CN103924659A - Self-reset pre-stressed buckling-prevention herringbone steel channel supporting system for industrial assembly type multi-layer and high-rise steel structures - Google Patents
Self-reset pre-stressed buckling-prevention herringbone steel channel supporting system for industrial assembly type multi-layer and high-rise steel structures Download PDFInfo
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Abstract
The invention relates to a self-reset pre-stressed buckling-prevention herringbone steel channel supporting system for industrial assembly type multi-layer and high-rise steel structures. The self-reset pre-stressed buckling-prevention herringbone steel channel supporting system for industrial assembly type multi-layer and high-rise steel structures is capable of realizing quickness in installation and comprises a plate frame of a steel structure main body, self-reset pre-stressed supporting components and a pillar system. The plate frame of the steel structure main body comprises foundation plate frames and the pillar system. Wide beams, narrow beams and pillar bases are combined in a factory to form the foundation plate frames, the foundation plate frames and floor slabs are made integrally, and the wide beams and the narrow beams are all made by welding steel channels in the factory. Pipelines pass through web steel channels of the wide beams and the narrow beams to form a foundation plate frame A, a foundation plate frame B and a foundation plate frame C. The structural system has the advantages of quickness in construction, high structural bearing capacity, good sidesway resistance, no pollution and the like, strength of materials can be brought into full play, horizontal load can be effectively withstood, structural inter-layer displacement is reduced, environment pollution caused by welding is reduced, engineering construction is accelerated, and cost is saved.
Description
Technical field
The present invention relates to a kind of new structure system, particularly a kind of industrialization assembling type steel structure herringbone support system of building field application.
Background technology
Welding is used in the construction of common steel work at the scene in a large number, not only affecting speed of application but also construction quality is also difficult to control, the qualitative problems of construction causing due to Construction of Steel Structure quality occurring recent years is too numerous to enumerate, Site Welding is one of them important factor, Site Welding quality is wayward, and environment is caused to very large pollution.
Traditional reinforced concrete structure needs on-the-spot assembling reinforcement, fluid concrete, needs a large amount of artificial and curing times, and construction costs improves greatly.And during building demolition, cause a large amount of building wastes.
Recent years, domestic scholars only limits to multilayer to the research of assembling type steel structure, and just slightly minimizing of speed of application, does not really realize the Fast Installation of steel work, embodies the advantage of steel work.
Prestress steel member is only used in a beam string structure at present, also in high-level structure, does not use, and adopts prestress steel member as high-rise lateral resisting structure, in engineering, also not have realization.Curvature-prevention support component is many as being applied to, the lateral resisting energy-dissipating device in high-level structure; under middle shake or large shake effect; curvature-prevention support component all can be realized total cross-section and fully surrenders and do not occur that the integral body of supporting member or cripling destroy when drawing, pressing; the original power consumption mode by agent structure beam-ends plastic hinge is changed into and only on anti-buckling support component, concentrate power consumption, thereby protected preferably agent structure.But tradition is anti-buckling, to be supported on the permanent set producing under severe earthquake action still irrecoverable, and traditional anti-buckling support also has machining accuracy that concrete peripheral constraint component causes and controls the problems such as difficulty, wet trade workload are large.
Summary of the invention
The object of the invention is to overcome the above-mentioned defect of existing engineering, a kind of structural system of many, high-rise steel structure rapid construction is provided, this structural system can realization body steel work and the Fast Installation of Self-resetting prestressing force supporting member, and can resist high-intensity earthquake, ideally embody the advantage of steel work.
In order to achieve the above object, the present invention adopts following technical scheme:
Industrialization assembling is many, the anti-buckling herringbone support system of high-rise steel structure channel-section steel Self-resetting prestressing force comprises steel work main body grillage, Self-resetting prestressing force supporting member, pillar system, it is characterized in that: described steel work main body grillage comprises basic grillage, floor.In factory, described wide beam, narrow beam, floor are made of one, wide beam and narrow beam are in factory and are welded by channel-section steel.Pipeline passes through between the web channel-section steel of wide beam and narrow beam, thereby forms A basis grillage, B basis grillage and C basis grillage.At described foundation slab frame plate and described column base connecting portion, described wide beam and described narrow beam junction are with bolts and part welding (only limiting in factory).Between described column base and described pillar, adopt bolt to be connected by flange.
Described Self-resetting prestressing force supporting member can be spring, and logical being enclosed within on support column of described spring is connected with junction plate; Also have prestressed cable or prestressing force steel pole and be connected otic placode, described otic placode is connected with described mainboard by high-strength bolt.When horizontal force action is during in structure, described Self-resetting prestressing force supporting member horizontal force component reduces even negative function in the horizontal force of structure, and making the relative storey displacement of structure is smaller value, meets the requirement of standard.Spring mainly acts on when pressurized, and presstressed reinforcing steel works when tension.
Beneficial effect
The present invention adopts the construction stage can realize quick assembled type the effective high-rise steel structure Self-resetting prestressing force support system of the horizontal sidesway of opposing.This form of structure not only can effectively realize the industrialization of steel structure member processing and can greatly improve speed of application and significantly reduce steel using amount.And supporting member has very strong bearing capacity under little shake, by improving its initial pressurized, drawing bearing capacity, reduce even to eliminate its permanent set under large shake, there is very strong energy dissipation capacity.
By engineering practice and the experiment of 1:10 vibroplatform, find, described new structure system has improved 500% than ordinary construction system speed of application, and steel using amount reduces by 50%, and realizes " anhydrous, without fire, dustless " of job site, the potential safety hazard that has reduced site operation, reduces environment pollution.
Accompanying drawing explanation
Fig. 1 structure mainboard of the present invention frame plan view
Fig. 2 structural entity grillage of the present invention constitutional diagram
Fig. 3 structural framing of the present invention supports figure
Fig. 4 structure A grillage of the present invention figure
Fig. 5 structure B grillage of the present invention figure
Fig. 6 structure B grillage of the present invention node 6 projection figure
Fig. 7 structure B grillage of the present invention node 5 projection figure
Fig. 8 structure C grillage of the present invention figure
Fig. 9 structure C grillage of the present invention node 8 groove figure
Figure 10 structure C grillage of the present invention node 7 groove figure
Figure 11 structure node 1 figure of the present invention
Figure 12 structure node 1 detail drawing of the present invention
Figure 13 invention structure node 2 figure
Figure 14 structure node 2 detail drawings of the present invention
Figure 15 structure node 3 figure of the present invention
Figure 16 structure node 3 detail drawings of the present invention
Figure 17 structure node 4 figure of the present invention
Figure 18 structure node 4 detail drawings of the present invention
Figure 19 structure node 5 figure of the present invention
Figure 20 structure node 5 detail drawings of the present invention
Figure 21 structure node 6 figure of the present invention
Figure 22 structure node 6 detail drawings of the present invention
Figure 23 structure node 7 figure of the present invention
Figure 24 structure node 7 detail drawings of the present invention
Figure 25 structure node 8 figure of the present invention
Figure 26 structure node 8 detail drawings of the present invention
Figure 27 structure column base of the present invention figure
Figure 28 structure column base of the present invention detail drawing
Figure 29 structure profiled sheet of the present invention figure
Figure 30 supporting member lateral view of the present invention
Figure 31 supporting member plan view of the present invention
The inner energy consumption inner core figure of Figure 32 supporting member of the present invention
The outside channel steel shape confining part of Figure 33 supporting member of the present invention figure
The outside channel steel shape confining part of Figure 34 supporting member of the present invention assembling drawing
The outside channel steel shape confining part of Figure 35 supporting member of the present invention cross section exploded view
Figure 36 supporting member prestressed cable of the present invention figure
Wherein, 1-main body grillage; 2-Self-resetting prestressing force supporting member; 2-1: the anti-buckling support of channel steel shape assembling type steel structure Self-resetting prestressing force; 2-2: inner energy consumption inner core; 2-3: outside channel steel shape confining part; 2-4: spring; 2-5: upper junction plate; 2-6: lower connecting plate; 2-7: transverse stiffener; 2-8: outside channel steel shape confining part channel-section steel web; 2-9: outside channel steel shape confining part channel-section steel frange plate; 2-10: upper lower connecting plate stiffening rib; 2-11: support column; 2-12: junction plate; 2-13: stripper plate; 2-14: prestressed cable; 3-wide beam; The narrow beam of 4-; 5-profiled sheet; 6-concrete; 7-column base; 7-1: column base connector; 7-2: stub; 7-3: column base flange; 8-pillar; 9-otic placode; 10-connects channel-section steel; 11-1 post cover plate I; 11-2 cover plate II; 11-3 post cover plate III; 11-4 cover plate IV; 11-5 post cover plate V; 12-stiffener; 14-section shrouding; 15-floor; 16-pillar system.
Specific implementation
Below in conjunction with accompanying drawing, illustrate the implementation of described structural system.
As shown in Fig. 1～9, the present invention is that a kind of industrialization assembling is many, the anti-buckling herringbone support system of high-rise steel structure channel-section steel Self-resetting prestressing force, draw together steel work main body grillage, Self-resetting prestressing force supporting member, pillar system, it is characterized in that: described steel work main body grillage comprises basic grillage, pillar system.In factory, wide beam 3, narrow beam 4 and column base 7 are assembled into basic grillage, floor be take profiled sheet concrete as example herein, and floor can also be the forms such as reinforced concrete floor.Self-resetting prestressing force supporting member is with a kind of common form explanation herein.Profiled sheet 5 is placed on wide beam 3 and narrow beam 4, employing peg connects, on profiled sheet 5, concreting 6, utilize the space of wide beam 3, narrow beam 4 web members, place pipeline etc., final A basis grillage, B basis grillage and the C basis grillage of forming is bolted A, B, C basis grillage, and is welded to connect into main body grillage shown in accompanying drawing 1.Floor 15 cast are, on A, B, C basis grillage, to form integral body with basic grillage.Pillar 8 is connected into general frame by bolt and column base 7, after otic placode 9 is connected with main body frame, then Self-resetting prestressing force supporting member 2 is connected with the otic placode 9 of general frame by high-strength bolt, form total system.
Figure 10-Figure 25 is the structural form of this structure node, its connected mode is as follows: post 8 welds in factory with post cover plate, wide beam 3 and narrow beam 4 by the basis of formation grillage that is welded together, are finally joined together to form node with bolt by column base 7, post cover plate, basic grillage along deck-molding and two stiffeners 12.
A basis grillage is basis, the outside grillage of main body grillage 1, the basic grillage of the rectangle forming for wide beam 3 and narrow beam 4, the interposition of A grillage is equipped with two narrow beams 4 that are connected side by side, and two narrow beams link together the connection channel-section steel in 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, forms node, and wherein intermediate node is node 6, and 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 the width of half column base in long limit that is connected to column base both sides, is comprised of narrow beam; Node 5 is L shaped, and wherein column base and an orthogonal wide beam, a narrow beam are bolted together, and 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 half of column base flange width, so column base also can protrude the width of half column base in long limit being comprised 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, and centre position node is node 8, two ends are nodes 7; Node 8 is that four narrow beams form, 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 that an orthogonal narrow beam and a wide beam form; 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.
Figure 26-Figure 27 is this structural column seat structure figure.Column base 7 is the stub by the column base connector 7-1 parcel in strap bolt hole with column base flange, surrounding up and down.Each parts are by being welded together.Pillar 8 and post cover plate are by being welded together.Post cover plate, column base flange, beam are bolted together.
As shown in Figure 30 and Figure 31, be structure Self-resetting prestressing force supporting member 2, be the anti-buckling support of a kind of channel-section steel assembling type steel structure Self-resetting prestressing force, by inner energy consumption inner core 2-2, peripheral frame confining part 2-3 and prestressed cable 2-14 tri-parts, formed.Inner energy consumption inner core 2-2 inserts in the intermediate gaps of peripheral frame confining part 2-3.Spring housing is on support column 2-11, and the two ends of support column 2-11 are connected with middle two web end junction plates with channel-section steel plate 2-9 end, edge of a wing junction plate respectively.Spring 2-4 only works when being squeezed plate 2-13 extruding.Prestressed cable 2-14 is arranged symmetrically in energy consumption inner core both sides, and through transverse stiffener 2-7, quantity is by calculative determination.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 D of peripheral frame confining part 2-3, D value has calculative determination.The anti-buckling support of channel-section steel assembling type steel structure Self-resetting prestressing force two ends structure is identical.
Shown in figure 32: be the inner core 2-2 member of structure Self-resetting prestressing force supporting member, described inner energy consumption inner core 2-2 is yi word pattern single steel plate.For making energy consumption inner core 2-2 be easy to enter plasticity power consumption, weaken chip board middle part, be circular arc.A distance, inner core 2-2 end is arranged symmetrically with stripper plate 2-13, is used for pushing the spring 2-4 on confining part 2-3, and distance is by calculative determination.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, with bolt hole, is 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, through lower connecting plate 2-6, is held out against to upper junction plate 2-5, and three welds together.Upper and lower two junction plates are welded together by double upper lower connecting plate stiffening rib 2-10.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.
As shown in Figure 33-35: be the external constraint member 2-3 of structure Self-resetting prestressing force supporting member, described restraining tube framework cross section is I shape, be that four blocks of channel-section steels splice or are welded with bolt.As the channel-section steel on the upper and lower edge of a wing, its web punches at the relative position contacting with the edge of a wing of channel-section steel as middle pectoral plate, is bolted together, or in the relative position welding connecting, forms restraining tube framework.Between two webs of restraining tube framework middle pectoral plate channel-section steel 2-8, leave the width of an energy consumption inner core 2-2, can make inner energy consumption inner core 2-2 insert.Peripheral frame confining part 2-3 arranges transverse stiffener 2-7 along total length from upper end.The spacing of transverse stiffener 2-7 is by calculative determination, and the web of transverse stiffener 2-7 and web channel-section steel and frange plate are and are welded to connect.Peripheral frame confining part 2-3 bottom is weldingly connected with lower connecting plate 2-6.Between upper junction plate 2-5, lower connecting plate 2-6, use lower connecting plate 2-6 stiffening rib vertical welding and connect, upper lower connecting plate stiffening rib 2-10 quantity, spacing is by calculative determination.Two web certain lengths in the middle of upper and lower two edge of a wing channel-section steel plate 2-9 need grow, length is by calculative determination, in channel-section steel plate 2-9 end, the edge of a wing and middle two web ends, arrange junction plate, spring 2-4 is enclosed within to support column 2-11 upper, the two ends of support column 2-11 are connected with middle two web end junction plates with channel-section steel plate 2-9 end, edge of a wing junction plate respectively.Spring 2-4 only works when pressurized.
As shown in figure 36: prestressed cable 2-14 is through transverse stiffener 2-7, and two ends are connected with two lower connecting plate 2-6 of inner energy consumption inner core 2-2, and tie point is positioned at two adjacent short stiffener 2-10 district centers of a lattice.The quantity of prestressed cable 2-14 is by calculative determination.
Be more than an exemplary embodiments of the present invention, enforcement of the present invention is not limited to this.
Claims (1)
1. many, the anti-buckling herringbone support system of high-rise steel structure channel-section steel Self-resetting prestressing force of industrialization assembling, is characterized in that: this system comprises main body grillage (1) and pillar system (16), Self-resetting prestressing force supporting member (2); Main body grillage comprises: basic grillage, floor (15);
The elementary cell that described main body grillage (1) is comprised of A, B, tri-kinds of basic grillages of C forms, the basic grillage that wherein A basis grillage is edge, and 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 half of wide beam deck-siding, and 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, is all girder truss; Wherein the top-bottom chord of girder truss, web member are channel-section steel, and web member becomes the angle of 30 degree-60 degree with chord member; The connection channel-section steel (10) that is at least furnished with 3 strap bolt holes between each girder truss top-bottom chord, respectively there is the end-plate of the rectangle in a strap bolt hole at girder truss two ends; Between the top-bottom chord of girder truss, web member, connection channel-section steel, end-plate, be welding;
Orthogonal two beams in A, B, 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; 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), the basic grillage of the rectangle forming for wide beam (3) and narrow beam (4), the interposition of A grillage is equipped with two narrow beams (4) that are connected side by side, and two narrow beams link together the connection channel-section steel in 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, forms node, and wherein intermediate node is node 6, and 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 the width of half column base in long limit that is connected to column base both sides, is comprised of narrow beam; Node 5 is L shaped, and wherein column base and an orthogonal wide beam, a narrow beam are bolted together, and 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 half of column base flange width, so column base also can protrude the width of half column base in long limit being comprised 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, and centre position node is node 8, two ends are nodes 7; Node 8 is that four narrow beams form, 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 that an orthogonal narrow beam and a wide beam form; 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;
Column base (7) is the stub by column base connector (7-1) parcel in strap bolt hole with column base flange, surrounding up and down; Each parts are by being welded together; Pillar (8) and post cover plate are by being welded together; Post cover plate, column base flange, beam are bolted together;
Floor (15) cast is, on A, B, C basis grillage, to form integral body with basic grillage;
Its way of realization of Self-resetting prestressing force supporting member (2) is that herringbone supports; Structure Self-resetting prestressing force supporting member, is the anti-buckling support of a kind of channel-section steel assembling type steel structure Self-resetting prestressing force, inner energy consumption inner core (2-2), peripheral frame confining part (2-3) and prestressed cable (2-14) three parts, consists of; Inner energy consumption inner core (2-2) is inserted in the intermediate gaps of peripheral frame confining part (2-3); Spring housing is upper at support column (2-11), and the two ends of support column (2-11) are connected with middle two web end junction plates with end, edge of a wing channel-section steel plate (2-9) junction plate respectively; Spring (2-4) only works when the plate that is squeezed (2-13) pushes; Prestressed cable (2-14) is arranged symmetrically in energy consumption inner core both sides, and through transverse stiffener (2-7), quantity is by calculative determination; 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 D of peripheral frame confining part (2-3), D value has calculative determination; The anti-buckling support of channel-section steel assembling type steel structure Self-resetting prestressing force two ends structure is identical;
The inner core member (2-2) of structure Self-resetting prestressing force supporting member, described inner energy consumption inner core (2-2) is yi word pattern single steel plate; For making energy consumption inner core (2-2) be easy to enter plasticity power consumption, weaken chip board middle part, be circular arc; Inner core (2-2) a distance, end is arranged symmetrically with stripper plate (2-13), is used for pushing the spring (2-4) on confining part (2-3), and distance is by calculative determination; 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), with bolt hole, is 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), through lower connecting plate (2-6), is held out against to upper junction plate (2-5), and three welds together; Upper and lower two junction plates are welded together by double upper lower connecting plate stiffening rib (2-10); 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 structure Self-resetting prestressing force supporting member, described restraining tube framework cross section is I shape, is that four blocks of channel-section steels splice or are welded with bolt; As the channel-section steel on the upper and lower edge of a wing, its web punches at the relative position contacting with the edge of a wing of channel-section steel as middle pectoral plate, is bolted together, or in the relative position welding connecting, forms restraining tube framework; Between two webs of restraining tube framework middle pectoral plate channel-section steel (2-8), leave the width of an energy consumption inner core (2-2), can make inner energy consumption inner core (2-2) insert; Peripheral frame confining part (2-3) is arranged transverse stiffener (2-7) along total length from upper end; The spacing of transverse stiffener (2-7) is by calculative determination, and the web of transverse stiffener (2-7) and web channel-section steel and frange plate are and are welded to connect; Peripheral frame confining part (2-3) bottom is weldingly connected with lower connecting plate (2-6); Between upper junction plate (2-5), lower connecting plate (2-6), use lower connecting plate (2-6) stiffening rib vertical welding and connect, upper lower connecting plate stiffening rib (2-10) quantity, spacing is by calculative determination; Two web certain lengths in the middle of upper and lower two edges of a wing channel-section steel plate (2-9) need grow, length is by calculative determination, in channel-section steel plate (2-9) end, the edge of a wing and middle two web ends, arrange junction plate, spring (2-4) is enclosed within to support column (2-11) upper, the two ends of support column (2-11) are connected with middle two web end junction plates with end, edge of a wing channel-section steel plate (2-9) junction plate respectively; Spring (2-4) only works when pressurized;
The prestressed member (2-14) of structure Self-resetting prestressing force supporting member (2), prestressed cable (2-14) is through transverse stiffener (2-7), two ends are connected with two lower connecting plates (2-6) of inner energy consumption inner core (2-2), and tie point is positioned at two adjacent short stiffener (2-10) district centers of a lattice; The quantity of prestressed cable (2-14) is by calculative determination.
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| CN201410145860.4A CN103924659A (en) | 2014-04-11 | 2014-04-11 | Self-reset pre-stressed buckling-prevention herringbone steel channel supporting system for industrial assembly type multi-layer and high-rise steel structures |
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| CN201410145860.4A CN103924659A (en) | 2014-04-11 | 2014-04-11 | Self-reset pre-stressed buckling-prevention herringbone steel channel supporting system for industrial assembly type multi-layer and high-rise steel structures |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108222286A (en) * | 2017-12-30 | 2018-06-29 | 北京工业大学 | Prefabricated modular buckling restrained brace bolted and welded connection node |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2645064B2 (en) * | 1988-03-29 | 1997-08-25 | 株式会社東芝 | Truss damping device |
| JP2002061329A (en) * | 2000-08-22 | 2002-02-28 | Taisei Corp | Micro vibration control frame |
| CN2900658Y (en) * | 2006-07-10 | 2007-05-16 | 山东莱钢建设有限公司 | Accentric support |
| CN101024987A (en) * | 2007-02-08 | 2007-08-29 | 广州大学 | Storied-building energ-eliminating shock-damping structure |
| CN100371544C (en) * | 1993-12-20 | 2008-02-27 | Rar顾问有限公司 | High building and multiple building panels for forming three dimension space structure |
| CN102979165A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Industrialized assembled multi-story high-rise steel structure centrally-braced system |
| CN103233525A (en) * | 2013-04-11 | 2013-08-07 | 北京工业大学 | Channel steel assembling type steel structure prestress anti-bending support |
| CN103469921A (en) * | 2013-09-12 | 2013-12-25 | 北京交通大学 | Setup spring self-recovery energy dissipation brace |
-
2014
- 2014-04-11 CN CN201410145860.4A patent/CN103924659A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2645064B2 (en) * | 1988-03-29 | 1997-08-25 | 株式会社東芝 | Truss damping device |
| CN100371544C (en) * | 1993-12-20 | 2008-02-27 | Rar顾问有限公司 | High building and multiple building panels for forming three dimension space structure |
| JP2002061329A (en) * | 2000-08-22 | 2002-02-28 | Taisei Corp | Micro vibration control frame |
| CN2900658Y (en) * | 2006-07-10 | 2007-05-16 | 山东莱钢建设有限公司 | Accentric support |
| CN101024987A (en) * | 2007-02-08 | 2007-08-29 | 广州大学 | Storied-building energ-eliminating shock-damping structure |
| CN102979165A (en) * | 2012-11-26 | 2013-03-20 | 北京工业大学 | Industrialized assembled multi-story high-rise steel structure centrally-braced system |
| CN103233525A (en) * | 2013-04-11 | 2013-08-07 | 北京工业大学 | Channel steel assembling type steel structure prestress anti-bending support |
| CN103469921A (en) * | 2013-09-12 | 2013-12-25 | 北京交通大学 | Setup spring self-recovery energy dissipation brace |
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