CN103924658A - Self-reset pre-stressed buckling-prevention herringbone frame veneer supporting system for industrial assembly type multi-layer and high-rise steel structures - Google Patents

Abstract

The present invention relates to an industrialized assembled multi-layer, high-rise steel structure frame veneer self-resetting prestressed anti-buckling herringbone support system that can realize rapid installation, including steel structure main plate frame, self-resetting prestressed support member, and column system. It is characterized in that: the main frame of the steel structure includes a basic frame and a column system. Wide beams, narrow beams and column bases are assembled into a foundation panel frame in a factory, and the foundation panel frame and floor slabs are integrated, and the wide beams and narrow beams 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. The structural system of the present invention has the advantages of fast construction speed, high structural bearing capacity, good lateral displacement resistance, and no pollution. Pollution caused, improve construction speed and save cost.

Description

Self-resetting prestressed anti-buckling herringbone bracing system for single-plate self-resetting prestressed and buckling-resistant steel structure frames

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.

At present, prestressed steel members are only used in tension string structures, and have not been used in high-rise structures. The use of prestressed steel members as high-rise lateral force-resistant structures has not yet been realized in engineering. 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 the traditional anti-buckling braces under strong earthquakes is still irreversible, and the traditional anti-buckling braces also have concrete peripheral restraint members, resulting in many problems such as difficult control of machining accuracy 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:

The single-plate self-resetting prestressed anti-buckling herringbone support system of an industrialized assembled multi-high-rise steel structure frame includes a steel structure main frame, a self-resetting prestressed support member, and a column system, and is characterized in that: the steel structure main frame includes Foundation slabs, floor slabs. The wide beams, narrow beams, and floor slabs are integrated in a factory, and the wide beams and narrow beams are all welded by frame veneers in the factory. The pipeline passes between the single plates of the web frame of the wide beam and the narrow beam, thereby forming the A foundation plate frame, the B foundation plate frame and the C foundation plate frame. 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 self-resetting prestressed support member can be a spring, and the spring is sleeved on the support column to connect with the connecting plate; there are also prestressed steel cables or prestressed steel rods and connecting lugs, and the lugs are connected to the connecting plate through high-strength bolts. The motherboard is connected. 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 spring mainly works when it is under compression, and the prestressed tendon works when it is under tension.

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. Moreover, the supporting member has a strong bearing capacity under small earthquakes, and by increasing its initial compressive and tensile bearing capacity, it reduces or even eliminates its residual deformation under large earthquakes, and has a strong energy dissipation capacity.

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

Figure 31 Plane view of the supporting member of the present invention

Fig. 32 Internal energy dissipation inner core diagram of the support member of the present invention

Figure 33 is a drawing of the outer frame restraint member of the support member of the present invention

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; 2-1: self-resetting prestressed anti-buckling support of frame veneer-shaped assembled steel structure; 2-2: internal energy-dissipating inner core; 2-3 : External frame constraining member; 2-4: Spring; 2-5: Upper connecting plate; 2-6: Lower connecting plate; 2-7: Transverse stiffener; 2-9: Flange plate of external frame constraining member; 2- 10: upper and lower connecting plate stiffeners; 2-11: supporting column; 2-12: connecting plate; 2-13: extruded plate; 2-14: prestressed cable; 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-ear plate; 10-connection Frame veneer; 11-1 column cover Ⅰ; 11-2 cover Ⅱ; 11-3 column cover Ⅲ; 11-4 cover Ⅳ; 11-5 column cover Ⅴ; 12-stiffener; 14-section Sealing plate; 15-floor; 16-column system.

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-layer, high-rise steel structure frame veneer self-resetting prestressed anti-buckling herringbone support system, including steel structure main frame, self-resetting prestressed support members, columns The system 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 A basic panel frame, B basic panel frame and C basic panel frame, A, B, and C basic panel frames are connected by bolts and welded as shown in Figure 1 to form a main frame. The floor slabs 15 are poured on the foundation panels of A, B and C, forming an integral body with the foundation panels. 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 prestressed support member 2 is connected to the ear plate 9 of the overall frame by high-strength bolts to form the entire structural system.

Figure 10-Figure 25 shows 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.

A basic frame is the outer basic frame of the main frame 1, which is a rectangular basic frame 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 The beams use bolts to connect the connecting channel steels at the same position of the two beams; the columns 8 are arranged on the outer long side of the foundation panel A; no columns are arranged on the long sides adjacent to other foundation panels.

The B foundation slab and the C foundation slab are two types of rectangular foundation slabs in the middle; among them, the narrow beam side adjacent to the B foundation slab and the A foundation slab does not arrange columns 8; the adjacent to the C foundation slab Columns 8 are arranged on the side of the narrow beam to form nodes, in which the middle node is node 6, and the nodes at both ends are node 5; node 6 is T-shaped. Since the flange width of the column base is greater than or equal to twice the width of the narrow beam, the narrow After the beam is aligned 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; the node 5 is L-shaped, and the column base and the mutual A vertical wide beam and a narrow beam are bolted together. The wide beam is aligned with one of the two centerlines perpendicular to each other in the column seat flange; the narrow beam is aligned with the other of the two centerlines. The beam width of the beam is less than or equal to half of the flange width of the column base, so the column base will also protrude from the long side composed of narrow beams by half the width of the column base; that is, the column base at node 5 and node 6 of the B foundation plate frame Protrude the half-pedestals of the connected narrow beams to form a bulge.

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; 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; 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; that is, the nodes 8 and 7 of the C foundation plate form a concave Groove, so that the groove of node 8 coincides with the protrusion of node 5 of the B foundation plate, and the groove of node 7 coincides with the protrusion of node 6 of the B foundation plate.

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. 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 Figure 30 and Figure 31, it is a structural self-resetting prestressed support member 2, which is a self-resetting prestressed anti-buckling support of a frame veneer assembled steel structure, constrained by an internal energy-dissipating inner core 2-2 and peripheral steel pipes The member 2-3 and the prestressed cable 2-14 are composed of three parts. The internal energy-dissipating inner core 2-2 is inserted into the intermediate space of the peripheral frame constraining member 2-3. The prestressed cables 2-14 are arranged symmetrically on both sides of the energy-dissipating inner core and pass through the transverse stiffeners 2-7, the number of which is determined by calculation. 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 constraining member 2-3 by a distance D, and the value of D is determined by calculation. Frame veneer assembled steel structure self-resetting prestressed anti-buckling support 2 The structures at both ends are exactly the same.

As shown in Figure 32: it is the inner core 2-2 member of the structural self-resetting prestressed support member, and the internal energy dissipation chip 2-2 is a straight single-piece steel plate. In order to make the energy dissipation chip 2-2 easy to enter into the plastic energy dissipation, the middle part of the chip board is weakened and has an arc shape. One end of the energy consumption chip 2-2 is two connecting plates 2-12 perpendicular to it: the upper connecting plate 2-5 of the energy consuming chip 2-2, and the lower connecting plate 2-6 of the energy consuming chip, which are vertically welded and connected to the energy consuming chip . The uppermost connecting plate 2-5 has bolt holes, and is connected with the frame by high-strength bolts. The upper and lower connecting plates are welded together by short stiffeners 2-10. The short stiffeners 2-10 are perpendicular to both plates. Both ends of the energy-consuming chip 2-2 have the same structure.

As shown in Figure 33: it is the external restraint member 2-3 of the structural self-resetting prestressed support member, and the outer frame restraint member 2-3 is two upper and lower flange plates 2-9, with double rows of transverse stiffeners in the middle The ribs 2-7 are welded together, and the width of an energy-dissipating chip 2-2 is left between the double rows of transverse stiffening ribs 2-7, so that the internal energy-dissipating chip can be inserted. Transverse stiffeners 2-7 are arranged along the entire length of the peripheral frame restraint member 2-3 from the upper end. The spacing of the transverse stiffeners 2-7 is determined by calculation, and the transverse stiffeners 2-7 are welded to the upper and lower flange plates 2-9. The spring 2-4 is sleeved on the support column 2-11, and the two ends of the support column 2-11 are respectively connected with the connecting plates 2-12 at both ends. Spring 2-4 only works when being extruded by extruding plate 2-13. The connecting plate at the bottom of the peripheral frame constraining member 2-3 is welded to the adjacent transverse stiffeners 2-7 with short stiffeners.

As shown in Figure 34: the prestressed cable 2-14 passes through the transverse stiffener 2-7, and its two ends are connected with the two lower connecting plates 2-6 of the internal energy dissipation inner core 2-2, and the connection points are located at two adjacent short ribs. The center of the stiffener 2-10 grid. The number of prestressed cables 2-14 is determined by calculation.

The above is a typical embodiment of the present invention, and the practice of the present invention is not limited thereto.

Claims (1)

1. The single-plate self-resetting prestressed anti-buckling herringbone support system of industrially assembled multi-high-rise steel structure frame is characterized in that the system includes the main frame (1) and column system (16), self-resetting prestressed support members (2); The main panel frame includes: foundation panel frame, floor slab (15); 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 B and C base frames 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 beams is Half of the beam width of the wide beam, the beam width of the wide beam is less than or equal to the width of the flange of the column base; the structure of the wide beam and the narrow beam is the same, and they are both truss beams; the upper and lower chords and webs of the truss beams are all channel steel , the web and the chord form an angle of 30°-60°; at least three connecting channel steels (10) with bolt holes are arranged between the upper and lower chords of each truss beam, and there is a piece of connecting channel steel (10) with bolt holes at both ends of the truss beam Rectangular end seal plate; the upper and lower chords, web members, connecting channel steel and end seal plate of the truss beam are all welded; The two beams perpendicular to each other in the three types of foundation frames of A, B, and C are connected to the two stiffening plates (12) by welding along the beam height; the adjacent beams are connected by bolts to the connecting channel steel at the same position of the two beams; In the foundation plate frame with column base (7), the column base is connected with adjacent beams 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; the columns (8) are arranged on one side of the outer long side of the foundation plate frame of A; the long sides adjacent to other foundation plate frames No pillars are arranged on one side; The B foundation slab and the C foundation slab are two types of rectangular foundation slabs in the middle; among them, no columns (8) are arranged on the narrow beam side adjacent to the B foundation slab and the A foundation slab; Columns (8) are arranged on the side of the adjacent narrow beam to form nodes, in which the middle node is node 6, and the nodes at both ends are node 5; 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; 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 frame 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; 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; 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; that is, the nodes 8 and 7 of the C foundation plate form a concave 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; the column (8) and the column cover plate pass through 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 self-resetting prestressed support member (2) is realized in the form of a herringbone support; the structural self-resetting prestressed support member is a self-resetting prestressed anti-buckling support of a frame veneer assembled steel structure, which consists of an internal energy-dissipating inner core (2 -2), the outer steel pipe restraint member (2-3) and the prestressed cable (2-14) are composed of three parts; the internal energy dissipation inner core (2-2) is inserted into the middle gap of the outer frame restraint member (2-3) ; The prestressed cables (2-14) are symmetrically arranged on both sides of the energy dissipation inner core, passing through the transverse stiffeners (2-7), and the number is determined by calculation; in order to axially deform the inner energy dissipation inner core (2-2) Energy consumption, so that the internal energy-dissipating inner core (2-2) is longer than the outer frame restraint member (2-3) by a distance D, and the value of D is determined by calculation; the self-resetting prestressed anti-buckling brace of the frame veneer assembled steel structure ( 2) The structures at both ends are exactly the same; The inner core member (2-2) of the structural self-resetting prestressed support member, the internal energy dissipation chip (2-2) is a straight single-piece steel plate; in order to make the energy dissipation chip (2-2) easy to enter the plastic consumption Energy, weakening the middle part of the chip board, in the shape of a circular arc; one end of the energy consumption chip (2-2) is two connecting boards (2-12) perpendicular to it: the connecting board (2-12) on the energy consumption chip (2-2) 5) The lower connecting plate (2-6) of the energy-consuming chip is vertically welded and connected to the energy-consuming chip; the uppermost connecting plate (2-5) has bolt holes, and is connected with the frame by high-strength bolts; the upper and lower The two connecting plates are welded together by short stiffeners (2-10); the short stiffeners (2-10) are perpendicular to the two plates; the structures at both ends of the energy dissipation chip (2-2) are exactly the same; The external constraining member of the structural self-resetting prestressed support member, the peripheral frame constraining member (2-3) is two upper and lower flange plates (2-9), with double rows of transverse stiffeners (2-7) in the middle Welded together, the width of an energy dissipation chip (2-2) is left between the double rows of transverse stiffeners (2-7), so that the internal energy dissipation chip can be inserted; the outer frame constraint member (2-3) starts from the upper end along the The transverse stiffeners (2-7) are arranged along the entire length; the spacing of the transverse stiffeners (2-7) is determined by calculation, and the transverse stiffeners (2-7) are welded to the upper and lower flange plates (2-9); the spring (2-4) is set on the support column (2-11), and the two ends of the support column (2-11) are respectively connected with the connecting plates (2-12) at both ends; the spring (2-4) is only pressed The plate (2-13) works when it is extruded; the connecting plate at the bottom of the peripheral frame restraint member (2-3) is connected to the adjacent transverse stiffener (2-7) by welding with short stiffeners; The prestressed cable member of the structural self-resetting prestressed support member, the prestressed cable (2-14) passes through the transverse stiffener (2-7), and the two ends are connected to the two lower parts of the internal energy dissipation inner core (2-2) The plates (2-6) are connected, and the connection point is located at the center of two adjacent short stiffeners (2-10); the number of prestressed cables (2-14) is determined by calculation.