CN103883013A - Industrialized assembly type multi-storey and high-storey steel-structure H-type steel buckling-prevention herringbone bracing system - Google Patents

Abstract

The invention relates to an industrialized assembled multi-high-rise steel structure H-shaped steel anti-buckling herringbone support system capable of quick installation, including a steel structure main frame, a support member, and a column system. The steel structure main frame includes a foundation frame, floor. The wide beams (3), narrow beams (4) and column bases (7) are assembled into a foundation panel frame in the factory, and the foundation panel frame and the floor slab are integrated. The wide beams and narrow beams are welded by channel steel in the factory. As a result, the pipeline passes between the web channel steel of the wide beam and the narrow beam to form A, B, and C foundation plates. High-strength bolts and partial welding are used at the connection between the foundation plate frame and the column base, and at the connection between the wide beam and the narrow beam, and high-strength bolt flanges are used between the column base and the column. The structure system of the invention has the advantages of fast construction speed, high structural bearing capacity, good lateral displacement resistance, no pollution and the like.

Description

Industrialized prefabricated multi-high-rise steel structure H-shaped steel anti-buckling herringbone support system

technical field

The invention relates to a novel structural system, in particular to an industrially assembled steel structure herringbone support system used 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 produced by traditional buckling-resistant braces under strong earthquakes is still unrecoverable, and traditional buckling-resistant braces also have many problems such as difficult control of machining accuracy and heavy wet work workload caused by concrete peripheral restraint members (2-3) .

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. Fully reflect the advantages of steel structure.

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

The H-shaped anti-buckling herringbone support system of industrialized multi-assembled high-rise steel structure includes a steel structure main frame, supporting components, and a column system, and is characterized in that: the steel structure main frame includes a foundation frame and a floor slab. The wide beam, the narrow beam and the floor slab are integrated in the factory, and the wide beam and the narrow beam are all welded by channel steel in the factory. The pipeline passes between the web channel steel of the wide beam and the narrow beam, thereby forming the A foundation grill, the B foundation grill and the C foundation grill. Bolt connection and partial welding (only in factory) are used at the connection position between the base frame plate and the column seat, and the connection between the wide beam and the narrow beam. The column seat and the column are connected by bolts through flanges.

The supporting member may be H-shaped steel as an inner core energy-dissipating member. When a horizontal force acts on the structure, the horizontal force component of the supporting member reduces or even counteracts 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.

Beneficial effect

The invention adopts a high-rise steel structure support system that can realize rapid assembly and can effectively resist horizontal lateral displacement in 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

Figure 30 side view of the support member of the present invention

Fig. 31 Internal energy dissipation inner core diagram of the support member of the present invention

Fig. 32 Exploded view of energy-dissipating inner core inside the support member of the present invention

Figure 33 is a diagram of the external constraint member of the support member of the present invention

Fig. 34 Assembly diagram of the external restraint member of the support member of the present invention

Figure 35 is a sectional view of the external restraint member of the support member of the present invention

Among them, 1-main frame; 2-support member; 2-1: prefabricated steel structure H-beam anti-buckling support; 2-2: internal energy-dissipating inner core; 2-3: external restraint member; 2-5: upper Connecting plate; 2-6: lower connecting plate; 2-7: end stiffener; 2-8: U-shaped steel web of external frame constraining member; 2-9: flange steel plate of external frame constraining member; 2-10: upper and lower Connecting plate stiffener; 2-11: backing plate; 2-12: connecting plate; 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 seat flange; 8-pillar; 9-ear plate; 10-connecting channel steel; 11-1 column cover Ⅰ; 11-2 cover Ⅱ; 11 -3 column cover plate III; 11-4 cover plate IV; 11-5 column cover plate V; 12-stiffening plate; 14-section cover plate; 15-floor slab;

Detailed ways

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

As shown in the figure, the present invention is an industrially assembled multi-high-rise steel structure H-shaped steel buckling-resistant herringbone support system, including steel structure main frame, support members, and column systems. The steel structure main frame includes foundation frame, floor.

The main frame (1) is composed of basic units consisting of three basic frames A, B, and C, wherein the basic frame A is the basic frame at the edge, and the two basic plates B and C are the frame at the middle position, and The foundation panels of B and C are connected alternately. Among the three types of foundation panels, the beams on the side not adjacent to other foundation panels are all wide beams (3); the beams on the side adjacent to other foundation panels are all narrow beams ( 4), the beam width of the narrow beam is half of the beam width of the wide beam, and the beam width of the wide beam is less than or equal to the width of the column base flange. The wide beam and the narrow beam have the same structure, and they are both truss beams. The chords and webs are all channel steel, and the webs and chords form an angle of 30°-60°. There are at least three connecting channel steels (10) with bolt holes arranged between the upper and lower chords of each truss girder. The truss girder There is a rectangular end seal plate with bolt holes at both ends. The upper and lower chords, web members, connecting channel steel and end seal plates of the truss girder are all welded. Two vertical beams are connected to two stiffening plates (12) by welding along the height of the beams; adjacent beams are connected by bolts to the connecting channel steel at the same position of the two beams, and in the foundation plate frame with column seats (7), The column base is connected with the adjacent beam by bolts;

The A base frame is the outer base frame of the main frame (1), which is a rectangular base frame composed of wide beams (3) and narrow beams (4). In the middle of the A frame, there are two narrow Beams (4), and the two narrow beams are connected by bolts to the connecting channel steel at the same position of the two beams, and the columns (8) are arranged on the outer long side of the foundation plate frame of A; the long sides adjacent to the other foundation plate frames No pillars are arranged on one side;

B foundation slabs and C foundation slabs are two types of rectangular foundation slats in the middle, wherein the narrow beam sides adjacent to the B foundation slabs and A foundation slabs do not arrange columns (8), which are similar to the C foundation slabs Columns (8) are arranged on the side of the adjacent narrow beam to form nodes, in which the middle node is node 6, the nodes at both ends are node 5, and node 6 is T-shaped, because the flange width of the column base is greater than or equal to twice the beam width of the narrow beam , so after aligning the narrow beam with the center line of the flange of the column base, the column base protrudes and connects to both sides of the column base, and the long side composed of narrow beams is half the width of the column base, and the node 5 is L-shaped, where The column base is bolted together with a wide beam and a narrow beam perpendicular to each other, the wide beam is aligned with one of the two perpendicular centerlines in the column base flange; the narrow beam is aligned with the other of the two centerlines Alignment, since the beam width of the narrow beam is less than or equal to half of the flange width of the column base, the column base will also protrude from the long side composed of narrow beams by half the width of the column base, that is, node 5 and node 6 of the B foundation plate The column seat at the place protrudes half of the column seat of the connected narrow beam, forming a protrusion;

There are no columns arranged on the two long sides adjacent to the foundation panel C and the foundation panel B and the foundation panel A. The node of the long side adjacent to the foundation panel C and the B foundation panel is the node 8 in the middle position. The end is node 7, and node 8 is composed of four narrow beams, two of which are collinear; the other two narrow beams are located in the middle of the C foundation slab, connected side by side and perpendicular to the collinear narrow beams, and the two collinear narrow beams are respectively connected to the parallel narrow beams. The non-adjacent long sides of the beams are vertically aligned. Node 7 is composed of a narrow beam and a wide beam perpendicular to each other. The inner long sides of the narrow beam and the wide beam are vertically aligned. Groove, so that the groove of node 8 coincides with the protrusion of node 5 of the B foundation plate frame, and the groove of node 7 coincides with the protrusion of node 6 of the B foundation plate frame;

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

The floor slabs (15) are poured on the foundation slabs of A, B and C, forming a whole with the foundation slabs;

The support member (2) is realized in the form of a herringbone support, a structural support member, which is an assembled steel structure H-shaped steel buckling-resistant support, consisting of an internal energy-dissipating inner core (2-2) and a peripheral frame constraining member (2-3) Consisting of two parts, the end of the energy dissipation inner core (2-2) is symmetrically provided with end stiffeners (2-7) to restrain lateral deformation, and the inner energy dissipation inner core (2-2) is inserted into the outer frame restraint member ( In the middle gap of 2-3), in order to make the inner energy-dissipating inner core (2-2) axially deform and dissipate energy, the inner energy-dissipating inner core (2-2) is longer than the outer frame constraint member (2-3) by one The distance D and the value of D are determined by calculation, and the structure of the fabricated steel structure H-shaped steel buckling-resistant support (2) is exactly the same at both ends;

The inner core member (2-2) of the structural support member, the internal energy dissipation inner core (2-2) is H-shaped steel, and the ends of the energy dissipation inner core (2-2) are symmetrically provided with end stiffeners (2-3 ), used to constrain the lateral deformation, the end of the energy-dissipating inner core (2-2) is connected side by side with two connecting plates perpendicular to it: the upper connecting plate (2-5), the lower connecting plate (2-6), the upper The connecting plate (2-5) has bolt holes, and is connected with the frame by high-strength bolts. The lower connecting plate (2-6) has a cavity with the same size as the cross-sectional size of the energy-dissipating inner core (2-2). Pass the energy-dissipating inner core (2-2) through the lower connecting plate (2-6), and tighten the upper connecting plate, and the three are welded together. The upper and lower connecting plates are welded and connected by double rows of upper and lower connecting plate stiffeners At the same time, the stiffeners (2-10) of the upper and lower connecting plates are perpendicular to the two plates, and the two ends of the energy-dissipating inner core (2-2) have exactly the same structure directly;

The external restraint member of the structural support member, the peripheral restraint (2-3) has an H-shaped section, the upper and lower flange plates are a single steel plate (2-9), and the middle two webs (2-8) are U-shaped steel, The spacers (2-11) are symmetrically arranged between the U-shaped steel (2-8) and the flange steel plate (2-9) of the constraining member. The three are connected by bolts, and the web U-shaped steel (2-8) is placed back to back. The width of an energy-dissipating H-shaped inner core (2-2) is left between the U-shaped steel web (2-8) and the constrained member flange steel plate (2-9), and the bottom of the peripheral frame constrained member (2-3) is connected to The lower connection plate (2-6) is connected by welding, the upper connection plate (2-5) and the lower connection plate (2-6) are vertically welded and connected by the upper and lower connection plate stiffeners (2-10), and the upper and lower connection plate stiffeners ( 2-10) Quantity, spacing determined by calculation.

When the support system involved in the present invention is implemented, the wide beam (3), narrow beam (4) and column seat (7) are assembled into a foundation panel frame in the factory. For reinforced concrete floor and other forms. The support member is illustrated here in a general form. 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 grille, the B foundation grille and the C foundation grille, and the A, B, and C foundation grilles are connected by bolts and welded as shown in Figure 1 Connected into the main frame. Floor slabs (15) are poured on A, B, and C foundation slabs, forming an integral body with the foundation slabs. 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 supporting member (2) with the ear plate (9) of the overall frame through high-strength bolts , forming the entire structural system.

Fig. 10-Fig. 25 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 to two stiffening plates along the beam height ( 12) Connect together by welding to form the base plate frame, and finally use bolts to connect the column base (7), column cover plate, and base plate frame together to form a node.

Fig. 26-Fig. 27 is the structural diagram of the column seat 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. Column (8) and column cover plate are connected together by welding. Connect the column cover plate, column base flange and beam together with bolts.

Claims (1)

1. many, the anti-buckling herringbone support system of high-rise steel structure H shaped steel of industrialization assembling, comprises main body grillage (1) and pillar system (16), supporting member (2), it is characterized in that:

Main body grillage comprises: basic grillage, floor (15),

The elementary cell that main body grillage (1) is made up of A, B, tri-kinds of basic grillages of C forms, the basic grillage that wherein A basis grillage is edge, the grillage that B, C two foundation slabs are centre position, and B, C basis grillage alternately connects, in three kinds of basic grillages, be not wide beam (3) with the beam on other adjacent one side of basic grillage, be narrow beam (4) with the beam on other adjacent one side of basic grillage, the deck-siding of narrow beam is the half of wide beam deck-siding, the deck-siding of wide beam is less than or equal to the width of column base flange, wide beam, the structure of narrow beam is identical, it is all girder truss, the wherein top-bottom chord of girder truss, web member is channel-section steel, web member becomes the angle of 30 degree-60 degree with chord member, between each girder truss top-bottom chord, be at least furnished with the connection channel-section steel (10) in 3 strap bolt holes, respectively there is the end-plate of the rectangle in a strap bolt hole at girder truss two ends, the top-bottom chord of girder truss, web member, connect channel-section steel, between end-plate, be welding, A, B, orthogonal two beams in tri-kinds of basic grillages of C, along deck-molding and two stiffeners (12) by being welded to connect, adjacent beam connects with bolt at the connection channel-section steel of two beam same positions side by side, and in the basic grillage of band column base (7), column base is connected with bolt with adjacent beam,

A basis grillage is basis, the outside grillage of main body grillage (1), for the basic grillage of the rectangle of wide beam (3) and narrow beam (4) composition, the interposition of A grillage is equipped with two narrow beams (4) that are connected side by side, and two narrow beams will link together in the connection channel-section steel of two beam same positions with bolt, the outer long side of A basis grillage is arranged pillar (8) on one side; Pillar is not arranged on the long limit adjacent with other basic grillages on one side;

B basis grillage, the basic grillage of two kinds of rectangles that C basis grillage is intermediate form, pillar (8) is not arranged on the narrow beam limit that wherein B basis grillage is adjacent with A basis grillage, pillar (8) is arranged on the narrow beam limit adjacent with C basis grillage, form node, wherein intermediate node is node 6, the node at two ends is node 5, node 6 is T shape, because column base flange is wider than or equals the twice of narrow beam deck-siding, so after narrow beam is alignd with the center line of column base flange, just make column base protrude and be connected to column base both sides, the width of half column base in long limit being formed by narrow beam, node 5 is L shaped, wherein column base and an orthogonal wide beam, article one, narrow beam is bolted together, wide beam aligns with in orthogonal two center lines in column base flange one, narrow beam aligns with another in two center lines, because the deck-siding of narrow beam is less than or equal to the half of column base flange width, so column base also can protrude the width of half column base in long limit being made up of narrow beam, the column base that is B basis grillage node 5, node 6 places protrudes half column base of narrow beam being connected, and forms a projection,

Pillar is not all arranged on C basis grillage and B basis grillage, the two long limits that A basis grillage is adjacent, the node on the long limit that C basis grillage is adjacent with B basis grillage, centre position node is node 8, two ends are nodes 7, node 8 is four narrow beam compositions, wherein two narrow beam conllinear; Other two narrow beams are positioned at grillage centre position, C basis, connection and vertical with the narrow beam of conllinear side by side, the narrow beam of two conllinear respectively with the non-conterminous long limit vertical alignment of narrow beam side by side, node 7 is an orthogonal narrow beam and a wide beam composition, long limit, the inner side vertical alignment of narrow beam and wide beam, be that C basis grillage node 8, node 7 all form groove, make that node 8 grooves and the projection of B basis grillage node 5 match, the projection of node 7 grooves and the basic grillage node 6 of B matches;

The stub of column base (7) for being wrapped up by the column base connector (7-1) in strap bolt hole with column base flange, surrounding up and down, each parts are by being welded together, pillar (8), is bolted together post cover plate, column base flange, beam by being welded together with post cover plate;

Floor (15) cast is, on A, B, C basis grillage, to form entirety with basic grillage;

Its way of realization of supporting member (2) is that herringbone supports, structural support members, for the anti-buckling support of a kind of assembling type steel structure H shaped steel, by inner energy consumption inner core (2-2), peripheral frame confining part (2-3) two parts form, energy consumption inner core (2-2) end is symmetrical arranged end stiffening rib (2-7), be used for retraining lateral deformation, inner energy consumption inner core (2-2) is inserted in the intermediate gaps of peripheral frame confining part (2-3), for making inner energy consumption inner core (2-2) axial deformation power consumption, make inner energy consumption inner core (2-2) than the long distance B of peripheral frame confining part (2-3), D value has calculative determination, the anti-buckling support of assembling type steel structure H shaped steel (2) two ends structure is identical,

The inner core member (2-2) of structural support members, described inner energy consumption inner core (2-2) is H shaped steel, energy consumption inner core (2-2) end is symmetrical arranged end stiffening rib (2-3), be used for retraining lateral deformation, energy consumption inner core (2-2) end connects two vertical junction plates with it side by side: upper junction plate (2-5), lower connecting plate (2-6), upper junction plate (2-5) is with bolt hole, linked together by high-strength bolt and framework, in lower connecting plate (2-6) plate face, there is the cavity that size is identical with energy consumption inner core (2-2) sectional dimension, energy consumption inner core (2-2) is passed to lower connecting plate (2-6), hold out against upper junction plate, three welds together, on, lower two junction plates are welded together by double upper lower connecting plate stiffening rib, upper lower connecting plate stiffening rib (2-10) is all vertical with two plates, energy consumption inner core (2-2) two ends are directly constructed identical,

The external constraint member of structural support members, described restraining tube (2-3) cross section is H type, upper and lower two frange plates are single steel plate (2-9), middle two webs (2-8) are U-shaped steel, between U-shaped steel (2-8) and confining part edge of a wing steel plate (2-9), be arranged symmetrically with pad (2-11), three is bolted, the U-shaped steel of web (2-8) is back to placement, between two U-shaped steel webs (2-8) and confining part edge of a wing steel plate (2-9), leave the width of a power consumption H type inner core (2-2), peripheral frame confining part (2-3) bottom is weldingly connected with lower connecting plate (2-6), upper junction plate (2-5), between lower connecting plate (2-6), using lower connecting plate stiffening rib (2-10) vertical welding connects, upper lower connecting plate stiffening rib (2-10) quantity, spacing is by calculative determination.

Images