A construction method for the steel structure of the outrigger truss strengthening layer of the core tube of a super high-rise tower

Abstract

The present invention relates to the technical field related to building construction, and specifically to a construction method for the steel structure of the outrigger truss strengthening layer of a super high-rise tower core tube. The construction method for the steel structure of the outrigger truss strengthening layer of the super high-rise tower core tube includes the L-shaped giant column processing process, the L-shaped giant column installation of permanent support process, the mortise and tenon type combined installation process of complex steel structure joints, the installation process of rootless steel girders, and the reverse installation process of newly rooted steel columns. By means of the L-shaped giant column processing process, the L-shaped giant column installation of permanent support process, the mortise and tenon type combined installation process of complex steel structure joints, the installation process of rootless steel girders, and the reverse installation process of newly rooted steel columns, the present invention solves the problems of large welding deformation, high installation difficulty, and low installation accuracy at the complex joint parts of the steel structure of the outrigger truss strengthening layer of the super high-rise core tube, reduces the construction difficulty of the steel structure, and improves the construction efficiency.

Description

Technical Field

[0001] The present invention relates to the technical field related to building construction, and specifically relates to a construction method for a steel structure of a strengthened story of a core tube with outrigger trusses in a super high-rise tower. Background Art

[0002] Currently, for the vertical structure construction of the core tube structure of 500m-class super high-rise buildings in the world, the top formwork system (i.e., the jacking platform, hereinafter collectively referred to as the jacking platform) is basically used in all cases. The traditional steel structure construction method cannot meet the construction requirements of the steel structure of the strengthened story of the core tube under the jacking platform system and has the problem of low construction efficiency;

[0003] Moreover, in the prior art, it is not convenient to pre-position the stiffening plate and the web, resulting in the easy deviation of the stiffening plate during the welding process of the stiffening plate, and thus the deviation of the welding position of the stiffening plate, ultimately affecting the overall strength of the structure. Therefore, the present invention proposes a construction method for a steel structure of a strengthened story of a core tube with outrigger trusses in a super high-rise tower to solve the above problems. Summary of the Invention

[0004] The purpose of the present invention is to provide a construction method for a steel structure of a strengthened story of a core tube with outrigger trusses in a super high-rise tower to solve the problems raised in the above background art.

[0005] To achieve the above purpose, the present invention provides the following technical solution: A construction method for a steel structure of a strengthened story of a core tube with outrigger trusses in a super high-rise tower, the construction method for a steel structure of a strengthened story of a core tube with outrigger trusses in a super high-rise tower includes:

[0006] Step 1: The processing process of the L-shaped giant column. The L-shaped giant column is composed of a web, flange plates, internal stiffening plates, and external stiffening plates, and the processing process of the L-shaped giant column includes:

[0007] The processing and forming process of the stiffening plate. In the processing and forming process of the stiffening plate, the internal stiffening plate and the external stiffening plate are first cut and formed;

[0008] The forming process of the web. In the forming process of the web, two 100-mm steel plates are welded and positioned into a plate body structure with an L-shaped cross-section;

[0009] The positioning process of the flange plate. In the positioning process of the flange plate, the flange plate is welded and positioned at the inner and outer edge positions of the web;

[0010] The positioning process of the stiffening plate. In the positioning process of the stiffening plate, the internal stiffening plate and the external stiffening plate are respectively abutted against the inner and outer sides of the web and welded and positioned on the inner and outer sides of the web;

[0011] Step 2: Process of installing permanent supports for the L-shaped mega-column. During the process of installing permanent supports for the L-shaped mega-column, a steel section permanent support is added to replace the steel bars for transition support of steel columns with different cross-sections. Before pouring the lower-layer concrete, HW200X200 steel sections are embedded. The steel section material is Q355B. The steel section is welded to the colliding steel bars in the lower layer and replaces part of the vertical steel bars with equal area, and the support steel section is directly poured into the concrete.

[0012] Step 3: Process of mortise-tenon type combined installation for complex steel structure joints. During the process of mortise-tenon type combined installation for complex steel structure joints, the mortise-tenon type combined installation sequence is adopted for the complex beam-column joints around the L-shaped mega-column at the corner of the core tube, and full penetration welding is carried out between the structures to improve the installation accuracy of complex joints and reduce welding deformation.

[0013] Step 4: Process of installing a steel beam without root. During the process of installing a steel beam without root, it refers to a steel beam directly embedded in the concrete structure with no steel column fixed at both ends of the steel beam.

[0014] Step 5: Process of reverse installation of newly rooted steel columns. During the process of reverse installation of newly rooted steel columns, first install the steel column anchor bolts in the middle of the structural wall → pour half of the structural wall to the elevation of the anchor bolts → install the newly rooted steel columns → tie the remaining steel bars of this layer of the wall → pour the remaining half-layer of concrete → carry out the installation construction of the steel structure on the next layer.

[0015] Preferably, the flange plate and the web are perpendicularly arranged. The internal stiffening plate and the external stiffening plate are both L-shaped, and the internal stiffening plate and the external stiffening plate are both arranged at a horizontal angle.

[0016] Preferably, during the processing of the L-shaped mega-column, the internal stiffening plate and the external stiffening plate are positioned on the inner and outer sides of the web through a pre-positioning component, and the internal stiffening plate and the external stiffening plate are flush with each other.

[0017] Preferably, the web is provided with installation holes, and the pre-positioning component is positioned in the installation holes. The pre-positioning component is composed of a positioning tube, an internal positioning chuck, an adjusting component, a limiting component, and an external positioning component.

[0018] Preferably, the positioning tube is a round tube structure with a sealed inner end, and an internal thread structure is provided at the outer end of the inner cavity of the positioning tube.

[0019] Preferably, the adjusting component is composed of a positioning head, a guide rod, a fixing plate, a return spring, and a movable ring. The positioning head, the guide rod, and the fixing plate are integrally formed. The return spring and the movable ring are both sleeved on the guide rod. The two ends of the return spring are respectively connected to the movable ring and the fixing plate. A jack is provided on the positioning head, and the external positioning component is inserted into the jack.

[0020] Preferably, the outer positioning member is composed of a plug rod and a positioning seat, which are arranged in a T shape between the plug rod and the positioning seat, and the plug rod is inserted into the jack. When the pre-positioning assembly is actually installed, its inner positioning chuck and positioning seat respectively abut against the inner stiffening plate and the outer stiffening plate. The transverse plate body of the inner positioning chuck and the port edge line position of the positioning seat are both chamfered.

[0021] Preferably, the limiting member is composed of a threaded column and a nut, and a guide rod hole is penetrated through the limiting member, and the guide rod is arranged through the guide rod hole.

[0022] Preferably, an annular groove, an insertion groove and a limiting groove are formed on the side wall of the jack. A group of insertion grooves and limiting grooves are symmetrically arranged, and the insertion grooves and the limiting grooves are distributed in a cross shape. The cross-sectional dimensions of the insertion grooves and the limiting grooves match. A limiting protrusion is integrally formed on the side wall of the plug rod. A group of limiting protrusions are symmetrically arranged, and the size of the limiting protrusion matches the size of the limiting groove, and the height value of the limiting protrusion is smaller than the width value of the annular groove.

[0023] Preferably, the end edge line position of the limiting protrusion is chamfered.

[0024] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0025] 1. In the present invention, through the L-shaped giant column processing process, the L-shaped giant column installation permanent support process, the tenon and mortise combination installation process of the complex steel structure node, the rootless steel girder installation process and the reverse installation process of the newly born root steel column, the problems of large welding deformation, high installation difficulty and low installation accuracy at the complex node part of the super high-rise core tube outrigger truss strengthening layer steel structure are solved, the construction difficulty of the steel structure is reduced, and the construction efficiency is improved;

[0026] 2. And the inner stiffening plate and the outer stiffening plate are pre-positioned on the inner and outer sides of the web through the pre-positioning assembly composed of a positioning tube, an inner positioning chuck, an adjusting member, a limiting member and an outer positioning member, and the installation does not require a bolt structure, thereby improving the convenience of pre-positioning the inner stiffening plate and the outer stiffening plate and effectively improving the construction efficiency. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 is a schematic structural diagram of the present invention;

[0028] Figure 2 is a half-sectional view of the present invention;

[0029] Figure 3 is Figure 2 an enlarged schematic view of the structure at A in

[0030] Figure 4 is a schematic structural diagram of the web of the present invention;

[0031] Figure 5 Structural schematic diagram of the pre-positioning component of the present invention;

[0032] Figure 6 Structural schematic diagram of the adjusting component of the present invention;

[0033] Figure 7 Structural schematic diagram of the outer positioning component of the present invention;

[0034] Figure 8 Structural schematic diagram of the limiting component of the present invention.

[0035] In the figure: web 1, flange plate 2, internal stiffening plate 3, external stiffening plate 4, pre-positioning component 5, positioning tube 6, internal positioning clamp seat 7, adjusting component 8, limiting component 9, outer positioning component 10, mounting hole 11, positioning head 12, guide rod 13, fixing plate 14, return spring 15, movable ring 16, threaded column 17, nut 18, guide rod hole 19, insertion rod 20, positioning seat 21, limiting protrusion 22, jack 23, annular groove 24, insertion groove 25, limiting groove 26. Specific embodiments

[0036] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0037] In order to clearly and completely describe the purpose, technical solutions of the present invention, and make the advantages more clear, the following further details the embodiments of the present invention in conjunction with the accompanying drawings. It should be understood that the specific embodiments described herein are only a part of the embodiments of the present invention, rather than all the embodiments, and are only used to explain the embodiments of the present invention, not to limit the embodiments of the present invention. All other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0038] In the description of the present invention, it should be noted that the orientation or positional relationship indicated by the terms "center", "middle", "upper", "lower", "left", "right", "inner", "outer", "top", "bottom", "side", "vertical", "horizontal", etc. is based on the orientation or positional relationship shown in the drawings. It is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the present invention. In addition, the terms "one", "first", "second", "third", "fourth", "fifth", "sixth" are only used for descriptive purposes and cannot be understood as indicating or implying relative importance.

[0039] In the description of the present invention, it should be noted that unless otherwise clearly specified and defined, the terms "installation", "connection", "connection" should be understood in a broad sense. For example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be directly connected or indirectly connected through an intermediate medium, and it can be the communication inside two elements. For those of ordinary skill in the art, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0040] For the purpose of simplicity and illustration, the principles of the embodiments are mainly described by referring to examples. In the following description, many specific details are set forth to provide a thorough understanding of the embodiments. However, it is obvious that for those of ordinary skill in the art, these embodiments may not be limited to these specific details in practice. In some instances, well-known methods and structures are not described in detail to avoid unnecessarily making these embodiments difficult to understand. Additionally, all embodiments can be used in combination with each other.

[0041] Please refer to Figure 1-8 , the present invention provides embodiments of the following three preferred solutions Embodiment 1:

[0042] A construction method for the steel structure of the outrigger truss strengthening layer of the core tube of a super high-rise tower. The construction method for the steel structure of the outrigger truss strengthening layer of the core tube of a super high-rise tower includes:

[0043] Step 1: The processing process of the L-shaped mega-column. The L-shaped mega-column is composed of a web 1, flange plates 2, internal stiffening plates 3, and external stiffening plates 4, and the processing process of the L-shaped mega-column includes:

[0044] The processing and forming process of the stiffening plates. During the processing and forming process of the stiffening plates, first, the internal stiffening plates 3 and the external stiffening plates 4 are cut and formed;

[0045] The forming process of the web. During the forming process of the web, two 100-mm steel plates are welded and positioned into a plate body structure with an L-shaped cross-section;

[0046] Positioning process of the flange plate. During the positioning process of the flange plate, the flange plate 2 is welded and positioned at the inner and outer edges of the web plate 1;

[0047] Positioning process of the stiffening plate. During the positioning process of the stiffening plate, the inner stiffening plate 3 and the outer stiffening plate 4 are respectively abutted against the inner and outer sides of the web plate 1 and are welded and positioned at the inner and outer sides of the web plate 1;

[0048] Step 2: Process of installing permanent supports for the L-shaped mega-column. During the process of installing permanent supports for the L-shaped mega-column, a steel section permanent support is added to replace the steel bars for transition support of steel columns with different cross-sections. Before pouring the lower-layer concrete, the HW200X200 steel section is buried. The material of the steel section is Q355B. The steel section is welded to the collision steel bars in the lower layer and replaces part of the vertical steel bars with equal area, and the support steel section is directly poured into the concrete;

[0049] Step 3: Process of mortise-and-tenon combined installation of complex steel structure joints. During the process of mortise-and-tenon combined installation of complex steel structure joints, the mortise-and-tenon combined installation sequence is adopted for the complex beam-column joints around the L-shaped mega-column at the corner of the core tube, and full-penetration welding is carried out between the structures to improve the installation accuracy of complex joints and reduce welding deformation;

[0050] Step 4: Process of installing a steel beam without root. During the process of installing a steel beam without root, the installation of a steel beam without root refers to a steel beam that is directly embedded in the concrete structure without steel column fixation at both ends of the steel beam;

[0051] Step 5: Process of reverse installation of newly generated root steel columns. During the process of reverse installation of newly generated root steel columns, first install the steel column anchor bolts in the middle of the structural wall → pour half of the structural wall to the elevation of the anchor bolts → install the newly generated root steel columns → bind the remaining steel bars of this layer of the wall → pour the remaining half-layer of concrete → carry out the installation construction of the next-layer steel structure.

[0052] The flange plate 2 is vertically arranged with the web plate 1. The inner stiffening plate 3 and the outer stiffening plate 4 are both L-shaped, and the inner stiffening plate 3 and the outer stiffening plate 4 are both arranged at a horizontal angle. Embodiment 2:

[0053] On the basis of Embodiment 1, optionally, during the processing of the L-shaped mega-column, the inner stiffening plate 3 and the outer stiffening plate 4 are positioned at the inner and outer sides of the web plate 1 through the pre-positioning assembly 5, and the inner stiffening plate 3 and the outer stiffening plate 4 are flush with each other.

[0054] The web plate 1 is provided with an installation hole 11, and the pre-positioning assembly 5 is positioned in the installation hole 11. The pre-positioning assembly 5 is composed of a positioning tube 6, an inner positioning seat 7, an adjusting member 8, a limiting member 9 and an outer positioning member 10.

[0055] The positioning tube 6 is a circular tube structure with a sealed inner end, and an internal thread structure is provided at the outer end of the inner cavity of the positioning tube 6.

[0056] The adjusting member 8 is composed of a positioning head 12, a guide rod 13, a fixing plate 14, a return spring 15 and a movable ring 16. The positioning head 12, the guide rod 13 and the fixing plate 14 are integrally formed. The return spring 15 and the movable ring 16 are both sleeved on the guide rod 13. The two ends of the return spring 15 are respectively connected to the movable ring 16 and the fixing plate 14. A jack 23 is provided on the positioning head 12, and the outer positioning member 10 is inserted into the jack 23.

[0057] The outer positioning member 10 is composed of a plug rod 20 and a positioning seat 21. The plug rod 20 and the positioning seat 21 are arranged in a T shape. The plug rod 20 is inserted into the jack 23. When the pre-positioning assembly 5 is actually installed, its inner positioning clamp seat 7 and the positioning seat 21 respectively abut against the inner stiffening plate 3 and the outer stiffening plate 4. The chamfering treatment is carried out at the positions of the transverse plate body of the inner positioning clamp seat 7 and the port edge line of the positioning seat 21.

[0058] The limiting member 9 is composed of a threaded post 17 and a nut 18. A guide rod hole 19 is penetrated through the limiting member 9, and the guide rod 13 is arranged through the guide rod hole 19. The inner stiffening plate 3 and the outer stiffening plate 4 are pre-positioned on the inner and outer sides of the web 1 by the pre-positioning assembly 5 composed of the positioning tube 6, the inner positioning clamp seat 7, the adjusting member 8, the limiting member 9 and the outer positioning member 10, and the installation does not require a bolt structure, thereby improving the convenience of pre-positioning the inner stiffening plate 3 and the outer stiffening plate 4 and effectively improving the construction efficiency. Embodiment 3:

[0059] On the basis of Embodiment 2, an annular groove 24, an insertion groove 25 and a limiting groove 26 are provided on the side wall of the jack 23. A group of insertion grooves 25 and limiting grooves 26 are symmetrically arranged, and the insertion grooves 25 and the limiting grooves 26 are distributed in a cross shape. The cross-sectional dimensions of the insertion grooves 25 and the limiting grooves 26 are matched. A limiting protrusion 22 is integrally formed on the side wall of the plug rod 20. A group of limiting protrusions 22 are symmetrically arranged, and the size of the limiting protrusion 22 is matched with the size of the limiting groove 26. The height value of the limiting protrusion 22 is less than the width value of the annular groove 24. The outer positioning member 10 is prevented from deflecting at an angle by the limiting protrusion 22 being embedded into the limiting groove 26.

[0060] The end edge line position of the limiting protrusion 22 is chamfered. When the positioning seat 21 abuts against the upper surface of the outer stiffening plate 4, the limiting protrusion 22 is embedded into the limiting groove 26, and the limiting protrusion 22 and the positioning seat 21 are arranged in the same direction.

[0061] In actual use, the outer positioning member 10 is removed, and then the pre-positioning assembly 5 is inserted into the mounting hole 11. Then, the inner stiffening plate 3 is placed on the positioning tube 6, and the inner stiffening plate 3 is clamped by the inner positioning clamp seat 7. Then, the outer stiffening plate 4 is placed on the positioning head 12. Then, the positioning head 12 is pulled outwards, and the outer positioning member 10 is installed in the jack 23 on the positioning head 12. Then, the positioning head 12 is released, so that the outer stiffening plate 4 is clamped by the outer positioning member 10 under the rebounding action of the return spring 15.

[0062] Although the above-described illustrative specific embodiments of the present application have been described to enable those skilled in the art to understand the present application, the present application is not limited to the scope of the specific embodiments. For those of ordinary skill in the art, as long as various changes are within the spirit and scope of the present application defined and determined by the appended claims, all applications and creations using the concept of the present application are within the scope of protection.

Claims

1. A construction method for the steel structure of the outrigger truss strengthening layer of the core tube of a super high-rise tower, characterized in that: The construction method of the steel structure of the outrigger truss strengthening layer of the super high-rise tower core tube includes: Step 1: The processing process of the L-shaped giant column. The L-shaped giant column is composed of a web (1), flange plates (2), internal stiffening plates (3) and external stiffening plates (4). And the processing process of the L-shaped giant column includes: The processing and forming process of the stiffening plates. In the processing and forming process of the stiffening plates, first, the internal stiffening plates (3) and external stiffening plates (4) are cut and formed; The forming process of the web. In the forming process of the web, two 100-mm steel plates are welded and positioned into a plate body structure with an L-shaped cross-section; The positioning process of the flange plates. In the positioning process of the flange plates, the flange plates (2) are welded and positioned at the inner and outer edge positions of the web (1); The positioning process of the stiffening plates. In the positioning process of the stiffening plates, the internal stiffening plates (3) and external stiffening plates (4) are respectively abutted against the inner and outer sides of the web (1) and welded and positioned on the inner and outer sides of the web (1); Step 2: The process of installing the permanent support for the L-shaped giant column. In the process of installing the permanent support for the L-shaped giant column, a steel section permanent support is added to replace the steel bars for the transition support of steel columns with different cross-sections. The HW200X200 steel section is buried before the lower layer of concrete is poured. The steel section is made of Q355B, and the steel section is welded to the colliding steel bars of the lower layer and replaces part of the vertical steel bars with equal area, and the supporting steel section is directly poured into the concrete; Step 3: The mortise and tenon type combined installation process of the complex steel structure joints. In the mortise and tenon type combined installation process of the complex steel structure joints, the mortise and tenon type combined installation sequence is adopted for the complex beam-column joints around the L-shaped giant column at the corner of the core tube, and full penetration welding is carried out between the structures to improve the installation accuracy of the complex joints and reduce the welding deformation; Step 4: The installation process of the rootless steel bone beam. In the installation process of the rootless steel bone beam, the rootless steel bone beam installation refers to the steel bone beam with no steel column fixed at both ends and directly buried in the concrete structure; Step 5: The reverse installation process of the newly rooted steel column. In the reverse installation process of the newly rooted steel column, first install the steel column anchor bolts in the middle of the structural wall → pour half of the structural wall to the elevation of the anchor bolts → install the newly rooted steel column → bind the remaining steel bars of this layer of the wall → pour the remaining half-layer of concrete → carry out the steel structure installation construction of the next layer.

2. The construction method of the steel structure of the outrigger truss strengthening layer of the core tube of a super high-rise tower according to claim 1, characterized in that: The flange plates (2) are vertically arranged with the web (1), and the internal stiffening plates (3) and external stiffening plates (4) are both L-shaped, and the internal stiffening plates (3) and external stiffening plates (4) are both arranged at a horizontal angle.

3. A construction method for the steel structure of the outrigger truss strengthening layer of the core tube of a super high-rise tower according to claim 1, characterized in that: In the processing process of the L-shaped giant column, the internal stiffening plates (3) and external stiffening plates (4) are positioned on the inner and outer sides of the web (1) through the pre-positioning assembly (5), and the internal stiffening plates (3) and external stiffening plates (4) are flush with each other.

4. A construction method for the steel structure of the outrigger truss strengthening layer of the core tube of a super high-rise tower according to claim 3, characterized in that: Installation holes (11) are opened on the web (1), and the pre-positioning assembly (5) is positioned in the installation holes (11), and the pre-positioning assembly (5) is composed of a positioning tube (6), an internal positioning clamp seat (7), an adjusting part (8), a limiting part (9) and an external positioning part (10).

5. A construction method for the steel structure of the outrigger truss strengthening layer of the core tube of a super high-rise tower according to claim 4, characterized in that: The positioning tube (6) is a circular tube structure with a sealed inner end, and an internal thread structure is opened at the outer end of the inner cavity of the positioning tube (6).

6. A construction method for the steel structure of the outrigger truss strengthening layer of the core tube of a super high-rise tower according to claim 5, characterized in that: The adjusting member (8) is composed of a positioning head (12), a guide rod (13), a fixing plate (14), a return spring (15) and a movable ring (16). The positioning head (12), the guide rod (13) and the fixing plate (14) are integrally formed. The return spring (15) and the movable ring (16) are both sleeved on the guide rod (13). Two ends of the return spring (15) are respectively connected with the movable ring (16) and the fixing plate (14). A jack (23) is formed on the positioning head (12), and the outer positioning member (10) is inserted into the jack (23).

7. A construction method for the steel structure of the outrigger truss strengthening layer of the core tube of a super high-rise tower according to claim 6, characterized in that: The outer positioning member (10) is composed of a plug rod (20) and a positioning seat (21). The plug rod (20) and the positioning seat (21) are arranged in a T shape. The plug rod (20) is inserted into the jack (23). When the pre-positioning assembly (5) is actually installed, its inner positioning clamping seat (7) and the positioning seat (21) respectively abut against the inner stiffening plate (3) and the outer stiffening plate (4). Chamfering treatments are performed on the lateral plate body of the inner positioning clamping seat (7) and the port edge line position of the positioning seat (21).

8. A construction method for the steel structure of the outrigger truss strengthening layer of the core tube of a super high-rise tower according to claim 7, characterized in that: The limiting member (9) is composed of a threaded column (17) and a nut (18). A guide rod hole (19) is formed through the limiting member (9), and the guide rod (13) is arranged through the guide rod hole (19).

9. A construction method for the steel structure of the outrigger truss strengthening floor of the core tube of a super high-rise tower according to claim 8, characterized in that: An annular groove (24), an insertion groove (25) and a limiting groove (26) are formed on the side wall of the jack (23). A set of the insertion groove (25) and the limiting groove (26) are symmetrically arranged. The insertion groove (25) and the limiting groove (26) are distributed in a cross shape. The cross-sectional sizes of the insertion groove (25) and the limiting groove (26) are matched. A limiting protrusion (22) is integrally formed on the side wall of the plug rod (20). A set of the limiting protrusions (22) are symmetrically arranged. The size of the limiting protrusion (22) is matched with the size of the limiting groove (26). The height value of the limiting protrusion (22) is smaller than the width value of the annular groove (24).

10. A construction method for the steel structure of the outrigger truss strengthening layer of the core tube of a super high-rise tower according to claim 9, characterized in that: Chamfering treatment is performed on the edge line position of the end of the limiting protrusion (22).

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