Steel-concrete composite frame with cable chain connection

Abstract

The application provides a cable chain connection type steel concrete frame, which comprises at least one steel column, at least one column connecting steel beam, and at least one cable chain connecting the steel column and the column connecting steel beam. One end of the cable chain is fixed to an end plate of the column connecting steel beam, and the other end of the cable chain is connected to the steel column to realize the connection of the steel column and the column connecting steel beam or the other end of the cable chain penetrates through the steel column and is fixed to an end plate in the other column connecting steel beam on the opposite side. The internal flexible connection of the cable chain replaces the traditional external rigid joint, which can not only realize the deformation energy dissipation and shock absorption of the cable chain under the earthquake condition, avoids stress concentration, but also realizes the factory prefabrication and the on-site rapid assembly through the anchoring of the cable chain in the steel column and the end plate in the column connecting beam, and has excellent shear resistance and seismic performance and construction convenience.

Description

Technical Field

[0001] This invention relates to the field of construction, and more particularly to a cable-connected steel-concrete frame. Background Technology

[0002] In the field of building construction, steel-concrete composite structures, by encasing a steel frame in concrete, combine the high strength of steel with the high rigidity and fire resistance of concrete, and have become an important structural form for large-span, heavy-load, and high-rise buildings. Traditional steel-concrete composite beam-column joints typically use welding or high-strength bolts, relying on corbels, gusset plates, or through diaphragms to transfer internal forces. However, these rigid connection methods are prone to stress concentration under seismic loading, resulting in significant shear deformation in the joint area, and residual welding stress can reduce the structure's fatigue performance and seismic toughness.

[0003] In existing technologies, beam-column connection nodes mostly adopt exposed or concealed corbel structures, which are combined with cast-in-place concrete through embedded parts. However, this approach has drawbacks such as high construction precision requirements, a large amount of on-site welding work, and complex node structures. In addition, the connection between traditional balcony beams and the main structure often forms thermal bridges, leading to a decrease in the building's energy-saving performance. Furthermore, the reliability and ease of construction of steel column-beam splicing nodes still need improvement under the coupled action of vertical and horizontal loads.

[0004] Therefore, it is necessary to develop a steel-concrete composite structure system that is reliable in connection, easy to construct, and has good shock absorption performance. Summary of the Invention

[0005] The problem solved by this invention is to provide a cable-connected steel-concrete frame that replaces the traditional external rigid nodes with internal flexible connections of the cable chain. This not only allows for energy dissipation and vibration reduction during earthquakes by utilizing the deformation of the cable chain, thus avoiding stress concentration, but also enables factory prefabrication and rapid on-site assembly through internal cable chains in the steel columns and anchoring to the end plates of the column connecting beams. It combines excellent shear and seismic resistance with ease of construction.

[0006] To address the aforementioned problems, the present invention provides a cable-connected steel-concrete composite frame, comprising at least one steel column; at least one column-connecting steel beam, the end of which is provided with an end plate; at least one cable connecting the steel column and the column-connecting steel beam, one end of which is fixed to the end plate, and the other end of which passes through the steel column and connects to the steel column to achieve the connection between the steel column and the column-connecting steel beam, or the other end of which passes through the steel column and is fixed to the end plate inside another column-connecting steel beam on the opposite side.

[0007] Compared with the prior art, the technical solution of the present invention has the following advantages: In the technical solution of the cable-connected steel-concrete frame of this invention, the internal flexible connection of the cable replaces the traditional external rigid welding or bolt connection. This not only utilizes the deformation of the cable to dissipate energy and reduce shock during earthquakes, avoiding stress concentration, but also enables factory prefabrication and rapid on-site assembly through the internal cable of the steel column and the end plate of the column connecting beam. It combines excellent shear and seismic performance with ease of construction. At the same time, by using the method of connecting the steel beam of the opposite column through the cable, a double-sided tension-bearing system is formed, so that the steel beams connecting the columns on both sides work together to resist horizontal loads and improve the lateral stiffness of the structure. In addition, the pre-tensioning effect of the cable can reduce the gap between the beam and column nodes and improve the overall stability of the structure. Attached Figure Description

[0008] Figure 1 This is a schematic diagram of the steel column structure in one embodiment of the present invention; Figure 2 This is a schematic diagram of the steel column structure in another embodiment of the present invention; Figure 3 This is a schematic diagram of the steel column structure in another embodiment of the present invention; Figure 4 This is a schematic diagram of the steel column structure in another embodiment of the present invention; Figures 5 to 7 This is a schematic diagram of the structure corresponding to each step in the formation process of the steel column in one embodiment of the present invention; Figure 8 This is a schematic diagram of the side beam in the column-connected steel beam according to one embodiment of the present invention; Figure 9 This is a schematic diagram of the side beam in the column-connected steel beam according to another embodiment of the present invention; Figure 10 This is a schematic diagram of the side beam in the column-connected steel beam in another embodiment of the present invention; Figure 11 This is a schematic diagram of the side beam in the column-connected steel beam in another embodiment of the present invention; Figure 12 This is a schematic diagram of the side beam in the column-connected steel beam in another embodiment of the present invention; Figures 13 to 15 A schematic diagram of the structural steps corresponding to each step in the formation process of the side beam in the column-connected steel beam in one embodiment of the present invention; Figure 16 This is a schematic diagram of the floor beam in the column-connected steel beam according to one embodiment of the present invention; Figure 17 This is a schematic diagram of the floor beam in the column-connected steel beam according to another embodiment of the present invention; Figure 18 This is a structural schematic diagram of the floor beam in the column-connected steel beam in another embodiment of the present invention; Figure 19This is a structural schematic diagram of the floor beam in the column-connected steel beam in another embodiment of the present invention; Figure 20 This is a structural schematic diagram of the floor beam in the column-connected steel beam in another embodiment of the present invention; Figures 21 to 23 A schematic diagram of the structural steps corresponding to each step in the formation process of the floor beam in the column-connected steel beam according to one embodiment of the present invention; Figure 24 This is a schematic diagram of the structure of a balcony beam in one embodiment of the present invention; Figures 25 to 26 A schematic diagram of the structure corresponding to each step in the formation process of the balcony beam in one embodiment of the present invention; Figure 27 This is a top view of the cable-connected steel-concrete frame in the first embodiment of the present invention; Figure 28 for Figure 27 Enlarged view at point A; Figure 29 for Figure 27 Enlarged view at point B; Figure 30 for Figure 27 Enlarged view at point C; Figure 31 for Figure 27 Enlarged view at point D; Figure 32 for Figure 27 Enlarged view at point E; Figure 33 This is a schematic diagram showing the connection between steel columns; Figure 34 for Figure 33 Enlarged view within the dashed box; Figure 35 This is a schematic diagram illustrating another connection method between steel columns. Figure 36 This is a top view of the cable-connected steel-concrete frame in the second embodiment of the present invention; Figure 37 for Figure 36 Enlarged view at point A; Figure 38 for Figure 36 Enlarged view at point B; Figure 39 for Figure 36 Enlarged view at point C; Figure 40 for Figure 36 Enlarged view at point D; Figure 41 This is a schematic diagram of the structure of the cow leg in one embodiment of the present invention; Figure 42This is a schematic diagram of the structure of the dark cow leg in one embodiment of the present invention. Detailed Implementation

[0009] Currently, there are still some problems with steel-concrete composite structure systems.

[0010] Through research, the inventors discovered that by replacing traditional external rigid nodes with internal flexible connections of the cable chain, energy dissipation and shock reduction can be achieved by utilizing the deformation of the cable chain during earthquakes to avoid stress concentration. Furthermore, the internal cable chain of the steel column and the end plate of the column connecting beam can be anchored to achieve factory prefabrication and rapid on-site assembly, thus combining excellent shear and seismic performance with ease of construction.

[0011] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings.

[0012] First, please refer to Figure 1 A steel column 100.

[0013] In this embodiment, the steel column 100 includes four first steel sections 101. Each first steel section 101 includes a first web 1011 and first flanges 1012 located on both sides of the first web 1011. The four first web sections 1011 form a U-shaped cavity 102. The first flanges 1012 are located outside the U-shaped cavity 102. The first steel sections 101 are C-shaped steel. The first web sections 1011 and first flanges 1012 are vertically distributed and are integrally connected by a transition arc.

[0014] In this embodiment, on the one hand, C-shaped steel is used to form steel column 100, making full use of standardized profiles, reducing the processing cost of steel plates, and the separate components are easy to transport and modularly assemble on site; on the other hand, the outward-facing first flange 1012 is itself a component of the cross section of the first steel 101, and its material thickness is consistent with the main structure. It can be directly used as a welding base or bolt fixing base without any additional components, forming a direct path for force transmission and improving the high torsional stiffness of steel column 100.

[0015] In this embodiment, the first flange 1012 is set outside the U-shaped cavity 102, which strengthens the lateral constraint force on the concrete while ensuring that the volume of the concrete layer that is finally wrapped around the steel column 100 remains unchanged.

[0016] In this embodiment, the connection between the first web 1011 and the first flange 1012 is welded to form a U-shaped cavity 102. In other embodiments, the first flanges 1012 of adjacent first steel sections 101 are bolted together to form a U-shaped cavity 102, or the connection between the first web 1011 and the first flange 1012 is welded together and the first flanges 1012 of adjacent first steel sections 101 are bolted together to form a U-shaped cavity 102.

[0017] In this embodiment, please continue to refer to Figure 1 It also includes a plurality of first stirrups 103 fitted outside the U-shaped cavity 102. The first stirrups 103 are fixedly connected to the first flange 1012. The plurality of first stirrups 103 are distributed along the extension direction of the steel column 100. The surface of the first stirrups 103 facing the first web 1011 is fixed with a first reinforcing rib 104.

[0018] In this embodiment, the first stirrup 103 is fixedly connected to the outward-facing first flange 1012, forming a continuous circumferential constraint skeleton around the U-shaped cavity 102, providing circumferential clamping force to the concrete layer encasing the outer wall of the steel column 100; and through the first reinforcing bar 104 fixed to the surface of the first stirrup 103 facing the first web 1011, longitudinal reinforcement is formed in the outer concrete layer between the first stirrup 103 and the first web 1011 along the extension direction of the steel column 100, forming a spatial steel reinforcement skeleton with the first stirrup 103 to enhance the integrity and crack resistance of the outer concrete; the first reinforcing bar 104 extends towards the first web 1011 and is embedded in the outer concrete, bearing the horizontal shear force transmission at the steel-concrete interface, preventing the concrete cover from peeling and slipping from the outer wall of the steel column, while limiting the crack width of the outer concrete cover, ensuring that the concrete layer does not fall off under high temperature in a fire, and maintaining the fire resistance limit and durability of the structure.

[0019] In this embodiment, the cross-sectional shape of the first stirrup 103 is rectangular, and the first stirrup 103 can be any rod-shaped or bar-shaped structure made of steel or alloy.

[0020] Please continue to refer to this. Figure 1 It also includes a first coating 107 that fills the space between the outer wall of the U-shaped cavity 102 and the first stirrup 103, and the first coating 107 wraps the outer wall of the steel column 100 and the first stirrup 103.

[0021] In this embodiment, the first coating 107 can be a fireproof and corrosion-resistant layer, which can be prefabricated in the factory; the first coating 107 can also be a concrete layer, which can be prefabricated in the factory or poured together on site.

[0022] It should be noted that the shape of the first stirrup 103 can be set according to actual needs. For example, please refer to... Figure 2 The first stirrup 103 has an octagonal cross-section.

[0023] In other embodiments, please refer to Figure 3It also includes at least one first tie rod 105 and a first tie rod bolt 106 that mates with the first tie rod 105. The opposite ends of the first tie rod 105 are fitted with the inner wall of the U-shaped cavity 102, and the outer wall of the U-shaped cavity 102 exposes the end of the first tie rod 105. One end of the first tie rod bolt 106 passes through the first stirrup 103 and is fixed to the end of the first tie rod 105. The first tie rod bolt 106 is also fixed to the first web plate 1011 by an auxiliary nut 1061. There is also a washer 108 between the auxiliary nut 1061 and the first web plate 1011, which is intended to improve the connection strength and stability between the first tie rod bolt 106 and the first tie rod 105.

[0024] In this embodiment, please refer to Figure 3 It includes two first tie rods 105, which are arranged in a cross shape.

[0025] Of course, in other embodiments, there may be no washer between the auxiliary nut 1061 and the first web plate 1011.

[0026] In this embodiment, the first tie rod 105 is used to form an internal lateral constraint by fitting its two ends against the inner wall of the U-shaped cavity 102, which effectively suppresses the cross-sectional distortion and web bulging deformation of the U-shaped cavity 102 under compression or lateral load. The first tie rod bolt 106 is used to rigidly anchor the first stirrup 103 sleeved outside the cavity and the end of the first tie rod 105 exposed on the outer wall, establishing a tie path from the outer concrete constraint layer to the inner steel column cavity. This makes the external circumferential clamping force and the internal lateral support form a spatial force system that coordinates internal and external forces, which significantly improves the overall stability and deformation resistance of the steel column.

[0027] In other embodiments, please refer to Figure 4 It includes multiple first tie rods 105, which are arranged in a grid pattern; the number of first tie rods 105 can be selected according to actual needs, and there is no specific number requirement.

[0028] Accordingly, please refer to Figures 5 to 7 The present invention also provides a method for forming the steel column 100, please refer to [reference needed]. Figure 5 Four types of first-section steel 101 are provided. First-section steel 101 is C-shaped steel, formed by hot rolling or cold rolling. Please refer to [reference needed]. Figure 6 The cavity 102 is formed by welding four C-shaped steel beams together at the connection between the first web 1011 and the first flange 1012. Please refer to [reference needed]. Figure 7N first stirrups 103 are added in the extension direction of the vertical steel column 100. The first stirrups 103 are welded to the first flange 1012. The number of first stirrups 103 is not less than 4. The surface of the first stirrups 103 facing the first web plate 1011 is fixed with a first reinforcing rib 104.

[0029] In the factory, concrete is poured using molds or a fireproof and corrosion-resistant coating is sprayed to form the first coating 107. The first coating 107 wraps around the outer wall of the steel column 100 and the first stirrup 103. Figure 1 The structure.

[0030] It should be noted that Figures 1 to 7 All of these are diagrams taken in the direction of the vertical extension (or length) of the steel column.

[0031] The present invention also provides a column connecting steel beam 200, which includes an edge beam 201 and a floor beam 202. The edge beam 201 is located at the outer edge of the building or the perimeter of the floor, adjacent to the exterior wall, curtain wall or balcony, and has a U-shaped cavity with inconsistent web heights on both sides (one side is higher and the other side is lower). The floor beam 202 is located inside the floor slab (non-edge area) and is used to directly support the floor load. The web heights on both sides of the U-shaped cavity are consistent (symmetrically arranged), located in the central area of ​​the floor slab, and both sides bear the same thickness of floor load without any height difference.

[0032] It should be noted that the number of the first tie rod 105 and the cross-sectional shape of the first stirrup 103 can be designed according to actual needs, and are not limited to the description in the text.

[0033] Please refer to Figure 8 A type of edge beam 201.

[0034] In this embodiment, the side beam 201 includes three second steel sections 203. The second steel section 203 includes a second web 2031 and a second flange 2032 located on both sides of the second web 2031. The three second web sections 2031 form a U-shaped cavity 204. The U-shaped cavity 204 is closed on three sides and open on one side. The second steel section 203 is C-shaped steel.

[0035] In this embodiment, the connection between the second web plate 2031 and the second flange 2032 is welded to form a U-shaped cavity 204; the second web plate 2031 and the second flange 2032 are vertically distributed and are integrally connected by a transition arc; an opening of the second steel 203 is formed between the second flanges 2032 on both sides.

[0036] In other embodiments, the second web 2031 and the second flange 2032 are welded together and the second flanges 2032 of the adjacent second steel 203 are bolted together to form a U-shaped cavity 204; or the second flanges 2032 of the adjacent second steel 203 are bolted together to form a U-shaped cavity 204.

[0037] In this embodiment, the heights of the second web 2031 corresponding to the sidewall of the U-shaped cavity 204 of the edge beam 201 are inconsistent, thereby adapting to the structural height difference and load distribution requirements of the building's perimeter: the second web on the higher side is used to support the outer cantilever components (such as balconies, curtain walls, or exterior wall panels) and is higher than the finished interior building surface, forming a structural water-retaining edge or curtain wall installation base; the second web on the lower side is flush with the finished interior floor slab surface, achieving a seamless connection between the floor slab and the top of the beam without any height difference, thus simultaneously satisfying the dual functions of smooth indoor passage and outdoor structural support on a single edge beam, avoiding the need for additional conversion components, simplifying the node construction, and ensuring the waterproof and sealing performance of the building's perimeter.

[0038] In this embodiment, a plurality of second stirrups 207 are also provided outside the U-shaped cavity 204. The second stirrups 207 are fixedly connected to the second flange 2032, and the plurality of second stirrups 207 are distributed along the extension direction of the side beam 201.

[0039] In this embodiment, there is no second stirrup 207 on the open surface of the U-shaped cavity 204. The second stirrup 207 is sleeved on the three closed sides of the U-shaped cavity 204 and fixedly connected to the outward second flange 2032, forming a lateral constraint skeleton adapted to the U-shaped open section. Without obscuring the open surface of the U-shaped cavity 204, it provides lateral support points for the second flange 2032 to suppress its outward deformation when subjected to bending or torsion. Through multiple point distribution along the extension direction of the side beam 201, the flange and web are constrained as a whole to work together, making up for the insufficient stiffness of the U-shaped section due to one open side, while avoiding obstruction to the use function of the open surface (such as internal concrete pouring, pipeline layout or connection with other components).

[0040] In other embodiments, the second stirrup 207 may also be fitted onto the open surface of the U-shaped cavity 204.

[0041] In this embodiment, please continue to refer to Figure 8 It also includes at least one second tie rod 205 and a second tie rod bolt 206 that cooperates with the second tie rod 205. The opposite ends of the second tie rod 205 are attached to the inner wall of the U-shaped cavity 204, and the outer wall of the U-shaped cavity 204 exposes the end of the second tie rod 205. One end of the second tie rod bolt 206 is fixed to the end of the second tie rod 205.

[0042] In this embodiment, there is one second tie rod 205.

[0043] In this embodiment, the second tie rod 205 is used to form an internal lateral support by fitting its two ends against the inner wall of the U-shaped cavity 204. This effectively suppresses the cross-sectional distortion, web bulging, and opening side deformation tendency of the U-shaped cavity 204 under compression or bending, and compensates for the insufficient torsional stiffness caused by the U-shaped opening section being closed on three sides and open on one side. The end of the second tie rod 205 exposed on the outer wall is rigidly anchored to the external component by the second tie rod bolt 206, establishing a tie path from the internal cavity support to the external constraint system. This allows the internal lateral support force and the external circumferential clamping force to form a spatial force mechanism that coordinates internal and external forces, significantly improving the overall stability and deformation resistance of the side beam 201. At the same time, the bolt anchoring prevents the tie rod end from slipping, ensuring reliable force transmission under long-term load.

[0044] In this embodiment, please continue to refer to Figure 8 It also includes a second coating 209 that fills the outer wall of the U-shaped cavity 204 and between the second stirrup 207. The second coating 209 wraps the outer wall of the column connecting steel beam 200 and the second stirrup 207. The second coating 209 can be a fireproof and corrosion-resistant layer, which can be prefabricated in the factory. The second coating 209 can also be a concrete layer, which can be prefabricated in the factory or poured together on site.

[0045] In other embodiments, please refer to Figure 9 The orientation of the C-shaped steel at the bottom of edge beam 201 is the same as... Figure 8 no the same, Figure 9 The opening of the second steel section 203 at the bottom of the U-shaped cavity 204 faces into the U-shaped cavity 204.

[0046] Please refer to Figure 10 , Figure 10 The cross-sectional shape of the second stirrup 207 is similar to Figure 9 The corresponding second stirrup 207 has a different cross-sectional shape.

[0047] In other embodiments, please refer to Figure 11 There are two second tie rods 205.

[0048] In other embodiments, please refer to Figure 12 The number of second tie rods 205 is three.

[0049] The second tie rod 205 is added here according to the main load-bearing capacity of the beam, and the specific number is selected according to the actual needs.

[0050] Accordingly, the present invention also provides a method for forming the side beam 201, please refer to... Figure 13It provides three second-section steels 203, two of which are parallel and have openings facing opposite directions, and the third has its opening facing downwards. It also includes a second tie rod 205 and a second tie rod bolt 206 that mates with the tie rod 205. The height dimension of one second web plate 2031 is h1, and the height dimension of the other second web plate 2031 is h2; h1 and h2 are different. Please refer to [reference needed]. Figure 14 Three second-section steels 203 are welded to form a U-shaped cavity 204, and the second tie rod 205 is fixed to two parallel second-section steels 203; please refer to Figure 15 N second stirrups 207 are added outside the U-shaped cavity 204. The second stirrups 207 are welded and fixed to the second flange 2032. Generally, to ensure strength, there are no fewer than 4 second stirrups 207. A second coating 209 is filled between the outer wall of the U-shaped cavity 204 and the second stirrups 207. The second coating 209 wraps around the outer wall of the column connecting steel beam 200 and the second stirrups 207 to obtain... Figure 8 .

[0051] Please refer to Figure 16 A type of floor slab beam 202.

[0052] In this embodiment, the floor beam 202 and the steel secondary beam 300 have the same structure, so the floor beam 202 will be used as an example for detailed explanation.

[0053] In this embodiment, the floor beam 202 includes three second steel sections 203. Each second steel section 203 includes a second web 2031 and second flanges 2032 located on both sides of the second web 2031. The three second web sections 2031 form a U-shaped cavity 204, which is closed on three sides and open on one side. The second steel sections 203 are C-shaped steel. The second flanges 2032 on both sides form the openings of the second steel sections 203.

[0054] In this embodiment, the height h of the second web 2031 corresponding to the sidewall of the U-shaped cavity 204 of the floor beam 202 and the secondary steel beam 300 is the same.

[0055] In this embodiment, the connection between the second web plate 2031 and the second flange 2032 is welded to form a U-shaped cavity 204.

[0056] In other embodiments, the second web 2031 and the second flange 2032 are welded together and the second flanges 2032 of the adjacent second steel 203 are bolted together to form a U-shaped cavity 204, or the second flanges 2032 of the adjacent second steel 203 are bolted together to form a U-shaped cavity 204.

[0057] In this embodiment, please continue to refer to Figure 16It also includes a plurality of second stirrups 207 fitted outside the U-shaped cavity 204. The second stirrups 207 are fixedly connected to the second flange 2032. The plurality of second stirrups 207 are distributed along the extension direction of the column connecting steel beam 200. The surface of the second stirrups 207 facing the second web 2031 is fixed with a second reinforcing rib 208.

[0058] In this embodiment, the second stirrup 207 is sleeved outside the U-shaped cavity 204 and fixedly connected to the outward-facing second flange 2032, forming a continuous circumferential restraint skeleton surrounding the U-shaped section. This provides circumferential clamping force to the concrete layer encasing the outer wall of the floor beam 202, and simultaneously provides lateral support points for the second flange 2032 to suppress its outward deformation under bending or torsion, compensating for the insufficient torsional stiffness of the U-shaped section due to one open side. Furthermore, the second reinforcing bar 208, fixed to the surface of the second stirrup 207 facing the second web 2031, connects the second stirrup 207 with the second... Longitudinal reinforcement is formed in the outer concrete layer between the two webs 2031 along the extension direction of the floor beam 202, forming a spatial steel reinforcement skeleton with the second stirrup 207 to enhance the integrity and crack resistance of the outer concrete; the second reinforcing bar 208 extends toward the second web 2031 and is embedded in the outer concrete, bearing the horizontal shear force transmission at the steel-concrete interface, preventing the concrete cover from peeling and slipping from the outer wall of the floor beam, while limiting the crack width of the outer concrete cover, ensuring that the concrete layer does not fall off under high temperature or long-term load in a fire, and maintaining the fire resistance limit and durability of the structure.

[0059] In this embodiment, the edge beam 201 adopts an asymmetrical cross-section with one side higher than the other. The higher outer second web 2031 is typically connected to the curtain wall, balcony, or exterior wall panel, while the lower inner second web 2031 is flush with the finished surface of the interior floor slab. In this structure, the concrete enclosure of the edge beam 201 is partial or asymmetrical: the higher outer second web 2031 requires an independent concrete protective layer for fireproofing and connection to the curtain wall, while the lower inner second web 2031 is directly integrated with the interior floor slab concrete, and the floor slab reinforcement mesh itself provides effective restraint on that side. Therefore, the second stirrup 207 only needs to be fitted on the three closed areas of the outer high second web 2031, the bottom surface, and the inner low second web 2031, mainly to restrain the outer second flange 2032 and the second web 2031 that bear eccentric loads; if the second stirrup 207 is forcibly installed across the open surface of the U-shaped cavity 204, it will hinder the connection construction between the outer side of the high second web 2031 and the curtain wall or balcony components, and it is not necessary to resist the stress state of the edge beam 201 which is mainly eccentric bending moment.

[0060] The floor beam 202 has a symmetrical cross section and is located inside the floor slab. It needs to be fully encased in concrete to form a complete steel-concrete composite effect. Therefore, the second stirrup 207 must be fitted outside the U-shaped cavity 204 (including across the open surface) to provide 360° circumferential restraint, ensure reliable cooperation between the top concrete layer and the steel beam, and prevent peeling and cracking under vertical loads.

[0061] In this embodiment, one end of the second stirrup 207 is provided with a folded edge 2071, and the second flange 2032 is also stuck in the folded edge 2071. In this way, the mechanical engagement of the folded edge 2071 and the second flange 2032 achieves pre-positioning and temporary limiting, which facilitates the quick insertion of the second stirrup 207 into the second flange 2032 to form a preliminary fixation during construction. On this basis, the folded edge 2071 and the second flange 2032 are permanently fixed by welding, forming a dual anchoring mechanism of mechanical engagement and welding connection. This structure not only uses the engagement node to prevent the second stirrup 207 from longitudinally sliding or circumferentially rotating before welding to ensure welding positioning accuracy, but also enhances the node stiffness and bearing capacity through subsequent welding, preventing the end of the second stirrup 207 from being pulled out or deformed under circumferential clamping force or external load, which significantly improves the connection reliability of the second stirrup 207 and the outer wall of the U-shaped cavity 204 and the overall restraint effectiveness.

[0062] In other embodiments, please refer to Figure 17 The cross-sectional shape of the second stirrup 207 is the same as Figure 16 no the same.

[0063] In other embodiments, please refer to Figure 18 The opening of the second steel section 203 at the bottom of the U-shaped cavity 204 faces the same direction as... Figure 16 different.

[0064] Please continue to refer to this. Figure 16 It also includes at least one second tie rod 205 and a second tie rod bolt 206 that cooperates with the second tie rod 205. The opposite ends of the second tie rod 205 are fitted with the inner wall of the U-shaped cavity 204, and the outer wall of the U-shaped cavity 204 exposes the end of the second tie rod 205. One end of the second tie rod bolt 206 is fixed to the end of the second tie rod 205. Specifically, in this embodiment, the number of second tie rods 205 is one.

[0065] In this embodiment, the second tie rod 205 can also effectively suppress the cross-sectional distortion, web bulging and opening side deformation of the U-shaped cavity 204 under compression or bending, and make up for the insufficient torsional stiffness caused by the U-shaped opening section being closed on three sides and open on one side; and the end of the second tie rod 205 exposed to the outer wall is rigidly anchored to the external component by the second tie rod bolt 206, establishing a tie path from the internal cavity support to the external constraint system, so that the internal transverse support force and the external circumferential clamping force form a spatial force mechanism of internal and external coordination, which significantly improves the overall stability and deformation resistance of the side beam 201. At the same time, the bolt anchoring prevents the end of the tie rod from slipping, ensuring reliable force transmission under long-term load.

[0066] Please refer to Figure 19 There are two second tie rods 205.

[0067] Please refer to Figure 20 The number of second tie rods 205 is three.

[0068] The number of second tie rods 205, the cross-sectional shape of the second stirrups 207, and the opening orientation of the second steel section 203 at the bottom of the U-shaped cavity 204 can be designed according to actual needs, and are not limited to the description in the text.

[0069] Please continue to refer to this. Figure 16 It also includes a second coating 209 that fills the space between the outer wall of the U-shaped cavity 204 and the second stirrup 207, and the second coating 209 wraps the outer wall of the column connecting steel beam 200 and the second stirrup 207.

[0070] Accordingly, the present invention also provides a method for forming the floor beam 202, please refer to [reference needed]. Figure 21 The system provides three second steel profiles 203, two of which are parallel to each other, and the third with its opening facing downwards. It also includes a second tie rod 205 and a second tie rod bolt 206 that mates with the tie rod 205. In this embodiment, the heights h3 and h4 of the two parallel second steel profiles 203 are identical. Please refer to [reference needed]. Figure 22 Three second-section steels 203 are welded to form a U-shaped cavity 204, and the second tie rod 205 is fixed to two parallel second-section steels 203; please refer to Figure 23 N second stirrups 207 are added outside the U-shaped cavity 204, and the second stirrups 207 are welded and fixed to the second flange 2032; a second coating 209 is filled between the outer wall of the U-shaped cavity 204 and the second stirrups 207, and the second coating 209 wraps around the outer wall of the column connecting steel beam 200 and the second stirrups 207 to obtain... Figure 16 .

[0071] Please refer to Figure 24The present invention also provides a balcony beam 400.

[0072] In this implementation, the balcony beam 400 is a special beam component used to connect and support the balcony cantilever structure, and is set at the junction of the building perimeter and the main structure (column connecting steel beam 200).

[0073] In this embodiment, the balcony beam 400 includes two third steel sections 401 and a heat insulation pad 402 located between the two third steel sections 401. The third steel section 401 includes a third web 4011 and third flanges 4012 located on both sides of the third web 4011. The two third web sections 4011 are fixed by fasteners 403, which clamp the heat insulation pad 402 between the two third web sections 4011, and the third flanges 4012 extend outward away from the heat insulation pad 402. The third steel section 401 is a C-shaped steel section.

[0074] In this embodiment, the surfaces of the two fixed third steel sections are covered with a third coating 404.

[0075] In this embodiment, the fastener 403 is a double-ended bolt.

[0076] In this embodiment, the height dimension of one third web plate 4011 of the two parallel distributed third steel sections 401 is h5, and the height dimension of the other third web plate 4011 is h6, wherein the dimensions of h5 and h6 are different.

[0077] Accordingly, the present invention also provides a method for forming the balcony beam 400, please refer to [reference needed]. Figure 25 It provides two third steel profiles 401, a heat insulation gasket 402, and a fastener 403, with the openings 4013 of the two third steel profiles 401 oriented in opposite directions; please refer to Figure 26 Two third-section steels 401 and heat insulation pads 402 are fixed using fasteners 403; concrete is poured or a fireproof and anti-corrosion coating is applied along the outer side of the balcony beam 400 using a mold to obtain the third coating 404. Figure 24 The structure.

[0078] It should be noted that the above structures are all prefabricated in the factory.

[0079] It should be noted that Figures 8 to 26 All of these are diagrams in the direction of the vertical extension (or length) of the steel column beam.

[0080] First Embodiment

[0081] The prefabricated steel columns (100), column connecting steel beams (200), balcony beams (400), etc., from the aforementioned factory are transported to the site and assembled to form a cable-connected steel-concrete structure (500). For details, please refer to the reference. Figures 27 to 32The present invention provides a cable-connected steel-concrete structure 500, including at least one steel column 100; at least one column-connecting steel beam 200, the end of the column-connecting steel beam 200 being provided with an end plate 501; at least one cable 502 connecting the steel column 100 and the column-connecting steel beam 200, one end of the cable 502 being fixed to the end plate 501, and the other end of the cable 502 being connected to the steel column 100 to achieve the connection between the steel column 100 and the column-connecting steel beam 200, or the other end of the cable 502 penetrating the steel column 100 and being fixed to the end plate 501 inside another column-connecting steel beam 200 on the opposite side.

[0082] In this embodiment, a flexible connection between the steel column 100 and the column-connecting steel beam 200 is achieved through the cable chain 502. The elastic deformation capacity of the cable chain 502 is used to absorb energy and reduce vibration under earthquake or wind loads, reduce stress concentration at the nodes, avoid brittle failure of traditional rigid nodes, and significantly improve the seismic toughness and ductility of the structure. When the cable chain 502 passes through the steel column 100 and connects to the inner end plate 501 of the opposite column-connecting steel beam 200, a double-sided tension-bearing system is formed, which enhances the overall lateral stiffness of the structure. At the same time, the anchoring structure of the end plate 501 and the cable chain 502 can be prefabricated in the factory and tensioned and assembled on site, which greatly reduces the amount of on-site welding work, simplifies the construction process and improves the installation accuracy. Moreover, the flexible connection can adapt to temperature deformation and concrete shrinkage and creep, reduce secondary internal forces, and protect the integrity of the concrete in the core area of ​​the node.

[0083] In this embodiment, the end plate 501 has a C-shaped cross-section, which significantly improves the moment of inertia and bending stiffness compared to a flat end plate, effectively resisting the local bending moment and concentrated stress generated during the tensioning of the cable chain 502. The C-shaped end plate 501 provides a flat and high-strength welded or bolted base for the anchoring of the cable chain 502, while the flanges on both sides of the end plate 501 facilitate the formation of an enclosed connection with the end of the column-connected steel beam 200, increasing the contact area and improving the stress state of the weld. At the same time, the semi-closed cavity formed by the C-shaped groove can accommodate the end anchors of the cable chain (such as anchor plates and clamps), providing mechanical protection for the anchor head and preventing grout intrusion during concrete pouring, making the joint appearance flat and simple and easy for later maintenance and inspection. In addition, the C-shaped section is partially embedded in the U-shaped cavity of the column-connected steel beam 200 or wrapped in concrete, and the mechanical interlocking between the flanges and the concrete enhances the bonding performance and pull-out resistance of the end anchoring zone.

[0084] In this embodiment, the two flanges of the end plate 501 are also connected to the ends of the column connecting steel beam 200 via the first tie rod 602.

[0085] Figure 28 for Figure 27 Enlarged view at point A; Figure 29 for Figure 27 Enlarged view at point B; Figure 30 for Figure 27Enlarged view at point C; Figure 31 for Figure 27 Enlarged view at point D; Figure 32 for Figure 27 A magnified view at point E; where Figure 28-32 All the corresponding column-connecting steel beams, steel secondary beams, and balcony beams were enlarged and their internal cavities were filled with 800mm of concrete.

[0086] In this embodiment, please refer to the reference. Figures 28 to 31 It also includes: a corbel 600 connecting the steel column 100 and the column connecting steel beam 200, one end of the corbel 600 being inserted into the steel column 100 and forming a fixed connection with the steel column 100, and the other end of the corbel 600 being aligned with the end of the column connecting steel beam 200 and connected through the web plate 601.

[0087] In this embodiment, the external corbel 600 is also poured with concrete like the steel beam 200 connected to the column, but it is not shown in the figure.

[0088] In this embodiment, the internal force is reliably transmitted and the bending moment is distributed by anchoring one end of the bracket 600 inside the steel column 100, and the other end is aligned with the end of the steel beam 200 connecting the column to form a rigid support surface. On the basis of the flexible connection of the cable chain 502, a rigid support point is added to form a "rigid and flexible" dual connection mechanism, which effectively improves the vertical bearing capacity, shear stiffness and overall stability of the node. At the same time, the fitting connection of the web plate 601 simplifies the node structure, facilitates factory prefabrication and rapid on-site assembly, and reduces high-altitude welding operations.

[0089] In this embodiment, after the other end of the bracket 600 is aligned with the end of the column connecting steel beam 200, the web 601 simultaneously covers part of the surface of the ends of the bracket 600 and the column connecting steel beam 200.

[0090] The connection between the bracket 600 and the steel column 100 here is prefabricated in the factory.

[0091] In this embodiment, it also includes a plurality of first tie rods 602 and first bolts 603 that match the first tie rods 602. The ends of the first tie rods 602 are provided with first internal threaded holes (not shown in the figure). The first bolts 603 are used in conjunction with the first internal threaded holes. The plurality of first tie rods 602 are arranged along the extension direction perpendicular to the exposed bracket 600 inside the exposed bracket 600 and the column connecting steel beam 200, and the two ends of the first tie rods 602 respectively abut against the surface of the web plate 601. The top surface of the first internal threaded hole is exposed on the outer wall of the steel beam 200 connecting the column. The end of the first bolt 603 passes through the steel beam 200 and the web 601 in sequence and is fixed to the first internal threaded hole after connecting the steel beam 200. The end of the first bolt 603 passes through the bracket 600 and the web 601 in one go and is fixed to the first internal threaded hole. In this way, the bracket 600 and the steel beam 200 connecting the column are fixed. There is a first washer 604 between the first bolt 603, the steel beam 200 connecting the column, and the bracket 600.

[0092] In this embodiment, the first tie rod 602 is pre-embedded inside the steel beam 200 connecting the exposed corbel 600 and the column. Its two ends abut against the inner wall of the web 601 to form a transverse support skeleton, effectively suppressing the buckling deformation of the web of the steel beam 200 connecting the exposed corbel 600 and the column when subjected to bending or local compression, and bearing the transverse compressive force when the bolts are tightened. The first bolt 603 passes through the steel beam 200 connecting the column, the exposed corbel 600 and the web 601 and is screwed and fixed to the first internal threaded hole. With the help of the first washer 604, the compressive stress of the bolt head is dispersed, realizing the rigid mechanical engagement and clamping between the three, forming a friction-type connection node with reliable force transmission. At the same time, the first tie rod 602 is completely hidden in the cavity of the component, with only the top opening of the first internal threaded hole exposed on the outer surface. This protects the tie rod from external corrosion and fire, and makes the node appearance flat and simple, which is convenient for concrete pouring and wrapping, thus achieving the unity of structural safety and architectural aesthetics.

[0093] In this embodiment, please refer to Figure 41 The bracket 600 includes a pair of C-shaped steels. The C-shaped steels include a first plate 600a and first flanges 600b located on both sides of the first plate 600a. The first plates 600a of the pair of C-shaped steels are arranged opposite to the first plate 600a and the first flanges 600b of the two face opposite directions. The first flanges 600b are perpendicular to the first plate 600a and are integrally connected by a transition arc.

[0094] In this embodiment, please refer to the reference. Figure 27 and Figure 32It also includes a secondary steel beam 300 connected between adjacent column connecting steel beams 200. The end of the secondary steel beam 300 has a secondary beam end plate 503. The secondary steel beam 300 and the column connecting steel beam 200 are fixed by an inter-beam cable 504. One end of the inter-beam cable 504 is fixed to the secondary beam end plate 503, and the other end of the inter-beam cable 504 is connected to the column connecting steel beam 200 to realize the connection between the secondary steel beam 300 and the column connecting steel beam 200. Alternatively, the other end of the inter-beam cable 504 passes through the column connecting steel beam 200 and is fixed to the secondary beam end plate 503 in another secondary steel beam 300. The secondary steel beam 300 and the corresponding connected column connecting steel beam 200 are vertically distributed.

[0095] In this embodiment, the steel secondary beam 300 and the column connecting steel beam 200 are flexibly hinged through the inter-beam cable 504. While maintaining the vertical grid arrangement of the primary and secondary beams, the deformation capacity of the cable is used to coordinate the deflection difference of the floor slab under vertical load and absorb the horizontal seismic action, avoiding stress concentration at rigid nodes. When the inter-beam cable 504 passes through the column connecting steel beam 200 and connects to the end plate 503 of the secondary beam 300 on the opposite side, a continuous tension structure is formed to enhance the in-plane stiffness of the floor slab, so that the steel secondary beam 300 and the column connecting steel beam 200 work together to form an integral stress grid. This connection method achieves rapid on-site assembly without welding through the factory prefabrication and anchoring of the end plate 503 of the secondary beam and the inter-beam cable 504, reducing the amount of high-altitude work and improving installation accuracy. Moreover, the cable connection allows the steel secondary beam 300 to undergo slight rotation and displacement under temperature changes and long-term loads, releasing the constraint moment at the end of the secondary beam, optimizing the stress state of the steel secondary beam 300 and preventing cracking of the concrete in the node area.

[0096] In this embodiment, the cross-section of the secondary beam end plate 503 is also C-shaped steel.

[0097] Please refer to Figure 33 In this embodiment, a connecting plate 505 is also included. The connecting plate 505 has a plurality of connecting holes 5051. The connecting plate 505 covers the joint area of ​​the two steel columns 100. One side of the connecting plate 505 is simultaneously attached to the side of the two steel columns 100. The connecting plate 505 is fixed to the two steel columns 100 by bolts 506 or column tie rods 507 to achieve a rigid connection between the two steel columns 100.

[0098] In this embodiment, the connecting plate 505 covers the joint area and simultaneously adheres to the sides of the two steel columns 100, forming a continuous force transmission surface across the joint, effectively transmitting axial force, shear force, and bending moment, and avoiding stress concentration at the joint. The bolts 506 or column tie rods 507 pass through the connecting holes 5051 to achieve mechanical fastening, establishing a detachable rigid connection node, which facilitates rapid on-site assembly and subsequent maintenance and replacement. At the same time, multi-point fastening ensures the precise alignment of the two steel columns 100 and their overall coordinated work, improving the continuity and stability of the vertical load-bearing system.

[0099] Figure 34 for Figure 33 Please refer to the enlarged image within the dashed box. Figure 34 The system provides multiple tie rods 507, which are vertically distributed to form a mesh. Each tie rod 507 has an internal threaded hole (not marked in the figure) at both ends. An external washer 508 is also provided between the surfaces of the tie rods 507 and the steel column 100. The external washer 508 has an external washer hole (not marked in the figure) corresponding to the connecting hole 5051. The two ends of the tie rods 507 abut against the internal threaded holes (not shown in the figure) on the inner wall of the steel column 100, which correspond to the holes of the external washer 508 and are exposed on the outer wall of the steel column 100. The tie rods 507 are then fixed by screws 509 passing through the connecting hole 5051 and the internal threaded hole.

[0100] In this embodiment, the ends of the outer gaskets 508 on the outer walls of the two steel columns 100 are also welded together to improve the connection stability of the two steel columns 100.

[0101] Please refer to Figure 35 The connecting plate 505 and the bolt 506 work together to connect the upper and lower steel columns 100. Specifically, one end of the bolt 506 passes through the connecting hole 5051 and the two steel columns 100 and then works with the corresponding nut 5061 to cover part of the inner wall of the ends of the two steel columns 100 with the connecting plate 505, thus achieving the connection between the steel columns 100 and the steel columns 100.

[0102] In this embodiment, please refer to the reference. Figure 27 and Figure 31 It also includes a balcony beam 400 connected to the column connecting steel beam 200. The balcony beam 400 and the corresponding column connecting steel beam 200 are vertically distributed. The balcony beam 400 and the column connecting steel beam 200 are connected by a double-ended bolt 401. The body of the double-ended bolt 401 passes through the balcony beam 400, and the threaded sections at both ends extend out of the outer surface of the balcony beam 400. After the threaded section at one end passes through the end plate 501 inside the column connecting steel beam, the threads at both ends are tightened by nuts 4011.

[0103] Second Embodiment

[0104] The difference between this embodiment and the first embodiment is that in this embodiment, there is a hidden corbel connecting the steel column and the column connecting steel beam.

[0105] Based on the aforementioned steel column 100, column connecting steel beam 200, and balcony beam 400, please refer to... Figures 36 to 40The present invention also provides a cable-connected steel-concrete structure 500, including at least one steel column 100; at least one column-connecting steel beam 200, the end of the column-connecting steel beam 200 being provided with an end plate 501; at least one cable 502 connecting the steel column 100 and the column-connecting steel beam 200, one end of the cable 502 being fixed to the end plate 501, and the other end of the cable 502 being connected to the steel column 100 to achieve the connection between the steel column 100 and the column-connecting steel beam 200, or the other end of the cable 502 penetrating through the steel column 100 and being fixed to the end plate 501 inside another column-connecting steel beam 200 on the opposite side.

[0106] Figure 37 for Figure 36 Enlarged view at point A; Figure 38 for Figure 36 Enlarged view at point B; Figure 39 for Figure 36 Enlarged view at point C; Figure 40 for Figure 36 A magnified view at point D, in which... Figure 28-32 All the corresponding column-connecting steel beams, steel secondary beams, and balcony beams were enlarged and their internal cavities were filled with 800mm of concrete.

[0107] In this embodiment, please refer to the reference. Figures 37 to 39 It also includes a concealed bracket 700 connecting the steel column 100 and the column connecting steel beam 200, at least one second tie rod 701, and a second bolt 702 matching the second tie rod 701. One end of the concealed bracket 700 passes into the steel column 100 and forms a fixed connection with the steel column 100. The remaining part of the concealed bracket 700 partially overlaps with the end of the column connecting steel beam 200 and forms a fixed connection with the column connecting steel beam 200 through the second tie rod 701. The end of the column connecting steel beam 200 is attached to the outer wall of the steel column 100. The end of the second tie rod 701 is provided with a second internal thread hole (not shown in the figure). The end of the second tie rod 701 abuts against the inner wall of the concealed bracket 700. The end of the second bolt 702 passes through the column connecting steel beam and the concealed bracket 700 in sequence and is fixed with the second internal thread hole. A second washer (not marked in the figure) is provided between the second bolt 702 and the column connecting steel beam 200.

[0108] In this embodiment, one end of the concealed corbel 700 is anchored inside the steel column 100 to form a reliable force transmission path. The remaining part is arranged to overlap with the end of the column connecting steel beam 200 and is rigidly connected to it by the second tie rod 701 and the second bolt 702, which complements the flexible connection of the cable chain 502. By attaching the end of the column connecting steel beam 200 to the outer wall of the steel column 100, the concealed corbel 700 is hidden in the joint area between the column connecting steel beam 200 and the steel column 100, achieving the effect of concealed node structure and simple building appearance. The second tie rod 701 is pre-embedded inside the steel beam 200 connecting the concealed corbel 700 and the column, with its end abutting against the inner wall, forming a transverse support frame to suppress local buckling of the web. At the same time, the second bolt 702 passes through and is screwed into the second internal threaded hole, and the second washer (not marked in the figure) disperses the stress, establishing a reliable mechanical interlocking connection. This structure eliminates the need for exposed corbel components, which reduces the amount of steel used and the cost of surface coating, and avoids the encroachment of traditional exposed corbels on building space. It is particularly suitable for building scenarios with high requirements for the aesthetics of the joints and the utilization rate of space.

[0109] In this embodiment, the end plate 501 has a "7"-shaped cross-section. Utilizing its asymmetrical single-sided flange 501a, and with its web 501b extending vertically outward to form a flat and high-strength anchoring plane, it reliably connects directly to the end of the cable chain 502 to withstand tension. Meanwhile, its flange 501a covers the open U-shaped cavity 204 of the column-connecting steel beam 200, forming a semi-closed anchoring cavity, effectively protecting the cable chain anchor head (such as anchor plates and clamps) and preventing concrete from entering. During pouring, the flange penetrates the anchorage area to ensure anchorage reliability. At the same time, the flange 501a covers and reinforces the local stiffness and bearing area of ​​the end of the steel beam 200 connecting the column. The right angle relationship between the web 501b and the flange 501a forms the section modulus, which effectively bears the eccentric bending moment generated by the anchorage of the cable chain 502. Its asymmetrical single-sided flange layout is particularly suitable for scenarios where the side beam 201 or the column side is connected by a single-direction cable chain, making the end structure more compact and simple, reducing the amount of steel used and optimizing the force transmission path.

[0110] Please refer to Figure 40 The steel secondary beam 300 has a secondary beam end plate 503 at its end. The steel secondary beam 300 is fixed to the column connecting steel beam 200 (floor beam 202) by an inter-beam cable 504. The cross section of the secondary beam end plate 503 is in the shape of a "7".

[0111] The connection between the 700-inch hidden corbel and the 100-inch steel column is prefabricated in the factory.

[0112] In this embodiment, the steel columns 100 are divided into three categories (A, B, and C) based on the number of column-connecting steel beams 200 connected to them. Steel columns 100 that connect two column-connecting steel beams 200 are classified as category A, steel columns 100 that connect three column-connecting steel beams 200 are classified as category B, and steel columns 100 that connect four column-connecting steel beams 200 are classified as category C.

[0113] In this embodiment, please refer to Figure 42 The hidden bracket 700 includes a pair of C-shaped steels, each C-shaped steel including a second plate body 700a and second flanges 700b located on both sides of the second plate body 700a. The second flanges 700b on both sides and the second plate body 700a enclose the opening of the C-shaped steel. The pair of C-shaped steels are arranged side by side with the opening facing the opening. The second flanges 700b and the second plate body 700a are vertically distributed and integrally connected by a transition arc.

[0114] Regardless of whether the exposed corbels 600 or concealed corbels 700 are used to form the cable-connected steel-concrete frame 500, the process also includes pouring concrete. The concrete layer is poured inside the steel columns 100 and the column-connecting steel beams 200, and encloses the steel columns 100, the column-connecting steel beams 200, and the connection between them. Figures 38 to 40 Only the structural schematic diagrams of the interior of steel column 100, side beam 201, and floor beam 202 after concrete has been poured are shown.

[0115] In this embodiment, the structure of the column-connected steel beams and secondary steel beams can be the same as that of the column-connected steel beams and secondary steel beams in the first embodiment, or a different structure can be used.

[0116] While the present invention has been disclosed above, it is not limited thereto. Any person skilled in the art can make various modifications and alterations without departing from the spirit and scope of the invention; therefore, the scope of protection of the present invention should be determined by the scope defined in the claims.

Claims

1. A cable-chain connected steel-concrete composite frame, characterized in that, include: At least one steel column; At least one column-connecting steel beam, the end of which is provided with an end plate; At least one chain connects the steel column and the column-connecting steel beam. One end of the chain is fixed to the end plate, and the other end of the chain passes through the steel column and connects to the steel column to achieve the connection between the steel column and the column-connecting steel beam. Alternatively, the other end of the chain passes through the steel column and is fixed to the end plate inside another column-connecting steel beam on the opposite side.

2. The cable-connected steel-concrete frame as described in claim 1, characterized in that, Also includes: An exposed bracket is connected between the steel column and the column connecting steel beam. One end of the exposed bracket is inserted into the steel column to form a fixed connection with the steel column, and the other end of the exposed bracket is aligned with the end of the column connecting steel beam and the exposed bracket is connected to the column connecting steel beam through a web.

3. The cable-connected steel-concrete frame as described in claim 2, characterized in that, It also includes a plurality of first tie rods and first bolts that match the first tie rods. The ends of the first tie rods are provided with first internal threaded holes. The first bolts are used in conjunction with the first internal threaded holes. The plurality of first tie rods are arranged inside the bracket and the column connecting steel beam along the extension direction perpendicular to the bracket. The two ends of the first tie rods abut against the web of the bracket and the column connecting steel beam respectively. The outer wall of the bracket and the column connecting steel beam exposes the top surface of the first internal threaded hole. The end of the first bolt is fixed to the first internal threaded hole. A first washer is provided between the first bolt and the surface of the column connecting steel beam and the bracket.

4. The cable-connected steel-concrete frame as described in claim 3, characterized in that, The bracket includes a pair of C-shaped steels. The C-shaped steels include a first plate and first flanges located on both sides of the first plate to form a channel-shaped cross section. An opening is formed between the two first flanges of the C-shaped steels. The openings of the pair of C-shaped steels are arranged in opposite directions. The first flanges are perpendicular to the first plate and are integrally connected by a transition arc.

5. The cable-connected steel-concrete composite frame as described in claim 1, characterized in that, Also includes: The system comprises a concealed bracket, at least one second tie rod, and a second bolt matching the second tie rod, connected between the steel column and the column connecting steel beam. One end of the concealed bracket passes through the steel column and forms a fixed connection with it. The remaining part of the concealed bracket partially overlaps with the end of the column connecting steel beam and forms a fixed connection with it through the second tie rod. The end of the column connecting steel beam is attached to the outer wall of the steel column. The end of the second tie rod has a second internal threaded hole and abuts against the inner wall of the concealed bracket. The end of the second bolt passes through the column connecting steel beam and the concealed bracket in sequence and is fixed with the second internal threaded hole. A second washer is provided between the second bolt and the column connecting steel beam.

6. The cable-connected steel-concrete composite frame as described in claim 5, characterized in that, The concealed bracket includes a pair of C-shaped steels. Each C-shaped steel includes a second plate and second flanges located on both sides of the second plate to form a channel-shaped cross section. An opening is formed between the two second flanges of the C-shaped steel. The pair of C-shaped steels are arranged side by side with the openings facing each other. The second flanges are perpendicular to the second plate and are integrally connected by a transition arc.

7. The cable-connected steel-concrete frame as described in claim 1, characterized in that, The end plate has a C-shaped or "7"-shaped cross section.

8. The cable-connected steel-concrete frame as described in claim 1, characterized in that, It also includes secondary steel beams connecting adjacent column-connecting steel beams. The ends of the secondary steel beams have end plates. The secondary steel beams are fixed to the column-connecting steel beams by inter-beam chains. One end of the inter-beam chains is fixed to the end plate of the secondary beam, and the other end of the inter-beam chains is connected to the column-connecting steel beam to achieve the connection between the secondary steel beam and the column-connecting steel beam. Alternatively, the other end of the inter-beam chains passes through the column-connecting steel beam and is fixed to the end plate of another secondary steel beam. The secondary steel beams and the corresponding connected column-connecting steel beams are vertically distributed.

9. The cable-connected steel-concrete frame as described in claim 1, characterized in that, It also includes a balcony beam connected to the column connecting steel beam. The balcony beam and the corresponding column connecting steel beam are distributed perpendicularly. The balcony beam and the column connecting steel beam are connected by double-ended bolts. The shank of the double-ended bolt passes through the balcony beam, and the threaded sections at both ends extend out of the outer surface of the balcony beam. After the threaded section at one end passes through the end plate inside the column connecting steel beam, the threads at both ends are tightened by nuts.

10. The cable-connected steel-concrete frame as described in claim 1, characterized in that, It also includes a connecting plate that covers the joint area of ​​the two steel columns. The connecting plate is attached to the side of the two steel columns along the extension direction of the steel columns. The connecting plate is fixedly connected to the two steel columns by bolts or column tie rods to achieve a rigid connection between the two steel columns.

11. The cable-connected steel-concrete composite frame as described in claim 1, characterized in that, The steel column includes four first steel sections, each first steel section including a first web and a first flange located on both sides of the first web. The four first webs form a U-shaped cavity, and the first flanges are located outside the U-shaped cavity. The first steel sections are C-shaped steel.

12. The cable-connected steel-concrete frame as described in claim 11, characterized in that, It also includes a plurality of first stirrups fitted outside the U-shaped cavity. The first stirrups are fixedly connected to the first flange. The plurality of first stirrups are distributed along the extension direction of the steel column. The surface of the first stirrups facing the first web is fixed with a first reinforcing rib.

13. The cable-connected steel-concrete frame as described in claim 12, characterized in that, It also includes at least one first tie rod and a first tie rod bolt that cooperates with the first tie rod. The opposite ends of the first tie rod are attached to the inner wall of the U-shaped cavity, and the outer wall of the U-shaped cavity exposes the end of the first tie rod. One end of the first tie rod bolt passes through the first stirrup and is fixed to the end of the first tie rod.

14. The cable-connected steel-concrete composite frame as described in claim 12, characterized in that, It also includes a first coating that fills the space between the outer wall of the U-shaped cavity and the first stirrup, the first coating covering the outer wall of the steel column and the first stirrup.

15. The cable-connected steel-concrete composite frame as described in claim 8, characterized in that, Both the column connecting steel beam and the steel secondary beam include three second steel sections. The second steel section includes a second web and second flanges located on both sides of the second web. The three second webs form a U-shaped cavity. The U-shaped cavity is closed on three sides and open on one side. The second steel section is a C-shaped steel section.

16. The cable-connected steel-concrete composite frame as described in claim 15, characterized in that, It also includes a plurality of second stirrups fitted outside the U-shaped cavity, the second stirrups being fixedly connected to the second flange, and the plurality of second stirrups being distributed along the extension direction of the second web.

17. The cable-connected steel-concrete composite frame as described in claim 16, characterized in that, The column connecting steel beam includes a side beam and a floor beam. The height of the second web corresponding to the U-shaped cavity sidewall of the side beam is inconsistent. The height of the second web corresponding to the U-shaped cavity sidewall of the floor beam and the steel secondary beam is consistent. The second stirrups of the floor beam and the steel secondary beam are fixed with second reinforcing bars on the surface facing the second web.

18. The cable-connected steel-concrete frame as described in claim 16, characterized in that, It also includes at least one second tie rod and a second tie rod bolt that mates with the second tie rod. The opposite ends of the second tie rod are fitted to the inner wall of the U-shaped cavity, and the outer wall of the U-shaped cavity exposes the end of the second tie rod. One end of the second tie rod bolt is fixed to the end of the second tie rod.

19. The cable-connected steel-concrete composite frame as described in claim 18, characterized in that, It also includes a second coating that fills the space between the outer wall of the U-shaped cavity and the second stirrup, the second coating covering the outer wall of the column connecting steel beam and the second stirrup.

20. The cable-connected steel-concrete composite frame as described in claim 9, characterized in that, The balcony beam includes two third-section steel beams and a heat insulation pad located between the two third-section steel beams. The third-section steel beams include a third web and third flanges located on both sides of the third web. The two third webs are fixed by fasteners and the heat insulation pad is sandwiched between the two third webs. The third flanges extend outward away from the heat insulation pad. The third-section steel beams are C-shaped steel beams. The surfaces of the two fixed third-section steel beams are covered with a third coating.

21. The cable-connected steel-concrete frame as described in claim 1, characterized in that, It also includes a concrete layer, which is poured into the steel column, the column connecting steel beam and encapsulates the steel column, the column connecting steel beam and the connection between the two.

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