A flying wing type shear key steel column foot structure and a construction method thereof

Abstract

The application discloses a flying-wing type shear key steel column foot structure and a construction method thereof, and belongs to the technical field of building structures. The flying-wing type shear key steel column foot structure comprises an upper steel column, a lower concrete column and at least four reinforced concrete beams. The reinforced concrete beams are uniformly and horizontally connected to the outer side of the concrete column in the same plane position. The bottom of the steel column is fixedly connected with a shear flying-wing anchoring component which is simultaneously embedded in the concrete column and the reinforced concrete beams. The flying-wing type shear key steel column foot structure and the construction method thereof can ensure the effective transmission of column bottom shear force, do not affect the steel bar arrangement and concrete pouring quality of the beam and beam column core area, and ensure the safety of the structure.

Description

Technical Field

[0001] This invention belongs to the field of building structure technology, specifically relating to a wing-type shear key steel column base structure and its construction method. Background Technology

[0002] In current popular designs, steel columns are typically fitted with shear keys made of shaped steel (H-beams, channel steel, or angle steel, etc.) inserted into the concrete column below. However, in reality, the core area of ​​frame beams and columns has dense reinforcement, with multiple beams of reinforcement intersecting and converging, and the gaps between the reinforcement bars are very small (in most cases on site, the spacing between the reinforcement bars is so small that you can barely fit a finger between them). Inserting shear keys is extremely difficult. In practice, either the shear keys are secretly cut off, or the arrangement of the reinforcement bars in the core area is forcibly adjusted, causing the reinforcement bars to stick together, making it impossible to pour concrete and creating a significant safety hazard. Summary of the Invention

[0003] The purpose of this invention is to overcome the shortcomings of the prior art and provide a wing-type shear key steel column base structure and its construction method, which can ensure the effective transmission of shear force at the column base without affecting the reinforcement arrangement and concrete pouring quality of the beam and beam-column core area, thus ensuring structural safety.

[0004] To achieve the above objectives, the present invention is implemented using the following technical solution: On one hand, the present invention provides a wing-type shear key steel column base structure, comprising: Upper steel column, Lower concrete pillar, At least four reinforced concrete beams are connected longitudinally and transversely at uniform intervals along the circumference of the concrete column in the same plane; a shear-resistant wing anchoring assembly is fixedly connected to the bottom of the steel column and is simultaneously embedded in the concrete column and the reinforced concrete beams.

[0005] Furthermore, the concrete column and the steel column are coaxially arranged, and the cross-sectional area of ​​the concrete column is larger than that of the steel column.

[0006] Furthermore, the shear-resistant wing anchoring assembly includes a column base anchor plate, a column base anchor bolt, a shear-resistant wing lug plate, and a shear-resistant wing vertical plate; The top surface of the column base anchor plate is used to connect to the bottom of the steel column. Several column base anchor bolts are evenly spaced on the bottom surface of the column base anchor plate and extend parallel to each other into the concrete column. Four shear-resistant flap plates are evenly spaced on the side of the column base anchor plate, extending outward from the center of the concrete column and arranged in the same direction along the length of the reinforced concrete beam. The shear-resistant flap plates have a gradually changing cross-sectional width along the length direction and are symmetrical trapezoidal with symmetrical oblique transition edges at the top and bottom. The end with a larger cross-sectional width is fixedly connected to the side of the column base anchor plate, and a shear-resistant flap vertical plate is connected to the free end with a smaller cross-sectional width. The shear-resistant flap vertical plate is bent and extended relative to the shear-resistant flap plate and embedded in the steel reinforcement gap formed by the longitudinal reinforcement and stirrups in the reinforced concrete beam.

[0007] Furthermore, the side of the column base anchor plate and the shear-resistant wing lug plate are connected by bevel welding.

[0008] Furthermore, the shear-resistant wing vertical plate and the shear-resistant wing ear plate are respectively provided with a plurality of shear-resistant holes, and a shear-resistant rod is inserted into the shear-resistant hole on the shear-resistant wing vertical plate, which is parallel to the longitudinal reinforcement and accommodated in the steel reinforcement gap formed by the longitudinal reinforcement and the stirrup. On the two opposite edges of the anti-shear wing lug, a number of continuously arranged sawtooth anti-shear teeth are mirror-symmetrically arranged along the central axis; on the two opposite edges of the anti-shear wing vertical plate, a number of continuously arranged sawtooth anti-shear teeth are mirror-symmetrically arranged along the vertical central axis and along the height direction, and the openings of the anti-shear teeth of the anti-shear wing vertical plate extend obliquely toward the upper end of the anti-shear wing vertical plate.

[0009] Furthermore, the bending angle of the anti-shear wing vertical plate relative to the anti-shear wing ear plate ranges from 60° to 120°.

[0010] Furthermore, the shear-resistant wing vertical plate and the shear-resistant wing ear plate are connected by welding or integral molding, and the top of the shear-resistant wing vertical plate is orthogonally connected to the bottom surface of the shear-resistant wing ear plate in a T-shape along the central axis of symmetry of the shear-resistant wing ear plate.

[0011] Furthermore, the cross-section of the column base anchor plate is rectangular or circular, and the cross-section of both the steel column and the concrete column is circular.

[0012] Secondly, the present invention provides a construction method for a wing-type shear key steel column base structure as described in any one of the first aspects, comprising the following steps: Step S1: Weld the shear-resistant wing lugs and shear-resistant wing vertical plates together in the factory or construction site to form the T-shaped structure assembly; weld the four shear-resistant wing lugs to the side bevels of the column base anchor plate in sequence. Step S2: For the longitudinal reinforcement and stirrups of the lower concrete column and the surrounding reinforced concrete beam, strictly control the spacing of the reinforcement and the thickness of the protective layer to ensure that a continuous and through reinforcement gap is formed between the longitudinal reinforcement and the stirrups. Step S3: Insert the column base anchor bolts on the bottom surface of the column base anchor plate into the concrete column; adjust the plane position, elevation and level of the column base anchor plate using the adjustment device to ensure that it is coaxial with the steel column and the concrete column; after adjustment, temporarily fix the column base anchor bolts to the steel bars in the concrete column by spot welding, and position the column base anchor plate to the surrounding steel bars by spot welding. Step S4: Along the length of the reinforced concrete beam, slowly push the shear wing ear plate and the shear wing vertical plate into the beam, so that the shear wing vertical plate can be accurately slid into the gap between the longitudinal reinforcement and the stirrups until the design depth is reached, so that the shear wing vertical plate is completely embedded in the beam reinforcement skeleton, and weld the shear wing ear plate to the column foot anchor plate section for fixation. During the insertion process, the shear teeth of the shear-resistant flying wing ear plate are arranged facing forward, and the shear teeth of the shear-resistant flying wing vertical plate are arranged facing upward, so that the shear teeth can reliably engage with the subsequently poured concrete. When installing shear bars, insert them horizontally through the shear hole on one side of the shear wing vertical plate, so that the shear bars are horizontally parallel to the stirrups, perpendicular to the longitudinal bars, and completely contained in the steel reinforcement gap formed by the adjacent longitudinal bars and stirrups. Tie the shear bars to the sides of the stirrups, and make the extension length of the two ends of the shear bars consistent, and the length is slightly less than or not greater than the width of the stirrups. Step S5: Concrete pouring and curing. Pour concrete symmetrically into columns and reinforced concrete beams. Use a small vibrator to vibrate around the perimeter of the component to avoid direct impact of the vibrator on the steel component. After the concrete is poured, it should be cured in a timely manner. Once the concrete reaches the design strength, the top surface of the anchor plate should be welded and fixed to the bottom of the upper steel column.

[0013] Compared with the prior art, the beneficial effects achieved by the present invention are as follows: The flying-wing type shear key steel column base structure and its construction method provided by the present invention, by setting a shear anchoring component that is evenly arranged around the circumference and includes a column base anchor plate, a column base anchor bolt, a shear wing ear plate and a shear wing vertical plate, and by using four gradually changing trapezoidal shear wing ear plates, which form a T-shaped orthogonal integral structure with the shear wing vertical plate, the shear component is no longer concentrated in the core area of ​​the column base, but extends into the steel reinforcement gaps in the beam along the beam length direction. This effectively solves the safety hazards of dense steel reinforcement in the core area of ​​beam and column, difficulty in inserting traditional steel shear keys, and difficulty in pouring caused by the steel reinforcement being cut off or forcibly adjusted on site.

[0014] The trapezoidal ear plate with a narrow end at the front and a gradual transition, combined with the shear-resistant wing vertical plate with a bending angle of 60-120°, can be smoothly inserted into the gap between the longitudinal bars and stirrups, making installation convenient and minimizing disturbance to the reinforcement arrangement. By setting sawtooth-shaped shear teeth on the shear-resistant wing ear plate and opening shear holes in the shear-resistant wing vertical plate and inserting shear rods, the interlocking and embedding effect between steel and concrete is significantly enhanced, greatly improving the shear, pull-out and torsional bearing capacity of the joint.

[0015] Meanwhile, the shear-resistant wing anchoring components transfer the shear force and bending moment of the steel column to the lower concrete column and the surrounding reinforced concrete beams, realizing the coordinated force transmission of multiple components. The force path is more reasonable, the overall stiffness is higher, and the safety reserve is greater. Through on-site insertion and integral casting process, the amount of on-site welding is reduced, the positioning accuracy is high, the construction efficiency is fast, and the construction quality of the node and the structural safety are effectively guaranteed. Attached Figure Description

[0016] Figure 1 This is a top view of the flying wing type shear key steel column base structure provided in an embodiment of the present invention.

[0017] Figure 2 This is a front view of the flying wing type shear key steel column base structure provided in an embodiment of the present invention.

[0018] Figure 3 This is a top view of the anti-shear wing anchoring assembly provided in an embodiment of the present invention.

[0019] Figure 4 This is a front view of the anti-shear wing anchoring assembly provided in an embodiment of the present invention.

[0020] In the diagram: 1. Steel column; 2. Concrete column; 3. Reinforced concrete beam; 4. Column base anchor plate; 5. Column base anchor bolt; 6. Shear-resistant wing plate; 7. Shear-resistant wing vertical plate; 8. Longitudinal reinforcement; 9. Stirrups; 10. Gap; 11. Shear-resistant tooth; 12. Shear-resistant hole; 13. Shear-resistant rod; 14. Bevel welding. Detailed Implementation

[0021] The present invention will be further described below with reference to the accompanying drawings. The following embodiments are only used to more clearly illustrate the technical solution of the present invention, and should not be used to limit the scope of protection of the present invention.

[0022] In the description of this invention, it should be understood that the terms "center," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicating orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, are used only for the convenience of describing the invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the invention. Furthermore, the terms "first," "second," etc., are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, a feature defined with "first," "second," etc., may explicitly or implicitly include one or more of that feature. In the description of this invention, unless otherwise stated, "a plurality of" means two or more.

[0023] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art will understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0024] like Figure 1 and Figure 2 As shown, this embodiment of the invention provides a wing-type shear key steel column base structure, comprising: Upper steel column 1, Lower concrete column 2, At least four reinforced concrete beams 3 are connected longitudinally and transversely at uniform intervals along the circumference of the concrete column in the same plane position; a shear-resistant wing anchoring component is fixedly connected to the bottom of the steel column and is simultaneously embedded in the concrete column and the reinforced concrete beams.

[0025] In this embodiment, the lower concrete column 2 is located below the upper steel column 1, and the two are arranged coaxially, with the cross-sectional dimensions of the concrete column 2 being larger than those of the steel column 1. At least four reinforced concrete beams 3 are evenly spaced and connected longitudinally and transversely along the outer side of the concrete column 2, and all reinforced concrete beams 3 are located on the same plane, forming a beam-column intersection area.

[0026] The bottom end of the steel column 1 is fixedly connected to a shear-resistant wing anchor assembly, which is also pre-embedded in the concrete column 2 and the surrounding reinforced concrete beams 3 to reliably transfer the shear force and bending moment of the steel column 1 to the lower concrete structure.

[0027] In this embodiment, the anti-shear wing anchoring assembly includes a column base anchoring plate 4, a column base anchor bolt 5, an anti-shear wing lug plate 6, and an anti-shear wing vertical plate 7.

[0028] The top surface of the column base anchor plate 4 is welded and fixed to the bottom end of the steel column 1, and several column base anchor bolts 5 are evenly spaced on the bottom surface. The column base anchor bolts 5 extend downward away from the column base anchor plate 4 and are inserted into the concrete column 2 as a whole to achieve vertical anchoring.

[0029] Four shear-resistant wing plates 6 are evenly arranged circumferentially on the side of the column base anchor plate 4. The shear-resistant wing plates 6 extend outward along the length of the reinforced concrete beam 3. The cross-sectional width of the shear-resistant wing plates 6 gradually changes along the length direction and the upper and lower edges are symmetrical oblique transition edges, forming an axisymmetric trapezoidal shape. The end with the larger cross-sectional width is fixedly connected to the side of the column base anchor plate 4, and a shear-resistant wing vertical plate 7 is connected to the free end with the smaller cross-sectional width.

[0030] Specifically, the shear-resistant wing-shaped lug plate 6 is an axisymmetric trapezoidal plate with a gradually changing cross-sectional width along its length and symmetrical oblique transition edges at the top and bottom. The wide end is welded and fixed to the side bevel of the column base anchor plate 4, while the narrow end is an extended free end.

[0031] The narrow end of the shear-resistant winglet plate 6 extends to connect to the shear-resistant winglet vertical plate 7. The shear-resistant winglet vertical plate 7 bends and extends relative to the shear-resistant winglet plate 6, with the bending angle controlled between 60° and 120°, forming an overall T-shaped orthogonal structure. The shear-resistant winglet vertical plate 7 and the shear-resistant winglet plate 6 can be connected by welding or integral molding. The shear-resistant winglet vertical plate 7 extends downward into the interior of the reinforced concrete beam 3, precisely positioned within the steel reinforcement gap 10 formed by the longitudinal reinforcement 8 and stirrups 9, thus avoiding collision with the steel reinforcement and not disrupting the original steel reinforcement arrangement.

[0032] To further enhance the embedding and shear resistance performance, several continuously arranged sawtooth shear teeth 11 are provided on the two opposite edges of the shear-resistant wing lug plate 6 in a mirror-symmetrical manner along the central axis.

[0033] The two opposite edges of the shear-resistant flying wing vertical plate 7 are symmetrically arranged with several sawtooth-shaped shear teeth 11 along the vertical central axis. Among them, the openings of the shear teeth 11 are inclined upward, forming an interlocking structure after the concrete is poured.

[0034] Several shear holes 12 are respectively opened on the surface of the shear-resistant wing ear plate 6 and the shear-resistant wing vertical plate 7, which helps to backflow or overflow mortar during pouring and form a tenon joint to enhance the reinforcement performance. In addition, several shear rods 13 are inserted into the shear holes 12 of the shear-resistant wing vertical plate 7. The shear rods 13 are configured as horizontal parallel stirrups 9 and perpendicular to the longitudinal bars 8, and are accommodated in the bar gaps 10, forming an integral tenon joint with the concrete, longitudinal bars, etc., which significantly enhances the shear and pull-out resistance of the column base reinforcement interface.

[0035] This invention also provides a construction method for a wing-type shear key steel column base structure, including the following specific steps: Step S1: Weld the shear-resistant wing lug 6 and the shear-resistant wing vertical plate 7 together in the factory or construction site to complete the T-shaped structure assembly; weld the four shear-resistant wing lug plates 6 to the side bevels of the column base anchor plate 4 in sequence to form an integral anchoring assembly.

[0036] Step S2: For the longitudinal reinforcement 8 and stirrups 9 of the lower concrete column 2 and the surrounding reinforced concrete beam 3, strictly control the spacing of the reinforcement and the thickness of the protective layer to ensure that a continuous and through reinforcement gap 10 is formed between the longitudinal reinforcement 8 and the stirrups 9; erect the column and beam formwork simultaneously, and reserve the installation space for the shear-resistant wing anchoring components to avoid interference between the formwork and the components.

[0037] Step S3: Insert the column anchor bolts 5 on the bottom surface of the column anchor plate 4 into the concrete column 2; adjust the plane position, elevation and level of the column anchor plate 4 using the adjustment device to ensure that it is coaxial with the steel column 1 and the concrete column 2; after adjustment, temporarily fix the column anchor bolts 5 to the steel reinforcement in the concrete column 2 by spot welding, and fix the column anchor plate 4 to the surrounding steel reinforcement by spot welding to prevent displacement during the pouring process.

[0038] Step S4: Along the length of the reinforced concrete beam 3, slowly push the shear-resistant wing plate 6 and the shear-resistant wing vertical plate 7 into the beam, so that the shear-resistant wing vertical plate 7 slides precisely into the gap 10 between the longitudinal reinforcement 8 and the stirrup 9 until the designed depth; avoid forcibly squeezing the reinforcement throughout the process, keep the original reinforcement arrangement unchanged, ensure that the shear-resistant wing vertical plate 7 is completely embedded in the beam reinforcement skeleton, and weld the shear-resistant wing plate to the column base anchor plate 4 through the cut.

[0039] During the insertion process, the shear teeth 11 of the shear-resistant flying wing ear plate are arranged facing forward, and the shear teeth 11 of the shear-resistant flying wing vertical plate are arranged facing upward, so that the shear teeth 11 can reliably engage with the subsequently poured concrete.

[0040] When installing the shear bar 13, it is inserted horizontally through the shear hole 12 on one side of the shear wing vertical plate 7, so that the shear bar 13 is horizontally parallel to the stirrup 9, perpendicular to the longitudinal bar 8, and completely contained within the steel reinforcement gap 10 formed by the adjacent longitudinal bar 8 and the stirrup 9. The shear bar is tied and fixed to the side of the stirrup, and the extension length of both ends of the shear bar is consistent, and the length is slightly less than or not greater than the width of the stirrup.

[0041] At the same time, check that there are no debris blocking the shear-resistant flap plate 6 and all shear holes 12 to ensure that the concrete can be fully poured into the holes to form a concrete tenon and enhance the overall embedding effect.

[0042] Step S5: Concrete pouring and curing. Pour concrete symmetrically into columns 2 and reinforced concrete beams 3, using a small vibrator to vibrate along the perimeter of the components, avoiding direct impact from the vibrator onto the steel members. Control the pouring speed to prevent the shear-resistant flap plates 6 and shear-resistant flap vertical plates 7 from floating or shifting.

[0043] After the concrete is poured, it should be cured in time. After the concrete reaches the design strength, the top surface of the column base anchor plate 4 should be welded and fixed to the bottom end of the upper steel column 1.

[0044] The following section provides a verification and explanation of the shear bearing capacity performance of the wing-type shear key steel column base structure provided in this application, using specific embodiments.

[0045] In a certain industrial park project, the structural system is a reinforced concrete frame structure. Due to process requirements, a steel structure equipment layer is set at the top. During the design process of this project, the flying wing type shear key steel column base structure provided in this application is set at the bottom of the steel columns. Among them, the shear-resistant flying wing vertical plate 7, which is inserted into the concrete on one side of the shear-resistant flying wing anchoring component, has a shear section of 80mm x 16mm steel plate, with a section width of 80mm and a section thickness of 16mm. The cross-sectional area of ​​the shear-resistant flying wing vertical plate 7 on one side is: A = 16 x 80 = 1280 mm². 2 The shear force at the column base in each direction is borne jointly by the shear-resistant vertical plates on both symmetrical sides. The shear cross-sectional area in each direction is: A' = 2A = 2560 mm². 2 .

[0046] In this project case, the shear key steel plate has a strength grade of Q235B. According to Article 4.4.1 of the national standard "Standard for Design of Steel Structures" (GB50017-2017), it can be found that if the steel plate thickness is less than or equal to 16mm, the design value of the shear strength of the steel is... Value: 125 N / mm 2 .

[0047] The design value of the shear bearing capacity in a single direction (two symmetrical shear-resistant vertical slabs) of this industrial park project case is: =125x2560=320kN. The design value of the shear bearing capacity of this application is greater than the horizontal shear force at the bottom of the column by 300kN, which meets the safety requirements. Moreover, the construction is very convenient and the quality of concrete pouring is well controlled.

[0048] In addition, the commonly used shear key specifications and shear bearing capacities in actual engineering are listed in Table 1 below.

[0049] Table 1. Commonly used shear key specifications and shear bearing capacity.

[0050]

[0051] Based on the above comparative analysis, the shear bearing capacity of the wing-type shear key steel column base structure provided in this application is significantly greater than that of most conventional shear keys, demonstrating a clear advantage. It also exhibits excellent shear safety and is very convenient to install and construct. Furthermore, in actual project engineering, the wing-type shear key steel column base structure provided in this application can be optimized or strengthened according to the actual shear force at the column base and the actual spacing of the beam longitudinal reinforcement, using different sizes and numbers of shear vertical plates to match various column base stress types, based on the specific project requirements.

[0052] The above description is only a preferred embodiment of the present invention. It should be noted that for those skilled in the art, several improvements and modifications can be made without departing from the technical principles of the present invention, and these improvements and modifications should also be considered within the scope of protection of the present invention.

Claims

1. A wing-shaped shear key steel column base structure, characterized in that, include: Upper steel column, Lower concrete pillar, At least four reinforced concrete beams are evenly spaced longitudinally and transversely connected to the outside of the concrete column in the same plane; a shear-resistant wing anchoring component is fixedly connected to the bottom of the steel column and simultaneously embedded in the concrete column and the reinforced concrete beam. The shear-resistant wing anchoring assembly includes a column base anchor plate, a column base anchor bolt, a shear-resistant wing lug plate, and a shear-resistant wing vertical plate; The top surface of the column base anchor plate is used to connect to the bottom of the steel column. Several column base anchor bolts are evenly spaced on the bottom surface of the column base anchor plate and extend parallel to each other into the concrete column. Four shear-resistant flap plates are evenly spaced on the side of the column base anchor plate, extending outward from the center of the concrete column and arranged in the same direction along the length of the reinforced concrete beam. The shear-resistant flap plates have a gradually changing cross-sectional width along the length direction and are symmetrical trapezoidal with symmetrical oblique transition edges at the top and bottom. The end with a larger cross-sectional width is fixedly connected to the side of the column base anchor plate, and a shear-resistant flap vertical plate is connected to the free end with a smaller cross-sectional width. The shear-resistant flap vertical plate is bent and extended relative to the shear-resistant flap plate and embedded in the steel reinforcement gap formed by the longitudinal reinforcement and stirrups in the reinforced concrete beam.

2. The flying-wing type shear key steel column base structure according to claim 1, characterized in that, The concrete column and the steel column are coaxially arranged, and the cross-sectional area of ​​the concrete column is larger than that of the steel column.

3. The flying-wing type shear key steel column base structure according to claim 2, characterized in that, The shear-resistant wing vertical plate and the shear-resistant wing ear plate are respectively provided with a plurality of shear holes, and a shear-resistant rod is inserted into the shear hole on the shear-resistant wing vertical plate, which is parallel to the longitudinal bar and accommodated in the steel reinforcement gap formed by the longitudinal bar and the stirrup; On the two opposite edges of the anti-shear wing lug, a number of continuously arranged sawtooth anti-shear teeth are mirror-symmetrically arranged along the central axis; on the two opposite edges of the anti-shear wing vertical plate, a number of continuously arranged sawtooth anti-shear teeth are mirror-symmetrically arranged along the vertical central axis and along the height direction, and the openings of the anti-shear teeth of the anti-shear wing vertical plate extend obliquely toward the upper end of the anti-shear wing vertical plate.

4. The flying-wing type shear key steel column base structure according to claim 3, characterized in that, The shear-resistant wing vertical plate and the shear-resistant wing ear plate are connected by welding or integral molding, and the top of the shear-resistant wing vertical plate is orthogonally connected to the bottom surface of the shear-resistant wing ear plate in a T-shape along the central axis of symmetry of the shear-resistant wing ear plate.

5. The flying-wing type shear key steel column base structure according to claim 4, characterized in that, The side of the column base anchor plate is connected to the shear-resistant wing lug plate by bevel welding; the bending angle of the shear-resistant wing vertical plate relative to the shear-resistant wing lug plate is in the range of 60~120°.

6. The flying-wing type shear key steel column base structure according to claim 5, characterized in that, The cross-section of the column base anchor plate is rectangular or circular, and the cross-section of both the steel column and the concrete column is circular.

7. A construction method for a wing-type shear key steel column base structure as described in any one of claims 1 to 6, characterized in that, Includes the following steps: Step S1: Weld the shear-resistant wing lugs and shear-resistant wing vertical plates together in the factory or construction site to form the T-shaped structure assembly; weld the four shear-resistant wing lugs to the side bevels of the column base anchor plate in sequence. Step S2: For the longitudinal reinforcement and stirrups of the lower concrete column and the surrounding reinforced concrete beam, strictly control the spacing of the reinforcement and the thickness of the protective layer to ensure that a continuous and through reinforcement gap is formed between the longitudinal reinforcement and the stirrups. Step S3: Insert the column base anchor bolts on the bottom surface of the column base anchor plate into the concrete column; adjust the plane position, elevation and level of the column base anchor plate using the adjustment device to ensure that it is coaxial with the steel column and the concrete column; after adjustment, temporarily fix the column base anchor bolts to the steel bars in the concrete column by spot welding, and position the column base anchor plate to the surrounding steel bars by spot welding. Step S4: Along the length of the reinforced concrete beam, slowly push the shear wing ear plate and the shear wing vertical plate into the beam, so that the shear wing vertical plate can be accurately slid into the gap between the longitudinal reinforcement and the stirrups until the design depth is reached, so that the shear wing vertical plate is completely embedded in the beam reinforcement skeleton, and weld the shear wing ear plate to the column foot anchor plate section for fixation. During the insertion process, the shear teeth of the shear-resistant flying wing ear plate are arranged facing forward, and the shear teeth of the shear-resistant flying wing vertical plate are arranged facing upward, so that the shear teeth can reliably engage with the subsequently poured concrete. When installing shear bars, insert them horizontally through the shear hole on one side of the shear wing vertical plate, so that the shear bars are horizontally parallel to the stirrups, perpendicular to the longitudinal bars, and completely contained in the steel reinforcement gap formed by the adjacent longitudinal bars and stirrups. Tie the shear bars to the sides of the stirrups, and make the extension length of the two ends of the shear bars consistent, and the length is slightly less than or not greater than the width of the stirrups. Step S5: Concrete pouring and curing. Pour concrete symmetrically into columns and reinforced concrete beams. Use a small vibrator to vibrate around the perimeter of the component to avoid direct impact of the vibrator on the steel component. After the concrete is poured, it should be cured in a timely manner. Once the concrete reaches the design strength, the top surface of the anchor plate should be welded and fixed to the bottom of the upper steel column.

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