Steel reinforced concrete column connecting structure and construction method thereof

Abstract

This invention discloses a steel-concrete composite column connection structure and its construction method, relating to the field of building engineering technology. The steel-concrete composite column connection structure includes upper and lower steel-concrete composite columns and a transition section steel-concrete composite column. The cross-sectional shapes of the upper and lower steel-concrete composite columns are rectangular and square, respectively. The upper and lower steel-concrete composite columns are staggered in the vertical direction. The transition section steel-concrete composite column includes a lower section and an upper section connected together. The lower section connects to the lower steel-concrete composite column, and the upper section connects to the upper steel-concrete composite column. The upper section is a uniform cross-section hexahedron structure formed by stretching a rectangular cross-section S2, and the lower section is a hexahedron structure formed by gradually stretching a square cross-section S1 to a rectangular cross-section S2. The square cross-section S1 and the rectangular cross-section S2 are parallel to each other, and their aspect ratio continuously transitions from 1:1 to n:1, where n>1. This solves the problem of eccentric transition between the upper and lower columns, enabling the structure to maintain good connection performance even in an eccentric state.

Description

Technical Field

[0001] This invention relates to the field of building engineering technology, specifically to a steel-concrete composite column connection structure and its construction method. Background Technology

[0002] High-rise buildings have many floors and heavy loads, necessitating the use of steel-concrete composite columns to reduce column cross-sectional dimensions. The lower floors house commercial and office space, requiring square cross-sections for the frame columns. However, the upper floors are apartments, and square columns would protrude into the rooms, impacting functionality. Therefore, rectangular cross-sections are needed for the frame columns to minimize this impact. This situation raises the issue of connecting the lower square steel-concrete composite columns with the upper rectangular steel-concrete composite columns.

[0003] In existing building structural designs, sometimes unique structural features arise where the centroids of upper and lower columns cannot align, resulting in an eccentric transition. When the upper and lower columns are eccentric, the internal steel sections within the columns become misaligned, preventing direct connection between them. Simultaneously, the axial forces in the columns generate additional internal forces, leading to complex stress distribution at the transition points between the upper and lower columns. Therefore, it is necessary to propose a steel-concrete composite column connection structure that transitions from a square to a long rectangle to solve the aforementioned problems. Summary of the Invention

[0004] The purpose of this invention is to overcome the above-mentioned technical deficiencies and propose a steel-concrete composite column connection structure and its construction method. This invention solves the technical problem that when the upper and lower columns of a building structure are in an eccentric state, the steel sections inside the upper and lower columns will be misaligned, resulting in the steel sections not being able to be directly connected and the column axial force generating additional internal forces.

[0005] To achieve the above-mentioned technical objectives, the present invention adopts the following technical solution:

[0006] In a first aspect, the present invention provides a steel-concrete composite column connection structure, comprising:

[0007] The lower-level steel-concrete composite column has a square cross-section.

[0008] The upper-level steel-concrete composite column has a long rectangular cross-section, and the upper-level steel-concrete composite column is vertically offset from the lower-level steel-concrete composite column; and

[0009] A transition section steel-concrete composite column includes a lower section and an upper section connected together. The lower section is connected to the lower steel-concrete composite column at the end away from the upper section, and the upper section is connected to the upper steel-concrete composite column at the end away from the lower section.

[0010] Along the axial direction from the lower steel-concrete column to the upper steel-concrete column, the upper section is a hexahedral structure with uniform cross-section formed by stretching a long rectangular section S2, and the lower section is a hexahedral structure formed by gradually stretching a square section S1 to a long rectangular section S2. The square section S1 and the long rectangular section S2 are parallel to each other, and the aspect ratio transitions continuously from 1:1 to n:1, where n>1.

[0011] In some embodiments, the interior of the transition section steel-concrete column has composite steel sections, which are a combination of cruciform steel sections and H-shaped steel sections. The web of the H-shaped steel section is aligned and overlapped along the longitudinal central axis of one side flange of the cruciform steel section. The web of the cruciform steel section and the web of the H-shaped steel section are connected by a T-shaped butt weld. The lower part of the H-shaped steel section has a gradually changing cross-section with a web slope of 1:n, the upper part of the H-shaped steel section has a constant cross-section, and both the upper and lower parts of the cruciform steel section have constant cross-sections.

[0012] In some embodiments, the transition section steel-concrete composite column further includes connected transition section longitudinal reinforcement, stirrups, and transition section concrete, wherein the transition section longitudinal reinforcement, stirrups, and the composite steel are all located inside the transition section concrete.

[0013] In some embodiments, the transition section longitudinal reinforcement includes a first longitudinal reinforcement, a second longitudinal reinforcement, and a third longitudinal reinforcement. The first longitudinal reinforcement is located on one side of the short side of the long rectangular section S2, the second longitudinal reinforcement is located on one side of the long rectangular section S2 and distributed within the range of the corresponding side of the square section S1, and the third longitudinal reinforcement is located on one side of the long rectangular section S2 and located outside the distribution range of the second longitudinal reinforcement. The first longitudinal reinforcement and the third longitudinal reinforcement are placed at an angle along the axis with an inclination of 1:n.

[0014] In some embodiments, the side length of the lower steel-concrete composite column is aligned with the long side of the upper steel-concrete composite column, the long side dimension of the upper steel-concrete composite column is greater than the side length dimension of the lower steel-concrete composite column, and the short side dimension of the upper steel-concrete composite column is smaller than the side length dimension of the lower steel-concrete composite column.

[0015] In some embodiments, the composite steel section further includes triangular stiffening plates located at the connection between the web of the cross-shaped steel section and the web of the H-shaped steel section, and symmetrically arranged on both sides of the web of the cross-shaped steel section, and equally spaced along the axial direction of the composite steel section. The triangular stiffening plates are connected to the web of the composite steel section by fillet welds.

[0016] In some embodiments, the composite steel section further includes an upper transverse diaphragm, a lower transverse diaphragm, and a column base plate. The upper transverse diaphragm is located between the upper steel-concrete column and the upper section, the lower transverse diaphragm is located between the upper section and the lower section, and the column base plate is located between the lower section and the lower steel-concrete column.

[0017] In some embodiments, the steel section embedded in the lower steel-concrete composite column is cross-shaped, and the steel section embedded in the upper steel-concrete composite column is H-shaped. The plate thickness, cross-sectional dimensions, and planar position of the cross-shaped steel section of the composite steel section are the same as those of the cross-shaped steel section embedded in the lower steel-concrete composite column, and the plate thickness, upper end cross-sectional dimensions, and planar position of the H-shaped steel section of the composite steel section are the same as those of the H-shaped steel section embedded in the upper steel-concrete composite column.

[0018] In some embodiments, the composite steel section has a plurality of studs on the outer side of the flanges of the cross-shaped steel section, the flanges of the H-shaped steel section, and the web of the H-shaped steel section. The horizontal spacing between adjacent studs is not greater than 300mm, the vertical spacing is not greater than 200mm, and the diameter of the studs is not less than 19mm and the length is not less than 100mm.

[0019] Secondly, the present invention also provides a construction method for a steel-concrete composite column connection structure, used to manufacture the aforementioned steel-concrete composite column connection structure, the construction method comprising the following steps:

[0020] Composite steel sections are fabricated in the factory within the steel-concrete composite columns of the transition section.

[0021] The welding connection between the composite steel section and the steel section built into the lower steel-concrete column was completed on the construction site.

[0022] The longitudinal reinforcement and stirrups of the steel-concrete composite column in the transition section are tied at the construction site;

[0023] The outer contour of the steel-concrete composite column in the transition section is determined by setting out the layout at the construction site, and the corresponding formwork is erected.

[0024] Finally, concrete is poured inside the formwork.

[0025] Compared with existing technologies, the steel-concrete composite column connection structure provided by this invention achieves a smooth transition from the lower square cross-section S1 to the upper rectangular cross-section S2 by setting a transition section steel-concrete composite column. The lower section is a hexahedral structure formed by gradually stretching a square cross-section S1 to a long rectangular cross-section S2, while the upper section is a hexahedral structure with a uniform cross-section formed by stretching the long rectangular cross-section S2. This effectively solves the problem of eccentric transition between upper and lower columns, allowing the structure to maintain good connection performance even under eccentric conditions. Furthermore, the design of the transition section steel-concrete composite column in this invention, through reasonable changes in cross-sectional shape, smooth transition of built-in steel sections, and optimized arrangement of longitudinal reinforcement in the transition section, better adapts to the stress changes caused by the eccentric transition, enabling the column to maintain good load-bearing performance even under eccentric connection conditions and reducing the impact of additional internal forces on the structure. Attached Figure Description

[0026] Figure 1 This is a three-dimensional schematic diagram of the steel-concrete composite column connection structure provided in an embodiment of the present invention;

[0027] Figure 2 This is a structural schematic diagram of the steel support assembly provided in an embodiment of the present invention;

[0028] Figure 3 This is a schematic diagram of the steel-concrete composite column connection structure provided in an embodiment of the present invention;

[0029] Figure 4 This is a schematic diagram of the steel reinforcement elevation of a steel-concrete composite column connection structure provided in an embodiment of the present invention;

[0030] Figure 5 for Figure 3 A cross-sectional view along the AA direction;

[0031] Figure 6 for Figure 3 A cross-sectional view along the BB direction in the diagram;

[0032] Figure 7 for Figure 3 A cross-sectional view along the CC direction in the diagram;

[0033] Figure 8 for Figure 3 A cross-sectional view along the DD direction. Detailed Implementation

[0034] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention.

[0035] To address the technical problem in existing building structures where misalignment occurs between upper and lower columns when they are in an eccentric state, preventing direct connection of the steel sections and generating additional internal forces due to column axial forces, this invention provides a steel-concrete column connection structure and its construction method. This structure enables a smooth transition between upper and lower columns, from a square cross-section in the lower layer to a long rectangular cross-section in the upper layer, effectively solving the problem of eccentric transition between upper and lower columns.

[0036] It should be noted that the steel-concrete composite column connection structure described in this invention is used in, but not limited to, super high-rise buildings. For ease of explanation, this invention only uses the application of the steel-concrete composite column connection structure in super high-rise buildings as an example. The principle of applying the steel-concrete composite column connection structure to other types of equipment is essentially the same as that applied to super high-rise buildings, and will not be elaborated here.

[0037] Please see Figure 1 and Figure 2 , Figure 1 This is a perspective view of a steel-concrete composite column connection structure according to an embodiment of the present invention. The steel-concrete composite column connection structure includes a lower steel-concrete composite column 1, an upper steel-concrete composite column 2, and a transition section steel-concrete composite column 3. The lower steel-concrete composite column 1 has a square cross-section, and the upper steel-concrete composite column 2 has a long rectangular cross-section. The upper steel-concrete composite column 2 and the lower steel-concrete composite column 1 are staggered in the vertical direction. The transition section steel-concrete composite column 3 includes a lower section 31 and an upper section 32 connected together. The end of the lower section 31 away from the upper section 32 is connected to the lower steel-concrete composite column 1, and the end of the upper section 32 away from the lower section 31 is connected to the upper steel-concrete composite column 2.

[0038] Define the transverse section of the lower segment 31 as S1 and the transverse section of the upper segment 32 as S2. Along the axial direction from the lower-level steel-concrete column 1 to the upper-level steel-concrete column 2, the upper segment 32 is a uniform cross-section hexahedral structure formed by stretching the long rectangular cross-section S2. The lower segment 31 is a hexahedral structure formed by gradually stretching the square cross-section S1 to the long rectangular cross-section S2, with the height being the same as the floor frame beam height. The square cross-section S1 and the long rectangular cross-section S2 are parallel to each other, and the aspect ratio of the lower segment 31 continuously transitions from 1:1 to n:1, where n>1.

[0039] In this embodiment, the design of the lower segment 31 and the upper segment 32 achieves a smooth transition from the lower square section S1 to the upper long rectangular section S2, effectively solving the problem of eccentric transition between upper and lower columns and ensuring good connection performance even under eccentric conditions. Due to the special nature of the building structure, the upper and lower steel-concrete composite columns need to be staggered in the vertical direction. The transitional connection of the upper and lower steel-concrete composite columns through the transitional steel-concrete composite column 3 ensures the overall stability of the building structure and reduces the additional internal forces caused by the eccentric transition. The design of the lower segment 31 of the transitional steel-concrete composite column 3, with its length-to-width ratio continuously transitioning from 1:1 to n:1, allows the transitional steel-concrete composite column 3 to adapt to upper and lower steel-concrete composite columns of different sizes and offsets, improving the versatility and adaptability of the structure.

[0040] This invention, through a unique cross-sectional design and structural arrangement, achieves a smooth transition from a lower-level square cross-section to an upper-level long rectangular cross-section in its steel-concrete composite column connection structure, effectively solving the problem of eccentric transition between upper and lower columns. This design not only improves the structure's stability and load-bearing capacity but also enhances its adaptability and reliability. The smooth transition and gradually changing cross-section design simplify the construction process, reduce construction errors, and improve construction quality.

[0041] In one embodiment, please refer to Figure 2 and Figure 3 The transition section steel-concrete column 3 contains a composite steel section 33. The composite steel section 33 is a combination of a cruciform steel section 331 and an H-shaped steel section 332. The web of the H-shaped steel section 332 is aligned and overlapped along the longitudinal central axis of one side flange of the cruciform steel section 331, replacing that side flange to form a composite load-bearing component. The web of the cruciform steel section 331 and the web of the H-shaped steel section 332 are connected by a T-shaped butt weld. The lower part of the H-shaped steel section 332 has a gradually changing cross-section with a web slope of 1:n, while the upper part of the H-shaped steel section 332 has a constant cross-section. The upper and lower parts of the cruciform steel section 331 also have constant cross-sections. The upper and lower ends of the composite steel section 33 are welded to the steel sections embedded in the upper-layer steel-concrete column 2 and the lower-layer steel-concrete column 1 with equal strength.

[0042] In this embodiment, by combining the cruciform steel section 331 with the H-shaped steel section 332, a single composite steel section 33 is formed, which significantly improves the structural strength and stiffness of the transition section steel-concrete column 3. This composite design can better withstand various loads and ensure the stability of the structure.

[0043] The web of the cross-shaped steel 331 and the web of the H-shaped steel 332 are connected by a T-shaped butt weld. This connection method is not only strong and reliable, but also effectively reduces welding deformation and improves welding quality.

[0044] The lower part of the H-shaped steel section 332 features a gradually changing cross-section with a web slope of 1:n. This design allows the structure to better adapt to the eccentric transition from a lower square cross-section to an upper long rectangular cross-section. The gradually changing cross-section not only facilitates the transition of the internal steel section but also reduces stress abrupt changes caused by the sudden change in cross-section during vertical force transmission, thus improving the load-bearing performance of the transition section steel.

[0045] The upper part of the H-shaped steel 332 has a uniform cross section, and the upper and lower parts of the cross-shaped steel 331 have uniform cross sections. This design ensures the uniformity of the structure under stress and reduces local stress concentration caused by cross section changes.

[0046] The web of the H-shaped steel 332 is aligned and stacked along the longitudinal central axis of one side flange of the cross-shaped steel 331. This alignment design ensures that the axial force of the upper steel 21 can be smoothly transferred to the composite steel 33, reducing the stress concentration caused by the misalignment of the upper and lower steels. At the same time, the alignment and stacking design solves the problem of misalignment between the upper steel 21 and the lower steel 11.

[0047] In one embodiment, please refer to Figure 3 and Figure 4 The transition section steel-concrete composite column 3 also includes connected transition section longitudinal reinforcement 34, stirrups, and transition section concrete 35. The transition section longitudinal reinforcement 34, stirrups, and composite steel 33 are all located inside the transition section concrete 35. The transition section longitudinal reinforcement 34 includes a first longitudinal reinforcement 341, a second longitudinal reinforcement 342, and a third longitudinal reinforcement 343. The first longitudinal reinforcement 341 is located on one side of the short side of the long rectangular section S2; the second longitudinal reinforcement 342 is located on one side of the long rectangular section S2 and distributed within the corresponding side of the square section S1; the third longitudinal reinforcement 343 is located on one side of the long rectangular section S2 and outside the distribution range of the second longitudinal reinforcement 342. The first longitudinal reinforcement 341 and the third longitudinal reinforcement 343 are placed inclined along the axis with an inclination of 1:n, where n is greater than 1. The lower ends of the first longitudinal reinforcement 341 and the third longitudinal reinforcement 343 are anchored within the lower layer steel-concrete composite column 1 by 1.2L. aE The upper ends of the first longitudinal reinforcement 341 and the third longitudinal reinforcement 343 extend to the top surface of the upper section of the transition section steel-concrete column 3 and then bend; the second longitudinal reinforcement 342 is the longitudinal reinforcement of the lower layer steel-concrete column 1, extending straight upward to the top surface of the upper section and then bending; the longitudinal reinforcement of the upper layer steel-concrete column 2 is anchored downward within the transition section steel-concrete column 3 by 1.2L. aE L aE This refers to the seismic anchorage length of the tensioned steel reinforcement.

[0048] In this embodiment, the longitudinal reinforcement 34 and the composite steel 33 in the transition section are both located inside the concrete 35 in the transition section, enhancing the integrity and crack resistance of the steel-concrete composite column 3 in the transition section. By rationally arranging the first longitudinal reinforcement 341, the second longitudinal reinforcement 342, and the third longitudinal reinforcement 343, a reasonable distribution of the reinforcement on the cross-section is ensured, improving the bending resistance of the structure. The first longitudinal reinforcement 341 and the third longitudinal reinforcement 343 are placed inclined along the axis with a slope of 1:n. This design allows the structure to better adapt to the stress changes caused by the eccentric transition, improving the adaptability and stability of the structure.

[0049] In one embodiment, please refer to Figure 3 , Figure 4 , Figure 6 , Figure 7 and Figure 8 The side length of the lower-level steel-concrete composite column 1 is aligned with the long side of the upper-level steel-concrete composite column 2. The long side of the upper-level steel-concrete composite column 2 is larger than the side length of the lower-level steel-concrete composite column 1, and the short side of the upper-level steel-concrete composite column 2 is smaller than the side length of the lower-level steel-concrete composite column 1. The lower end of the transition section steel-concrete composite column 3 is 500mm-800mm higher than the floor beam of the lower level.

[0050] In this embodiment, by aligning the side length of the lower steel-concrete composite column 1 with the long side of the upper steel-concrete composite column 2, the additional internal forces caused by the eccentric transition are reduced. This alignment design ensures that the geometric centers of the upper and lower columns are aligned in one direction, with only unidirectional eccentricity in the other direction, thereby avoiding the structural stress complexity caused by bidirectional eccentricity and reducing the additional internal forces in the transition section. The long side dimension of the upper steel-concrete composite column 2 is larger than the side length dimension of the lower steel-concrete composite column 1, while the short side dimension is smaller than the side length dimension of the lower steel-concrete composite column 1. This design optimizes the structural stress performance and ensures that the structure maintains good load-bearing capacity even under eccentric conditions.

[0051] In one embodiment, please refer to Figure 6 The composite steel section 33 also includes triangular stiffening plates 36. The triangular stiffening plates 36 are located at the connection between the web of the cruciform steel section 331 and the web of the H-shaped steel section 332, and are symmetrically arranged on both sides of the web of the cruciform steel section 331, and are evenly spaced along the axial direction of the composite steel section 33. The triangular stiffening plates 36 are connected to the web of the composite steel section 33 by fillet welds.

[0052] To prevent tearing between the H-shaped steel 332 and the cross-shaped steel 331 caused by the eccentric action of the axial forces in the upper and lower layers of the composite steel 33, and to increase the bonding between the composite steel 33 and the concrete, triangular stiffening plates 36 are installed at the connection between the web of the cross-shaped steel 331 and the web of the H-shaped steel 332. The triangular stiffening plates 36 are symmetrically arranged on both sides of the web of the cross-shaped steel 331 and are evenly spaced along the axial direction of the composite steel 33, with an axial spacing of 200mm-300mm. The length of the two right-angled sides of the triangular stiffening plates 36 is controlled between 150mm-250mm. The triangular stiffening plates 36 are connected to the web of the composite steel 33 by fillet welds.

[0053] The triangular stiffening plate 36 is located at the connection between the web of the cruciform steel 331 and the web of the H-shaped steel 332. It is connected in the factory using fillet welds, ensuring a strong connection between the stiffening plate and the web of the steel section and reducing structural problems caused by welding defects. This connection method not only improves the reliability of the structure but also reduces on-site welding work by completing the welding in the factory.

[0054] The symmetrical arrangement of triangular stiffening plates 36 on both sides of the web of the cross-shaped steel section 331 ensures the symmetry and balance of the structure and further improves the reliability of the connection.

[0055] In one embodiment, please refer to Figure 3 The composite steel section 33 also includes an upper transverse diaphragm 37, a lower transverse diaphragm 38, and a column base plate 39. The upper transverse diaphragm 37 is located between the upper steel-concrete column 2 and the upper section 32, the lower transverse diaphragm 38 is located between the upper section 32 and the lower section 31, and the column base plate 39 is located between the lower section 31 and the lower steel-concrete column 1.

[0056] In this embodiment, in order to balance the horizontal force transmitted from the top reinforcement of the floor beam or the upper flange of the steel beam to the composite steel 33 and to enhance the overall connection performance of the composite steel 33, an upper transverse diaphragm 37 is provided at the interface between the upper section 32 and the lower section 31 of the transition section steel-concrete column 3. The upper transverse diaphragm 37 is welded to the composite steel 33, and the thickness of the upper transverse diaphragm 37 is consistent with the flange thickness of the composite steel 33.

[0057] This embodiment ensures the integrity and stability of the connection between the upper and lower steel-concrete columns by setting an upper transverse diaphragm 37, a lower transverse diaphragm 38, and a column base plate 39, improves the local bending resistance of the structure, and avoids buckling failure of the composite steel 33 under local tensile force. The column base plate 39 enables a smooth transition between the steel-concrete column 3 of the transition section and the steel-concrete column 1 of the lower layer, reducing stress concentration at the bottom connection of the composite steel. In order to balance the horizontal force generated at the flange of the composite steel 33 at the interface when the cross-section of the composite steel 33 transitions from a variable cross-section to a constant cross-section, and the horizontal force transmitted to the composite steel 33 of the transition section steel column by the bottom reinforcement of the floor beam or the lower flange of the steel beam, a lower transverse diaphragm 38 is set on the top surface of the upper section 32 of the transition section steel-concrete column 3. The lower transverse diaphragm 38 is welded to the composite steel 33, and the thickness of the lower transverse diaphragm 38 is the same as the flange thickness of the composite steel 33.

[0058] The design of these partitions and base plates allows the upper and lower steel-concrete composite columns to work together better under stress, reducing stress concentration and improving the overall performance of the structure.

[0059] In one embodiment, please refer to Figure 3 The lower-layer steel-concrete composite column 1 includes lower-layer concrete 12, lower-layer stirrups, lower-layer longitudinal reinforcement, and lower-layer steel 11. The lower-layer steel 11, lower-layer stirrups, and lower-layer longitudinal reinforcement are embedded within the lower-layer concrete 12. The lower-layer steel 11 has a cross-shaped cross section. The upper-layer steel-concrete composite column 2 includes upper-layer concrete 22, upper-layer stirrups, upper-layer longitudinal reinforcement, and upper-layer steel 21. The upper-layer steel 21, upper-layer stirrups, and upper-layer longitudinal reinforcement are embedded within the upper-layer concrete 22. The upper-layer steel 21 has an H-shaped cross section. The plate thickness, cross-sectional dimensions, and planar position of the cross-shaped steel 331 of the composite steel 33 are consistent with the cross-shaped steel embedded in the lower-layer steel-concrete composite column 1. The plate thickness, upper end cross-sectional dimensions, and planar position of the H-shaped steel 332 of the composite steel 33 are consistent with the H-shaped steel embedded in the upper-layer steel-concrete composite column 2.

[0060] This embodiment ensures that the plate thickness, cross-sectional dimensions, and planar position of the cross-shaped steel section 331 and H-shaped steel section 332 of the composite steel section 33 are consistent with the internal steel sections of the upper and lower layer steel-concrete columns, thus achieving dimensional and positional consistency between the upper and lower layer columns at the connection point. This consistency, by ensuring the uniformity of the steel section dimensions and positions, ensures that the strength and stiffness of the composite steel section 3 are not lower than those of the upper layer steel section 21 and the lower layer steel section 11, thereby guaranteeing that the transition section steel-concrete column 3 does not fail before the upper and lower layer steel-concrete columns, and thus ensuring that the transition section steel-concrete column 3 has good load-bearing performance.

[0061] In one embodiment, please refer to Figure 3The composite steel section 33 has several studs 333 on the flanges of its cruciform steel section 331, the flanges of its H-shaped steel section 332, and the outer side of the web of its H-shaped steel section 332. The horizontal spacing between adjacent studs 333 is no more than 300mm, the vertical spacing is no more than 200mm, the diameter of the studs 333 is no less than 19mm, and the length is no less than 100mm.

[0062] In this embodiment, the studs 333 are located on the outer side of the flange and web of the composite steel section 33, which can significantly enhance the bond strength between the steel section and the concrete. This enhanced bond strength helps to improve the overall structural strength of the steel-concrete composite column 3 in the transition section, ensuring that the steel section and the concrete can work together under stress, and reducing slippage and cracks at the interface.

[0063] The horizontal spacing between adjacent studs is no more than 300mm, and the vertical spacing is no more than 200mm. This dense arrangement further enhances the bonding effect and ensures that the structure is subjected to uniform stress in all directions.

[0064] The installation of studs 333 improves the integrity between the steel and concrete, enabling the steel-concrete composite column 3 in the transition section to maintain stability better under stress.

[0065] Secondly, the present invention also provides a construction method for a steel-concrete composite column connection structure, used to manufacture the above-mentioned steel-concrete composite column connection structure, the construction method comprising the following steps:

[0066] (i) The composite steel 33 inside the steel-concrete composite column of the transition section is manufactured in the factory, and the upper horizontal diaphragm 37, lower horizontal diaphragm 38, column base plate 39, studs 333 and composite steel 33 are welded together in the factory.

[0067] First, process the composite steel section 33 according to the design drawings, including the cross-shaped steel section 331 and the H-shaped steel section 332;

[0068] Next, the web of H-shaped steel 332 is aligned and overlapped with the web of cross-shaped steel 331, and connected by T-type butt welds.

[0069] Studs 333 are installed on the outer side of the flange and web of the composite steel section 33, and upper transverse diaphragm 42, lower transverse diaphragm 43 and column base plate 44 are welded on.

[0070] (ii) Complete the welding connection between the composite steel section 33 and the lower layer steel section 11 at the construction site;

[0071] (iii) Tie the longitudinal reinforcement and stirrups of the transition section steel-concrete column 3 at the construction site;

[0072] (iv) Set out the outer contour of the transition section steel-concrete column 3 at the construction site and erect the corresponding formwork;

[0073] (v) Finally, pour concrete inside the formwork.

[0074] The specific embodiments of the present invention described above do not constitute a limitation on the scope of protection of the present invention. Any other corresponding changes and modifications made in accordance with the technical concept of the present invention should be included within the scope of protection of the claims of the present invention.

Claims

1. A steel-concrete composite column connection structure, characterized in that, include: The lower-level steel-concrete composite column has a square cross-section. The upper-level steel-concrete composite column has a long rectangular cross-section, and the upper-level steel-concrete composite column is vertically offset from the lower-level steel-concrete composite column; and A transition section steel-concrete composite column includes a lower section and an upper section connected together. The lower section is connected to the lower steel-concrete composite column at the end away from the upper section, and the upper section is connected to the upper steel-concrete composite column at the end away from the lower section. Along the axial direction from the lower steel-concrete column to the upper steel-concrete column, the upper section is a hexahedral structure with uniform cross-section formed by stretching a long rectangular section S2, and the lower section is a hexahedral structure formed by gradually stretching a square section S1 to a long rectangular section S2. The square section S1 and the long rectangular section S2 are parallel to each other, and the aspect ratio transitions continuously from 1:1 to n:1, where n>1. The transition section steel-concrete column has a composite steel section inside, which is a combination of cruciform steel and H-shaped steel. The web of the H-shaped steel is aligned and overlapped along the longitudinal central axis of one side flange of the cruciform steel. The web of the cruciform steel and the web of the H-shaped steel are connected by a T-shaped butt weld. The lower part of the H-shaped steel has a gradually changing cross section with a web slope of 1:n, the upper part of the H-shaped steel has a constant cross section, and the upper and lower parts of the cruciform steel have constant cross sections. The steel section inside the lower layer steel-concrete composite column is cross-shaped, and the steel section inside the upper layer steel-concrete composite column is H-shaped. The plate thickness, cross-sectional dimensions, and planar position of the cross-shaped steel section of the composite steel section are the same as those of the cross-shaped steel section inside the lower layer steel-concrete composite column, and the plate thickness, upper end cross-sectional dimensions, and planar position of the H-shaped steel section of the composite steel section are the same as those of the H-shaped steel section inside the upper layer steel-concrete composite column.

2. The steel-concrete composite column connection structure according to claim 1, characterized in that, The transition section steel-concrete composite column also includes connected transition section longitudinal reinforcement, stirrups, and transition section concrete, wherein the transition section longitudinal reinforcement, stirrups, and composite steel are all located inside the transition section concrete.

3. The steel-concrete composite column connection structure according to claim 2, characterized in that, The transition section longitudinal reinforcement includes a first longitudinal reinforcement, a second longitudinal reinforcement, and a third longitudinal reinforcement. The first longitudinal reinforcement is located on one side of the short side of the long rectangular section S2. The second longitudinal reinforcement is located on one side of the long rectangular section S2 and is distributed within the range of the corresponding side of the square section S1. The third longitudinal reinforcement is located on one side of the long rectangular section S2 and is located outside the distribution range of the second longitudinal reinforcement. The first longitudinal reinforcement and the third longitudinal reinforcement are placed at an angle along the axis with an inclination of 1:n.

4. The steel-concrete composite column connection structure according to claim 1, characterized in that, The side length of the lower steel-concrete composite column is aligned with the long side of the upper steel-concrete composite column. The long side dimension of the upper steel-concrete composite column is greater than the side length dimension of the lower steel-concrete composite column, and the short side dimension of the upper steel-concrete composite column is smaller than the side length dimension of the lower steel-concrete composite column.

5. The steel-concrete composite column connection structure according to claim 1, characterized in that, The composite steel section also includes triangular stiffening plates, which are located at the connection between the web of the cross-shaped steel section and the web of the H-shaped steel section. The triangular stiffening plates are symmetrically arranged on both sides of the web of the cross-shaped steel section and are evenly spaced along the axial direction of the composite steel section. The triangular stiffening plates are connected to the web of the composite steel section by fillet welds.

6. The steel-concrete composite column connection structure according to claim 1, characterized in that, The composite steel structure also includes an upper transverse diaphragm, a lower transverse diaphragm, and a column base plate. The upper transverse diaphragm is located between the upper steel-concrete column and the upper section, the lower transverse diaphragm is located between the upper section and the lower section, and the column base plate is located between the lower section and the lower steel-concrete column.

7. The steel-concrete composite column connection structure according to claim 1, characterized in that, The composite steel section has several studs on the outer sides of the flanges of its cross-shaped steel section, the flanges of its H-shaped steel section, and the web of its H-shaped steel section. The horizontal spacing between adjacent studs is no more than 300mm, the vertical spacing is no more than 200mm, and the diameter of the studs is no less than 19mm and the length is no less than 100mm.

8. A construction method for a steel-concrete composite column connection structure, used to manufacture the steel-concrete composite column connection structure as described in any one of claims 1-7, the construction method comprising the following steps: Composite steel sections are fabricated in the factory within the steel-concrete composite columns of the transition section. The welding connection between the composite steel section and the steel section built into the lower steel-concrete column is completed on the construction site. The longitudinal reinforcement and stirrups of the steel-concrete composite column in the transition section are tied at the construction site; The outer contour of the steel-concrete composite column in the transition section is determined by setting out the layout at the construction site, and the corresponding formwork is erected. Finally, concrete is poured inside the formwork.

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