CN103967124A - Self-restoration crossed central prestress supporting system for fabricated multi-story and high-rise steel structure - Google Patents

Abstract

The invention discloses a self-restoration crossed central prestress supporting system for a fabricated multi-story and high-rise steel structure and belongs to the technical field of building construction. A steel structure body board frame comprises basic board frames and a pillar system. Wide beams, narrow beams and pillar bases are assembled to form the basic board frames in a factory, the basic board frames and floors are integrated, each wide beam is formed by welding steel channels together in the factory, and each narrow beam is formed by welding steel channels together in the factory. Pipelines pass through gaps between the web steel channels of the wide beams and the narrow beams, and thus the basic board frame A, the basic board frame B and the basic board frame C are formed. High-strength bolts and certain welding are used for connection between boards of the basic board frames and the pillar bases and connection between the wide beams and the narrow beams. The pillar bases and pillars are connected through high-strength bolt flanges. The structure system has the advantages that the construction speed is high, the bearing capacity of the structure is high, the lateral displacement resistance is good, and no pollution is caused; the strength of materials can be brought into full play, the horizontal load can be effectively resisted, inter-story displacement of the structure is reduced, and pollution to the environment of welding is reduced.

Description

Assembled multi-high-rise steel structure self-resetting cross center prestressed support system

technical field

The invention relates to a novel structural system, in particular to an industrialized assembled steel structure central support system applied in the construction field.

Background technique

The construction of ordinary steel structures uses a lot of welding on site, which not only affects the construction speed but also makes it difficult to control the construction quality. In recent years, there have been numerous engineering quality problems caused by the construction quality of steel structures, and on-site welding is one of the most important Factors, on-site welding quality is not easy to control, and it causes great pollution to the environment.

The traditional reinforced concrete structure requires on-site binding of steel bars and pouring of concrete, which requires a lot of labor and maintenance time, and the project cost is greatly increased. And a large amount of construction waste is generated when the building is demolished.

In recent years, domestic scholars' research on prefabricated steel structures is limited to multi-layers, and the construction speed is only slightly reduced, and the rapid installation of steel structures has not really been realized, reflecting the advantages of steel structures.

Buckling-resistant bracing members are used as anti-lateral force energy-dissipating devices in multi-story and high-rise structures. Under moderate or large earthquakes, buckling-resistant bracing members can fully yield the entire cross-section during tension and compression without the occurrence of bracing members. The overall or local buckling failure of the main structure changes the original energy dissipation mode through the plastic hinge at the beam end of the main structure to only the concentrated energy consumption on the anti-buckling support parts, thereby better protecting the main structure. However, the residual deformation of traditional buckling-resistant braces under strong earthquakes is still irreversible, and traditional buckling-resistant braces also have many problems such as difficult control of machining accuracy caused by concrete peripheral restraint members, and heavy wet work workload.

Contents of the invention

The purpose of the present invention is to overcome the above-mentioned defects of existing projects, and provide a structural system for rapid construction of multiple and high-rise steel structures. Intensity earthquake perfectly reflects the advantages of steel structure.

In order to achieve the above object, the present invention adopts following technical scheme:

Prefabricated multiple, high-rise steel structure self-resetting cross center prestressed support system, including main frame 1, column system 16, and self-resetting support member 2; the main frame includes: foundation frame 1-1, floor 1-2. Place the profiled steel plate 5 on the wide beam 3 and the narrow beam 4, connect it with studs, pour concrete 6 on the profiled steel plate 5, use the gaps between the webs of the wide beam 3 and narrow beam 4, place pipelines, etc., and finally form A base panel, B base panel and C base panel, the A, B, C base panels 1-1 are connected by bolts as shown in Figure 1, and welded into the main panel. Floor slabs 1-2 are poured on A, B, and C foundation slabs 1-1, forming an integral body with the foundation slabs 1-1. The column 8 is connected to the column base 7 by bolts to form an overall frame, and after the ear plate 9 is connected to the main frame, the self-resetting support member 2 is connected to the ear plate 9 of the overall frame by high-strength bolts to form the entire structural system.

The main frame 1 is composed of three basic frames 1-1 consisting of A board, B board, and C board. It is the base frame 1-1 at the edge, and the base plates B and C are the frame in the middle, and the base plates 1-1 of B and C are alternately connected. And connect by bolts as shown in accompanying drawing 1, and weld and connect into the main frame. Floor slabs 1-2 are poured on A, B, and C foundation panels 1-1, forming an integral body with foundation panels 1-1.

Among the three types of foundation panels 1-1, the beams on the side not adjacent to other foundation panels 1-1 are all wide beams 3; the beams on the side adjacent to other foundation panels 1-1 are all narrow beams 4; The beam width of beam 4 is half of the beam width of wide beam 3, and the beam width of wide beam 4 is less than or equal to the width of the column base flange; the wide beam and the narrow beam have the same structure, both are truss beams; the upper and lower chords of the truss beam The rods and webs are all channel steel, and the angle between the web and the chord is 30°-60°; at least three connecting channel steels 10 with bolt holes are arranged between the upper and lower chords of each truss girder, and the two ends of the truss girder each There is a rectangular end seal plate with bolt holes; the upper and lower chords, web members, connecting channel steel and end seal plates of the truss beam are all welded;

The two beams perpendicular to each other in the three basic panels 1-1 of plate A, plate B, and plate C are connected with two stiffening plates 12 by welding along the beam height; Connect with bolts; in the base frame 1-1 with column base 7, the column base and adjacent beams are connected with bolts;

Plate A is the outer basic frame 1-1 of the main frame 1, and is a rectangular basic frame 1-1 composed of wide beams 3 and narrow beams 4. There are two narrow beams 4 connected side by side in the middle of the A frame , and the two narrow beams 4 use bolts to connect the connecting channel steel at the same position of the two beams together; the columns 8 are arranged on the outer long side of the A plate; no columns are arranged on the long sides adjacent to the other foundation slabs 1-1 8;

Plate B and plate C are two types of rectangular foundation panels 1-1 in the middle; no columns 8 are arranged on the side of the narrow beam adjacent to plate B and plate A; columns 8 are arranged on the side of the narrow beam adjacent to plate C, forming node, where the middle node is node VI, and the nodes at both ends are node V; node VI is T-shaped, and since the width of the column base flange is greater than or equal to twice the width of the narrow beam beam, the eccentricity between the narrow beam and the column base flange After the lines are aligned, the column base protrudes half the width of the long side of the column base composed of narrow beams on both sides of the column base; the node V is L-shaped, in which the column base is perpendicular to a wide beam and a narrow beam Bolted together, the wide beam is aligned with one of the two eccentric lines perpendicular to each other in the column seat flange; the narrow beam is aligned with the other of the two eccentric lines, since the beam width of the narrow beam is less than or equal to the column seat half the width of the flange, so the base also protrudes by half the width of the base on the long side made up of narrow beams. That is, the column seat at the node V and node VI of the B-plate protrudes half of the column seat of the connected narrow beam, forming a protrusion;

No pillars are arranged on the two long sides adjacent to C-plate, B-plate, and A-plate, and the nodes on the long sides adjacent to C-plate and B-plate, the node in the middle position is node VIII, and the two ends are node VII; node VIII is four narrow The two narrow beams are collinear; the other two narrow beams are located in the middle of the C plate, connected side by side and perpendicular to the collinear narrow beams; the two collinear narrow beams are vertically aligned with the non-adjacent long sides of the side-by-side narrow beams; node VII It is composed of a narrow beam and a wide beam perpendicular to each other; the narrow beam is vertically aligned with the inner long side of the wide beam, that is, the C node VIII and the node VII both form grooves, so that the node VIII groove and the B plate node V protrusion Matching, the groove of node VII coincides with the protrusion of node VI of B;

The column base 7 is a column pier with upper and lower column base flanges 7-3, surrounded by column base connectors 7-1 with bolt holes, and all parts are connected together by welding; the column 8 and the column cover plate 11-1 pass through Welding together; connecting the column cover plate 11-1, the column base flange 7-3, and the beam with bolts;

The floor slab 1-2 is poured on the A board, B board and C board to form a whole with the foundation board frame 1-1;

The structural self-resetting support member is described as a self-resetting anti-buckling support of an angle steel assembled steel structure. It is inserted into the intermediate space of the peripheral angle steel constraining member 24 . The support column 17 passes through the inner core connecting plate 28 and symmetrically arranges the ends of the angle steel, and the supporting column is fixed between the angle steel end plate 29 and the end 27 of the square steel pipe; the spring 18 is sleeved on the supporting column 17, and the inner core connecting plate 28 is added Between the angle steel end plate 29. The spring 18 only works when the inner core connecting plate 28 is squeezed; in order to make the inner energy-dissipating inner core 20 axially deform and dissipate energy, the inner energy-dissipating inner core 20 is longer than the peripheral angle steel restraining member 24;

Each of the two ends of the angle steel is inserted into a section of square steel pipe 19, the square steel pipe 19 is welded with the angle steel end plate 29, and two fixed plates are added at one end of the square steel pipe 19, i.e. the square steel pipe end plate 27, and the other end is connected with the angle steel end plate 29 by welding. With fixed support column 17; Spring 18 is enclosed within on the support column 17, at the corresponding position of inner core, respectively welds a plate with a hole up and down, i.e. inner core connection plate 28, the aperture of 28 band holes on the inner core connection plate The size is equal to the diameter of the support column 17, so that the support column 17 can pass through this plate; the spring 18 is arranged between the inner core connecting plate 28 and the angle steel end plate 29, and the spring is squeezed to prevent buckling when the inner core connecting plate moves ;

The internal energy-dissipating inner core 20 is a cross-shaped double-sheet steel plate. Two pieces of inline steel plates are vertically intersected and welded together to form a cross-shaped double-piece angle steel; in order to make the energy dissipation inner core easy to enter the plastic energy dissipation, the middle part of the chip plate is weakened to form an arc shape. One end of the energy-dissipating inner core is two connecting plates perpendicular thereto: an upper connecting plate 21 and a lower connecting plate 22 are vertically welded and connected to the energy-dissipating inner core. The outermost connecting plate at the end of the supporting member has bolt holes for connecting the high-strength bolts with the frame. The upper connecting plate 21 and the lower connecting plate 22 are welded together by short stiffeners. The short stiffeners are perpendicular to both plates. The inner core connecting plate 28 is used to restrain the support column 17, and compress the spring 18 with the twitching of the inner core plate;

The peripheral angle steel constraint member 24 is four angle steels, and the four angle steels are arranged in a cross shape, and the backs of opposite limbs are connected by bolts, and the relative limbs are connected by bolts. Each bolt is sheathed with sleeve pipe 25, and the length of sleeve pipe 25 is identical with energy-dissipating inner core thickness. The sleeve 25 is located between the backs of the bolted limbs. Transverse stiffeners are connected between the legs of each angle steel.

In the prestressed member of the structural self-resetting prestressed support member, the prestressed cable 30 is symmetrically arranged on both sides of the energy dissipation inner core 20; the transverse stiffener 26 passing through the middle of the external angle steel restraint member, and its two ends are respectively connected to the internal energy dissipation The upper connection plates 21 at both ends of the inner core are connected, and the connection point is located at the center of two adjacent short stiffeners 26 cells.

The self-resetting prestressed support member may be a spring, and the spring is sleeved on the support column and connected with the connecting plate. When a horizontal force acts on the structure, the horizontal force component of the self-resetting prestressed support member reduces or even offsets the horizontal force acting on the structure, so that the interstory displacement of the structure is a small value, which meets the requirements of the code.

The present invention can obtain following beneficial effect:

The invention adopts a high-rise steel structure self-resetting prestressed support system that can realize rapid assembly and effectively resist horizontal lateral displacement during the construction stage. This structural form can not only effectively realize the industrialization of the processing of steel structural components, but also greatly increase the construction speed and greatly reduce the amount of steel used.

Through engineering practice and 1:10 shaking table experiment, it is found that the construction speed of the new structural system is 500% higher than that of the ordinary structural system, and the steel consumption is reduced by 50%, and the "no water, no fire, no dust" on the construction site is realized. ", reducing the safety hazards of on-site construction and reducing environmental pollution.

Description of drawings

Fig. 1 main frame plan view of structure of the present invention

Fig. 2 structure overall plate frame assembly diagram of the present invention

Fig. 3 structural frame support diagram of the present invention

Fig. 4 frame diagram of structure A of the present invention

Fig. 5 frame diagram of structure B of the present invention

Fig. 6 raised figure of structure B plate frame node 6 of the present invention

Fig. 7 is the bulge diagram of the node 5 of the structure B of the present invention.

Fig. 8 structure C plate frame diagram of the present invention

Fig. 9 structure C plate frame node 8 groove diagram of the present invention

Fig. 10 Groove diagram of structure C plate frame node 7 of the present invention

Fig. 11 The structure node 1 diagram of the present invention

Fig. 12 Detailed diagram of structural node 1 of the present invention

Figure 13 Invention Structure Node 2 Diagram

Fig. 14 Detailed diagram of structure node 2 of the present invention

Fig. 15 The structural node 3 diagram of the present invention

Fig. 16 Detailed diagram of structure node 3 of the present invention

Fig. 17 The structure node 4 diagram of the present invention

Fig. 18 detailed diagram of structure node 4 of the present invention

Fig. 19 The structure node 5 diagram of the present invention

Fig. 20 is a detailed diagram of structure node 5 of the present invention

Fig. 21 6 diagrams of structure node of the present invention

Fig. 22 Detailed diagram of structural node 6 of the present invention

Fig. 23 The structure node 7 diagram of the present invention

Fig. 24 Detailed diagram of structure node 7 of the present invention

Fig. 25 The structure node 8 diagram of the present invention

Fig. 26 Detailed diagram of structure node 8 of the present invention

Fig. 27 is the structural column seat diagram of the present invention

Figure 28 is a detailed view of the structural column base of the present invention

Fig. 29 structural profiled steel plate diagram of the present invention

Fig. 30 Structural diagram of the self-resetting prestressed support member of the present invention

Figure 31 is an exploded view of the structure of the support member of the present invention

Figure 32 The self-resetting prestressed support member internal energy dissipation inner core diagram of the present invention

Fig. 33 The present invention's self-resetting prestressed support component external angle steel constraint component diagram

Fig. 34 the prestressed cable diagram of the supporting member of the present invention

Among them, 1-main frame; 2-self-resetting prestressed support member; 3-wide beam; 4-narrow beam; 5-profiled steel plate; 6-concrete; 7-column base; 7-1: column base connector ;7-2: column pier; 7-3: column base flange; 8-column; 9-1: single connection ear plate; 9-2: double connection ear plate; 10-connection channel steel; 11-1 column cover Plate Ⅰ; 11-2 cover plate Ⅱ; 11-3 column cover plate Ⅲ; 11-4 cover plate Ⅳ; 11-5 column cover plate Ⅴ; 12-stiffening plate; - floor slab; 16-column system. 17-support column; 18-spring; 19-square steel pipe; 20-internal energy-dissipating inner core; 21-upper connecting plate; 22-lower connecting plate; - casing; 26 - angle steel stiffener; 27 - square steel pipe end plate; 28 - inner core connecting plate; 29 - angle steel end plate; 30 - prestressed cable.

Specific implementation

The implementation of the structural system will be described in detail below in conjunction with the accompanying drawings.

As shown in Figures 1 to 9, the present invention is an industrially assembled multi-high-rise steel structure cross angle steel anti-buckling central support system, including a steel structure main frame, self-resetting prestressed support members, and a column system, and is characterized in that: The main frame of the steel structure includes a basic frame and a column system. Wide beam 3, narrow beam 4 and column base 7 are assembled into foundation plate frame in factory, and floor slab is example with pressed steel plate concrete here, and floor slab can also be forms such as reinforced concrete floor slab. Self-resetting prestressed support members are described here in a general form. Place the profiled steel plate 5 on the wide beam 3 and the narrow beam 4, connect it with studs, pour concrete 6 on the profiled steel plate 5, use the gaps between the webs of the wide beam 3 and narrow beam 4, place pipelines, etc., and finally form The foundation panels A, B and C are connected by bolts and welded to form the main panel as shown in Figure 1. The floor slabs 15 are poured on the foundation panels of A, B and C, forming an integral body with the foundation panels. Connect the column 8 with the column base 7 through bolts to form an overall frame, connect the ear plate 9 with the main frame, and then connect the self-resetting prestressed support member 2 with the ear plate 9 of the overall frame through high-strength bolts to form the entire structural system.

Fig. 10-Fig. 26 show the structural form of the structural nodes, and the connection method is as follows: the column 8 and the column cover plate are welded in the factory, and the wide beam 3 and the narrow beam 4 are connected together with two stiffening plates 12 along the beam height by welding. The base plate frame is finally connected with the column base 7, the column cover plate and the base plate frame with bolts to form a node.

Fig. 27-Fig. 28 is the structural diagram of the column base of this structure. The column base 7 is a column pier with column base flanges up and down, surrounded by column base connectors 7-1 with bolt holes. The parts are joined together by welding. The column 8 and the column cover are connected together by welding. Connect the column cover plate, column base flange and beam together with bolts.

As shown in Figures 30-31, the structural self-resetting support member is a self-resetting anti-buckling support of an angle steel assembled steel structure. Composition; the internal energy-dissipating core 20 is inserted into the intermediate space of the peripheral angle steel constraining member 24 . The support column 17 passes through the inner core connecting plate 28 and symmetrically arranges the ends of the angle steel, and the supporting column is fixed between the angle steel end plate 29 and the end 27 of the square steel pipe; the spring 18 is sleeved on the supporting column 17, and the inner core connecting plate 28 is added Between the angle steel end plate 29. The spring 18 only works when the inner core connecting plate 28 is squeezed; in order to make the inner energy-dissipating inner core 20 axially deform and dissipate energy, the inner energy-dissipating inner core 20 is longer than the peripheral angle steel restraining member 24;

As shown in Figure 31: the support column 17 passes through the inner core connecting plate 28, and is symmetrically arranged between the angle steel end plate 29 and the square steel pipe end plate 27, the number is determined by calculation, the spring 18 is set on the support column 17, and is installed on the Between the inner core connection plate 28 and the angle steel end plate 29 . The quantity of the support columns 17 and the prestress size of the springs 18 are determined by calculation. Each of the two ends of the angle steel is inserted into a section of square steel pipe 19, the square steel pipe 19 is welded with the angle steel end plate 29, and two fixed plates are added at one end of the square steel pipe 19, i.e. the square steel pipe end plate 27, and the other end is connected with the angle steel end plate 29 by welding. With fixed support column 17; Spring 18 is enclosed within on the support column 17, at the corresponding position of inner core, respectively welds a plate with a hole up and down, i.e. inner core connection plate 28, the aperture of 28 band holes on the inner core connection plate The size is equal to the diameter of the support column 17, so that the support column 17 can pass through this plate; the spring 18 is arranged between the inner core connecting plate 28 and the angle steel end plate 29, and the spring is squeezed to prevent buckling when the inner core connecting plate moves ;

As shown in Figure 32: the internal energy dissipation core 20 is a cross-shaped double-sheet steel plate. Two pieces of inline steel plates are vertically intersected and welded together to form a cross-shaped double-piece angle steel; in order to make the energy dissipation inner core easy to enter the plastic energy dissipation, the middle part of the chip plate is weakened to form an arc shape. One end of the energy-dissipating inner core is two connecting plates perpendicular thereto: an upper connecting plate 21 and a lower connecting plate 22 are vertically welded and connected to the energy-dissipating inner core. The outermost connecting plate at the end of the supporting member has bolt holes for connecting high-strength bolts to the frame. The upper connecting plate 21 and the lower connecting plate 22 are welded together by short stiffeners. The short stiffeners are perpendicular to both plates. The inner core connecting plate 28 is used to restrain the support column 17, and compress the spring 18 with the twitching of the inner core plate;

As shown in FIG. 33 : the peripheral angle steel restraining member 24 is four angle steels, and the four angle steels are arranged in a cross shape, and the backs of opposite limbs are connected by bolts, and the opposite limbs are connected by bolts. Each bolt is sheathed with a casing 25, and the length of the casing 25 is the same as the thickness of the energy-dissipating inner core. The sleeve 25 is located between the backs of the bolted limbs. Transverse stiffeners are connected between the legs of each angle steel.

As shown in Figure 34: in the prestressed member of the structural self-resetting prestressed support member, the prestressed cables 30 are symmetrically arranged on both sides of the energy-dissipating inner core 20; The ends are respectively connected to the upper connection plates 21 at both ends of the internal energy dissipation inner core, and the connection points are located at the centers of two adjacent short stiffeners 26 cells.

Claims (1)

1. Prefabricated multiple, high-rise steel structure self-resetting cross center prestressed support system, characterized in that it includes a main frame (1), a column system (16), and self-resetting support members (2); the main frame includes: Foundation frame (1-1), floor slab (1-2). Place the profiled steel plate (5) on the wide beam (3) and the narrow beam (4), connect them with bolts, pour concrete (6) on the profiled steel plate (5), use the wide beam (3), narrow beam (4) The gaps of the web members, the placement of pipelines, etc., finally form the A foundation grid, the B foundation grid and the C foundation grid, and pass the A, B, and C foundation grids (1-1) as shown in Figure 1 Bolt connection, and welding connection into the main frame. The floor slabs (1-2) are poured on the foundation panels (1-1) of A, B and C, and form a whole with the foundation panels (1-1). Connect the column (8) with the column seat (7) through bolts to form an overall frame, connect the ear plate (9) with the main frame, and then connect the self-resetting support member (2) with the ear plate (9) of the overall frame through high-strength bolts ) are connected to form the entire structural system. The main board frame (1) is composed of basic units composed of three basic board frames (1-1) of A board, B board and C board, and the A board, C board, B board and A board are sequentially connected, wherein A The board base frame is the base frame (1-1) at the edge, the base boards B and C are the middle frame, and the base boards (1-1) of B and C are connected alternately. And connect by bolts as shown in accompanying drawing 1, and weld and connect into the main frame. The floor slabs (1-2) are poured on the foundation panels (1-1) of A, B and C, and form an integral body with the foundation panels (1-1). Among the three types of foundation panels (1-1), the beams on the side not adjacent to other foundation panels (1-1) are all wide beams (3); the beams on the side adjacent to other foundation panels (1-1) The beams are all narrow beams (4); the beam width of the narrow beams (4) is half of the beam width of the wide beams (3), and the beam width of the wide beams (4) is less than or equal to the width of the column base flange; the wide beams, narrow The beams have the same structure, they are all truss beams; the upper and lower chords and webs of the truss beams are all channel steel, and the angle between the webs and the chords is 30-60 degrees; 3 connecting channel steels (10) with bolt holes, and a rectangular end sealing plate with bolt holes at both ends of the truss girder; for welding; The two beams perpendicular to each other in the three foundation panels (1-1) of plate A, plate B, and plate C are connected to the two stiffening plates (12) by welding along the beam height; the adjacent beams are at the same position of the two beams The connecting channel steel is connected by bolts; in the foundation plate frame (1-1) with column base (7), the column base and adjacent beams are connected by bolts; Plate A is the outer basic frame (1-1) of the main frame (1), a rectangular basic frame (1-1) composed of wide beams (3) and narrow beams (4), and the middle of the A plate There are two narrow beams (4) connected side by side, and the two narrow beams (4) connect the connecting channel steel at the same position of the two beams with bolts; the columns (8) are arranged on the outer long side of the A plate; and No columns (8) are arranged on the adjacent long sides of other foundation slabs (1-1); Plate B and plate C are two types of rectangular foundation slabs (1-1) in the middle; no columns (8) are arranged on the side of the narrow beam adjacent to plate B and plate A; columns are arranged on the side of the narrow beam adjacent to plate C The column (8) forms nodes, in which the middle node is node VI, and the nodes at both ends are node V; node VI is T-shaped, and since the flange width of the column base is greater than or equal to twice the width of the narrow beam, the narrow beam and After the eccentric line of the flange of the column base is aligned, the column base protrudes and connects to the width of half the column base on the long side composed of narrow beams on both sides of the column base; the node V is L-shaped, and the column base is perpendicular to each other. A wide beam and a narrow beam are bolted together, and the wide beam is aligned with one of the two eccentric lines perpendicular to each other in the column seat flange; the narrow beam is aligned with the other of the two eccentric lines, because the beam of the narrow beam The width is less than or equal to half the width of the base flange, so the base also protrudes by half the width of the base on the long side formed by the narrow beam. That is, the column seat at the node V and node VI of the B-plate protrudes half of the column seat of the connected narrow beam, forming a protrusion; No pillars are arranged on the two long sides adjacent to C-plate, B-plate, and A-plate, and the nodes on the long sides adjacent to C-plate and B-plate, the node in the middle position is node VIII, and the two ends are node VII; node VIII is four narrow The two narrow beams are collinear; the other two narrow beams are located in the middle of the C plate, connected side by side and perpendicular to the collinear narrow beams; the two collinear narrow beams are vertically aligned with the non-adjacent long sides of the side-by-side narrow beams; node VII It is composed of a narrow beam and a wide beam perpendicular to each other; the narrow beam is vertically aligned with the inner long side of the wide beam, that is, the C node VIII and the node VII both form grooves, so that the node VIII groove and the B plate node V protrusion Matching, the groove of node VII coincides with the protrusion of node VI of B; The column base (7) is a column pier with upper and lower column base flanges (7-3), surrounded by column base connectors (7-1) with bolt holes, and all parts are connected together by welding; the column (8) Connect with the column cover (11-1) by welding; connect the column cover (11-1), column base flange (7-3) and beam with bolts; The floor slab (1-2) is poured on board A, board B, and board C to form a whole with the foundation board frame (1-1); The structural self-resetting support member is described as an angle steel assembled steel structure self-resetting anti-buckling support, which is composed of three parts: an internal energy-dissipating inner core (20), a peripheral angle steel restraining member (24), and a spring (18); The internal energy-dissipating inner core (20) is inserted into the intermediate space of the peripheral angle steel restraining member (24). The support column (17) passes through the inner core connecting plate (28) and symmetrically arranges the end of the angle steel, and the support column is fixed between the angle steel end plate (29) and the end of the square steel pipe (27); the spring (18) is sleeved on the support column ( 17), it is added between the inner core connecting plate (28) and the angle steel end plate (29). The spring (18) only works when the inner core connecting plate (28) is squeezed; in order to make the inner energy-dissipating inner core (20) axially deform and dissipate energy, the inner energy-dissipating inner core (20) is smaller than the outer angle steel restraining member ( 24) long; Each of the two ends of the angle steel is inserted into a section of square steel pipe (19), and the square steel pipe (19) is welded to the angle steel end plate (29). The other end is connected to the angle steel end plate (29) by welding to fix the support column (17); the spring (18) is sleeved on the support column (17), and a plate with a hole is welded up and down at the corresponding position of the inner core, That is, the inner core connecting plate (28), the aperture size of the hole on the inner core connecting plate (28) is equal to the support column diameter (17), so that the support column (17) can pass through this plate; Between the inner core connecting plate (28) and the angle steel end plate (29), when the inner core connecting plate moves, the spring is squeezed to prevent buckling; The internal energy-dissipating inner core (20) is a cross-shaped double-sheet steel plate. Two pieces of inline steel plates are vertically intersected and welded together to form a cross-shaped double-piece angle steel; in order to make the energy dissipation inner core easy to enter the plastic energy dissipation, the middle part of the chip plate is weakened to form an arc shape. One end of the energy-dissipating inner core is two connecting plates perpendicular thereto: an upper connecting plate (21) and a lower connecting plate (22) are vertically welded and connected to the energy-dissipating inner core. The outermost connecting plate at the end of the supporting member has bolt holes for connecting the high-strength bolts with the frame. The upper connecting plate (21) and the lower connecting plate (22) are welded together by short stiffeners. The short stiffeners are perpendicular to both plates. The inner core connecting plate (28) is used to constrain the support column (17), and compresses the spring (18) with the twitching of the inner core plate; Peripheral angle steel restraining member (24) is four angle steels, and four angle steels are arranged in a cross shape, and the backs of limbs opposite in pairs are connected with bolts, and the opposite limbs are connected with bolts. Each bolt is sheathed with a casing (25), and the length of the casing (25) is the same as the thickness of the energy-dissipating inner core. Sleeve (25) is positioned between the back of the two limbs of bolt connection. Transverse stiffeners are connected between the legs of each angle steel. In the prestressed member of the structural self-resetting prestressed support member, the prestressed cables (30) are symmetrically arranged on both sides of the energy dissipation inner core (20); The ends are respectively connected with the upper connecting plates (21) at the two ends of the internal energy dissipation inner core, and the connecting points are located at the centers of two adjacent short stiffeners (26).