A rigid connection node of a steel and concrete vertical hybrid structure and its use method

Abstract

The present invention provides a rigid connection node for a vertical hybrid steel-concrete structure and a method for use. The rigid connection node includes a concrete structure, a steel tube column structure, a steel column foot, and a steel tube concrete core column. The steel tube concrete core column is disposed within the steel tube column structure, and the steel column foot is disposed at the bottom of the steel tube column structure. The steel tube column structure is rigidly connected to the concrete structure via the steel column foot and the steel tube concrete core column to transfer load. The rigid connection node provided by the present invention improves the rigidity of the core area of ​​the beam-column joint, the bending moment transfer efficiency of the connection node, and the seismic performance. It meets the requirements for rigidity and seismic resistance of the node performance and solves the problem that wide column footings significantly weaken the concrete structure node domain.

Description

Technical Field

[0001] The present invention relates to the field of construction engineering, and in particular to a rigid connection node of a vertical mixed structure of steel and concrete and a use method thereof. Background Art

[0002] With the development of urban construction and people's pursuit of spatial quality, a large number of vertical hybrid structural systems with concrete bases and steel upper structures have emerged in urban rail transit, public and residential construction projects. For example, the East Plaza of the Shenzhen Metro Buji Hub uses a concrete frame structure on the first floor and a large-span steel frame structure on the second floor. This type of structural system has the advantages of meeting the needs of different vertical functional zoning, light steel structure, strong spanning capacity, factory processing and manufacturing, and significantly shortened construction period. However, it also has disadvantages such as sudden changes in upper and lower stiffness, upper flexibility and lower rigidity, whiplash effect in the steel structure, and large bending moments at the base of the columns. To alleviate the shortcomings of the vertical hybrid steel and concrete structure, a rigid connection should be used between the steel and concrete structures to reduce the calculated length coefficient of the steel columns, improve the lateral stiffness of the steel structure, and implement the design principle of "strong nodes, weak components."

[0003] Generally, steel structures use four types of rigid column bases specified in the code: exposed column base, embedded column base, inserted column base, and externally wrapped column base to connect to the concrete foundation. However, the steel-concrete vertical hybrid structure system requires the connection between the steel column and the concrete structure at the transition floor. The size and space of the concrete components at the transition floor are limited. Therefore, these four traditional connection methods are difficult to meet the requirements of the steel-concrete vertical hybrid structure system: (1) The exposed column base only relies on the contact between the anchor bolts and the column base plate and the concrete to transmit axial force and bending moment. The stiffness and bearing capacity are limited. It is necessary to add boot beams and more anchor bolts, which affects the pouring of concrete components and sometimes even makes it difficult to meet the rigid connection and seismic performance requirements. (2) The structure of the embedded (inserted) column base requires that the steel column has a certain embedment (insertion) depth in the concrete component, which is generally 1.5 times the outer diameter of the round steel pipe column. At the same time, it requires a certain distance between the edge of the steel column and the edge of the concrete component. If the upper steel column is directly embedded in the concrete component, the concrete beam and column size will need to be larger. The concrete components of the transition floor are generally difficult to meet; (3) The thickness and height of the outer concrete of the outer column base must meet the minimum requirements specified in the specifications, which is generally 2.5 times the long side dimension of the rectangular tube section or the diameter of the circular tube. The protruding outer column base affects the aesthetics and traffic needs of the mixed structure transition floor. Summary of the Invention

[0004] In response to the deficiencies in the above-mentioned prior art, the present invention provides a rigid connection node for a vertical hybrid structure of steel and concrete and a method for use thereof, which has the advantages of high rigidity, strong bearing capacity, good seismic performance, and no impact on aesthetics and traffic.

[0005] In order to solve the above technical problems, the technical solution adopted by the present invention is:

[0006] A rigid connection node of a vertical hybrid steel and concrete structure, comprising a concrete structure, a steel tube column structure, a steel column foot, and a steel tube concrete core column, wherein the steel tube concrete core column is arranged inside the steel tube column structure, and the steel column foot is arranged at the bottom of the steel tube column structure. The steel tube column structure is rigidly connected to the concrete structure through the steel column foot and the steel tube concrete core column to transfer load;

[0007] The concrete structure includes frame columns, frame beams and ring beams. The frame columns and frame beams are cast in situ to form a frame beam-column node. The ring beams are arranged around the frame beam-column node to increase the load-bearing area and stiffness of the frame beam-column node.

[0008] The steel pipe column structure includes an upper steel pipe column section and a lower steel pipe column section, wherein a notch is reserved in the lower steel pipe column section;

[0009] The steel column foot includes steel bars, a base plate and a mechanical connection sleeve. A through hole for cast-in-place concrete inside the steel tube concrete core column is reserved at the center of the base plate. The bottom of the base plate is connected to the steel bars through a mechanical sleeve.

[0010] The steel tube concrete core column includes an upper section of the steel tube core column, a lower section of the steel tube core column, cylindrical head weld nails, an insert plate and a stiffening plate. A casting hole is opened on the stiffening plate. The stiffening plate is welded to the top of the upper section of the steel tube core column, the insert plate is welded to the outer wall of the upper section of the steel tube core column and the bottom of the stiffening plate, the cylindrical head weld nails are welded to the outer wall of the lower section of the steel tube core column, and the notch of the lower section of the steel tube column is embedded in the insert plate of the upper section of the steel tube core column and welded together.

[0011] Furthermore, self-compacting concrete is poured into the upper section of the steel pipe core column and the lower section of the steel pipe core column through the pouring holes on the stiffening plate and the through holes on the bottom plate.

[0012] Furthermore, the steel bars and the lower section of the steel pipe core column with cylindrical head welded nails are embedded in the concrete structure.

[0013] Furthermore, an upper section of a steel tube core column with an insert plate and a stiffening plate is welded to the top surface of the base plate, and a lower section of a steel tube core column with cylindrical head welding nails is welded to the bottom surface of the base plate.

[0014] Furthermore, the upper section of the steel pipe column and the lower section of the steel pipe column are connected by equal strength groove welding.

[0015] Furthermore, the casting holes on the stiffening plate and the through holes on the bottom plate are coaxial.

[0016] Furthermore, the upper section of the steel pipe column and the lower section of the steel pipe column are connected by equal strength welding through a splicing seam.

[0017] A method for using a rigid connection node of a vertical hybrid steel and concrete structure comprises the following steps:

[0018] Step 1: The upper section of the steel pipe core column, the lower section of the steel pipe core column, the bottom plate, the stiffening plate, and the insert plate are processed in the factory to form an integral body;

[0019] The steel column foot and the steel tube concrete column core are processed in the factory to form an integral whole: the top surface of the bottom plate is welded to the upper section of the steel tube core column with inserts and stiffeners, the bottom surface of the bottom plate is welded to the lower section of the steel tube core column with cylindrical head weld nails, and the bottom of the bottom plate is connected to the steel bar through a mechanical sleeve;

[0020] Step 2: When pouring the concrete structure, the steel bars and the lower section of the steel pipe core column are positioned and embedded in the concrete structure; self-compacting concrete is poured into the steel pipe through the pouring holes of the stiffening plate;

[0021] Step three: when the upper steel structure is installed, the notch of the lower section of the steel pipe column is embedded into the plug plate of the upper section of the steel pipe core column and welded together; the upper section of the steel pipe column and the lower section of the steel pipe column are welded together to form a whole.

[0022] Furthermore, before step 1, assume that the bending moment at the base of the steel tube column is M, the shear force is V, and the axial force is N. Based on the design requirements for medium-sized steel-concrete frame columns in the Code for Design of Composite Structures, the size of the inserted steel tube is determined without changing the size of the concrete structural member, thereby determining the bending moment M1 it can withstand and verifying its shear bearing capacity V.

[0023] Furthermore, the steel column foot bears the remaining column base bending moment M2=M-M1 and the axial force N, thereby determining the bottom plate size and the arrangement of the reinforcement.

[0024] Compared with the prior art, the rigid connection node of a steel and concrete vertical hybrid structure and its use method described in the present invention have the following advantages:

[0025] (1) The rigid connection node provided by the present invention improves the rigidity of the core area of ​​the beam-column node and the bending moment transmission efficiency and seismic performance of the connection node, meets the requirements of rigidity and seismic performance for node performance, and solves the problem that the wide column base significantly weakens the node domain of the concrete structure.

[0026] (2) Compared with the traditional exposed rigid column base, the number of anchor bolts and the thickness of the base plate can be greatly reduced, the setting of stiffening ribs can be eliminated, and the rigid connection and seismic performance requirements can be achieved.

[0027] (3) Compared with traditional embedded (inserted) column bases, the size of the concrete component will not increase due to the structural requirements of the column base.

[0028] (4) Compared with the traditional external column base, the steel tube concrete core column is placed inside the steel tube, which will not affect the aesthetics and traffic of the hybrid structure transition floor. BRIEF DESCRIPTION OF THE DRAWINGS

[0029] The accompanying drawings, which constitute part of the present invention, are provided to provide a further understanding of the present invention. The exemplary embodiments of the present invention and their descriptions are provided to explain the present invention and do not constitute an undue limitation of the present invention. In the accompanying drawings:

[0030] Figure 1 This is a longitudinal cross-sectional view of a rigid connection node structure of a vertical hybrid structure of steel and concrete according to the present invention;

[0031] Figure 2 yes Figure 1 Middle AA section view;

[0032] Figure 3 This is an axonometric view of a rigid connection node structure of a vertical hybrid steel and concrete structure of the present invention;

[0033] Figure 4 4-1 is a main view and 4-2 is a cross-sectional view;

[0034] Figure 5 5-1 is a schematic diagram of the steel tube concrete core column structure of the present invention, wherein 5-2 is a cross-sectional view;

[0035] Figure 6 This is a schematic diagram of the combination of a steel column foot and a steel tube concrete core column according to the present invention;

[0036] Figure 7 This is a schematic diagram of the axial side of the stiffening plate of the present invention;

[0037] Figure 8 This is a schematic diagram of the bottom plate axial side of the present invention;

[0038] Figure 9 It is an axial side schematic diagram of the split assembly of the present invention.

[0039] Description of reference numerals:

[0040] 1. Upper section of steel pipe column; 2. Lower section of steel pipe column; 3. Upper section of steel pipe core column; 4. Lower section of steel pipe core column; 5. Insert plate; 6. Stiffener plate; 7. Joint; 8. Self-compacting concrete; 9. Mechanical connection sleeve; 10. Base plate; 11. Rebar; 12. Cylindrical head weld nail; 13. Frame beam; 14. Frame column; 15. Notch; 16. Ring beam; 17. Casting hole; 18. Through hole. DETAILED DESCRIPTION

[0041] It should be noted that, in the absence of conflict, the embodiments of the present invention and the features in the embodiments may be combined with each other.

[0042] In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside" and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are 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 cannot be understood as limiting the present invention. In addition, the terms "first", "second", etc. are only used for descriptive purposes and cannot be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Therefore, features defined as "first", "second", etc. may explicitly or implicitly include one or more of the features. In the description of the present invention, unless otherwise specified, "multiple" means two or more.

[0043] In the description of the present invention, it should be noted that, unless otherwise expressly specified or limited, the terms "mounted," "connected," and "connected" should be understood in a broad sense. For example, they may refer to fixed connections, detachable connections, or integral connections; mechanical connections or electrical connections; direct connections or indirect connections through an intermediate medium; and internal communication between two components. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on specific circumstances.

[0044] The present invention will be described in detail below with reference to the accompanying drawings and in conjunction with embodiments.

[0045] like Figures 1 to 9 As shown, a rigid connection node of a vertical hybrid structure of steel and concrete includes a concrete structure, a steel tube column structure, a steel column foot and a steel tube concrete core column. The steel tube concrete core column is arranged inside the steel tube column structure, and the steel column foot is arranged at the bottom of the steel tube column structure. The steel tube column structure is rigidly connected to the concrete structure through the steel column foot and the steel tube concrete core column to transfer the load.

[0046] The concrete structure includes frame columns 14, frame beams 13 and ring beams 16. The frame columns 14 and frame beams 13 are cast in situ to form a frame beam-column node. The ring beams 16 are arranged around the frame beam-column node to increase the load-bearing area and stiffness of the frame beam-column node.

[0047] The steel pipe column structure includes an upper steel pipe column section 1 and a lower steel pipe column section 2 , wherein the upper steel pipe column section 1 and the lower steel pipe column section 2 are connected by equal strength groove welding, and a notch 15 is reserved in the lower steel pipe column section 2 .

[0048] The steel column foot includes steel bars 11, a base plate 10 and a mechanical connection sleeve 9. A through hole 18 for cast-in-place concrete inside the steel tube concrete core column is reserved at the center of the base plate 10. The bottom of the base plate 10 is connected to the steel bars 11 through the mechanical sleeve 9. The top surface of the base plate 10 is welded with an upper section 3 of the steel tube core column with an insert plate 5 and a stiffening plate 6. The bottom surface of the base plate 10 is welded with a lower section 4 of the steel tube core column with a cylindrical head weld nail 12. The steel bars 11 and the lower section 4 of the steel tube core column with a cylindrical head weld nail 12 are buried in the concrete structure.

[0049] The steel tube concrete core column includes an upper section 3 of the steel tube core column, a lower section 4 of the steel tube core column, cylindrical head weld nails 12, an insert plate 5, and a stiffening plate 6. A casting hole 17 is provided in the stiffening plate 6. The stiffening plate 6 is welded to the top of the upper section 3 of the steel tube core column, the insert plate 5 is welded to the outer wall of the upper section 3 of the steel tube core column and the bottom of the stiffening plate 6, and the cylindrical head weld nails 12 are welded to the outer wall of the lower section 4 of the steel tube core column. The notch 15 of the lower section 2 of the steel tube column is inserted into the insert plate 5 of the upper section 3 of the steel tube core column and welded together. Self-compacting concrete 8 is poured into the upper section 3 of the steel tube core column and the lower section 4 of the steel tube core column through the casting hole 17 in the stiffening plate 6 and the through hole 18 in the bottom plate 10. The casting hole 17 in the stiffening plate 6 and the through hole 18 in the bottom plate 10 are coaxial.

[0050] The above embodiment is further described below:

[0051] like Figure 7 、 Figure 8 As shown, the stiffening plate 6 with the casting holes 17 and the bottom plate 10 with the through holes 18 are manufactured in the factory.

[0052] like Figure 4 As shown, the lower section 2 of the steel pipe column with the notch 15 is manufactured in the factory.

[0053] like Figure 5 As shown, the cylindrical head welding nail 12 is welded to the outer wall of the lower section 4 of the steel tube core column, the insert plate 5 is welded to the outer wall of the upper section 3 of the steel tube core column, and the bottom surface of the stiffening plate 6 is welded to the insert plate 5 and the top surface of the upper section 3 of the steel tube core column; then the upper section 3 of the steel tube core column is welded to the top surface of the bottom plate 10, and the lower section 4 of the steel tube core column is welded to the bottom surface of the bottom plate 10, forming a Figure 5 Shown as a whole.

[0054] like Figure 6 As shown, a mechanical connection sleeve 9 is welded to the bottom surface of the bottom plate 10 just below the center of the outer wall of the lower section of the steel pipe column 2; the steel bar 11 is connected to the mechanical connection sleeve 9 to form a Figure 6 Shown as a whole.

[0055] like Figure 1 、 Figure 2 、 Figure 3 As shown, after the above preparations are completed, the components will be transported to the site for assembly in the following order:

[0056] Before pouring the frame beams, columns and ring beam nodes, install and fix them as Figure 6 The integral steel bars 11 and the lower section 4 of the steel pipe core column are cast with the frame beams 13, frame columns 14, and ring beams 16 and fully vibrated to form a whole; after the concrete strength reaches the requirements, self-compacting concrete 8 is cast through the casting holes 17 and the through holes 18.

[0057] When the upper steel structure is installed, the notch 15 of the lower section 2 of the steel pipe column is inserted into the insert plate 5 of the upper section 3 of the steel pipe core column and welded together. Finally, the upper section 1 of the steel pipe column is welded to the lower section 2 of the steel pipe column through the joint 7 with equal strength welding. Similarly, the rigid connection of the vertical hybrid steel and concrete structure is completed.

[0058] The working principle of the present invention is as follows: a rigid connection node of a vertical hybrid structure of steel and concrete, a steel tube column structure is rigidly connected to the concrete structure through a steel column foot and a steel tube concrete core column, so that the steel tube column structure transfers the load to the concrete structure through steel bars, a base plate, and a steel tube concrete core column: the steel tube column transfers the axial force to the steel column foot base plate; transfers the shear force to the steel tube concrete core column; transfers the bending moment to the steel tube concrete core column and the steel bars; and finally transfers all to the concrete structure.

[0059] A method for using a rigid connection node of a vertical hybrid steel and concrete structure comprises the following steps:

[0060] Step 1: Assume the bending moment at the base of the steel tube column is M, the shear force is V, and the axial force is N. Based on the design requirements for medium-sized steel-concrete frame columns in the Code for Design of Composite Structures, determine the size of the inserted steel tube without changing the size of the concrete structural member, thereby determining the bending moment M1 it can withstand and verifying its shear bearing capacity V.

[0061] Step 2: The steel column foot bears the remaining column bottom bending moment M2=M-M1 and axial force N, thereby determining the bottom plate size and steel bar arrangement.

[0062] Step 3: The upper section of the steel pipe core column, the lower section of the steel pipe core column, the bottom plate, the stiffening plate, and the insert plate are processed in the factory to form a whole;

[0063] The steel column foot and the steel tube concrete column core are processed in the factory to form a whole: the top surface of the base plate is welded to the upper section of the steel tube core column with inserts and stiffening plates, the bottom surface of the base plate is welded to the lower section of the steel tube core column with cylindrical head weld nails, and the bottom of the base plate is connected to the steel bar through a mechanical sleeve.

[0064] Step 4: When pouring the concrete structure, the steel bars and the lower section of the steel pipe core column are positioned and embedded in the concrete structure; self-compacting concrete is poured inside the steel pipe through the pouring holes of the stiffening plate.

[0065] Step 5: When the upper steel structure is installed, the notch of the lower section of the steel pipe column is embedded into the plug plate of the upper section of the steel pipe core column and welded together; the upper section of the steel pipe column and the lower section of the steel pipe column are welded together to form a whole.

[0066] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A rigid connection node for a vertical hybrid steel and concrete structure, characterized by: It includes a concrete structure, a steel tube column structure, a steel column foot and a steel tube concrete core column, wherein the steel tube concrete core column is arranged inside the steel tube column structure, the steel column foot is arranged at the bottom of the steel tube column structure, and the steel tube column structure is connected to the concrete structure through the steel column foot and the steel tube concrete core column; The concrete structure includes frame columns, frame beams and ring beams, the frame columns and frame beams are cast in situ to form a frame beam-column node, and the ring beams are arranged around the frame beam-column node; The steel pipe column structure includes an upper steel pipe column section and a lower steel pipe column section, wherein a notch is reserved in the lower steel pipe column section; The steel column foot includes steel bars, a base plate and a mechanical connection sleeve. A through hole for cast-in-place concrete inside the steel tube concrete core column is reserved at the center of the base plate. The bottom of the base plate is connected to the steel bars through a mechanical sleeve. The steel tube concrete core column includes an upper section of the steel tube core column, a lower section of the steel tube core column, cylindrical head weld nails, an insert plate and a stiffening plate. A casting hole is provided on the stiffening plate. The stiffening plate is welded to the top of the upper section of the steel tube core column. The insert plate is welded to the outer wall of the upper section of the steel tube core column and the bottom of the stiffening plate. The cylindrical head weld nails are welded to the outer wall of the lower section of the steel tube core column. The notch of the lower section of the steel tube column is embedded in the insert plate of the upper section of the steel tube core column and welded together. Self-compacting concrete is poured into the upper section and the lower section of the steel tube core column through the pouring holes on the stiffening plate and the through holes on the bottom plate; The steel bars and the lower section of the steel pipe core column with cylindrical head welded nails are buried in the concrete structure; The top surface of the bottom plate is welded with an upper section of a steel pipe core column with an insert plate and a stiffening plate, and the bottom surface of the bottom plate is welded with a lower section of a steel pipe core column with cylindrical head welding nails.

2. The rigid connection node of a vertical hybrid steel and concrete structure according to claim 1, characterized in that: The upper section of the steel pipe column and the lower section of the steel pipe column are connected by equal strength groove welding.

3. The rigid connection node of a vertical hybrid steel and concrete structure according to claim 1, characterized in that: The casting holes on the stiffening plate and the through holes on the base plate are coaxial.

4. The rigid connection node of a vertical hybrid steel and concrete structure according to claim 1, characterized in that: The upper section of the steel pipe column and the lower section of the steel pipe column are connected by a splicing seam.

5. The method for using a rigid connection node of a vertical hybrid steel and concrete structure according to any one of claims 1 to 4, characterized in that: The steps include: Step 1: The upper section of the steel pipe core column, the lower section of the steel pipe core column, the bottom plate, the stiffening plate, and the insert plate are processed in the factory to form an integral body; The steel column foot and the steel tube concrete core column are processed in the factory to form an integral whole: the top surface of the bottom plate is welded to the upper section of the steel tube core column with the insert plate and stiffener plate, the bottom surface of the bottom plate is welded to the lower section of the steel tube core column with cylindrical head welding nails, and the bottom of the bottom plate is connected to the steel bar through a mechanical sleeve; Step 2: When pouring the concrete structure, the steel bars and the lower section of the steel pipe core column are positioned and embedded in the concrete structure; self-compacting concrete is poured into the steel pipe through the pouring holes of the stiffening plate; Step three: when the upper steel structure is installed, the notch of the lower section of the steel pipe column is embedded into the plug plate of the upper section of the steel pipe core column and welded together; the upper section of the steel pipe column and the lower section of the steel pipe column are welded together to form a whole.

6. The method for using a rigid connection node of a vertical hybrid steel and concrete structure according to claim 5, characterized in that: Before step one, assume that the bending moment at the base of the steel pipe column is M, the shear force is V, and the axial force is N. According to existing design regulations, without changing the size of the concrete structural components, determine the size of the upper and lower sections of the inserted steel pipe core column, thereby determining the bending moment M1 it can bear and verifying its shear bearing capacity V.

7. The method for using a rigid connection node of a vertical hybrid steel and concrete structure according to claim 6, characterized in that: The steel column base bears the remaining column base bending moment M2=M-M1 and axial force N, and determines the base plate size and steel bar arrangement.

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