CN102979163B - Multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system - Google Patents

Multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system Download PDF

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CN102979163B
CN102979163B CN201210485273.0A CN201210485273A CN102979163B CN 102979163 B CN102979163 B CN 102979163B CN 201210485273 A CN201210485273 A CN 201210485273A CN 102979163 B CN102979163 B CN 102979163B
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China
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plate
angle
girder
steel
longitudinal
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CN201210485273.0A
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Chinese (zh)
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CN102979163A (en
Inventor
刘学春
张爱林
孙超
黄欢
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北京工业大学
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Publication of CN102979163A publication Critical patent/CN102979163A/en
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Abstract

The invention relates to a multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system, belonging to the technical field of structure engineering. The multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system comprises assembled beams and slabs, assembled stand columns and prestressed sway braces. The assembled beams and slabs in the system consist of slabs, column base joints and open-web steel beams with section steel web members. The open-web steel beams are connected with the column base joints. The slabs are supported on the open-web steel beams. The assembled stand columns consist of box columns and flanges. During construction, the assembled beams and slabs and the assembled stand columns can be spliced to form a frame structure, and the prestressed eccentric sway braces are arranged on the basis of the steel frame to form energy-dissipating beam sections, so as to improve the lateral rigidness and the energy dissipation capacity of the structure. All members of the structure system are prefabricated in factories and are rapidly assembled through bolts on the construction site to form the structure system. Concrete pouring and welding operation are avoided, the defects of long construction period, serious material wastage, great pollution during construction and the like existing the traditional buildings are overcome, and the factory integrated production of buildings can be realized.

Description

The how high-rise assembling type steel structure framework-prestressing force eccentrical braces of one
Technical field
The present invention relates to the how high-rise assembling type steel structure framework-prestressing force eccentrical braces of one, belong to technical field of structural engineering.
Background technology
Meter is joined in a common effort according to Chinese steel, within 2011, China's output of steel breaks through 700,000,000 tons of high pointes, within continuous 16 years, be sure to occupy countries in the world output of steels the first, although China is as the maximum country of construction scope in the world, steel output, the development of house (comprising house) steel work is seriously delayed.Current developed country, as US and European country steel building area accounts for overall floorage more than 50%, Japan accounts for 80%, and China is less than 4%.
And traditional architecture exists, and the construction period is long, waste of material serious, work progress pollutes the shortcomings such as large, the needs of Fast Reconstruction after earthquake calamity cannot be met.Therefore, after the miserable lesson of drawing Wenchuan earthquake, the system innovation of industrialization assembling high-rise steel structure is imperative.Correlative study not only meets the development strategy that country promotes the use of steel work and carries out housing industrialization, and meets the needs of energy-saving and emission-reduction, has vast potential for future development and using value.
Current prestressed cable is only used in large-span space structure, is introduced by prestressing force in highrise building, not yet realizes as lateral resistant member in Practical Project.Traditional steel frame structural system, the lateral rigidity of structure is less, and under Wind and earthquake load action, relative storey displacement is comparatively large, is difficult to meet comfort level requirement.Novel multi and tall steel building framework-prestressing force eccentrical braces, the basis of steel frame adds horizontal and vertical prestressing force and draws support, improve the lateral rigidity of structure, improve the deformation performance of structure.
Summary of the invention
The present invention proposes a kind of novel how high-rise assembling type steel structure framework-prestressing force eccentrical braces belonging to technical field of structural engineering.Its object is to realize the design safety degree of multi and tall steel building system, manufacture, mechanization is installed, advance the development of assembling type steel structure building.And solve the shortcomings such as the construction period existed in traditional architecture is grown, waste of material is serious, work progress pollution is large, reduce the duration significantly, reduce construction costs.Introduce prestressing force bearing diagonal as lateral resistant member, improve the lateral rigidity of structure, improve the deformation performance of structure under high-intensity earthquake and high wind load action.
Of the present invention how high-rise assembling type steel structure framework-prestressing force eccentrical braces, comprises Fabricated Beam-Slab, assembling column and prestressing force bearing diagonal:
Described Fabricated Beam-Slab comprises the open web type girder steel of distribution type steel web member, column base node and floor, described open web type girder steel is by beam-ends shrouding, be connected with other open web type girder steels or column base node, form beam slab under(-)chassis, again form bracing is connected on the described beam slab under(-)chassis, form Fabricated Beam-Slab; Described Fabricated Beam-Slab is prefabricated in the factory, and is mutually spliced, as frame structural beam flaggy at the construction field (site) by its beam-ends shrouding or column base node; Described frame structural beam flaggy is connected up and down by assembling column again, and form composite steel frame construction, described assembling column is positioned on the column base node on Fabricated Beam-Slab; On the basis of described steel framed structure, prestressing force bearing diagonal is connected at the bottom of girder steel in frame structural beam flaggy or post as lateral resistant member; Described Fabricated Beam-Slab, assembling column and prestressing force bearing diagonal are all prefabricated in the factory, and job site is assembled by bolt;
The how high-rise assembling type steel structure framework-prestressing force eccentrical braces of one of the present invention: described Fabricated Beam-Slab comprises three kinds of specifications, is respectively A plate, B plate and C plate;
Described A plate comprises column base node 10, the horizontal girder 11 of double angle, the longitudinal girder 12 of double angle, the horizontal girder 13 of single angle, single angle longitudinal secondary beam 14, junction plate I15, junction plate II16 and floor 17; The longitudinal girder 12 of double angle is mutually vertical with the horizontal girder 11 of double angle, and all by beam-ends shrouding, bolt is adopted to be connected with the channel-section steel connecting plate on two-way column block node 10, and the upper and lower end face place of junction is welded with a plate II16 respectively, the two ends of junction plate II16 are connected on the longitudinal girder 12 of double angle and the horizontal top-bottom chord of girder 11 of double angle and the flanged plate up and down of two-way column block node 10; The other end of the longitudinal girder 12 of double angle connects the parallel horizontal girder 13 of single angle of girder 11 horizontal with double angle, the longitudinal girder 12 of double angle is connected by the junction plate I15 of upper and lower two sections with the horizontal girder 13 of single angle, and the longitudinal girder 12 of double angle is all weldingly connected with two pieces of junction plate I15 with the top-bottom chord of the horizontal girder 13 of single angle; The longitudinal secondary beam 14 of single angle is connected to the other end of the horizontal girder 11 of described double angle and the horizontal girder 13 of single angle, parallel relative with the longitudinal girder 12 of double angle, the longitudinal secondary beam 14 of single angle is connected by two the junction plate I15 being connected to top-bottom chord place with between the horizontal girder 13 of single angle; The horizontal girder 11 of described double angle, the longitudinal girder 12 of double angle, the horizontal girder 13 of single angle, the longitudinal secondary beam 14 of single angle form a rectangular frame; Two described rectangular frames carry out the under(-)chassis connecting and composing a splicing; The longitudinal secondary beam 14 of single angle in two rectangular frames is alignd and is connected by bolt, and two horizontal girders 11 of double angle are positioned on straight line, and two horizontal girders 13 of single angle are positioned on straight line; Described under(-)chassis is connected with two pieces of floors 17 by angle beam upper chord top peg; The upper and lower side of the horizontal girder 11 of double angle all adopts bolt to be connected by the channel-section steel connecting plate in beam-ends shrouding and three-dimensional column base node 10 two relative directions, and the longitudinal secondary beam 14 of two described single angles is connected on the channel-section steel connecting plate vertical with described both direction on three-dimensional column base node 10; All components prefabricated and assembling all in the factory of described A plate;
Described B plate comprises the longitudinal girder 12 of double angle, the horizontal girder 13 of single angle, single angle longitudinal secondary beam 14, junction plate I15, junction plate II16 and floor 17; The longitudinal girder 12 of double angle is mutually vertical with the horizontal girder 13 of single angle, top-bottom chord and the beam-ends shrouding of longitudinal girder 12 end of double angle and horizontal girder 13 end of single angle are weldingly connected respectively, and be connected by the junction plate I15 of upper and lower two sections, and the longitudinal girder 12 of double angle is all weldingly connected with two pieces of junction plate I15 with the top-bottom chord of the horizontal girder 13 of single angle again; The other end of the longitudinal girder 12 of double angle is connected with the horizontal girder 13 of another root single angle of horizontal girder 13 level with single angle, the longitudinal girder 12 of double angle is connected by the junction plate II16 of upper and lower two sections with the horizontal girder 13 of this root single angle, and the longitudinal girder 12 of double angle is all weldingly connected with two pieces of junction plate II16 with the top-bottom chord of the horizontal girder 13 of single angle; The longitudinal secondary beam 14 of single angle is connected to the other end of two described horizontal girders 13 of two single angle, relative with longitudinal girder 12 level of double angle, the longitudinal secondary beam 14 of single angle is identical with the type of attachment of the longitudinal girder 12 of described double angle and two horizontal girders 13 of single angle with the type of attachment of the horizontal girder 13 of two single angles; The horizontal girder 13 of the longitudinal girder of described double angle 12, two single angles, the longitudinal secondary beam 14 of single angle form a rectangular frame; Two described rectangular frames carry out the under(-)chassis connecting and composing a splicing; The longitudinal secondary beam 14 of single angle in two rectangular frames is alignd and is connected by bolt, and the relative horizontal girders 13 of two single angles of rectangular frame level two piece single angles transverse direction girders 13 relative with another length direction framework level lay respectively on straight line; Described under(-)chassis is connected with two pieces of floors 17 by angle beam upper chord top peg; All components prefabricated and assembling all in the factory of described B plate;
Described C plate comprises column base node 10, the longitudinal girder 12 of double angle, the horizontal girder 13 of single angle, single angle longitudinal secondary beam 14, junction plate I15, junction plate II16 and floor 17; The longitudinal girder 12 of double angle is mutually vertical with the horizontal girder 13 of single angle, and all by beam-ends shrouding, the channel-section steel connecting plate adjacent with two on three-dimensional column base node 10 adopts bolt to be connected, and the upper and lower end face place of junction is welded with a plate II16 respectively, the two ends of junction plate II16 are connected on the top-bottom chord of the longitudinal girder 12 of double angle and the horizontal girder 13 of single angle; The other end of the longitudinal girder 12 of double angle is connected with the horizontal girder 13 of another root single angle of horizontal girder 13 level with single angle, top-bottom chord and the beam-ends shrouding of longitudinal girder 12 end of double angle and horizontal girder 13 end of this root single angle are weldingly connected respectively, and the longitudinal girder 12 of double angle is connected by the junction plate I15 of upper and lower two sections with the horizontal girder 13 of single angle again, and the longitudinal girder 12 of double angle is all weldingly connected with two pieces of junction plate I15 with the top-bottom chord of the horizontal girder 13 of single angle; The longitudinal secondary beam 14 of single angle is connected to the other end of the horizontal girder 13 of two described single angles, relative with longitudinal girder 12 level of double angle, top-bottom chord and the beam-ends shrouding of the longitudinal end, secondary beam 14 one end of single angle and horizontal girder 13 the other end of single angle are weldingly connected respectively, and are connected by two the junction plate I15 being connected to top-bottom chord place between the longitudinal secondary beam 14 of single angle with the horizontal girder 13 of single angle again; Be connected by two the junction plate II16 being connected to top-bottom chord place between longitudinal secondary beam 14 other end end of single angle with the horizontal girder 13 of single angle; The horizontal girder 13 of the longitudinal girder of described double angle 12, two single angles, the longitudinal secondary beam 14 of single angle form a rectangular frame; Two described rectangular frames carry out the under(-)chassis connecting and composing a splicing; The longitudinal secondary beam 14 of single angle in two rectangular frames is alignd and is connected by bolt, and the relative horizontal girders 13 of two single angles of rectangular frame level two piece single angles transverse direction girders 13 relative with another length direction framework level lay respectively on straight line; The upper and lower side of two horizontal girders 13 of single angle all adopts bolt to be connected by the channel-section steel connecting plate in beam-ends shrouding and four-way column base node 10 two relative directions, and the longitudinal secondary beam 14 of two described single angles is connected on the channel-section steel connecting plate vertical with described both direction on three-dimensional column base node 10; Described under(-)chassis is connected with two pieces of floors 17 by angle beam upper chord top peg; All components prefabricated and assembling all in the factory of described C plate;
In high-rise assembling type steel structure framework-prestressing force eccentrical braces, described A plate and B plate, by A plate and the alignment of B plate level, the longitudinal girder 12 of the double angle of one end of junction plate I15 and B plate there is is to have one end of junction plate I15 to be spliced by beam-ends shrouding bolt longitudinal for the double angle of A plate girder 12; The one end of junction plate I15 that has of the longitudinal secondary beam 14 of two single angles of one end of junction plate I15 and B plate is had to be spliced by beam-ends shrouding by bolt longitudinal for two of A plate single angles secondary beam 14; The horizontal girder 13 of two single angles of A plate is alignd with the horizontal girder 13 of two single angles of B plate and is connected by bolt; Then cover plate is added at splicing node upper and lower surface bolt; Thus complete the splicing of A plate and B plate plate;
In high-rise assembling type steel structure framework-prestressing force eccentrical braces, described B plate and C plate, by B plate and the alignment of C plate level, bolt is adopted to be connected with the three-dimensional column base node 10 channel-section steel connecting plate of C plate by beam-ends shrouding the one end of junction plate II16 that has of longitudinal for the double angle of B plate girder 12; Bolt is adopted to be connected with the four-way column base node 10 channel-section steel connecting plate of C plate by beam-ends shrouding the one end of junction plate II16 that has of longitudinal for the single angle of B plate secondary beam 14; All adopt bolt to be connected by the channel-section steel connecting plate in beam-ends shrouding and four-way column base node 10 two relative directions the upper and lower side of horizontal for two of B plate single angles girder 13, adopt bolt to be connected with the channel-section steel connecting plate of described channel-section steel connecting plate vertical direction by beam-ends shrouding with on the three-dimensional column base node 10 of C plate respectively by beam-ends shrouding the other end of horizontal for the single angle of B plate girder 13; By bolt, single-beam is spliced every one section of fixed range at the horizontal girder 13 gusset plate place of single angle of the horizontal girder 13 of the single angle of B plate and C plate, make two panels single-beam be connected to become twin beams; Then cover plate is added at splicing node upper and lower surface bolt; Thus complete the splicing of B plate and C plate plate;
In high-rise assembling type steel structure framework-prestressing force eccentrical braces, described C plate and A plate, by C plate and the alignment of A plate level, the longitudinal girder 12 of the double angle of one end of junction plate I15 and A plate there is is to have one end of junction plate I15 to be spliced by beam-ends shrouding bolt longitudinal for the double angle of C plate girder 12; The one end of junction plate I15 that has of the longitudinal secondary beam 14 of two single angles of one end of junction plate I15 and A plate is had to be spliced by beam-ends shrouding by bolt longitudinal for two of C plate single angles secondary beam 14; The horizontal girder 13 of two single angles of C plate is alignd with the horizontal girder 13 of two single angles of A plate and is connected by bolt; Then cover plate is added at splicing node upper and lower surface bolt; Thus complete the splicing of C plate and A plate;
In high-rise assembling type steel structure framework-prestressing force eccentrical braces of the present invention,: described prestressing force bearing diagonal passes through otic placode, the steel framed structure bolt formed with described Fabricated Beam-Slab and assembling column is connected, as the lateral resistant member of structural system; Drag-line 18 upper end is connected at the bottom of the beam of upper strata beam slab or this layer of capital, at the bottom of the back that drag-line 18 lower end is connected to this layer of beam slab or this layer of post; In the middle of drag-line, adapter sleeve 19 is set, applies by tightening and adjust prestressing force size; The arrangement form of described prestressing force bearing diagonal is accentric support, and girder steel forms active beam link, can adopt gantry type, herringbone, V-shaped, staggered form and monocline rod-type; Described drag-line 18 can use the rod iron of high strength, steel strand, wire rope or parallel wire unit, or uses the high strength rod iron of band damper, steel strand, wire rope or parallel wire unit, or uses the high strength shaped steel of Shi Hanzhang;
Of the present invention how high-rise assembling type steel structure framework-prestressing force eccentrical braces: the beam used in described Fabricated Beam-Slab is the open web type girder steel of configuration shaped steel web member;
Can use the open web type angle beam of configuration channel-section steel web member, comprise angle steel top-bottom chord 1, channel-section steel web member 2, channel-section steel web member is vertical with chord member, and the welding of the leg of angle root place of web member upper and lower end parts and top-bottom chord; All angle beams all arrange connecting hole every one section of fixed range on top-bottom chord He on channel-section steel web member, can with bolt by two single angle beam composition double angle beams when Fabricated Beam-Slab is assembled.
Or use the open web type angle beam of configuration T-steel web member, comprise angle steel top-bottom chord 1, T-steel web member 3, T-steel web member is vertical with chord member, and the welding of the leg of angle root place of T-steel web member upper and lower end parts and top-bottom chord; All angle beams all arrange connecting hole every one section of fixed range on top-bottom chord He on T-steel web member, can with bolt by two single angle beam composition double angle beams when Fabricated Beam-Slab is assembled.
The open web type girder steel of described configuration shaped steel web member, its top-bottom chord can use angle steel or channel-section steel or box-shaped steel, and its web member can use channel-section steel or T-steel, and web member is all vertical with chord member, and web member upper and lower end parts is welded with top-bottom chord, and connecting hole is set on chord member and web member;
In of the present invention how high-rise assembling type steel structure framework-prestressing force eccentrical braces,: its column base node is welded by box column, channel-section steel connecting plate and flanged plate, is not all two to column base, three-dimensional column base and four-way column base according to the number of welding channel-section steel connecting plate; Weld two pieces of flanged plate I4 at box column 5 upper and lower side, then two panels channel-section steel connecting plate 6 be welded in the adjacent both sides of box column 5 thus form two to column base, for the connection with flanged plate corner post; Weld two pieces of flanged plate I4 at box column 5 upper and lower side, then three channel-section steel connecting plates 6 be welded in box column 5 three limit thus form three-dimensional column base, for the connection with flanged plate side column; Weld two pieces of flanged plate I4 at box column 5 upper and lower side, then four channel-section steel connecting plates 6 be welded in box column 5 four limit thus form four-way column base, for the connection with flanged plate center pillar; Wherein channel-section steel connecting plate 6 web has bolt hole, beam-ends shrouding bolt that is convenient and angle beam connects into described Fabricated Beam-Slab.
In of the present invention how high-rise assembling type steel structure framework-prestressing force eccentrical braces,: assembling column is welded with flanged plate II7 or flanged plate III8 or flanged plate IV9 by box column 5, shape difference according to flanged plate can be divided into flanged plate corner post, flanged plate side column and flanged plate center pillar; Flanged plate III8 is located welding at box column about 5, thus forms flanged plate corner post; Flanged plate II7 is located welding at box column about 5, thus forms flange edges of boards post; Flanged plate IV9 is located welding at box column about 5, thus forms flanged plate center pillar; Described three kinds of assembling columns are all prefabricated in the factory, and job site adopts bolt, is connected by the flanged plate of the flanged plate of described column with described Fabricated Beam-Slab center pillar block node, realizes the assembling of column and beam slab, thus form steel framed structure.
In of the present invention how high-rise assembling type steel structure framework-prestressing force eccentrical braces, described floor 17 can use composite deck slabs, precast monolithic concrete floor, superimposed sheet composite floor, close rib OSB plate, soft steel board, steel bar girder superimposed sheet, fiber cement board pressure;
The invention has the beneficial effects as follows, in above-mentioned novel how high-rise assembling type steel structure framework-prestressing force eccentrical braces, the beam adopted is all the prefabricated girder steel of open web type be welded to form by angle steel and channel-section steel or T-steel, because the belly space of beam is larger, be convenient to pipeline pass, effectively add the clear height in room.
Novel how high-rise assembling type steel structure framework-prestressing force eccentrical braces of the present invention, bolt is adopted to carry out site assembly completely, eliminate traditional Site Welding mode and concreting mode, effectively ensure that construction quality, completely avoid the environment pollution that concreting and welded steel cause, realize " anhydrous, without fire, dustless " of site operation three without standard, decrease the generation of the hazardous accidents such as fire.And prestressing force Lateral Resistant System effectively can improve the lateral rigidity of structure, improves the deformation performance of structure, structure is made to have larger safety reservior.The present invention, when component is removed, can recycle efficiently, decrease building waste, the real theory achieving environmental protection, is a kind of green, the firm structural system of sustainable development.
Novel how high-rise assembling type steel structure framework-prestressing force eccentrical braces that the present invention proposes is the innovative structural system in multi-rise building steel structure system.
Accompanying drawing explanation
Below in conjunction with drawings and Examples, the present invention is further described.
Fig. 1 is novel fabricated beam slab of the present invention splicing back plane arrangement diagram
Fig. 2 is the open web type single angle beam schematic diagram of joining channel-section steel web member in novel fabricated beam slab of the present invention
Fig. 3 is the open web type single angle beam schematic diagram of joining T-steel web member in novel fabricated beam slab of the present invention
Fig. 4 is the open web type double angle beam schematic diagram of joining channel-section steel web member in novel fabricated beam slab of the present invention
Fig. 5 is the open web type double angle beam schematic diagram of joining T-steel web member in novel fabricated beam slab of the present invention
Fig. 6 is two to column base schematic diagram in novel fabricated beam slab of the present invention
Fig. 7 is three-dimensional column base schematic diagram in novel fabricated beam slab of the present invention
Fig. 8 is four-way column base schematic diagram in novel fabricated beam slab of the present invention
Fig. 9 is novel fabricated column schematic diagram of the present invention
Figure 10 is novel fabricated beam slab A plate exploded view of the present invention
To be that novel fabricated beam slab A plate of the present invention is assembled complete figure to Figure 11
Figure 12 is novel fabricated beam slab B plate exploded view of the present invention
To be that novel fabricated beam slab B plate of the present invention is assembled complete figure to Figure 13
Figure 14 is novel fabricated beam slab C plate exploded view of the present invention
To be that novel fabricated beam slab C plate of the present invention is assembled complete figure to Figure 15
To be that novel fabricated beam slab A, B and C plate of the present invention is assembled complete figure to Figure 16
Figure 17 is novel fabricated beam slab node 1 exploded view of the present invention
Figure 18 is novel fabricated beam slab node 2 exploded view of the present invention
Figure 19 is novel fabricated beam slab node 3 exploded view of the present invention
Figure 20 is novel fabricated beam slab node 4 exploded view of the present invention
Figure 21 is novel fabricated beam slab node 5 exploded view of the present invention
Figure 22 is novel fabricated beam slab node 6 exploded view of the present invention
Figure 23 is novel fabricated beam slab node 7 exploded view of the present invention
Figure 24 is novel fabricated beam slab node 8 exploded view of the present invention
Figure 25 is novel fabricated beam slab node 9 exploded view of the present invention
Figure 26 is novel fabricated beam slab node 10 exploded view of the present invention
Figure 27 is novel fabricated beam slab node 11 exploded view of the present invention
Figure 28 is novel fabricated beam slab node 12 exploded view of the present invention
Figure 29 is the type of attachment exploded view of flanged plate corner post of the present invention and node
Figure 30 is the type of attachment exploded view of flanged plate side column of the present invention and node
Figure 31 is the type of attachment exploded view of flanged plate center pillar of the present invention and node
Figure 32 is novel how high-rise assembling type steel structure framework-door frame type eccentrical braces schematic diagram of the present invention
Figure 33 is novel how high-rise assembling type steel structure framework-chevron shaped eccentrical braces schematic diagram of the present invention
Figure 34 is novel how high-rise assembling type steel structure framework-monocline of the present invention cable-styled I eccentrical braces schematic diagram
Figure 35 is novel how high-rise assembling type steel structure framework-monocline of the present invention cable-styled II eccentrical braces schematic diagram
Figure 36 is novel how high-rise assembling type steel structure framework-V-shape eccentrical braces schematic diagram of the present invention
Figure 37 is novel how high-rise assembling type steel structure framework of the present invention-prestressing force eccentrical braces otic placode I20 detail drawing
Figure 38 is novel how high-rise assembling type steel structure framework of the present invention-prestressing force eccentrical braces otic placode II21 detail drawing
Figure 39 is novel how high-rise assembling type steel structure framework of the present invention-prestressing force eccentrical braces otic placode III22 detail drawing
Figure 40 is that novel how high-rise assembling type steel structure framework of the present invention-prestressing force eccentrical braces otic placode column bottom connects detail drawing
1. top-bottom chords in figure, 2. channel-section steel web member, 3.T shaped steel web member, 4. flanged plate I, 5. box column, 6. channel-section steel, 7. flanged plate II, 8. flanged plate III, 9. flanged plate IV, 10. column base node, the horizontal girder of 11. double angles, the longitudinal girder of 12. double angles, the horizontal girder of 13. single angles, the longitudinal secondary beam of 14. single angles, 15. junction plate I, 16. connect
Fishplate bar II, 17. floors, 18. drag-lines, 19. adapter sleeves, 20. otic placode I, 21. otic placode II, 22. otic placode III.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in detail:
As shown in Figure 1, the stitching position of novel fabricated beam slab of the present invention is arranged on the middle part of girder, this position shearing and moment of flexure relatively little, from the angle of structural mechanics, arranging of stitching position is very reasonable.
As shown in accompanying drawing 2 and accompanying drawing 4, in novel how high-rise assembling type steel structure framework-prestressing force eccentrical braces of the present invention, the open web type angle beam of involved beam configuration channel-section steel web member, comprise angle steel top-bottom chord 1, channel-section steel web member 2, channel-section steel web member is vertical with chord member, and the welding of the leg of angle root place of web member upper and lower end parts and top-bottom chord; All angle beams all arrange connecting hole every one section of fixed range on top-bottom chord He on channel-section steel web member, can with bolt by two single angle beam composition double angle beams when Fabricated Beam-Slab is assembled.
As shown in accompanying drawing 3 and accompanying drawing 5, or use the open web type angle beam of configuration T-steel web member, comprise angle steel top-bottom chord 1, T-steel web member 3, T-steel web member is vertical with chord member, and the welding of the leg of angle root place of T-steel web member upper and lower end parts and top-bottom chord; All angle beams all arrange connecting hole every one section of fixed range on top-bottom chord He on T-steel web member, can with bolt by two single angle beam composition double angle beams when Fabricated Beam-Slab is assembled;
The open web type girder steel of described configuration shaped steel web member, its top-bottom chord can use angle steel or channel-section steel or box-shaped steel, and its web member can use channel-section steel or T-steel, and web member is all vertical with chord member, and web member upper and lower end parts is welded with top-bottom chord, and connecting hole is set on chord member and web member.
In assembling type steel structure framework-prestressing force eccentrical braces of the present invention, as shown in accompanying drawing 6-8, its column base node is welded by box column, channel-section steel connecting plate and flanged plate, is not all two to column base, three-dimensional column base and four-way column base according to the number of welding channel-section steel connecting plate; Weld two pieces of flanged plate I4 at box column 5 upper and lower side, then two panels channel-section steel connecting plate 6 be welded in the adjacent both sides of box column 5 thus form two to column base, for the connection with flanged plate corner post; Weld two pieces of flanged plate I4 at box column 5 upper and lower side, then three channel-section steel connecting plates 6 be welded in box column 5 three limit thus form three-dimensional column base, for the connection with flanged plate side column; Weld two pieces of flanged plate I4 at box column 5 upper and lower side, then four channel-section steel connecting plates 6 be welded in box column 5 four limit thus form four-way column base, for the connection with flanged plate center pillar; Wherein channel-section steel connecting plate 6 web has bolt hole, beam-ends shrouding bolt that is convenient and angle beam connects into described Fabricated Beam-Slab.
In assembling type steel structure framework-prestressing force eccentrical braces of the present invention, as shown in Figure 9, assembling column is welded with flanged plate II7 or flanged plate III8 or flanged plate IV9 by box column 5, shape difference according to flanged plate can be divided into flanged plate corner post, flanged plate side column and flanged plate center pillar; Flanged plate III8 is located welding at box column about 5, thus forms flanged plate corner post; Flanged plate II7 is located welding at box column about 5, thus forms flange edges of boards post; Flanged plate IV9 is located welding at box column about 5, thus forms flanged plate center pillar; Described three kinds of assembling columns are all prefabricated in the factory, and job site adopts bolt, is connected by the flanged plate of the flanged plate of described column with described Fabricated Beam-Slab center pillar block node, realizes the assembling of column and beam slab, thus form steel framed structure.
In assembling type steel structure framework-prestressing force eccentrical braces, as shown in accompanying drawing 10-11, described A plate comprises column base node 10, the horizontal girder 11 of double angle, the longitudinal girder 12 of double angle, the horizontal girder 13 of single angle, the longitudinal secondary beam 14 of single angle, junction plate I15, junction plate II16 and floor 17, : the longitudinal girder 12 of double angle is mutually vertical with the horizontal girder 11 of double angle, and all by beam-ends shrouding, bolt is adopted to be connected with the channel-section steel connecting plate on two-way column block node 10, and the upper and lower end face place of junction is welded with a plate II16 respectively, the two ends of junction plate II16 are connected on the longitudinal girder 12 of double angle and the horizontal top-bottom chord of girder 11 of double angle and the flanged plate up and down of two-way column block node 10, the other end of the longitudinal girder 12 of double angle connects the parallel horizontal girder 13 of single angle of girder 11 horizontal with double angle, the longitudinal girder 12 of double angle is connected by the junction plate I15 of upper and lower two sections with the horizontal girder 13 of single angle, and the longitudinal girder 12 of double angle is all weldingly connected with two pieces of junction plate I15 with the top-bottom chord of the horizontal girder 13 of single angle, the longitudinal secondary beam 14 of single angle is connected to the other end of the horizontal girder 11 of described double angle and the horizontal girder 13 of single angle, parallel relative with the longitudinal girder 12 of double angle, the longitudinal secondary beam 14 of single angle is connected by two the junction plate I15 being connected to top-bottom chord place with between the horizontal girder 13 of single angle, the horizontal girder 11 of described double angle, the longitudinal girder 12 of double angle, the horizontal girder 13 of single angle, the longitudinal secondary beam 14 of single angle form a rectangular frame, two described rectangular frames carry out the under(-)chassis connecting and composing a splicing, the longitudinal secondary beam 14 of single angle in two rectangular frames is alignd and is connected by bolt, and two horizontal girders 11 of double angle are positioned on straight line, and two horizontal girders 13 of single angle are positioned on straight line, described under(-)chassis is connected with two pieces of floors 17 by angle beam upper chord top peg, the upper and lower side of the horizontal girder 11 of double angle all adopts bolt to be connected by the channel-section steel connecting plate in beam-ends shrouding and three-dimensional column base node 10 two relative directions, and the longitudinal secondary beam 14 of two described single angles is connected on the channel-section steel connecting plate vertical with described both direction on three-dimensional column base node 10, all components prefabricated and assembling all in the factory of described A plate,
In assembling type steel structure framework-prestressing force eccentrical braces, as shown in Figure 12-13, described B plate comprises the longitudinal girder 12 of double angle, the horizontal girder 13 of single angle, the longitudinal secondary beam 14 of single angle, junction plate I15, junction plate II16 and floor 17, : the longitudinal girder 12 of double angle is mutually vertical with the horizontal girder 13 of single angle, top-bottom chord and the beam-ends shrouding of longitudinal girder 12 end of double angle and horizontal girder 13 end of single angle are weldingly connected respectively, and be connected by the junction plate I15 of upper and lower two sections again, and the longitudinal girder 12 of double angle is all weldingly connected with two pieces of junction plate I15 with the top-bottom chord of the horizontal girder 13 of single angle, the other end of the longitudinal girder 12 of double angle is connected with the horizontal girder 13 of another root single angle of horizontal girder 13 level with single angle, the longitudinal girder 12 of double angle is connected by the junction plate II16 of upper and lower two sections with the horizontal girder 13 of this root single angle, and the longitudinal girder 12 of double angle is all weldingly connected with two pieces of junction plate II16 with the top-bottom chord of the horizontal girder 13 of single angle, the longitudinal secondary beam 14 of single angle is connected to the other end of two described horizontal girders 13 of two single angle, relative with longitudinal girder 12 level of double angle, the longitudinal secondary beam 14 of single angle is identical with the type of attachment of the longitudinal girder 12 of described double angle and two horizontal girders 13 of single angle with the type of attachment of the horizontal girder 13 of two single angles, the horizontal girder 13 of the longitudinal girder of described double angle 12, two single angles, the longitudinal secondary beam 14 of single angle form a rectangular frame, two described rectangular frames carry out the under(-)chassis connecting and composing a splicing, the longitudinal secondary beam 14 of single angle in two rectangular frames is alignd and is connected by bolt, and the relative horizontal girders 13 of two single angles of rectangular frame level two piece single angles transverse direction girders 13 relative with another length direction framework level lay respectively on straight line, described under(-)chassis is connected with two pieces of floors 17 by angle beam upper chord top peg, all components prefabricated and assembling all in the factory of described B plate,
In assembling type steel structure framework-prestressing force eccentrical braces, as shown in accompanying drawing 14-15, described C plate comprises column base node 10, the longitudinal girder 12 of double angle, the horizontal girder 13 of single angle, the longitudinal secondary beam 14 of single angle, junction plate I15, junction plate II16 and floor 17, : the longitudinal girder 12 of double angle is mutually vertical with the horizontal girder 13 of single angle, and all by beam-ends shrouding, the channel-section steel connecting plate adjacent with two on three-dimensional column base node 10 adopts bolt to be connected, and the upper and lower end face place of junction is welded with a plate II16 respectively, the two ends of junction plate II16 are connected on the top-bottom chord of the longitudinal girder 12 of double angle and the horizontal girder 13 of single angle, the other end of the longitudinal girder 12 of double angle is connected with the horizontal girder 13 of another root single angle of horizontal girder 13 level with single angle, top-bottom chord and the beam-ends shrouding of longitudinal girder 12 end of double angle and horizontal girder 13 end of this root single angle are weldingly connected respectively, and the longitudinal girder 12 of double angle is connected by the junction plate I15 of upper and lower two sections with the horizontal girder 13 of single angle again, and the longitudinal girder 12 of double angle is all weldingly connected with two pieces of junction plate I15 with the top-bottom chord of the horizontal girder 13 of single angle, the longitudinal secondary beam 14 of single angle is connected to the other end of the horizontal girder 13 of two described single angles, relative with longitudinal girder 12 level of double angle, top-bottom chord and the beam-ends shrouding of the longitudinal end, secondary beam 14 one end of single angle and horizontal girder 13 the other end of single angle are weldingly connected respectively, and are connected by two the junction plate I15 being connected to top-bottom chord place between the longitudinal secondary beam 14 of single angle with the horizontal girder 13 of single angle again, be connected by two the junction plate II16 being connected to top-bottom chord place between longitudinal secondary beam 14 other end end of single angle with the horizontal girder 13 of single angle, the horizontal girder 13 of the longitudinal girder of described double angle 12, two single angles, the longitudinal secondary beam 14 of single angle form a rectangular frame, two described rectangular frames carry out the under(-)chassis connecting and composing a splicing, the longitudinal secondary beam 14 of single angle in two rectangular frames is alignd and is connected by bolt, and the relative horizontal girders 13 of two single angles of rectangular frame level two piece single angles transverse direction girders 13 relative with another length direction framework level lay respectively on straight line, the upper and lower side of two horizontal girders 13 of single angle all adopts bolt to be connected by the channel-section steel connecting plate in beam-ends shrouding and four-way column base node 10 two relative directions, and the longitudinal secondary beam 14 of two described single angles is connected on the channel-section steel connecting plate vertical with described both direction on three-dimensional column base node 10, described under(-)chassis is connected with two pieces of floors 17 by angle beam upper chord top peg, all components prefabricated and assembling all in the factory of described C plate,
In high-rise assembling type steel structure framework-prestressing force eccentrical braces, described A plate and B plate, by A plate and the alignment of B plate level, the longitudinal girder 12 of the double angle of one end of junction plate I15 and B plate there is is to have one end of junction plate I15 to be spliced by beam-ends shrouding bolt longitudinal for the double angle of A plate girder 12; The one end of junction plate I15 that has of the longitudinal secondary beam 14 of two single angles of one end of junction plate I15 and B plate is had to be spliced by beam-ends shrouding by bolt longitudinal for two of A plate single angles secondary beam 14; The horizontal girder 13 of two single angles of A plate is alignd with the horizontal girder 13 of two single angles of B plate and is connected by bolt; Then cover plate is added at splicing node upper and lower surface bolt; Thus complete the splicing of A plate and B plate plate;
In high-rise assembling type steel structure framework-prestressing force eccentrical braces, described B plate and C plate, by B plate and the alignment of C plate level, bolt is adopted to be connected with the three-dimensional column base node 10 channel-section steel connecting plate of C plate by beam-ends shrouding the one end of junction plate II16 that has of longitudinal for the double angle of B plate girder 12; Bolt is adopted to be connected with the four-way column base node 10 channel-section steel connecting plate of C plate by beam-ends shrouding the one end of junction plate II16 that has of longitudinal for the single angle of B plate secondary beam 14; All adopt bolt to be connected by the channel-section steel connecting plate in beam-ends shrouding and four-way column base node 10 two relative directions the upper and lower side of horizontal for two of B plate single angles girder 13, adopt bolt to be connected with the channel-section steel connecting plate of described channel-section steel connecting plate vertical direction by beam-ends shrouding with on the three-dimensional column base node 10 of C plate respectively by beam-ends shrouding the other end of horizontal for the single angle of B plate girder 13; By bolt, single-beam is spliced every one section of fixed range at the horizontal girder 13 gusset plate place of single angle of the horizontal girder 13 of the single angle of B plate and C plate, make two panels single-beam be connected to become twin beams; Then cover plate is added at splicing node upper and lower surface bolt; Thus complete the splicing of B plate and C plate plate;
In high-rise assembling type steel structure framework-prestressing force eccentrical braces, described C plate and A plate, by C plate and the alignment of A plate level, the longitudinal girder 12 of the double angle of one end of junction plate I15 and A plate there is is to have one end of junction plate I15 to be spliced by beam-ends shrouding bolt longitudinal for the double angle of C plate girder 12; The one end of junction plate I15 that has of the longitudinal secondary beam 14 of two single angles of one end of junction plate I15 and A plate is had to be spliced by beam-ends shrouding by bolt longitudinal for two of C plate single angles secondary beam 14; The horizontal girder 13 of two single angles of C plate is alignd with the horizontal girder 13 of two single angles of A plate and is connected by bolt; Then cover plate is added at splicing node upper and lower surface bolt; Thus complete the splicing of C plate and A plate;
In above-mentioned novel how high-rise assembling type steel structure framework-prestressing force eccentrical braces, as shown in accompanying drawing 17-24, make the exploded detail of novel fabricated beam slab node 1-8 respectively; As shown in accompanying drawing 25-28, make the exploded detail of novel fabricated beam slab node 9-12 respectively; Accompanying drawing 29-31 is the type of attachment exploded detail of three kinds of different assembling columns and its corresponding node;
In high-rise assembling type steel structure framework-prestressing force eccentrical braces, described prestressing force bearing diagonal is by otic placode, and the steel framed structure bolt formed with described Fabricated Beam-Slab and assembling column is connected, as the lateral resistant member of structural system; Drag-line 18 upper end is connected at the bottom of the beam of upper strata beam slab or this layer of capital, at the bottom of the back that drag-line 18 lower end is connected to this layer of beam slab or this layer of post; In the middle of drag-line, adapter sleeve 19 is set, applies by tightening and adjust prestressing force size; The arrangement form of described prestressing force bearing diagonal is accentric support, and girder steel forms active beam link, can adopt gantry type, herringbone, V-shaped, staggered form and monocline rod-type; Described drag-line 18 can use the rod iron of high strength, steel strand, wire rope or parallel wire unit, or uses the high strength rod iron of band damper, steel strand, wire rope or parallel wire unit, or uses the high strength shaped steel of Shi Hanzhang;
As shown in accompanying drawing 32-36, the different arrangement forms that prestressing force oblique cord supports are made respectively; As shown in accompanying drawing 37-40, make the exploded detail at otic placode and cable body connected node place respectively.
Novel how high-rise assembling type steel structure framework-prestressing force eccentrical braces of the present invention, bolt is adopted to carry out site assembly completely, eliminate traditional Site Welding mode and concreting mode, effectively ensure that construction quality, completely avoid the environment pollution that concreting and welded steel cause, realize " anhydrous, without fire, dustless " of site operation three without standard, decrease the generation of the hazardous accidents such as fire.The present invention, when component is removed, can recycle efficiently, decrease building waste, the real theory achieving environmental protection, is the steel structure system of a kind of green, sustainable development.And pre-loaded support struts is applied among high-rise steel structure frame supported system, improve the anti-side rigidity of structure, improve the deformation performance of structure, effectively can support earthquake-resistant effect.
Novel how high-rise assembling type steel structure framework-prestressing force eccentrical braces that the present invention proposes is overturning traditional housing building of steel-structure, the real batch production achieving steel house, modularization, assemblingization and standardization, given full play to the advantage of steel house and prestressed structure.The plurality of advantages such as compared with traditional steel building, it is high that it has security performance, and speed of application is fast, and environment pollution is little, and the few and construction costs of security incident is low.

Claims (4)

1. high-rise assembling type steel structure framework-prestressing force eccentrical braces more than, comprises Fabricated Beam-Slab, assembling column and prestressing force bearing diagonal, it is characterized in that:
Described Fabricated Beam-Slab comprises the open web type girder steel of distribution type steel web member, column base node and floor, described open web type girder steel is by beam-ends shrouding, be connected with other open web type girder steels or column base node, form beam slab under(-)chassis, again form bracing is connected on the described beam slab under(-)chassis, form Fabricated Beam-Slab; Described Fabricated Beam-Slab is prefabricated in the factory, and is mutually spliced, as frame structural beam flaggy at the construction field (site) by its beam-ends shrouding or column base node; Described frame structural beam flaggy is connected up and down by assembling column again, and form composite steel frame construction, described assembling column is positioned on the column base node on Fabricated Beam-Slab; On the basis of described steel framed structure, prestressing force bearing diagonal is connected to as lateral resistant member at the bottom of girder steel in frame structural beam flaggy or post, and forms active beam link on girder steel; Described Fabricated Beam-Slab, assembling column and prestressing force bearing diagonal are all prefabricated in the factory, and job site is assembled by bolt;
In how high-rise assembling type steel structure framework-prestressing force eccentrical braces, described open web type girder steel is the open web type girder steel using configuration channel-section steel web member, comprise angle steel top-bottom chord (1), channel-section steel web member (2), channel-section steel web member is vertical with chord member, and the welding of the leg of angle root place of web member upper and lower end parts and top-bottom chord; All open web type girder steels all arrange connecting hole every one section of fixed range on top-bottom chord He on channel-section steel web member, can with bolt by two two open web type girder steels of single open web type girder steel composition when Fabricated Beam-Slab is assembled;
Or use the open web type girder steel of configuration T-steel web member, comprise angle steel top-bottom chord (1), T-steel web member (3), T-steel web member is vertical with chord member, and the welding of the leg of angle root place of T-steel web member upper and lower end parts and top-bottom chord; All open web type girder steels all arrange connecting hole every one section of fixed range on top-bottom chord He on T-steel web member, can with bolt by two two open web type girder steels of single open web type girder steel composition when Fabricated Beam-Slab is assembled;
In how high-rise assembling type steel structure framework-prestressing force eccentrical braces, described prestressing force bearing diagonal is by otic placode, and the steel framed structure bolt formed with described Fabricated Beam-Slab and assembling column is connected, as the lateral resistant member of structural system; Drag-line (18) upper end is connected at the bottom of the beam of upper strata floor or this layer of capital, at the bottom of the back that drag-line (18) lower end is connected to this floor plate or this layer of post; In the middle of drag-line, adapter sleeve (19) is set, applies by tightening and adjust prestressing force size; The arrangement form of described prestressing force bearing diagonal is accentric support, and girder steel forms active beam link, can adopt gantry type, herringbone, V-shaped, staggered form and monocline rod-type; Described drag-line (18) uses the rod iron of high strength, steel strand, wire rope or parallel wire unit, or uses the high strength rod iron of band damper, steel strand, wire rope or parallel wire unit, or uses the high strength shaped steel of Shi Hanzhang.
2. the how high-rise assembling type steel structure framework-prestressing force eccentrical braces of one according to claim 1, is characterized in that: described Fabricated Beam-Slab comprises three kinds of specifications, is respectively A plate, B plate and C plate;
Described A plate comprises column base node (10), the horizontal girder (11) of double angle, the longitudinal girder (12) of double angle, the horizontal girder (13) of single angle, the longitudinal secondary beam (14) of single angle, junction plate I (15), junction plate II (16) and floor (17); The longitudinal girder (12) of double angle is mutually vertical with the horizontal girder (11) of double angle, and all by beam-ends shrouding, bolt is adopted to be connected with the channel-section steel connecting plate on two-way column block node (10), and the upper and lower end face place of junction is welded with a plate II (16) respectively, the two ends of junction plate II (16) are connected on the top-bottom chord of the longitudinal girder (12) of double angle and the horizontal girder (11) of double angle and the flanged plate up and down of two-way column block node (10); The other end of the longitudinal girder (12) of double angle connects the parallel horizontal girder (13) of single angle of girder (11) horizontal with double angle, the longitudinal girder (12) of double angle is connected by the junction plate I (15) of upper and lower two sections with the horizontal girder (13) of single angle, and the longitudinal girder (12) of double angle is all weldingly connected with two pieces of junction plate I (15) with the top-bottom chord of the horizontal girder (13) of single angle; The longitudinal secondary beam (14) of single angle is connected to the other end of the horizontal girder (11) of described double angle and the horizontal girder (13) of single angle, parallel relative with the longitudinal girder (12) of double angle, the longitudinal secondary beam (14) of single angle is connected by two the junction plate I (15) being connected to top-bottom chord place with between the horizontal girder (13) of single angle; The horizontal girder (11) of described double angle, the longitudinal girder (12) of double angle, the horizontal girder (13) of single angle, the longitudinal secondary beam (14) of single angle form a rectangular frame; Two identical described rectangular frames carry out the under(-)chassis connecting and composing a splicing; Longitudinal secondary beam (14) alignment of single angle in two rectangular frames is also connected by bolt, and two horizontal girders (11) of double angle are positioned on straight line, two horizontal girders (13) of single angle are positioned on straight line; Described under(-)chassis is connected with two pieces of floors (17) by open web type girder steel upper chord top peg; The upper and lower side of the horizontal girder (11) of double angle all adopts bolt to be connected by the channel-section steel connecting plate in beam-ends shrouding and three-dimensional column base node (10) two relative directions, and the longitudinal secondary beam (14) of two described single angles is connected on the channel-section steel connecting plate vertical with described both direction on three-dimensional column base node (10); All components prefabricated and assembling all in the factory of described A plate;
Described B plate comprises the longitudinal girder (12) of double angle, the horizontal girder (13) of single angle, the longitudinal secondary beam (14) of single angle, junction plate I (15), junction plate II (16) and floor (17); The longitudinal girder (12) of double angle is mutually vertical with the horizontal girder (13) of single angle, top-bottom chord and the beam-ends shrouding of longitudinal girder (12) end of double angle and horizontal girder (13) end of single angle are weldingly connected respectively, and be connected by the junction plate I (15) of upper and lower two sections, and the longitudinal girder (12) of double angle is all weldingly connected with two pieces of junction plate I (15) with the top-bottom chord of the horizontal girder (13) of single angle again; The other end of the longitudinal girder (12) of double angle is connected with the horizontal girder (13) of another root single angle of horizontal girder (13) level with described single angle by the junction plate II (16) of upper and lower two sections, and the longitudinal girder (12) of double angle is all weldingly connected with two pieces of junction plate II (16) with the top-bottom chord of the horizontal girder (13) of single angle; The longitudinal secondary beam (14) of single angle is connected to the other end of two described horizontal girders (13) of two single angle, relative with longitudinal girder (12) level of double angle, the longitudinal secondary beam (14) of single angle is identical with the type of attachment of the horizontal girder (13) of two single angles with the longitudinal girder (12) of described double angle with the type of attachment of the horizontal girder (13) of two single angles; The longitudinal girder (12) of described double angle, the two horizontal girders (13) of single angle, the longitudinal secondary beams (14) of single angle form a rectangular frame; Two identical described rectangular frames carry out the under(-)chassis connecting and composing a splicing; Longitudinal secondary beam (14) alignment of single angle in two rectangular frames is also connected by bolt, and the relative horizontal girder (13) of two single angles of rectangular frame level two piece single angles transverse direction girder (13) relative with another length direction framework level lay respectively on straight line; Described under(-)chassis is connected with two pieces of floors (17) by open web type girder steel upper chord top peg; All components prefabricated and assembling all in the factory of described B plate;
Described C plate comprises column base node (10), the longitudinal girder (12) of double angle, the horizontal girder (13) of single angle, the longitudinal secondary beam (14) of single angle, junction plate I (15), junction plate II (16) and floor (17), the longitudinal girder (12) of double angle is mutually vertical with the horizontal girder (13) of single angle, and all by beam-ends shrouding, the channel-section steel connecting plate adjacent with two on three-dimensional column base node (10) adopts bolt to be connected, and the upper and lower end face place of junction is welded with a plate II (16) respectively, the two ends of junction plate II (16) are connected on the top-bottom chord of the longitudinal girder (12) of double angle and the horizontal girder (13) of single angle, another the root single angle horizontal girder (13) of the other end by being welded to connect horizontal girder (13) level with single angle of the longitudinal girder (12) of double angle, top-bottom chord and the beam-ends shrouding of longitudinal girder (12) end of double angle and horizontal girder (13) end of this root single angle are weldingly connected respectively, and the longitudinal girder (12) of double angle is connected by the junction plate I (15) of upper and lower two sections with the horizontal girder (13) of single angle again, and the longitudinal girder (12) of double angle is all weldingly connected with two pieces of junction plate I (15) with the top-bottom chord of the horizontal girder (13) of single angle, the longitudinal secondary beam (14) of single angle is connected to the other end of the horizontal girder (13) of two described single angles, relative with longitudinal girder (12) level of double angle, top-bottom chord and the beam-ends shrouding of longitudinal secondary beam (14) end, one end of single angle and horizontal girder (13) the other end of single angle are weldingly connected respectively, and are connected by two the junction plate I (15) being connected to top-bottom chord place between the longitudinal secondary beam (14) of single angle with the horizontal girder (13) of single angle again, be connected by two the junction plate II (16) being connected to top-bottom chord place between longitudinal secondary beam (14) other end end of single angle with the horizontal girder (13) of single angle, the longitudinal girder (12) of described double angle, the two horizontal girders (13) of single angle, the longitudinal secondary beams (14) of single angle form a rectangular frame, two identical described rectangular frames carry out the under(-)chassis connecting and composing a splicing, longitudinal secondary beam (14) alignment of single angle in two rectangular frames is also connected by bolt, and the relative horizontal girder (13) of two single angles of rectangular frame level two piece single angles transverse direction girder (13) relative with another length direction framework level lay respectively on straight line, the upper and lower side of two horizontal girders (13) of single angle all adopts bolt to be connected by the channel-section steel connecting plate in beam-ends shrouding and four-way column base node (10) two relative directions, and the longitudinal secondary beam (14) of two described single angles is connected on the channel-section steel connecting plate vertical with described both direction on three-dimensional column base node (10), described under(-)chassis is connected with two pieces of floors (17) by open web type girder steel upper chord top peg, all components prefabricated and assembling all in the factory of described C plate,
In high-rise assembling type steel structure framework-prestressing force eccentrical braces, described A plate and B plate, by A plate and the alignment of B plate level, the longitudinal girder (12) of the double angle of one end of junction plate I (15) and B plate there is is to have one end of junction plate I (15) to be spliced by beam-ends shrouding bolt longitudinal for the double angle of A plate girder (12); The one end of junction plate I (15) that has of the longitudinal secondary beam (14) of two single angles of one end of junction plate I (15) and B plate is had to be spliced by beam-ends shrouding by bolt longitudinal for two of A plate single angles secondary beam (14); The horizontal girder (13) of two single angles of A plate is alignd with the horizontal girder (13) of two single angles of B plate and is connected by bolt; Then cover plate is added at splicing node upper and lower surface bolt; Thus complete the splicing of A plate and B plate plate;
In high-rise assembling type steel structure framework-prestressing force eccentrical braces, described B plate and C plate, by B plate and the alignment of C plate level, bolt is adopted to be connected with three-dimensional column base node (10) the channel-section steel connecting plate of C plate by beam-ends shrouding the one end of junction plate II (16) that has of longitudinal for the double angle of B plate girder (12); Bolt is adopted to be connected with four-way column base node (10) the channel-section steel connecting plate of C plate by beam-ends shrouding the one end of junction plate II (16) that has of longitudinal for the single angle of B plate secondary beam (14); All adopt bolt to be connected by the channel-section steel connecting plate in beam-ends shrouding and four-way column base node (10) two relative directions the upper and lower side of horizontal for two of B plate single angles girder (13), adopt bolt to be connected with the channel-section steel connecting plate of described channel-section steel connecting plate vertical direction by beam-ends shrouding with on the three-dimensional column base node (10) of C plate respectively by beam-ends shrouding the other end of horizontal for the single angle of B plate girder (13); By bolt, single-beam is spliced every one section of fixed range at horizontal girder (13) the gusset plate place of single angle of the horizontal girder (13) of the single angle of B plate and C plate, make two panels single-beam be connected to become twin beams; Then cover plate is added at splicing node upper and lower surface bolt; Thus complete the splicing of B plate and C plate plate;
In high-rise assembling type steel structure framework-prestressing force eccentrical braces, described C plate and A plate, by C plate and the alignment of A plate level, the longitudinal girder (12) of the double angle of one end of junction plate I (15) and A plate there is is to have one end of junction plate I (15) to be spliced by beam-ends shrouding bolt longitudinal for the double angle of C plate girder (12); The one end of junction plate I (15) that has of the longitudinal secondary beam (14) of two single angles of one end of junction plate I (15) and A plate is had to be spliced by beam-ends shrouding by bolt longitudinal for two of C plate single angles secondary beam (14); The horizontal girder (13) of two single angles of C plate is alignd with the horizontal girder (13) of two single angles of A plate and is connected by bolt; Then cover plate is added at splicing node upper and lower surface bolt; Thus complete the splicing of C plate and A plate;
In high-rise assembling type steel structure framework-prestressing force eccentrical braces, described floor (17) uses composite deck slabs, precast monolithic concrete floor, superimposed sheet composite floor, close rib OSB plate, soft steel board, steel bar girder superimposed sheet, fiber cement board pressure.
3. according to claim 1 how high-rise assembling type steel structure framework-prestressing force eccentrical braces, it is characterized in that: its column base node is welded by box column, channel-section steel connecting plate and flanged plate, be not all two to column base, three-dimensional column base and four-way column base according to the number of welding channel-section steel connecting plate; Weld two pieces of flanged plate I (4) at box column (5) upper and lower side, then two panels channel-section steel connecting plate (6) be welded in box column (5) adjacent both sides thus form two to column base, for the connection with flanged plate corner post; Weld two pieces of flanged plate I (4) at box column (5) upper and lower side, then three channel-section steel connecting plates (6) be welded in box column (5) three limit thus form three-dimensional column base, for the connection with flanged plate side column; Weld two pieces of flanged plate I (4) at box column (5) upper and lower side, then four channel-section steel connecting plates (6) be welded in box column (5) four limit thus form four-way column base, for the connection with flanged plate center pillar; Wherein channel-section steel connecting plate (6) web has bolt hole, beam-ends shrouding bolt that is convenient and open web type girder steel connects into described Fabricated Beam-Slab.
4. according to claim 1 how high-rise assembling type steel structure framework-prestressing force eccentrical braces, it is characterized in that: assembling column is welded with flanged plate II (7) or flanged plate III (8) or flanged plate IV (9) by box column (5), shape difference according to flanged plate can be divided into flanged plate corner post, flanged plate side column and flanged plate center pillar; Flanged plate III (8) is located welding up and down at box column (5), thus forms flanged plate corner post; Flanged plate II (7) is located welding up and down at box column (5), thus forms flange edges of boards post; Flanged plate IV (9) is located welding up and down at box column (5), thus forms flanged plate center pillar; Described three kinds of assembling columns are all prefabricated in the factory, and job site adopts bolt, is connected by the flanged plate of the flanged plate of described column with described Fabricated Beam-Slab center pillar block node, realizes the assembling of column and beam slab, thus form steel framed structure.
CN201210485273.0A 2012-11-26 2012-11-26 Multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system CN102979163B (en)

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CN103276833B (en) * 2013-06-10 2015-07-29 北京工业大学 A kind of industrialization assembling shaped pile frame-steel plate shear force wall steel structure system
CN103276796B (en) * 2013-06-10 2015-03-04 北京工业大学 Industrialized assembly type special-shaped column steel structure frame-eccentric support system
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CN103898972B (en) * 2014-03-20 2016-09-14 北京工业大学 The assembling type steel structure prestressing force accentric support occlusion splicing system that node has just connect
CN103882945B (en) * 2014-03-20 2016-04-13 北京工业大学 A kind of modularization how high-rise assembling type steel structure prestressing force center support system
CN103882985A (en) * 2014-03-20 2014-06-25 北京工业大学 Industrialized assembled type steel frame pre-stress center supporting meshed spliced system
CN103898969B (en) * 2014-03-20 2016-08-31 北京工业大学 A kind of assembled steel framework accentric support occlusion splicing system of rigid joint
CN104032830B (en) * 2014-03-20 2017-01-25 北京工业大学 Rigid joint type modular assembling type steel structural eccentric supporting system
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Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH11159001A (en) * 1997-11-28 1999-06-15 Ohbayashi Corp Joining method of column and beam
CN1252476A (en) * 1998-06-03 2000-05-10 王志林 Building component with steel structure
CN201991099U (en) * 2010-07-02 2011-09-28 北京工业大学 Externally applied shock-absorbing steel frame for shock resistance and reinforcement
CN202157411U (en) * 2011-06-22 2012-03-07 同济大学 Double lateral force resisting structure of fabricated buckling-restrained brace steel frame

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH11159001A (en) * 1997-11-28 1999-06-15 Ohbayashi Corp Joining method of column and beam
CN1252476A (en) * 1998-06-03 2000-05-10 王志林 Building component with steel structure
CN201991099U (en) * 2010-07-02 2011-09-28 北京工业大学 Externally applied shock-absorbing steel frame for shock resistance and reinforcement
CN202157411U (en) * 2011-06-22 2012-03-07 同济大学 Double lateral force resisting structure of fabricated buckling-restrained brace steel frame

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