a horizontal node of a multi-rib shear wall constrained by a combined H-shaped steel frame according to the present invention;

[0084] FIG37 is an enlarged schematic diagram of the "L-shaped" horizontal joint of the combined H-shaped steel frame constrained multi-rib shear wall of the present invention;

[0085] FIG38 is an enlarged schematic diagram of the T-shaped horizontal joint of the combined H-shaped steel frame constrained multi-rib shear wall of the present invention;

[0086] Figure 39 is a schematic diagram of the longitudinal shear force distribution at the horizontal joints of the multi-rib shear wall constrained by the composite H-shaped steel frame under horizontal seismic load;

[0087] FIG40 is a schematic diagram of friction hysteresis energy dissipation at the horizontal joints of the multi-rib shear wall constrained by the combined H-shaped steel frame of the present invention;

[0088] FIG41 is a hysteresis curve of friction energy dissipation at the horizontal joint of the combined H-shaped steel frame constrained multi-rib shear wall in the present invention;

[0089] FIG42 is a schematic structural diagram of the vertical joints of the combined H-shaped steel frame constrained multi-rib shear wall according to the present invention;

[0090] FIG43 is a schematic diagram of the structure of the special steel bar skeleton of the present invention;

[0091] FIG44 is a schematic diagram of the structure of the corner joint of the multi-rib shear wall constrained by the combined H-shaped steel frame of the present invention;

[0092] FIG45 is a partial enlarged schematic diagram of FIG44;

[0093] FIG46 is a schematic diagram of the structure of the connecting steel in the present invention;

[0094] FIG47 is a schematic structural diagram of a π-O special-shaped column frame-constrained concrete shear wall according to the present invention;

[0095] FIG48 is a schematic diagram of the internal structure of a π-O special-shaped column frame-constrained concrete shear wall according to the present invention;

[0096] Figure 49 shows the L-shaped cross-section formation of the π-O special-shaped column frame constrained concrete shear wall in the present invention.

[0097] FIG50 is an embodiment of the horizontal connection node of the π-O special-shaped column frame confined concrete shear wall in the present invention;

[0098] FIG51 is an enlarged view of the structure at the horizontal node in FIG50;

[0099] FIG52 is another embodiment of the horizontal connection node of the π-O special-shaped column frame confined concrete shear wall in the present invention;

[0100] FIG53 is an enlarged view of the structure at the horizontal node in FIG52;

[0101] FIG54 shows a cross-sectional view of a concrete-filled steel tube column according to the present invention.

[0102] In the figure: 1, special-shaped column; 11, steel pipe; 12, T-steel; 13, concrete; 131, centrifugally formed concrete; 132, core concrete; 14, first connecting steel plate;

[0103] 2. Steel beam; 21. Connecting plate; 3. Reinforcement member; 31. Casing; 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. Frame reinforcement; 45. Positioning flange;

[0105] 5. Floor; 51. Lower cover; 511. Lower notch; 512. Upper notch;

[0106] 52. Upper cover plate; 53. Steel bar truss; 54. First lap steel bar; 55. Lightweight filling body;

[0107] 56. Connecting member; 561. Bend bar; 562. Steel skeleton; 563. Second lap steel bar; 564. Anchor plate; 57. Foam batten; 58. Top steel bar; 59. Bottom steel bar;

[0108] 61. Wall; 611. Internal stirrups of transverse ribs; 62. Steel member; 63. Connecting stirrups; 64. Extended steel beam; 65. First slot; 66. Corrugated pipe; 67. Special steel frame; 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-absorbing support; 71. Support tube; 72. Connecting end plate; 73. Steel connecting piece; 74. Connecting cover plate; 75. Elastic reset piece; 76. Second slot;

[0111] 8. Corner joint; 81. Connecting steel; 82. Anchor bolt; 83. Base plate; 84. Reinforcement rib; 85. Foundation pedestal; 9. Spliced ​​cover plate. DETAILED DESCRIPTION

[0112] As shown in Figure 1, an assembled steel structure residential system of the present invention mainly includes a frame part and a shear wall part. The frame part includes a special-shaped column 1, a steel beam 2 and a floor slab 5. Among them, the special-shaped column 1 is a steel tube concrete special-shaped column, the steel beam 2 is an ordinary H-shaped steel beam, the floor slab 5 is a composite floor slab, and the shear wall is a frame-constrained shear wall. At the same time, the content of the present invention also covers the cross-sectional structure of columns, walls, and slabs, as well as key connection parts in the building structure such as column-to-column nodes, beam-column nodes, beam-slab nodes, slab-slab connection nodes, wall-to-wall nodes, and wall-to-connecting beam nodes, so as to provide an assembled 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] In this embodiment, a prefabricated steel structure residential system is shown in FIG2 . The special-shaped column 1 is a TO steel tube concrete special-shaped column, hereinafter referred to as a TO special-shaped column. The TO special-shaped column comprises a steel tube 11 and a plurality of T-shaped steels 12 disposed outside the steel tube 11. The inner cavity of the steel tube 11 is used for pouring concrete 13. The T-shaped steels 12 are welded to the outer wall of the steel tube 11 via their webs, and this welding operation can be performed in a factory.

[0116] The specific distribution of the T-shaped steel 12 is varied, and this embodiment lists several conventional cross-sectional forms of TO special-shaped columns. Of course, other cross-sectional forms can also be used according to actual construction requirements.

[0117] As shown in (a) of Figure 2 , there are two T-shaped steels 12 symmetrically arranged, and the webs of the two T-shaped steels 12 form a straight line; as shown in (b) of Figure 2 , there are also two T-shaped steels 12, but the webs of the two T-shaped steels 12 are perpendicular to form an L-shape; as shown in (d) of Figure 2 , there are three T-shaped steels 12, and the webs of the three T-shaped steels 12 are arranged in a T-shape; as shown in (c) of Figure 2 , there are four T-shaped steels 12, and the webs of the four T-shaped steels 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 joint 4, which is similar to the vertical connection between TO-shaped columns. This column joint 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 joint 4 needs to be staggered with the beam-column joint described below.

[0120] The TO special-shaped columns are connected by internal hot-rolled ribbed steel bars and poured concrete. The T-shaped steel 12 outside the special-shaped columns can be connected by drilling holes in the T-shaped steel 12 and combining high-strength bolts and spliced ​​cover plates 9 to form a full bolt connection.

[0121] Specifically, as shown in Figures 3 and 4 , the steel tube 11 is provided with annular ribs 41 and connecting bars 42. The annular ribs 41 are located on the inner wall of the steel tube 11, near the end of the tube. Multiple connecting bars 42 are arranged in a circular pattern, with one end located within the steel tube 11 and the other end extending outside the tube 11 for connection to another steel tube 11. After concrete 13 is poured, the annular ribs 41 anchor the connecting bars 42 when the concrete in the steel tube is subjected to tension.

[0122] The annular rib 41 is preferably a steel tube rib, and can be in various cross-sectional forms, such as T-shaped steel, channel steel, solid circular / rectangular steel bar, etc.

[0123] In this embodiment of a prefabricated steel structure housing system, the inner core steel tube concrete portion is connected by internal connecting steel bars 42 and poured concrete. The key to achieving a strong connection such as tensile strength lies in whether the steel tube 11 has a sufficient anchoring effect on the internal connecting steel bars 42.

[0124] According to the previous refined finite element analysis, the anchoring force is transmitted by providing a ring rib 41 at the inner end of the steel pipe 11, so that the shear force between the two can be effectively transmitted, thereby enhancing the anchoring force of the connecting steel bar 42. The specific force mechanism can be seen in Figure 7.

[0125] To further enhance 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 or hot-bent straight-seam welded steel pipes, sandblasting (shot blasting) can also be performed on the sheet before the bending process to increase the friction coefficient and achieve optimal anchoring.

[0126] In order to reduce the impact of the welding accuracy of the ring rib 41 in the factory on the on-site construction, a certain amount of welding space needs to be reserved. It is recommended to arrange the ring rib 41 about 30 mm away from the end of the steel pipe 11.

[0127] At the same time, in order to minimize the volume and damage of the concrete above the ring rib (which is prone to tensile damage under earthquake loads, while the concrete below the ring rib is mainly under pressure, which can effectively exert the performance of concrete materials), according to the previous theoretical and experimental research of the inventors, the distance between the position of the ring rib 41 and the end of the steel pipe 11 should be less than 0.3l R Among them, l R The anchoring length is the steel bar anchoring length, which refers to the depth of the connecting steel bar 42 located in the single steel pipe 11.

[0128] Furthermore, the spacing between the connecting reinforcement 42 and the ring rib 41 should not be greater than the difference between the reinforcement anchorage length and the depth of the ring rib 41. This is because the anchoring force is primarily transmitted through the shear force between concrete units and the pressure between the upper and lower units. The combined force of these two forces is directed at a maximum of 45 degrees. In this case, the spacing between the connecting reinforcement 42 and the ring rib 41 is exactly equal to the difference between the reinforcement anchorage length and the depth of the ring rib 41. If the spacing between the connecting reinforcement 42 and the ring rib 41 exceeds this value, the anchoring force cannot be effectively transmitted, and localized shear failure of the concrete within the joint will occur.

[0129] As shown in Figure 6, the web and flanges of the T-shaped steel 12 are provided with mounting holes. After the upper and lower layers of T-shaped steel 12 are aligned, they are connected using a splicing cover plate 9 and fasteners. After the upper and lower layers of T-shaped steel 12 are aligned and fastened, the upper and lower cross-sections of the core steel tube concrete-filled structure are also aligned. The fasteners are preferably high-strength bolts.

[0130] In the present embodiment, a prefabricated steel structure residential system is provided with ring ribs 41 and connecting steel bars 42 in the steel tubes for the connection of the inner core concrete-filled steel tubes, and these ring ribs 41 and connecting steel bars 42 can be prefabricated in a factory. Compared with traditional connection nodes, on-site welding operations are completely avoided, thereby improving assembly efficiency. At the same time, after pouring and curing are completed, when the concrete-filled steel tubes are subjected to tension, 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 bars 12 are connected by full bolts, which also eliminates the need for on-site welding and improves assembly efficiency. In addition, the connection between the T-shaped steel bars 12 not only ensures the strength of the butt joint, but also helps to position the core steel tube concrete during construction.

[0132] The inventors conducted a detailed finite element modeling analysis of the vertical connection node of this embodiment to assess its mechanism and impact on this type of connection node. The model, with a total of approximately 150,000 solid elements, accurately reflects the mechanical properties of the node. The analysis results are shown in Figures 8-10.

[0133] As can be seen from Figure 8, after the steel tube rib reinforcement connection is set at the end of the steel tube 11, the concrete damage is significantly reduced; at the same time, the hysteresis curve is relatively full (Figure 9), indicating that this type of node has a strong seismic energy absorption capacity.

[0134] Furthermore, according to model analysis, when the diameter of connecting rebar 42 exceeds 22 mm, the hysteresis curve exhibits a significant "pinching" phenomenon (Figure 10), significantly reducing the energy dissipation capacity of the node. Therefore, it is recommended that the rebar diameter not exceed 22 mm. This "pinching" phenomenon occurs because, assuming the reinforcement ratio is equal, excessively large rebar size results in a reduction in the number of rebars. This leads to significant rebar-concrete bond slip around a single rebar, significantly increasing the bond stress and making the concrete around the rebar more susceptible to damage. This reduces the overall energy dissipation capacity of the node, resulting in the "pinching" of the hysteresis curve.

[0135] Example 3

[0136] In order to facilitate the positioning of the connecting steel bars 42 and ensure that the connecting steel bars 42 have sufficient stability during concrete pouring, this embodiment further improves the specific structure of the column node 4 based on the embodiment 3.

[0137] As shown in FIG3 , the end of the connecting steel bar 42 is provided with an end plate 43 . During assembly, the end of the end plate 43 is pressed against the inner wall of the steel pipe 11 to achieve positioning of the connecting steel bar 42 and ensure its verticality.

[0138] Annular stand bars 44 are further provided inside the connecting steel bars 42, and multiple groups of the stand bars 44 are provided along the length of the connecting steel bars 42. That is, by providing the stand bars 44, multiple connecting steel bars 42 are combined into a whole, which can be prefabricated in a factory, thereby further saving on-site construction time.

[0139] Because multiple connecting steel bars 42 are connected into a complete ring by the supporting 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 the inner wall of the steel pipe 11, the verticality of the entire connecting steel bar 42 can be guaranteed.

[0140] Specifically in this embodiment, as shown in FIG5 , the end plates 43 include long end plates 431 and short end plates 432, which are arranged alternately. The arrangement of the long end plates 431 and short end plates 432 not only improves the anchoring force of the connecting steel bars 42 but also allows for positioning of the connecting steel bars 42 to ensure their verticality.

[0141] In addition, in order to prevent the connection steel bars 42 from moving downward due to the impact of concrete during the pouring process, in this embodiment, support bars (not shown) are provided on the outside of the connection steel bars 42, and the connection steel bars 42 are hung on the ring ribs 41 through the support bars, so that the connection steel bars 42 can be effectively supported.

[0142] In the present embodiment, an assembled steel structure housing system, through the joint limitation of the connecting steel bars 42 by the end plates 43, the frame steel bars 44 and the support bars, not only ensures the verticality of the connecting steel bars 42, but also increases the stability of the connecting steel bars 42, and can effectively prevent the displacement of the connecting steel bars due to the scouring of concrete during concrete pouring, thereby affecting the final connection effect.

[0143] Example 4

[0144] Referring to FIG. 11 , in order to further facilitate positioning of the core steel tube concrete, positioning flanges 45 are provided on the outer sides of the ends of the steel tubes 11 , and the positioning flanges 45 can also be connected with high-strength bolts.

[0145] Compared to traditional direct flange connections, the flanges in this embodiment require less space and only serve to locate and bear construction loads during construction. After the concrete is poured and cured to reach the design strength, the tension and bending moments are primarily borne by the combined effect of the internal rebar and external steel pipe. This reduces the mechanical performance requirements of the flange joint, reduces the space occupied by the joint, reduces steel consumption, and reduces the cost of the connection.

[0146] In addition, in order to further reduce the space occupied by the node, the flange can also be removed after the maintenance is completed. Of course, the setting of the positioning flange 45 in this embodiment and whether to carry out the removal operation in the later stage can be selected according to actual construction requirements.

[0147] Example 5

[0148] This embodiment is an implementation method of a beam-column connection node.

[0149] Specifically, as shown in Figure 12, the steel beam 2 is an H-shaped steel beam with a connecting plate 21 at its end, which is provided with mounting holes. The T-shaped steel 12 also has mounting holes at the corresponding positions of the flange. High-strength bolts are used to complete the assembly between the steel beam 2 and the special-shaped column 1. This solves the problem of traditional steel node prefabrication or on-site welding, which is complicated welding process, high internal stress, poor node performance and low assembly efficiency.

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

[0151] 13, 14 and 15, the reinforcement member 3 includes a sleeve 31 and a stiffening rib 32 provided 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 form of the corresponding special-shaped column 1. In other words, the commonly used cross-sectional forms of the stiffening ribs 32 are also straight, L-shaped, T-shaped and cross-shaped.

[0153] In this embodiment, an L-shaped reinforcement member 3 is used in conjunction with an L-shaped special-shaped column 1. The stiffening ribs 32 are arranged in pairs, located on either side of the same web of the T-shaped steel 12. Each end of the steel beam 2 is equipped with two pairs of stiffening ribs 32, each pair of stiffening ribs 32 being 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 inside of the special-shaped columns 1 at the same height as the steel beam flanges. This optimizes the load transfer path and enhances the stiffness and strength of the joint area. However, considering that the intersection of the stiffening ribs 32 and the steel pipes 11 is prone to tearing, reinforcement is required.

[0155] Specifically, for circular concrete-filled steel tubes, a sleeve 31 is installed at the intersection of the stiffening rib 32 and the steel tube 11, and is wrapped around the steel tube 11. This allows force to be directly transferred from the stiffening rib 32 to the sleeve 31, which then transfers the load to the core concrete-filled steel tube node. This approach prevents the steel tube 11 from being directly subjected to normal loads, improving its safety.

[0156] Of course, for rectangular or square steel tube concrete fillings, the ends of the stiffening ribs 32 can be flush with the rectangular steel tube, and a load-transmitting connecting steel plate can be provided on the side. This steel plate can directly transfer the steel beam flange load to the side of the rectangular steel tube, rather than allowing the tube side intersecting with the stiffening ribs 32 to bear the normal load.

[0157] This embodiment of a prefabricated steel-structured residential system eliminates on-site welding at the beam-column connection node, employing a fully bolted connection to achieve a rigid beam-column connection. Furthermore, through the provision of reinforcement members 3, the sleeve 31 drives the entire concrete-filled steel tube structure, effectively transmitting the bending moment of the steel beam. This also avoids the need for reinforcing rings on the outside of the concrete-filled steel tube 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 degradation of mechanical properties in the beam-column joint caused by excessive residual stress from factory welding, in this embodiment, the stiffeners 32 and sleeves 31 are fabricated directly as steel castings. Using integral steel castings offers two key advantages: 1) Each component of the casting forms a single, integrated unit, significantly reducing the impact of welding small components on internal stresses; 2) When the casting and prefabricated TO-shaped columns are welded in the factory, the number and length of welds are minimized, significantly improving joint performance. Furthermore, welding deformation of the casting and TO-shaped columns caused by welding stress is minimized, making deformation correction and on-site installation much easier.

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

[0161] Specifically, in this embodiment, the sleeve 31 has the same wall thickness as the steel tube 11, and the stiffener 32 has the same thickness as the steel beam flange. 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 tube 11. According to 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 yields before the node under bending moment, thus meeting the node's seismic resistance requirements.

[0162] Finite element analysis of this beam-column joint is shown in Figures 16 and 17. Strengthening the joint using this method reduces stress levels in the joint region. When the wall thickness of the casing 31 is comparable to that of the steel pipe 11, the pipe will not tear. In contrast, the Mises stress in the steel pipes above and below the joint region is higher. This can be mitigated by locally increasing the wall thickness during prefabrication or using an inner ring plate.

[0163] According to the finite element calculation results, the stiffening ribs 32 and the sleeve 31 are key load-bearing components in the design. To ensure their safety during service, the thickness of the stiffening ribs 32 should not be greater than the thickness of the sleeve 31, that is, t 加劲肋 ≦t 套管 , to ensure that the sleeve 31 is not prone to local cracking under the tensile force along the longitudinal direction of the stiffening rib 32.

[0164] Among them, the determination of the wall thickness of the casing 31 should take into account the influence of four key factors: the outer wall thickness of the core steel tube concrete, the thickness of the stiffening ribs, the height of the node domain, and the strength of the core concrete, that is, t 套管 =α1α2α3t 钢管 , where α1, α2 and α3 represent the influence coefficients of stiffener thickness, node height and core concrete strength respectively. Stiffener thickness is an important parameter affecting the failure mode and failure load of steel tube in the node domain. The ratio of stiffener thickness to the outer wall thickness of core steel tube concrete is t 加劲肋 / t 外钢管 It is the basic independent variable of the calculation formula of the influence coefficient, and it can be considered that α1=A*(t 加劲肋 / t 外钢管 ), the coefficient A should be determined based on the regression analysis of test data. When there is a lack of test data, it can be taken as 1. Similarly, the calculation method of α2 and α3 is determined based on the common node domain height and concrete strength, that is, α2=B*(h 节点域 / 300), α3=C*(fc / 30), coefficients B and C should be determined based on regression analysis of test data, and can be taken as 1 when there is a lack of test data. 节点域 and fc are the joint height and the 28-day axial compressive strength of the core concrete, respectively. The denominators 300 and 30 represent the commonly used joint height and concrete strength for dimensionless purposes. It should be noted that in actual projects, main beam heights are typically greater than 300mm (i.e., the joint height is greater than 300mm). This value varies with span, generally ranging from 300 to 1000mm. To ensure the safe application of this joint and the structural system it encompasses, a value of 300mm is considered safe.

[0165] In summary, the present embodiment provides a prefabricated steel structure residential system, in which the column components are a combination of T-shaped steel and steel tube concrete: the core steel tube concrete mainly bears the pressure, while the T-shaped steel is used to expand the cross-sectional size of the column, so that the cross-sectional width of each component (i.e., the core steel tube concrete and the outer T-shaped steel portion) is relatively small under the premise of having sufficient bending resistance. The smaller cross-sectional width allows the column components to be hidden in the wall, increasing the indoor usable space and enhancing the flexibility of the apartment layout and the placement of indoor furniture. From the perspective of the force mechanism, the cross-sectional area of ​​the proposed column components is reasonable, and the division of labor between the bending and compression parts is clear. It greatly utilizes the advantages of the easy expansion of the steel section and the high bearing capacity and high rigidity of the steel tube concrete section, making it use less steel and lower cost than traditional composite structural components. On this basis, a vertical connection node between columns and a beam-column node form that are compatible with the above-mentioned structural system are proposed, which ensures a high assembly rate of the node system while giving it good mechanical properties and integrity. Finally, a new type of special-shaped column structure with superior seismic performance, small steel consumption, good integrity, high assembly rate, large usable space and flexible structural layout was obtained, which promoted the high-quality development of the construction industry.

[0166] Example 7

[0167] This embodiment is an implementation method of a beam-slab node.

[0168] Specifically, as shown in Figures 18 and 20, the floor 5 comprises a prefabricated lower cover plate 51, a cast-in-place upper cover plate 52, and a steel truss 53. Bottom steel bars 59 are provided within the lower cover plate 51, and top steel bars 58 are provided within the upper cover plate 52 to increase the overall strength of the floor 5. Both the top steel bars 58 and bottom steel bars 59 include transverse and longitudinal bars.

[0169] As shown in Figures 19 and 20, the lower cover plate 51 is provided with a lower notch 511 in the span direction for overlapping the lower flange of the steel beam 2. The web of the steel beam 2 is provided with reinforcement holes for the first overlapping reinforcement bars 54 to pass through. After the first overlapping reinforcement bars 54 pass through the corresponding reinforcement holes, their ends are respectively overlapped on the lower cover plate 51 on both sides of the steel beam 2.

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

[0171] Furthermore, to reduce the weight of the entire floor slab 5 and save on foundation costs, in this embodiment, lightweight fillers 55 are installed between the steel trusses 53. This lightweight filler 55 needs to provide thermal insulation, sound insulation, and lightweight properties. Therefore, polystyrene boards, polyurethane foam, rock wool, and other materials can be used. Although polyurethane foam offers the best performance and longest lifespan, polystyrene boards are preferred based on both economic efficiency and bulk density.

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

[0173] In addition, this embodiment also proposes an implementation method of a plate-to-plate node.

[0174] Specifically, as shown in FIG21 , the lower cover plate 51 is provided with an upper notch 512 in the width direction. The upper notches 512 of the two lower cover plates 51 are spliced ​​together to form a groove. A connecting member 56 is provided in the groove. The connecting member 56 connects the two lower cover plates 51 in the width direction by cast-in-place concrete.

[0175] The prefabricated steel structure residential system of this embodiment abandons the traditional prefabricated concrete floor splicing construction method and adopts a connection method of pre-set connection members 56 plus post-casting to ensure 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, the beam-slab joints and plate-slab joints of the prefabricated steel structure residential system are specifically constructed 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 pre-tensioned to reduce plate deflection during construction. To increase the rigidity of the base plate, the top steel bars in the steel trusses can be replaced with large-sized steel bars or steel pipes (which can be filled with high-grade mortar). This approach can effectively increase base plate rigidity and control deflection, especially when the span is large.

[0178] While prefabricating the lower cover plate 51, the H-shaped steel beam is also fabricated. A row of rebar holes is provided on the underside of the H-shaped steel beam web to facilitate subsequent rebar insertion. Since the spacing of these holes determines the number and spacing of rebar inserted, they must be positioned according to the floor slab design requirements. To ensure interoperability between the H-shaped steel beam and the post-cast concrete overlay, studs may be welded to the top of the beam. The stud size and spacing must comply with the relevant provisions of the "Code for Design of Composite Structures" (JGJ138).

[0179] After the lower cover plate 51 and H-beam are fabricated, the H-beam and prefabricated lower cover plate 51 are installed. To connect the prefabricated lower cover plate 51 in the span direction, the plate must first be placed on the lower flange of the H-beam. Then, according to the design requirements, the first lap reinforcement 54 is inserted into the corresponding position of the H-beam reinforcement hole. This first lap reinforcement 54 effectively transmits the normal service load of the floor slab, avoids the formation of a single-span slab, and effectively reduces mid-span deflection; it also prevents cracking of the composite floor slab bottom plate at the support. To further enhance the strength of the lap joint, the size of the first lap reinforcement 54 should be larger than the slab bottom reinforcement 59.

[0180] The lower cover plate 51 of the composite floor must be connected in the width direction by first setting an upper notch 512 at the joint, then splicing to form a groove, and placing the connecting member 56 in the groove. It is worth noting that the splicing and installation of the lower cover plate 51 requires the installation of formwork support at the bottom according to the design requirements of the construction phase to reduce stress on the plate and avoid localized damage. After the formwork support is set up, lightweight filler 55 is installed between the steel trusses 53, and then the top steel bars 58 are laid and the cast-in-place concrete composite layer (upper cover plate 52) is poured. The maintenance of the cast-in-place composite layer must meet the requirements of current regulations.

[0181] Example 8

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

[0183] Specifically, as shown in FIG22 , the connecting member 56 includes a bent rib 561 and a steel frame 562. The bent rib 561 is located within its respective upper notch 512. The bent rib 561 is generally inverted U-shaped, with both ends extending into the lower cover plate 51. The steel frame 562 is located within the groove after splicing and covers the entire area of ​​the bent rib 561.

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

[0185] In this embodiment of a prefabricated steel structure residential system, when the composite floor is used as a two-way slab, significant bending moments or torsional loads may occur at the joints. However, the arrangement of the stirrups and bending bars 561 in the steel frame can effectively resist these loads and ensure rigidity. Therefore, the stirrups in the steel frame should not be smaller than the width of the composite floor bottom steel bars 59, and the spacing between the stirrups should not be larger than the spacing between the composite floor bottom steel bars 59.

[0186] Example 9

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

[0188] 23 , the connecting member 56 includes at least three groups of second lap steel bars 563 , and each group of second lap steel bars 563 is provided with a plurality of bars along the width direction of the floor slab.

[0189] Among them, the first group and the second group are prefabricated in their respective lower cover plates 51, and their free ends extend into their respective upper notches 512 areas; the third group is located in the groove after splicing, and its two ends are staggered and overlapped with the free ends of the other two groups.

[0190] Since the stress of the bottom plate steel bar 59 is mainly transmitted by the second lap steel bar 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 excessively large notches, an anchor plate 564 needs to be set at the end of the second lap steel bar 563.

[0191] According to preliminary tests, the overlapped anchor plates 564 can reduce the total overlap length by 85%. For common slab bottom rebar sizes of Φ8-Φ10, the overlap length is only about 50 mm. In this case, the length of the upper notch 512 can be set to 100 mm, which is only about 10% of the width of a conventional composite slab, with minimal impact on the slab itself.

[0192] Example 10

[0193] In addition, it is considered that in actual construction, the joints of the composite floor slab (that is, the joints in the width direction of the lower cover plate 51) are prone to leakage and the L-shaped notches are prone to stress concentration at the inner corners and damage.

[0194] To solve the above problem, in this embodiment, the upper notch 512 is trapezoidal in shape as a whole, and the trapezoidal upper notch 512 is used in conjunction with the connecting member 56 in embodiment 3. In addition, a foam strip 57 is provided at the joint.

[0195] Specifically, as shown in FIG. 24 , the bottoms of the two adjacent lower cover plates 51 are provided with overlapping grooves that fit together along the width direction. The two lower cover plates 51 are overlapped through the overlapping grooves, and a foam strip 57 is provided at the overlapping portion.

[0196] During on-site construction, foam strips 57 are placed at the joints, and the pressure between the laminated panels compresses the foam strips 57 to achieve a water-stopping effect. For panels with low post-cast concrete thickness and low local pressure on the foam strips 57, foam strips can also be placed directly on the trapezoidal notches (as shown in Figure 23).

[0197] Example 11

[0198] This embodiment is an implementation method of a shear wall structure.

[0199] 25 and 26 , the shear wall in this embodiment is a π-shaped steel frame constrained multi-rib shear wall, which includes a wall body 61 and separate composite components provided on both sides of the wall body 61 .

[0200] Among them, the separated composite component includes two steel components 62 arranged opposite to each other, and the two steel components 62 are connected by connecting stirrups 63. One of the steel components 62 is pre-buried at the edge of the wall 61, and a casting space is formed between the two steel components 62. By pouring concrete into the casting space, an integral component is formed.

[0201] In this embodiment, the steel member 62 is a π-shaped steel member. The flanges of the two π-shaped steel members are positioned opposite each other, and each π-shaped steel member has holes for connecting stirrups 63. The casting space described above is formed between the webs of the two π-shaped steel members. The π-shaped steel member is intended to be embedded within the wall, so its flange width should not exceed 250 mm.

[0202] In this embodiment, a prefabricated steel structure residential system is constructed by pre-embedding a π-shaped steel member with a reinforcement hole at the edge of a wall 61. Connecting stirrups 63 are then inserted into the hole and concrete is poured to form a π-shaped steel separated composite member. This member serves as an edge constraint member for the wall 61, forming a π-shaped steel frame-constrained multi-rib shear wall with the wall 61, thereby providing improved seismic performance. The π-shaped steel members in this member are primarily connected by a PBL shear connector formed by connecting stirrups 63 and concrete, allowing them to work together and fully utilize their respective performance.

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

[0204] Example 12

[0205] This embodiment is an implementation method for constraining the multi-rib shear wall in the vertical direction and the connection node between the π-shaped steel frame and the steel beam 2.

[0206] Among them, as a wall-beam connection node, since both sides of the shear wall are steel components, a full bolt connection method can be adopted, which further reduces wet operations, reduces construction difficulty, and improves on-site construction efficiency.

[0207] Specifically, as shown in Figures 27 and 28 , an extended steel beam 64 is installed on the π-shaped steel away from the wall 61. This extended steel beam 64 and the π-shaped steel can be welded together in the factory. This extended steel beam 64 is an H-shaped steel that matches the steel beam 2. Screw holes are pre-set on the extended steel beam 64 for the steel beam 2, and then the extended steel beam 64 and the steel beam 2 are spliced ​​together using high-strength bolts and a splicing cover plate 9, thereby completing the connection between the shear wall and the steel beam 2.

[0208] The vertical connection between walls primarily considers the connection between π-shaped steel separated composite components and the connection between reinforced concrete ribs. For π-shaped steel separated composite components, the upper and lower walls can be bolted to the splicing cover plate 9 using extended π-shaped steel. The reinforced concrete ribs are overlapped using extended upper and lower steel bars. After the connection is complete, they are cast together with the concrete floor slab between the walls to achieve a stable vertical connection.

[0209] Example 13

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

[0211] Specifically, as shown in Figure 29, the transverse ribs of the wall 61 are extended internally by stirrups 611, which overlap the steel bars in the cast-in-place upper cover 52 to resist negative bending moments at the joints. Simultaneously, holes are pre-set in the precast lower cover 51 of the composite floor slab, and studs are pre-set in these holes before the composite layer is cast in-situ, achieving a stable connection between the floor slab and the base plate. The wall 61 is also equipped with angle steel connectors for positioning and supporting the precast lower cover 51 of the composite floor slab.

[0212] In addition, in addition to connecting at the transverse ribs, the connection can also be made by reserving cast-in-place space at the corresponding position on the wall 61 to avoid protruding steel bars outside the surface and facilitate transportation (as shown in Figure 30).

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

[0214] First, the wall 61 and the steel beam 2 are spliced ​​using a full bolt connection method, so that the wall 61 and the steel beam 2 on the same level form a structural whole to prevent the wall from collapsing during the construction phase;

[0215] Subsequently, the upper wall is hoisted, positioned, and bolted to the lower wall on-site. During the splicing process, it is necessary to consider whether the joint strength and deformation (before and after concrete pouring) can meet the requirements of the construction phase. If not, consider embedding steel plate stiffeners inside the π-shaped steel separation composite components to strengthen them.

[0216] Next, the prefabricated lower cover plate 51 is laid on the steel beam 2 and then concrete is poured. The poured concrete is cured for about 7 days, at which time 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] In order to further improve the seismic performance of the wall 61, a prefabricated steel structure residential system of this embodiment is provided with self-resetting energy-absorbing supports 7 in the rib gaps of the rib wall on the basis of the above embodiment.

[0219] Specifically, as shown in Figures 31 and 32, the self-resetting energy-absorbing 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-reset spring, and the self-reset spring is arranged between the two flanges of the π-shaped steel.

[0221] To ensure that the wall's energy dissipation capacity meets structural stress requirements and does not suffer torsional failure under horizontal loads, after the wall is installed, the center of mass of the densely ribbed portion of the wall and the center of mass of the support must be essentially on the same vertical plane, with an eccentricity not exceeding β × max (L / 1000, B). Where L is the calculated support length, B is the length of the long side of the rib grid, 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 shape, and the horizontal angle γ of the self-resetting energy-absorbing support needs to be between 30 degrees and 60 degrees to ensure that the supports can work efficiently under the action of horizontal reciprocating loads.

[0223] In this embodiment, the self-resetting energy dissipation support 7 is mainly composed of a self-resetting spring unit and a slot connection energy dissipation unit, wherein the slot connection energy dissipation unit mainly dissipates energy through friction and sliding between the connecting cover plates. In order to prevent the cover plates from local buckling under reciprocating loads, the width-to-thickness ratio of the cover plates should be Here, fy is the steel strength grade. In addition, since this component directly bears the dynamic load of the earthquake, the welding rods used in the welds should be low-hydrogen welding rods. At the same time, to increase the energy dissipation capacity, brass gaskets or high-damping rubber gaskets can be used between the inner screw holes of the support and the bolts. After the earthquake, the self-resetting spring resets the support and restores the deformation of the dense-ribbed wall to its original state. During normal use, the support can enhance the lateral stiffness of the shear wall, increase the natural frequency, and reduce wind vibration response; under the action of rare earthquakes, it can also significantly improve the energy dissipation capacity of the wall and give it a certain reset ability after the strong earthquake, avoiding excessive deformation that exacerbates the second-order effect of the vertical load-bearing components and causes structural collapse, thereby enhancing the stability of the structure and components.

[0224] For a prefabricated steel residential system of the present invention, when the seismic fortification intensity is relatively low (6-7 degrees) and the building height does not exceed 100 meters, a multi-rib wall with a frame constrained by a π-shaped steel separated composite member can be considered. When the seismic fortification intensity is relatively low (8-9 degrees) and the building height is higher than 100 meters, a multi-rib wall reinforced with self-resetting energy-absorbing supports can be used. The self-resetting energy-absorbing supports are provided in the interstices of the multi-rib wall.

[0225] Based on PKPM software, a typical high-rise residential building with shear wall structure was used to verify the feasibility of the proposed multi-rib wall system. Assuming a 26-story high-rise building with a floor height of 3m and a total height of 78m, the project is located in Changsha, Hunan Province, with an earthquake fortification intensity of 6 degrees and a basic wind pressure of 0.25kN / m 2 The site type is Class B; the load setting complies with the "Load Code." Columns are concrete-filled steel tubular columns, beams are hot-rolled lightweight I-beams, and the floor slabs are assumed to be rigid. Since PKPM cannot directly simulate multi-ribbed composite wall panels, diagonal rod elements in PKPM are used for stiffness equivalence. The rest of the model follows the PKPM default settings. Trial calculations indicate that the proposed multi-ribbed wall system fully meets the performance requirements of high-rise buildings. The shear-to-weight ratios and inter-story drift angles for each floor are shown in Figures 33 and 34.

[0226] In summary, the prefabricated steel structure residential system of this embodiment effectively addresses the challenges of traditional cast-in-place concrete shear wall components, which have excessive rigidity but insufficient energy dissipation capacity, as well as the frequent wet work required during on-site construction, heavy component weight, and the dense and difficult construction of reinforcement in the constrained edge components. Furthermore, by providing self-resetting energy-absorbing supports to enhance the rigidity and energy dissipation capacity of the walls, the system addresses the problem of excessive deformation of densely ribbed walls during rare earthquakes, exacerbating second-order effects and potentially causing structural collapse. Furthermore, the system reduces wall thickness, resolving the issue of insufficient indoor space caused by excessively thick shear walls in some high-rise buildings.

[0227] Example 15

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

[0229] The shear wall in this embodiment uses a structurally combined H-shaped steel frame to constrain a densely ribbed shear wall. First, it should be noted that different cross-sections can be formed based on the requirements of the connection node. Three commonly used cross-sections are listed below, with reference to Figures 36, 37, and 38, which respectively represent a "straight-shaped" connection node, an "L-shaped" connection node, and a "T-shaped" connection node. For ease of description, this embodiment uses the specific structure and connection method of the "straight-shaped" connection node for detailed description.

[0230] 35 and 36 , the combined H-shaped steel frame constrained multi-rib shear wall includes a wall body 1 and a steel member 62 arranged at the end of the wall body 1 , wherein the steel member 62 is a T-shaped steel.

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

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

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

[0234] At the same time, shear studs need to be installed between the T-steel and the multi-rib wall and the post-cast concrete on both sides of the combined H-steel concrete joint. The connection between the studs and the concrete must meet the requirements of a fully shear connection to ensure the coordinated work between steel and concrete.

[0235] In this embodiment of a prefabricated steel structure residential system, when constructing the multi-rib shear wall, the size and spacing of the first slots 65 can be designed based on the requirement for a fully shear-resistant connection. Specifically, the shear capacity of the bolts must be greater than the tensile / compressive capacity of the single-sided T-shaped steel member. The longitudinal shear force distribution at the combined H-shaped steel connection under horizontal seismic loads can be seen in Figure 39.

[0236] In rare earthquakes, the node can be slid by the first slot 65 to dissipate energy through friction, thereby having better energy dissipation capacity. In combination with Figures 40 and 41, it can be seen that the structure of using multiple first slots 65 to connect the T-steel connected nodes shows a certain energy dissipation capacity. When the first slot 65 is used for connection, the lateral stiffness of the entire wall 61 may be small, and the outer concrete may crack due to inconsistent deformation under wind loads or frequent earthquakes. At this time, the stress inside the concrete can be released to a certain extent by not setting connecting bolts or setting fewer bolts. In addition, in order to avoid cracking of the outer concrete material, partitions can be set only on the outside of the node, such as ALC boards, aerated concrete blocks, etc.

[0237] This prefabricated steel residential system employs a T-shaped steel structure with a first slot 65 embedded in the end of a wall 61. This structure is then spliced ​​and installed on-site, followed by post-cast concrete. This creates a composite H-shaped steel-concrete structure at the joints between multi-ribbed shear walls. This joint exhibits high rigidity and significant energy dissipation capacity. During frequent earthquakes, the shear walls remain in an elastic state, limiting inter-story displacement. During rare earthquakes, energy dissipation relies primarily on the core composite H-shaped steel structure, meeting the current code requirement of "survival in major earthquakes."

[0238] Example 16

[0239] Existing vertical connection methods for shear walls mostly use pre-buried steel grouting sleeves and on-site splicing and grouting. However, this method is prone to problems such as misalignment between the steel bars and the sleeves or incomplete grouting during on-site installation, resulting in low joint strength. To address this issue, based on the above-mentioned embodiments, this embodiment provides a vertical splicing node for a multi-rib shear wall constrained by a combined H-shaped steel frame.

[0240] Specifically, as shown in Figure 42, the vertical splicing node includes a corrugated pipe 66 pre-buried in the wall 61, and a special steel frame 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] As shown in FIG43 , the special steel frame 67 includes stirrups 671 and longitudinal steel bars 672 , wherein a connection reinforcement 673 is provided on the outer side of the stirrups 671 of the special steel frame 67 .

[0242] Model analysis results show that when the rebar diameter exceeds 22mm, the hysteresis curve exhibits significant "pinching," significantly reducing the node's energy dissipation capacity. Therefore, it is recommended that the diameter of longitudinal rebar 672 should not exceed 22mm to ensure the energy dissipation capacity of the connection node. Furthermore, given the diameter limit of corrugated tube 66 (approximately 100mm), longitudinal rebar 672 is preferably Φ14-Φ16. Excessively large diameters constrict the space inside and outside the cage, making concrete pouring difficult.

[0243] The stirrups 671 can also enhance the interaction between the steel bar and the corrugated pipe through their bending deformation, so large diameter stirrups should be used, and it is recommended that the stirrup diameter be no less than Φ10.

[0244] In addition, within a range of not less than 300mm from the connection node, connection reinforcements 673 are set approximately every 200mm, and the connection reinforcements 673 can be connected to the stirrups 671 by welding. This is because the width of the concrete rib is normally around 250mm. According to the Saint-Venant principle, the height of the influence zone of local stress at the connection node is equal to the cross-sectional width, which is about 250mm. In order to enhance the performance within the node domain, the setting range of the reinforcement should not be less than 250mm, but considering unfavorable factors such as construction quality, it is increased to 300mm here. At the same time, considering that the anchoring force of the reinforcement is transmitted at an oblique 45-degree angle, the vertical influence range is also about 200mm, so the reinforcements are set at intervals of 200mm.

[0245] Preferably, the connection reinforcement 673 can be made of a small steel bar, and the minimum side length of the steel bar is not greater than 0.4 times the distance between the longitudinal reinforcement 672 and the inner wall of the corrugated tube 66, so as to reduce the stress near the steel bar and alleviate the damage to the concrete under the action of reciprocating load.

[0246] In this embodiment of a prefabricated steel-structured residential system, the bellows 66 must be pre-embedded within the concrete ribs. The distance between the outer edge of the bellows 66 and the steel bars within the ribs should not be less than 1.3 times the maximum aggregate diameter of the poured concrete. Furthermore, the concrete poured within the bellows 66 should preferably be fine stone concrete with a nominal aggregate diameter of no more than 16 mm to ensure high-quality concrete. Furthermore, the concrete grade of the post-cast concrete within the bellows 66 should be higher than that of the precast multi-ribbed shear walls to ensure joint strength and ensure that the resulting bellows-column joints meet regulatory requirements for bearing capacity.

[0247] In the assembled steel structure housing system of this embodiment, the bellows 66 and the outer reinforced concrete ribs are processed and cast in the factory. On site, it is only necessary to insert a special steel cage and pour concrete to complete a reliable connection. Since the longitudinal stiffness of the bellows 66 is relatively low, its contribution to the axial resistance is relatively small. According to the Von-Mises yield criterion, the vertical stress is relatively small and the constraint stress is relatively large under the limit state. Therefore, it has a significant enhancing effect on the mechanical properties of the wall itself and the nodes. Since the wall of the bellows 66 is generally thin, it is prone to collision and local buckling during transportation, while the outer reinforced concrete ribs can provide an effective support for the bellows 66, making it convenient to transport and work together with the other ribs. Therefore, the steel bars of the outer reinforcement skeleton of the bellows 66 can be smaller steel bars, which only need to achieve the support and positioning function of the core bellows during transportation and installation. The core reinforced concrete part of the corrugated pipe is mainly used to bear vertical loads and seismic energy dissipation. According to existing research, the steel content ratio of the corrugated pipe 66 section should not be less than 1%, and the steel reinforcement ratio of the core reinforced concrete in 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 requires only one corrugated pipe 66 per longitudinal rib of the shear wall. The larger diameter of the corrugated pipe 66 facilitates insertion of the specially fabricated steel bar skeleton 67, while requiring less precision and facilitating construction. Furthermore, the use of the specially fabricated steel bar skeleton enhances the performance of the shear wall's vertical connection node, working in tandem with the corrugated pipe 66 to provide excellent seismic performance.

[0249] Example 17

[0250] On the basis of the above embodiment, this embodiment provides a multi-rib shear wall corner splicing node 8 for completing a stable and efficient connection between the wall 61 and the foundation pedestal 85 .

[0251] Specifically, as shown in Figures 44-46 , the corner joint 8 comprises connecting steel 81 and anchor bolts 82. The connecting steel 81 is embedded in the bottom of the wall 61, while the anchor bolts 82 are embedded in the foundation pedestal 85. The connecting steel 81 is connected to the anchor bolts 82 via a base plate 83 at its base. Concrete is then poured to complete the connection between the wall 61 and the foundation pedestal. Naturally, screw holes for the anchor bolts 82 are provided in the base plate 83.

[0252] Because the corner joints 8 experience significant bending moments and high local stress at the connection between the base plate 83 and the steel sections, studs can be welded to the connecting steel sections 81, and reinforcing ribs 84 can be installed at the junction of the base plate 83 and the connecting steel sections 81 to form a rigid footing connection and enhance its performance. Furthermore, the strength rating of the post-cast concrete should not be lower than that of the cap concrete.

[0253] In this embodiment of a prefabricated steel structure residential system, anchor bolts 82 are pre-embedded during the pouring of foundation cap 85. The location and number of these bolts correspond to the screw holes on base plate 83. During on-site installation, the prefabricated multi-ribbed shear wall is first hoisted to the appropriate location and mechanically connected by inserting anchor bolts 82 through base plate 83. Subsequently, the concrete base plate is poured, integrating the connecting steel 81 with foundation cap 85 and enhancing the mechanical properties of the joint.

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

[0255] In this embodiment, a prefabricated steel structure residential system pre-buries connecting steel sections 81 at the bottom of the multi-ribbed wall and embeds anchor bolts 82 at the foundation pedestal 85; the traditional steel bar binding overlap is replaced by a mechanical connection between the anchor bolts 82 and the connecting steel sections 81, thereby optimizing the structure of the connection and achieving efficient on-site installation of prefabricated multi-layer multi-ribbed shear walls and the foundation pedestal; at the same time, the integrity and strength of the node are further ensured by post-cast concrete.

[0256] A method for connecting a combined H-shaped steel frame-constrained multi-rib shear wall in this embodiment includes:

[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 members to the adjacent walls to form a composite H-shaped steel member at the node;

[0259] S3. Pour the bottom slab concrete and the concrete at the joints, form a pre-buried rigid wall foot at the wall foot, and form a combined H-shaped steel-concrete connection node at the horizontal extension of the wall;

[0260] S4. After the construction of the first layer of wall panels (the actual number of floors will vary according to design requirements, generally 2-3 floors), the second layer of wall panels is hoisted;

[0261] S5. After the wall panels are hoisted into place, insert the steel skeleton into the embedded corrugated pipe and pour in concrete. After pouring, the steel skeleton must be higher than the top surface of the second layer of wall panels, and the height must meet the requirements of relevant specifications;

[0262] S6. Perform horizontal and vertical connections of subsequent standard floor walls in sequence.

[0263] Example 18

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

[0265] As shown in FIG47 , this embodiment adopts a structure of a π-O special-shaped column frame constrained concrete shear wall. The shear wall comprises a wall body (61), and steel tube concrete columns and steel members 64 respectively arranged on both sides of the wall body, wherein the steel tube concrete columns comprise a steel tube 11 and a first connecting steel plate 14 arranged on the outer peripheral wall of the steel tube 11, and the first connecting steel plate 14 is connected to the steel member 64 by connecting stirrups 63.

[0266] Specifically, as shown in Figure 48, the steel member 64 is a π-shaped steel. The CFST column is provided with two first connecting steel plates 14, one corresponding to each of the two flanges of the π-shaped steel. 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 embodiment, by setting steel tube concrete columns and π-shaped steel at both ends of the wall, a π-O special-shaped column frame is formed to constrain the concrete shear wall, which can be used as a constrained edge member to enhance the performance of the wall. The two are connected by connecting stirrups 63 to form a PBL shear key, so that the two can work together, which can further improve the seismic performance of the wall, making it suitable for use in high-rise buildings. At the same time, this connection method can avoid the setting of the web, save steel usage, and can also increase the section moment of inertia and the bending stiffness by adjusting the distance between the steel tube concrete column and the π-shaped steel, so that the overall structure can effectively control deformation during normal use. Under the action of rare earthquakes, the reinforced concrete wall can effectively limit the out-of-plane buckling of the steel, so that it can fully exert its energy dissipation capacity, and can also achieve performance coordination between the shear wall part and the frame part. In addition, by hiding the steel tube concrete column and the π-shaped steel in the wall, the column is not exposed and occupies a small space, which can increase the indoor usable space and enhance the flexibility of the apartment layout.

[0268] It should be noted that the π-O special-shaped 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 (as shown in Figure 49).

[0269] Example 19

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

[0271] Specifically, as shown in Figures 50 and 51 , the horizontal connection node comprises two L-shaped steel bars 681 arranged symmetrically with respect to the center. One end of each L-shaped steel bar 681 is welded to its respective π-shaped steel bar, while the other end is free. The free ends of the two L-shaped steel bars 681 are offset and overlapped, with an elastic pad 682 positioned 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. The two L-shaped steels 681 are then spliced ​​together, and rubber blocks are placed at the joint to ensure that the shear wall connection node has sufficient energy dissipation capacity in the event of a major earthquake. Finally, a steel skeleton 65 is installed in the node area and concrete is poured. The post-cast concrete grade is no lower than that of the shear wall's own concrete, further enhancing the node's performance. This embodiment's connection method provides clear force distribution, simple connection, convenient on-site construction, and reduced construction time.

[0273] In this embodiment, a prefabricated steel structure residential system is provided, by arranging steel tube concrete columns and π-shaped steel at both ends of the wall 61, and forming a PBL shear bond between the two by connecting stirrups 63, thereby forming a π-O special-shaped column frame constrained concrete shear wall. Not only can the seismic performance of the wall be improved, but the columns are also not exposed and occupy a small space, which can increase the indoor usable space and enhance the flexibility of the apartment layout. In addition, in this embodiment, on the basis of the π-O special-shaped column frame constrained concrete shear wall, a horizontal connection node connection node between the walls is proposed, which ensures a high assembly rate of the node system while having better mechanical properties and integrity. Finally, a new structural system with superior seismic performance, small steel consumption, good integrity, high assembly rate, large usable space, and flexible structural layout is proposed to promote high-quality development of the construction industry.

[0274] Example 20

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

[0276] Referring to Figures 52 and 53, the horizontal connection node includes a second connecting steel plate 683 arranged on the π-shaped steel of one side wall 61, and a third connecting steel plate 684 arranged 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 overlapping, and are connected by bolts and then poured with concrete.

[0277] Specifically, in this embodiment, the second connecting steel plate 683 and the third connecting steel plate 684 are both "straight" steel plates. There is one second connecting steel plate 683 and two third connecting steel plates 684. 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 π-O special-shaped column frame constrained concrete shear wall flat connection node is manufactured by welding two "I-shaped" steel plates to the π-shaped steel at the end of the shear wall, and welding one "I-shaped" steel plate to the π-shaped steel at the end of the other shear wall, and connecting the "I-shaped" with bolts; then, a steel frame 65 is set in the node area and concrete is poured.

[0279] Of course, bolt holes need to be drilled in the corresponding positions of the "I" steel plate. The spacing between the bolt holes should not be too small (no less than 3d, d is the nominal diameter of the bolt) to fully utilize the shear bearing capacity of each bolt; and the spacing between the bolt holes should not be too large (no more than 10d, d is the nominal diameter of the bolt) to ensure that the node area has sufficient load-bearing and energy dissipation capacity.

[0280] Example 21

[0281] Based on the above embodiments, a new cross-section formation of a steel tube concrete column is provided.

[0282] As shown in FIG54 , the steel tube concrete column includes a steel tube 11 and concrete 13 disposed within the steel tube 11. The concrete 13 includes centrifugally formed concrete 131 and core concrete 132 disposed within the centrifugally formed concrete 131. The centrifugally formed concrete 131 is prefabricated in a factory, while the core concrete 132 is cast on-site.

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

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

[0285] Example 22

[0286] On the basis of the above embodiment, the specific composition and process of the centrifugally formed concrete 131 are further optimized and designed.

[0287] Specifically, the centrifugally formed concrete 22 can be prepared using the following mix ratio: water 200-250 kg / m 3 , cement 800~1000kg / m 3 , natural sand / machine-made sand 750~1125kg / m 3 Silica fume 135~170kg / m 3 The dosage of high-efficiency polycarboxylate water-reducing agent is 0.5% to 1% of the cement dosage, and the steel fiber dosage is 1% (0.01 cubic meters of steel fiber is contained in 1 cubic meter of concrete). Considering the high price of natural sand / manufactured sand in some areas, some natural sand can be replaced by natural stone. The proportion of natural stone in the total aggregate mass (the sum of coarse and fine aggregates) shall not exceed 20%.

[0288] The specific preparation process is as follows: 1) First, place all aggregates, silica fume, and steel fibers into a mixing device and mix for 10 minutes to ensure that the aggregates, silica fume, and steel fibers are evenly distributed. 2) During the mixing process, slowly add water, with the amount of water added being 1 / 2 of the total water volume. The water used should be urban residential water, and the water temperature is recommended to be no less than 15 degrees Celsius to ensure the effective development of concrete strength. For mixing plants with conditions, the water temperature can be increased to 30 degrees Celsius. This water temperature ensures that the concrete reaches a cubic compressive strength of 50MPa within 3 days, ensuring the 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 the cement to the mixing device, add all the remaining water, and stir for 5 minutes. 5) Finally, add the water reducer. It is recommended to use a high-efficiency polycarboxylic acid liquid water reducer to improve the fluidity of the concrete and facilitate pumping.

[0289] The characteristics and advantages of the above preparation method are mainly two points: 1) In traditional steel fiber ultra-high strength concrete, the steel fiber content is usually high (volume content greater than 2%). At this time, the material preparation cost is high and cannot be well used in actual projects. By improving the preparation method, increasing the mixing time and the order of adding materials, the mechanical properties of concrete can be reduced without significant changes when the steel fiber content is reduced. According to preliminary experimental studies, when the steel fiber content is less than 0.5%, the improvement in the mechanical properties of concrete is very limited, while at around 1%, it shows a significant beneficial effect. Compared with not adding steel fibers, the deformation capacity of the material 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 adding materials is different from the traditional method of adding all the admixtures at once. The preparation process is to first add aggregate and steel fibers, then add some warm water, and finally add the remaining water, silica fume, and cement. The process begins by mixing steel fibers with aggregate. Without water, continuous stirring ensures uniform distribution. Water is then added to stabilize the relative positions of the steel fibers through its adhesion, and the remaining admixtures are added for full reaction. This ensures fiber distribution within the steel fiber ultra-high-strength concrete, reducing fiber content while maintaining consistent performance.

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

[0291] Example 23

[0292] Due to the restraining effect of steel tube 11, core concrete 132 can be made of recycled concrete instead of ordinary concrete, achieving a 100% replacement rate for both coarse and fine aggregates. This reduces overall carbon emissions and improves the city's comprehensive recycling capacity for construction waste. According to the inventors' previous research, the addition of recycled aggregates affects the bearing capacity of steel tube concrete by no more than 15%. Through appropriate design, the performance of recycled concrete composite special-shaped columns can be made comparable to that of ordinary concrete, with virtually no additional cost.

[0293] Among them, the proportion of recycled concrete: water 180 ~ 200kg / m 3 , cement 360~600kg / m 3 , natural coarse aggregate 1080~1240kg / m 3 , natural fine aggregate 610~710kg / m 3 The dosage of Nai series water reducer is 0.5% to 1% of cement dosage, i.e. 2 to 6 kg / m 3The recycled coarse and fine aggregates in the above proportions can be replaced by volume or mass. The mass of the corresponding natural aggregate components can be converted into the mass of the recycled aggregate components in combination with the density of the recycled aggregate itself and the required replacement rate.

[0294] In the above mix ratio, the recycled coarse aggregate is pretreated using the saturated surface drying method, while the recycled fine aggregate is pre-soaked. The pre-soaking water volume (this amount is additional water and is not included in the water content of the above mix ratio) is 0.5 to 1.0 times the difference between the saturated water absorption of the recycled fine aggregate and its natural moisture content. This method can control the degree of degradation in concrete performance, while also ensuring that the slump of fresh concrete is not less than 150mm, ensuring sufficient workability in actual projects.

[0295] 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 by processing waste bricks, glass, and building blocks are not within the scope of this embodiment.

[0296] In addition, considering that there are certain differences in the physical properties of recycled coarse and fine aggregates and their high water absorption rate may affect the workability of fresh concrete and the mechanical properties of concrete after hardening, the preparation method of recycled concrete can adopt a three-stage mixing method: 1) First, the recycled fine aggregate, natural aggregate (if any) and 1 / 2 of the total water volume (water volume in the mix ratio + additional water volume) are placed in a stirring device and stirred for 5 minutes to allow the recycled fine aggregate to fully absorb water; 2) Then, the recycled coarse aggregate is placed in a mixing pot and stirred for 5 minutes to allow it to be fully moistened. At this time, cement is added. The active ingredients 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 of the concrete. 3) Finally, the remaining water and water reducer are added. The amount of water reducer can be adjusted as appropriate based on the replacement rate of recycled aggregate. When the replacement rate of recycled coarse and fine aggregate does not exceed 50%, the amount of water reducer can be 5% of the cement mass. When it exceeds 50%, it can be 1% to ensure the pumpability of the concrete.

[0297] The key difference from traditional mixes is that this approach simultaneously increases the replacement rate of recycled coarse and fine aggregate to 100%, with virtually no impact on material performance. This increases the reuse rate of construction waste and aligns with the nation's "dual carbon" development strategy. Extensive preliminary testing has shown that this method improves material workability, with surface pores in the recycled coarse aggregate being filled by the recycled fine aggregate and the hydration products of the small amount of unhydrated cement it contains. The resulting hardened microstructure is dense, and the compressive strength difference between the recycled concrete and conventional concrete is no more than 10%.

[0298] The recycled concrete produced by the above method was tested, and the test results are shown in the following table:

Claims

1. An assembled steel structure residential system, comprising a frame part and a shear wall part, characterized in that: The frame part comprises a special-shaped column (1), a steel beam (2) and a floor slab (5), wherein: The special-shaped column (1) comprises a steel pipe (11) and a plurality of T-shaped steels (12) arranged along the peripheral wall of the steel pipe (11); The steel beam (2) is an H-shaped steel beam, and the steel beam (2) is connected to the T-shaped steel (12) by bolts; The floor slab (5) is a composite floor slab, which comprises a prefabricated lower cover plate (51), a cast-in-place upper cover plate (52) and a steel truss (53); the lower cover plate (51) is provided with a lower notch (511) in the span direction for overlapping the lower flange of the steel beam (2); the web of the steel beam (2) is provided with a reinforcement hole for the first overlapping reinforcement (54) to pass through; and after the first overlapping reinforcement (54) passes through the corresponding reinforcement hole, its two ends are respectively overlapped on the lower cover plate (51) on both sides of the steel beam (2).

2. The assembled steel structure residential system according to claim 1, characterized in that: The steel beam (2) is bolted to the flange of the T-shaped steel (12) through a connecting plate (21) at its end, and a reinforcing member (3) is provided at the connection node between the two, the reinforcing member (3) comprising 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 surface of the stiffening rib (32) is connected to the web of the T-shaped steel (12), and the end thereof is connected to the flange of the T-shaped steel (12).

3. The assembled steel structure residential system according to claim 1 is characterized in that: The special-shaped columns (1) are connected in the vertical direction via column nodes (4), and the column nodes (4) include ring ribs (41) and connecting steel bars (42); There are a plurality of connecting steel bars (42) distributed in a ring shape, one end of which is located inside the steel pipe (11) and the other end of which extends outside the steel pipe (11) for connecting to another steel pipe (11); The annular rib (41) is arranged on the inner wall of the steel tube (11). After the pouring is completed, when the steel tube concrete is subjected to tensile force, the annular rib (41) plays an anchoring role for the connecting steel bars (42); The T-shaped steels (12) of the upper and lower special-shaped columns (1) are connected by splicing cover plates (9).

4. The assembled steel structure residential system according to claim 1, characterized in that: The lower cover plate (51) is provided with an upper notch (512) in the width direction, and the upper notches (512) of the two lower cover plates (51) are spliced ​​into 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.

5. The assembled steel structure residential system according to claim 4 is characterized in that: The connecting member (56) comprises a bending rib (561) and a steel frame (562); wherein the upper notch (512) is an L-shaped groove, the bending rib (561) is located in the respective L-shaped groove, and the bending rib (561) is formed by bending the bottom steel bar (59) during prefabrication; the steel frame (562) is located in the groove after splicing.

6. The assembled steel structure residential system according to claim 4 is characterized by: The upper notch (512) is a trapezoidal notch, and the connecting member (56) includes at least three groups of second overlapping steel bars (563), wherein the first group and the second group are respectively prefabricated in their respective lower cover plates (51), and their free ends extend into their respective trapezoidal notches; the third group is located in the groove after splicing, and its two ends are respectively overlapped with the free ends of the other two groups in an offset manner.

7. An assembled steel structure residential system according to any one of claims 1 to 6, characterized in that: The shear wall part is a π-shaped steel frame constrained multi-rib shear wall, which includes a wall body (61) and a separate composite component arranged on both sides of the wall body (61), the separate composite component includes two steel components (62) arranged opposite to each other, the two steel components (62) are connected by connecting stirrups (63), one of the steel components (62) is pre-buried at the edge of the wall body (61), and a casting space is formed between the two steel components (62), and concrete is poured into the casting space to form an integral component; wherein the steel component (62) is a π-shaped steel, the flanges of the two π-shaped steels are arranged opposite to each other, and the flanges of the π-shaped steel are provided with through-rib holes for the connecting stirrups (63) to pass through.

8. The assembled steel structure residential system according to claim 7 is characterized by: An outwardly extending steel beam (64) is provided at one end of the steel member (62) away from the wall (61), and the outwardly extending steel beam (64) is connected to the steel beam (2) via a spliced ​​cover plate (9); In the vertical direction of the wall (61), the separated combined components of the upper and lower walls (61) are connected by a spliced ​​cover plate (9), and the reinforced concrete ribs of the upper and lower walls (61) are overlapped by upper and lower side protruding steel bars.

9. The assembled steel structure residential system according to claim 8, characterized in that: The wall (61) is a dense-rib wall, and a self-resetting energy-absorbing support (7) is arranged in the dense-rib gap of the dense-rib wall. The self-resetting energy-absorbing support (7) comprises 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 connecting piece (73), the flanges of the two steel connecting pieces (73) are connected by a connecting cover plate (74), and an elastic reset piece (75) is provided between the two steel connecting pieces (73).

10. The assembled steel structure residential system according to claim 9, characterized in that: The steel connecting piece (73) is a π-shaped steel, and a connecting slot (76) is provided on the flange of the π-shaped steel; the elastic reset piece (75) is a self-reset spring, and the self-reset spring is arranged between the two flanges of the π-shaped steel.

11. An assembled steel structure residential system according to any one of claims 1 to 6, characterized in that: The shear wall part is a combined H-shaped steel frame constrained shear wall, which includes a wall body (61) and steel components (62) arranged on both sides of the wall body, and the steel components (62) are T-shaped steels; the flanges of the T-shaped steels on adjacent walls (61) are aligned and then spliced ​​and installed through a splicing cover plate (9), and then concrete is poured.

12. The assembled steel structure residential system according to claim 11, characterized in that: A corrugated pipe (66) is pre-buried in the wall (61), and a special steel frame (67) is provided in the corrugated pipe (66). The connection between the upper and lower walls (61) is completed by pouring concrete into the corrugated pipe (66); wherein the special steel frame (67) includes stirrups (671) and longitudinal steel bars (672), and a connection reinforcement piece (673) is provided on the outside of the stirrups (671).

13. An assembled steel structure residential system according to any one of claims 1 to 6, characterized in that: The shear wall part is a π-O special-shaped column frame constrained concrete shear wall, which includes a wall (61) and steel tube concrete columns and steel components (62) respectively arranged on both sides of the wall (61), wherein the steel component (62) is a π-shaped steel, and the steel tube concrete column is provided with a first connecting steel plate (14), and the first connecting steel plate (14) is connected to the π-shaped steel via a connecting stirrup (63).

14. The assembled steel structure residential system according to claim 13, characterized in that: The walls (61) are connected in the horizontal direction via a horizontal connection node, wherein the horizontal connection node comprises an L-shaped steel (681) arranged on a π-shaped steel, the two L-shaped steels (681) on the connected wall (1) are arranged in a centrally symmetrical manner, and an elastic pad (682) is provided at the connection between the two L-shaped steels (681), and concrete is poured afterwards.

15. The assembled steel structure residential system according to claim 13, characterized in that: The walls (61) are connected in the horizontal direction via horizontal connection nodes, and the horizontal connection nodes include a second connection steel plate (683) arranged on the π-shaped steel of one side wall (61), and a third connection steel plate (684) arranged on the π-shaped steel of the other side wall (61). The second connection steel plate (683) and the third connection steel plate (684) are staggered and overlapped, and are connected by bolts and then poured with concrete.

16. The assembled steel structure residential system according to claim 13, characterized in that: The steel tube concrete column comprises a steel tube (11), concrete (13) arranged in the steel tube (11), the concrete (13) is centrifugally formed concrete (131), and core concrete (132) is arranged in the centrifugally formed concrete (131); wherein the centrifugally formed concrete (131) is prefabricated in a factory, and the core concrete (132) is cast on site.

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