CN103276832A - Hollow irregular column multi-layer high-rise assembling steel frame-steel plate shear wall system - Google Patents
Hollow irregular column multi-layer high-rise assembling steel frame-steel plate shear wall system Download PDFInfo
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- CN103276832A CN103276832A CN2013102285858A CN201310228585A CN103276832A CN 103276832 A CN103276832 A CN 103276832A CN 2013102285858 A CN2013102285858 A CN 2013102285858A CN 201310228585 A CN201310228585 A CN 201310228585A CN 103276832 A CN103276832 A CN 103276832A
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Abstract
The invention relates to a hollow irregular column multi-layer high-rise assembling steel frame-steel plate shear wall system and belongs to the technical field of structural engineering. The hollow irregular column multi-layer high-rise assembling steel frame-steel plate shear wall system comprises assembling truss plates, assembling flange columns and steel plate shear walls. Each assembling truss plate comprises a lattice truss beam with an angle steel web member, a column base node and a floor slab. The assembling truss plates are prefabricated in a factory and spliced with one another through beam end sealing plates or the column base nodes on a construction site to form frame structure beam plate layers. The frame structure beam plate layers are connected vertically through the assembling flange columns to form a multi-layer steel frame structure, and the assembling flange columns are arranged on the column base nodes of the assembling truss plates. On the basis of the steel frame structure, steel plate shear wall members are connected with the truss beams or the columns in the frame structure beam plate layers to be used as lateral load resistance members. The assembling truss plates, the assembling flange columns and steel plate shear wall members are all prefabricated in the factory and assembled through bolts on the construction site.
Description
Technical field
The present invention relates to the how high-rise assembled steel framework of a kind of hollow hetermorphiscal column-steel plate shear force wall system, belong to technical field of structural engineering.
Background technology
2,000,000,000 square metres of China's annual town and country newly constructed house areas wherein are the high energy consumption building more than 80%, China unit's building area energy consumption is more than 2 times of developed country.Join in a common effort meter according to Chinese steel, China's output of steel was broken through 700,000,000 tons of high pointes in 2011, was sure to occupy output of steel first place, countries in the world in continuous 16 years, and developed country's steel building area accounts for overall floorage more than 50%, and Japan accounts for 80%, and China is less than 4%.China's conduct is the country of construction scope, steel output maximum in the world, and the development of house (comprising dwelling house) steel work seriously lags behind.
The enforcement of China " 12 " planning; brought building trade into energy-saving and emission-reduction, environmental protection epoch; " the green building assessment standard " that country house and town and country construction are promulgated by the ministries or commissions of the Central Government is to the definition of green building: in cycle life-cycle of building; economize on resources to greatest extent (save land, energy-conservation, water saving, material-saving), protection environment and reduce and pollute; for people provide healthy, are suitable for, usage space efficiently, with the building of natural harmony symbiosis.This theory is the grand strategy transition of transforming mode of economic growth and promoting sustainable development, really provides major opportunity for the corresponding system innovation of China house (dwelling house) steel work and industrialization.
At present, the system research to the high-rise steel structure dwelling house both at home and abroad is in the starting stage, and the system innovation of industrialization assembling high-rise steel structure is imperative.Adopted a large amount of welding during the construction of traditional housing building of steel-structure, speed of application is slow, and seriously polluted to environment the most important thing is that the quality of weld seam should not be controlled, and has a strong impact on the security performance of building.
Summary of the invention
The present invention proposes a kind of how high-rise assembled steel framework of a kind of hollow hetermorphiscal column-steel plate shear force wall system that belongs to technical field of structural engineering.Its purpose is in the production of steel structure system and construction, with modularization, and batch production, standardization and assemblingization combine, realized batch production production, assemble fast at the scene, under the prerequisite that guarantees construction quality, improve speed of application, reduced the construction period, reduced construction costs.
The how high-rise assembling steel framework of described hollow hetermorphiscal column frame ?steel plate shear force wall system comprises assembling truss plate and assembling flange post; Described assembling truss plate comprises lattice truss beam, column base node and the floor of being furnished with the angle steel web member, described lattice truss beam is by the beam-ends shrouding, be connected with other lattice truss beams or column base node, form truss plate under(-)chassis, again floor is supported in the truss plate under(-)chassis and connects, form assembling truss plate; Described assembling truss plate is prefabricated in the factory, and at the construction field (site) assembling truss plate is spliced mutually by its beam-ends shrouding or column base node, as the frame structural beam flaggy; Described frame structural beam flaggy is connected to form the composite steel frame construction up and down by assembling flange post, and described assembling flange post is positioned on the column base node on the assembling truss plate; Described assembling truss plate and assembling flange post all are prefabricated in the factory, and assemble by bolt the job site.
The how high-rise assembling steel framework of described hollow hetermorphiscal column frame ?steel plate shear force wall system, its assembling truss plate comprises three kinds of specifications, is respectively the A plate, B plate and C plate;
Described A plate comprises column base node 15, column base node 23, the long girder 16 of double flute steel truss, double flute steel truss girder 17, the long girder 18 of single channel-section steel truss, single channel-section steel truss secondary beam 19, junction plate I20, junction plate II21 and floor 22, it is characterized in that: the long girder of double flute steel truss girder 17 and double flute steel truss 16 is vertical mutually, and all by the beam-ends shrouding, adopt bolt to link to each other with the channel-section steel connecting plate on the two-way column block node 15, and place, the upper and lower end face of junction is welded with a plate II21 respectively, and the two ends of junction plate II21 are connected on the last lower chord of double flute steel truss girder 17 and the long girder 16 of double flute steel truss; The other end of double flute steel truss girder 17 is connected with the long girder 18 of single channel-section steel truss with long girder 16 levels of double flute steel truss, last lower chord and the beam-ends shrouding of double flute steel truss girder 17 described ends and the long girder of single channel-section steel truss 18 ends are weldingly connected respectively, and double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss link to each other by the junction plate I20 of two sections up and down again, and the last lower chord of double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss all is weldingly connected with two junction plate I20; Single channel-section steel truss secondary beam 19 is connected the other end of the long girder 16 of described double flute steel truss and the long girder 18 of single channel-section steel truss, relative with double flute steel truss girder 17 levels, last lower chord and the beam-ends shrouding of single channel-section steel truss secondary beam 19 1 end ends and the long girder of single channel-section steel truss 18 the other end are weldingly connected respectively, and are connected by two junction plate I20 that are connected the lower chord place between single channel-section steel truss secondary beam 19 and the long girder 18 of single channel-section steel truss again; Be connected by two junction plate II21 that are connected the lower chord place between single channel-section steel truss secondary beam 19 other end ends and the long girder 16 of double flute steel truss; The long girder 16 of described double flute steel truss, double flute steel truss girder 17, the long girder 18 of single channel-section steel truss, single channel-section steel truss secondary beam 19 constitute a rectangular frame; Described two rectangular frames connect and compose the under(-)chassis of a splicing; Single channel-section steel truss secondary beam 19 alignment in two rectangular frames also connect by bolt, and two long girders 16 of double flute steel truss are positioned on the straight line, and two long girders 18 of single channel-section steel truss are positioned on the straight line; The upper and lower side of two long girders 16 of double flute steel truss all by the beam-ends shrouding respectively with two-way column block node 15,23 two relative directions of three-dimensional column base node on the channel-section steel connecting plate adopt bolt to link to each other, described two single channel-section steel truss secondary beams 19 are connected on the channel-section steel connecting plate vertical with described both direction on the three-dimensional column base node 23; Described under(-)chassis links to each other with two floors 22 by girder truss upper chord top anchoring piece; All prefabricated and assemblings in factory of all members of described A plate;
Described B plate comprises double flute steel truss girder 17, the long girder 18 of single channel-section steel truss, single channel-section steel truss secondary beam 19, junction plate I20, junction plate II21 and floor 19, the long girder of double flute steel truss girder 17 and single channel-section steel truss 18 is vertical mutually, last lower chord and the beam-ends shrouding of double flute steel truss girder 17 ends and the long girder of single channel-section steel truss 18 ends are weldingly connected respectively, and the junction plate I20 of two sections links to each other about passing through again, and the last lower chord of double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss all is weldingly connected with two junction plate I20; The other end of double flute steel truss girder 17 is connected with the long girder 18 of another root list channel-section steel truss with long girder 18 levels of described single channel-section steel truss by the junction plate II21 of two sections up and down, and the last lower chord of double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss all is weldingly connected with two junction plate II21; Single channel-section steel truss secondary beam 19 is connected the other end of described two long girders 18 of single channel-section steel truss, relative with double flute steel truss girder 17 levels, the type of attachment of single channel-section steel truss secondary beam 19 and two long girders 18 of single channel-section steel truss is identical with the type of attachment of described double flute steel truss girder 17 and two long girders 18 of single channel-section steel truss; Described double flute steel truss girder 17, the two long girders 18 of single channel-section steel truss, single channel-section steel truss secondary beams 19 constitute a rectangular frame; Described two rectangular frames connect and compose the under(-)chassis of a splicing; Single channel-section steel truss secondary beam 19 alignment in two rectangular frames also connect by bolt, and relative two long girders 18 of single channel-section steel truss, the two piece single channel-section steel truss long girders 18 relative with another length direction framework level of rectangular frame level lay respectively on the straight line; Described under(-)chassis links to each other with two floors 22 by girder truss upper chord top anchoring piece; All prefabricated and assemblings in factory of all members of described B plate;
Described C plate comprises column base node 23,24, double flute steel truss girder 17, the long girder 18 of single channel-section steel truss, single channel-section steel truss secondary beam 19, junction plate I20, junction plate II21 and floor 22, the long girder of double flute steel truss girder 17 and single channel-section steel truss 18 is vertical mutually, and all by the beam-ends shrouding, the channel-section steel connecting plate adjacent with on the three-dimensional column base node 23 two adopts bolt to link to each other, and place, the upper and lower end face of junction is welded with a plate II21 respectively, and the two ends of junction plate II21 are connected on the last lower chord of double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss; The other end of double flute steel truss girder 17 is by being welded to connect the long girder 18 of another root list channel-section steel truss with long girder 18 levels of single channel-section steel truss, last lower chord and the beam-ends shrouding of double flute steel truss girder 17 ends and the long girder of this root list channel-section steel truss 18 ends are weldingly connected respectively, and double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss link to each other by the junction plate I20 of two sections up and down again, and the last lower chord of double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss all is weldingly connected with two junction plate I20; Single channel-section steel truss secondary beam 19 is connected the other end of described two long girders 18 of single channel-section steel truss, relative with double flute steel truss girder 17 levels, last lower chord and the beam-ends shrouding of single channel-section steel truss secondary beam 19 1 end ends and the long girder of single channel-section steel truss 18 the other end are weldingly connected respectively, and are connected by two junction plate I20 that are connected the lower chord place between single channel-section steel truss secondary beam 19 and the long girder 18 of single channel-section steel truss again; Be connected by two junction plate II21 that are connected the lower chord place between single channel-section steel truss secondary beam 19 other end ends and the long girder 18 of single channel-section steel truss; Described double flute steel truss girder 17, the two long girders 18 of single channel-section steel truss, single channel-section steel truss secondary beams 19 constitute a rectangular frame; Described two rectangular frames connect and compose the under(-)chassis of a splicing; Single channel-section steel truss secondary beam 19 alignment in two rectangular frames also connect by bolt, and relative two long girders 18 of single channel-section steel truss, the two piece single channel-section steel truss long girders 18 relative with another length direction framework level of rectangular frame level lay respectively on the straight line; The upper and lower side of two long girders 18 of single channel-section steel truss all adopts bolt to link to each other by the channel-section steel connecting plate on beam-ends shrouding and three-dimensional column base node 23,24 two relative directions of four-way column base node, and described two single channel-section steel truss secondary beams 19 are connected on the channel-section steel connecting plate vertical with described both direction on the four-way column base node 24; Described under(-)chassis links to each other with two floors 22 by girder truss upper chord top anchoring piece; All prefabricated and assemblings in factory of all members of described C plate;
In the how high-rise assembling steel framework of hollow hetermorphiscal column frame ?steel plate shear force wall system, described A plate and B plate, with the alignment of A plate and B plate level, there is the end of junction plate I20 to splice with bolt by the beam-ends shrouding at an end that does not connect column base of the double flute steel truss girder 17 of A plate and the double flute steel truss girder 17 of B plate; The end that junction plate I20 is arranged of single channel-section steel truss secondary beam 19 of the end that does not connect column base of single channel-section steel truss secondary beam 19 of A plate and B plate is spliced the beam-ends shrouding by bolt; Single-beam is spliced every one section fixed range by bolt at the long girder 18 of single channel-section steel truss of A plate and the long girder of the single channel-section steel truss 18 gusset plate places of B plate, make two single-beams be connected to become twin beams; Add cover plate at splicing node upper and lower surface with bolt then; Thereby finish the splicing of A plate and B plate;
In the how high-rise assembling steel framework of hollow hetermorphiscal column frame ?steel plate shear force wall system, described B plate and C plate, with the alignment of B plate and C plate level, the three-dimensional column base node 23 of the end that junction plate II21 is arranged of the double flute steel truss girder 17 of B plate and C plate is exposed the channel-section steel connecting plate link to each other by beam-ends shrouding employing bolt; The four-way column base node 24 of the end that junction plate II21 is arranged of single channel-section steel truss secondary beam 19 of B plate and C plate is exposed the channel-section steel connecting plate adopts bolt to link to each other by the beam-ends shrouding; All adopt bolt to link to each other by the channel-section steel connecting plate on 24 two relative directions of beam-ends shrouding and four-way column base node the upper and lower side of two long girders 18 of single channel-section steel truss of B plate, the other end of the long girder 18 of single channel-section steel truss of B plate is linked to each other by beam-ends shrouding employing bolt with the described vertical channel-section steel connecting plate of channel-section steel that exposes on the three-dimensional column base node 23 by beam-ends shrouding and C plate respectively; Single-beam is spliced every one section fixed range by bolt at the long girder 18 of single channel-section steel truss of B plate and the long girder of the single channel-section steel truss 18 gusset plate places of C plate, make two single-beams be connected to become twin beams; Add cover plate at splicing node upper and lower surface with bolt then; Thereby finish the splicing of B plate and C plate.
The how high-rise assembling steel framework of described hollow hetermorphiscal column frame ?steel plate shear force wall system, its assembling truss plate is connected by bolt with assembling flange post respectively up and down at column base node place, forms frame construction;
The how high-rise assembling steel framework of described hollow hetermorphiscal column frame ?steel plate shear force wall system, the girder truss that its related beam is made up of last lower chord 5, web member 2 and gusset plate 3 splicings, wherein go up lower chord and use channel-section steel, perhaps use U-steel, perhaps user's steel pipe, web member 2 uses angle steel, web member become with chord member 30 Du ?60 angles of spending; And be divided into single-beam and twin beams, single-beam arranges connecting hole every one section fixed range, being convenient to becomes twin beams with bolt with two single-beam splicings when the splicing of plate and plate, for twin beams, web member 2, go up and being connected of lower chord 5 and gusset plate 3 to use bolt to connect or use welding, all finish in factory process;
Perhaps use the girder truss of being made up of the splicing of angle steel and fill plate, comprise lower chord 1, web member 2 and fill plate 4, wherein go up lower chord 1 and web member 2 all adopts angle steel, web member becomes 30 to spend the angle that ?60 spend with chord member; And be divided into single-beam and twin beams, single-beam arranges connecting hole every one section fixed range, and being convenient to becomes twin beams with bolt with two single-beam splicings when the splicing of plate and plate, for twin beams, being connected of angle steel and fill plate uses bolt to connect or the use welding, all finishes in factory process.
The how high-rise assembling steel framework of described hollow hetermorphiscal column frame ?steel plate shear force wall system, its column base has three kinds of forms, is respectively two to column base, three-dimensional column base and four-way column base; Flanged plate I7 is located welding up and down at hollow L type post 11, form two to column base thereby then two channel-section steels 9 are welded in hollow L type post 11 adjacent both sides; Flanged plate I7 is located welding up and down at hollow T type post 10, form the three-dimensional column base thereby then three channel-section steels 9 are welded in hollow T type post 11 3 limits; Flanged plate I7 is located welding up and down at hollow cross post 8, form the four-way column base thereby then four channel-section steels 9 are welded in hollow cross post 8 four limits; Wherein have bolt hole on channel-section steel 9 webs, splice with bolt with end-plate on the beam.
In the how high-rise assembling steel framework of the described hollow hetermorphiscal column frame ?steel plate shear force wall system, its assembling flange post is made up of with flanged plate II14, flanged plate III13, flanged plate IV12 respectively hollow L type post 11, hollow T type post 10, hollow cross post 8, common flanged plate is flanged plate II14 to the both direction extension, be flanged plate III13 to three directions extensions, be flanged plate IV12 to the four direction extension; Can be divided into the flange post of 3 kinds of forms according to the difference of the shape of its flanged plate, be respectively bilateral flange post, three limit flange posts and four limit flange posts; Flanged plate II14 is located welding up and down at hollow L type post 11, thereby form bilateral flange post; Flanged plate III13 is located welding up and down at hollow T type post 10, thereby form three limit flange posts; Flanged plate IV12 is located welding up and down at hollow cross post 8, thereby form four limit flange posts; Described three kinds of assembling flange posts are all finished at produce in factory.
Described floor uses profiled steel sheet combination floor, perhaps reinforced concrete floor, perhaps OSB shaving board.
The invention has the beneficial effects as follows that in the how high-rise assembled steel framework of above-mentioned hollow hetermorphiscal column-steel plate shear force wall system, the beam that adopts all is girder truss, because the belly space of beam is bigger, is convenient to pipeline and passes, effectively increased the clear height in room.
The how high-rise assembled steel framework of described hollow hetermorphiscal column-steel plate shear force wall system, adopt bolt to carry out site assembly fully, traditional on-the-spot welding manner and concreting mode have been cancelled, effectively guaranteed construction quality, the environment pollution of having avoided the welding of concreting and steel to cause fully, realize the three no standards of " anhydrous, the nothing fire, dustless " of site operation, reduced the generation of hazardous accidents such as fire.When the present invention removes at member, can recycle efficiently, reduced building waste, real realization the theory of environmental protection, be a kind of green, the steel structure system of sustainable development.
The present invention propose the how high-rise assembled steel framework of hollow hetermorphiscal column-the steel plate shear force wall system is overturning traditional housing building of steel-structure, real realization the batch production of steel house, modularization, the advantage of steel house has been given full play in assemblingization and standardization.Plurality of advantages such as compare with traditional steel building, it has the security performance height, and speed of application is fast, and environment pollution is little, and the few and construction costs of security incident is low.
Description of drawings
The present invention is further described below in conjunction with drawings and Examples.
Fig. 1 is assembling truss plate splicing layout plan of the present invention
Fig. 2 is assembling truss strip gusset plate channel-section steel girder truss schematic diagram of the present invention
Fig. 3 is assembling truss strip gusset plate truss of angle steel beam schematic diagram of the present invention
Fig. 4 is that assembling truss plate of the present invention is not with gusset plate channel-section steel girder truss schematic diagram
Fig. 5 is assembling truss strip gusset plate square steel pipe girder truss schematic diagram of the present invention
Fig. 6 is assembling truss plate four-way column base schematic diagram of the present invention
Fig. 7 is assembling truss plate three-dimensional column base schematic diagram of the present invention
Fig. 8 is that assembling truss plate of the present invention two is to the column base schematic diagram
Fig. 9 is assembling flange post schematic diagram of the present invention
Figure 10 is assembling truss plate A of the present invention unit exploded view
Figure 11 is that assembling truss plate A unit splicing of the present invention is finished figure
Figure 12 is assembling truss plate B of the present invention unit exploded view
Figure 13 is that assembling truss plate B unit splicing of the present invention is finished figure
Figure 14 is assembling truss plate C of the present invention unit exploded view
Figure 15 is that assembling truss plate C unit splicing of the present invention is finished figure
Figure 16 is that assembling truss plate A of the present invention, B and C unit splicing are finished figure
Figure 17 is assembling truss plate node 1 exploded view of the present invention
Figure 18 is assembling truss plate node 2 exploded views of the present invention
Figure 19 is assembling truss plate node 3 exploded views of the present invention
Figure 20 is assembling truss plate node 4 exploded views of the present invention
Figure 21 is assembling truss plate node 5 exploded views of the present invention
Figure 22 is assembling truss plate node 6 exploded views of the present invention
Figure 23 is assembling truss plate node 7 exploded views of the present invention
Figure 24 is assembling truss plate node 8 exploded views of the present invention
Figure 25 is assembling truss plate node 9 exploded views of the present invention
Figure 26 is assembling truss plate node 10 exploded views of the present invention
Figure 27 is assembling truss plate node 11 exploded views of the present invention
Figure 28 is assembling truss plate node 12 exploded views of the present invention
Figure 29 is the type of attachment exploded view of bilateral flange post of the present invention and node
Figure 30 is the type of attachment exploded view of three limit flange posts of the present invention and node
Figure 31 is the type of attachment exploded view of four limit flange posts of the present invention and node
Figure 32 is the how high-rise assembled steel framework of hollow hetermorphiscal column of the present invention-steel plate shear force wall system schematic diagram
Figure 33 is the how high-rise assembled steel framework of hollow hetermorphiscal column of the present invention-steel plate shear force wall hierarchy node 13 exploded views
Lower chord I, 2. web member, 3. gusset plate on 1. among the figure, 4. fill plate is 5. gone up lower chord II, 6. goes up lower chord III,, 7. flanged plate I, 8. hollow L type post, 9. channel-section steel, 10. hollow T type post, 11. hollow cross posts, 12. flanged plate IV, 13. flanged plate III, 14. flanged plate II, 15. two to column base, the long girder of 16. double flute steel trusss, 17. double flute steel truss girders, 18. the long girder of single channel-section steel truss, 19. single channel-section steel truss secondary beams, 20. junction plate I, 21. junction plate II, 22. floors, 23. three-dimensional column bases, 24. four-way column base, 25. girder truss, 26. steel plates, 27. splice bars.
The specific embodiment
The present invention is described in detail below in conjunction with accompanying drawing:
As shown in Figure 1, the stitching position of assembling truss plate of the present invention is arranged on the middle part of girder, and this position shearing is relative with moment of flexure less, and from the angle of structural mechanics, arranging of stitching position is reasonable.
As shown in Figure 2, in the how high-rise assembled steel framework of hollow hetermorphiscal column of the present invention-steel plate shear force wall system, the girder truss that related beam is made up of channel-section steel and gusset plate splicing, comprise lower chord II5, web member 2 and gusset plate 3, wherein go up lower chord I5 and web member 2 adopts channel-section steel and angle steel respectively, and be divided into single steel channel beam and double flute girder steel by last lower chord, single steel channel beam arranges connecting hole every one section fixed range, being convenient to becomes the double flute girder steel with bolt with two single steel channel beam splicings when the splicing of plate and plate, for the double flute girder steel, being connected of channel-section steel and gusset plate uses bolt to connect or the use welding, all finishes in factory process;
As shown in Figure 3, perhaps use the girder truss of being formed by angle steel and gusset plate splicing, comprise lower chord I1, web member 2 and gusset plate 3, wherein go up lower chord I1 and web member 2 all adopts angle steel, and be divided into single angle beam and double angle beam, the single angle beam arranges connecting hole every one section fixed range, being convenient to becomes the double angle beam with bolt with two single angle beam splicings when the splicing of plate and plate, for the double angle beam, being connected of angle steel and gusset plate uses bolt to connect, perhaps use welding, all finish in factory process;
As shown in Figure 4, perhaps use the girder truss of being formed by angle steel and fill plate splicing, comprise lower chord I1, web member 2 and fill plate 4, wherein go up lower chord I1 and web member 2 all adopts angle steel, and be divided into single angle beam and double angle beam, the single angle beam arranges connecting hole every one section fixed range, being convenient to becomes the double flute girder steel with bolt with two single angle beam splicings when the splicing of plate and plate, for the double angle beam, being connected of channel-section steel and fill plate uses bolt to connect or the use welding, all finishes in factory process;
As shown in Figure 5, perhaps use by channel-section steel, the girder truss that square steel pipe and gusset plate splicing are formed, comprise lower chord III6, web member 2 and gusset plate 3, wherein go up lower chord III6 and adopt square steel pipe, web member 2 adopts channel-section steel, and be divided into folk prescription steel tubular beam and both sides' steel tubular beam, the folk prescription steel tubular beam arranges connecting hole every one section fixed range, being convenient to becomes both sides' steel tubular beam with bolt with two folk prescription steel tubular beam splicings when the splicing of plate and plate, for both sides' steel tubular beam, channel-section steel, being connected of square steel pipe and gusset plate uses bolt to connect, and perhaps uses welding, all finishes in factory process;
For above four kinds of beam section forms, single-beam has good rigidity and stability by the connecting method that bolt is spliced into twin beams.Because the belly space of girder truss is bigger, is convenient to pipeline and passes, and has effectively increased the clear height in room.
In the how high-rise assembled steel framework of hollow hetermorphiscal column of the present invention-steel plate shear force wall system, as accompanying drawing 6 ?shown in 8, its column base has three kinds of forms, is respectively two to column base, three-dimensional column base and four-way column base; Flanged plate I7 is located welding up and down at hollow L type post 11, form two to column base thereby then two channel-section steels 9 are welded in hollow L type post 11 adjacent both sides; Flanged plate I7 is located welding up and down at hollow T type post 10, form the three-dimensional column base thereby then three channel-section steels 9 are welded in hollow T type post 10 3 limits; Flanged plate I7 is located welding up and down at hollow cross post 8, form the four-way column base thereby then four channel-section steels 9 are welded in hollow cross post 8 four limits; Wherein have bolt hole on channel-section steel 9 webs, end-plate splices with bolt on convenience and the beam.
In the how high-rise assembled steel framework of hollow hetermorphiscal column of the present invention-steel plate shear force wall system, as shown in Figure 9, assembling flange post is made up of hollow L type post 11 and flanged plate II14, hollow T type post 10 and flanged plate III13, hollow cross post 8 and flanged plate IV12, common flanged plate is flanged plate II14 to the both direction extension, be flanged plate III13 to three directions extensions, be flanged plate IV12 to the four direction extension; Can be divided into the flange post of 3 kinds of forms according to the difference of the shape of its flanged plate, be respectively bilateral flange post, three limit flange posts and four limit flange posts; Flanged plate II14 is located welding up and down at hollow L type post 11, thereby form bilateral flange post; Flanged plate III13 is located welding up and down at hollow T type post 10, thereby form three limit flange posts; Flanged plate IV12 is located welding up and down at hollow cross post 8, thereby form four limit flange posts; Described three kinds of assembling flange posts are all finished at produce in factory.
In the how high-rise assembled steel framework of hollow hetermorphiscal column-steel plate shear force wall system, as accompanying drawing 10 ?shown in 11, described A plate comprises column base node 15, column base node 23, the long girder 16 of double flute steel truss, double flute steel truss girder 17, the long girder 18 of single channel-section steel truss, single channel-section steel truss secondary beam 19, junction plate I20, junction plate II21 and floor 22, it is characterized in that: the long girder of double flute steel truss girder 17 and double flute steel truss 16 is vertical mutually, and all by the beam-ends shrouding, adopt bolt to link to each other with the channel-section steel connecting plate on the two-way column block node 15, and place, the upper and lower end face of junction is welded with a plate II21 respectively, and the two ends of junction plate II21 are connected on the last lower chord of double flute steel truss girder 17 and the long girder 16 of double flute steel truss; The other end of double flute steel truss girder 17 is connected with the long girder 18 of single channel-section steel truss with long girder 16 levels of double flute steel truss, last lower chord and the beam-ends shrouding of double flute steel truss girder 17 described ends and the long girder of single channel-section steel truss 18 ends are weldingly connected respectively, and double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss link to each other by the junction plate I20 of two sections up and down again, and the last lower chord of double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss all is weldingly connected with two junction plate I20; Single channel-section steel truss secondary beam 19 is connected the other end of the long girder 16 of described double flute steel truss and the long girder 18 of single channel-section steel truss, relative with double flute steel truss girder 17 levels, last lower chord and the beam-ends shrouding of single channel-section steel truss secondary beam 19 1 end ends and the long girder of single channel-section steel truss 18 the other end are weldingly connected respectively, and are connected by two junction plate I20 that are connected the lower chord place between single channel-section steel truss secondary beam 19 and the long girder 18 of single channel-section steel truss again; Be connected by two junction plate II21 that are connected the lower chord place between single channel-section steel truss secondary beam 19 other end ends and the long girder 16 of double flute steel truss; The long girder 16 of described double flute steel truss, double flute steel truss girder 17, the long girder 18 of single channel-section steel truss, single channel-section steel truss secondary beam 19 constitute a rectangular frame; Described two rectangular frames connect and compose the under(-)chassis of a splicing; Single channel-section steel truss secondary beam 19 alignment in two rectangular frames also connect by bolt, and two long girders 16 of double flute steel truss are positioned on the straight line, and two long girders 18 of single channel-section steel truss are positioned on the straight line; The upper and lower side of two long girders 16 of double flute steel truss all by the beam-ends shrouding respectively with two-way column block node 15,23 two relative directions of three-dimensional column base node on the channel-section steel connecting plate adopt bolt to link to each other, described two single channel-section steel truss secondary beams 19 are connected on the channel-section steel connecting plate vertical with described both direction on the three-dimensional column base node 23; Described under(-)chassis links to each other with two floors 22 by girder truss upper chord top anchoring piece; All prefabricated and assemblings in factory of all members of described A plate;
In the how high-rise assembled steel framework of hollow hetermorphiscal column-steel plate shear force wall system, as accompanying drawing 12 ?shown in 13, described B plate comprises double flute steel truss girder 17, the long girder 18 of single channel-section steel truss, single channel-section steel truss secondary beam 19, junction plate I20, junction plate II21 and floor 19, the long girder of double flute steel truss girder 17 and single channel-section steel truss 18 is vertical mutually, last lower chord and the beam-ends shrouding of double flute steel truss girder 17 ends and the long girder of single channel-section steel truss 18 ends are weldingly connected respectively, and the junction plate I20 of two sections links to each other about passing through again, and the last lower chord of double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss all is weldingly connected with two junction plate I20; The other end of double flute steel truss girder 17 is connected with the long girder 18 of another root list channel-section steel truss with long girder 18 levels of described single channel-section steel truss by the junction plate II21 of two sections up and down, and the last lower chord of double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss all is weldingly connected with two junction plate II21; Single channel-section steel truss secondary beam 19 is connected the other end of described two long girders 18 of single channel-section steel truss, relative with double flute steel truss girder 17 levels, the type of attachment of single channel-section steel truss secondary beam 19 and two long girders 18 of single channel-section steel truss is identical with the type of attachment of described double flute steel truss girder 17 and two long girders 18 of single channel-section steel truss; Described double flute steel truss girder 17, the two long girders 18 of single channel-section steel truss, single channel-section steel truss secondary beams 19 constitute a rectangular frame; Described two rectangular frames connect and compose the under(-)chassis of a splicing; Single channel-section steel truss secondary beam 19 alignment in two rectangular frames also connect by bolt, and relative two long girders 18 of single channel-section steel truss, the two piece single channel-section steel truss long girders 18 relative with another length direction framework level of rectangular frame level lay respectively on the straight line; Described under(-)chassis links to each other with two floors 22 by girder truss upper chord top anchoring piece; All prefabricated and assemblings in factory of all members of described B plate;
In the how high-rise assembled steel framework of hollow hetermorphiscal column-steel plate shear force wall system, as accompanying drawing 14 ?shown in 15, described C plate comprises column base node 23,24, double flute steel truss girder 17, the long girder 18 of single channel-section steel truss, single channel-section steel truss secondary beam 19, junction plate I20, junction plate II21 and floor 22, the long girder of double flute steel truss girder 17 and single channel-section steel truss 18 is vertical mutually, and all by the beam-ends shrouding, the channel-section steel connecting plate adjacent with on the three-dimensional column base node 23 two adopts bolt to link to each other, and place, the upper and lower end face of junction is welded with a plate II21 respectively, and the two ends of junction plate II21 are connected on the last lower chord of double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss; The other end of double flute steel truss girder 17 is by being welded to connect the long girder 18 of another root list channel-section steel truss with long girder 18 levels of single channel-section steel truss, last lower chord and the beam-ends shrouding of double flute steel truss girder 17 ends and the long girder of this root list channel-section steel truss 18 ends are weldingly connected respectively, and double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss link to each other by the junction plate I20 of two sections up and down again, and the last lower chord of double flute steel truss girder 17 and the long girder 18 of single channel-section steel truss all is weldingly connected with two junction plate I20; Single channel-section steel truss secondary beam 19 is connected the other end of described two long girders 18 of single channel-section steel truss, relative with double flute steel truss girder 17 levels, last lower chord and the beam-ends shrouding of single channel-section steel truss secondary beam 19 1 end ends and the long girder of single channel-section steel truss 18 the other end are weldingly connected respectively, and are connected by two junction plate I20 that are connected the lower chord place between single channel-section steel truss secondary beam 19 and the long girder 18 of single channel-section steel truss again; Be connected by two junction plate II21 that are connected the lower chord place between single channel-section steel truss secondary beam 19 other end ends and the long girder 18 of single channel-section steel truss; Described double flute steel truss girder 17, the two long girders 18 of single channel-section steel truss, single channel-section steel truss secondary beams 19 constitute a rectangular frame; Described two rectangular frames connect and compose the under(-)chassis of a splicing; Single channel-section steel truss secondary beam 19 alignment in two rectangular frames also connect by bolt, and relative two long girders 18 of single channel-section steel truss, the two piece single channel-section steel truss long girders 18 relative with another length direction framework level of rectangular frame level lay respectively on the straight line; The upper and lower side of two long girders 18 of single channel-section steel truss all adopts bolt to link to each other by the channel-section steel connecting plate on beam-ends shrouding and three-dimensional column base node 23,24 two relative directions of four-way column base node, and described two single channel-section steel truss secondary beams 19 are connected on the channel-section steel connecting plate vertical with described both direction on the four-way column base node 24; Described under(-)chassis links to each other with two floors 22 by girder truss upper chord top anchoring piece; All prefabricated and assemblings in factory of all members of described C plate;
In the how high-rise assembled steel framework of hollow hetermorphiscal column of the present invention-steel plate shear force wall system, as shown in Figure 16, described A plate and B plate, with the alignment of A plate and B plate level, there is the end of junction plate I20 to splice with bolt by the beam-ends shrouding at an end that does not connect column base of the double flute steel truss girder 17 of A plate and the double flute steel truss girder 17 of B plate; The end that junction plate I20 is arranged of single channel-section steel truss secondary beam 19 of the end that does not connect column base of single channel-section steel truss secondary beam 19 of A plate and B plate is spliced the beam-ends shrouding by bolt; Single-beam is spliced every one section fixed range by bolt at the long girder 18 of single channel-section steel truss of A plate and the long girder of the single channel-section steel truss 18 gusset plate places of B plate, make two single-beams be connected to become twin beams; Add cover plate at splicing node upper and lower surface with bolt then; Thereby finish the splicing of A plate and B plate;
In the how high-rise assembled steel framework of hollow hetermorphiscal column of the present invention-steel plate shear force wall system, as shown in Figure 16, described B plate and C plate, with the alignment of B plate and C plate level, the three-dimensional column base node 23 of the end that junction plate II21 is arranged of the double flute steel truss girder 17 of B plate and C plate is exposed the channel-section steel connecting plate link to each other by beam-ends shrouding employing bolt; The four-way column base node 24 of the end that junction plate II21 is arranged of single channel-section steel truss secondary beam 19 of B plate and C plate is exposed the channel-section steel connecting plate adopts bolt to link to each other by the beam-ends shrouding; All adopt bolt to link to each other by the channel-section steel connecting plate on 24 two relative directions of beam-ends shrouding and four-way column base node the upper and lower side of two long girders 18 of single channel-section steel truss of B plate, the other end of the long girder 18 of single channel-section steel truss of B plate is linked to each other by beam-ends shrouding employing bolt with the described vertical channel-section steel connecting plate of channel-section steel that exposes on the three-dimensional column base node 23 by beam-ends shrouding and C plate respectively; Single-beam is spliced every one section fixed range by bolt at the long girder 18 of single channel-section steel truss of B plate and the long girder of the single channel-section steel truss 18 gusset plate places of C plate, make two single-beams be connected to become twin beams; Add cover plate at splicing node upper and lower surface with bolt then; Thereby finish the splicing of B plate and C plate.
In sum, the whole floor of A, B, the splicing of C plate has node 9, node 10,12 4 kinds of different joint forms of node 11 and node in splicing place, and overlay was to strengthen node rigidity about wherein node 9 and node 10 were in the splicing node.
In the how high-rise assembled steel framework of above-mentioned hollow hetermorphiscal column-steel plate shear force wall system, as accompanying drawing 17 ?shown in 24, made the exploded detail of assembling truss plate node 1-8 respectively; As accompanying drawing 25 ?shown in 28, made the exploded detail of assembling truss plate node 9-12 respectively; Accompanying drawing 29-31 is the type of attachment exploded detail of three kinds of different assembling flange posts and its corresponding node.
In the how high-rise assembled steel framework of hollow hetermorphiscal column of the present invention-steel plate shear force wall system, as shown in Figure 32, its steel plate shear force wall member is made up of steel plate 26 and splice bar 27; Splice bar 27 is by being welded to connect in column bottom and top, and steel plate 26 is connected with splice bar 27 usefulness bolts; The form of steel plate shear force wall can be the non-steel plate wall of putting more energy into, the steel plate wall of putting more energy into, the non-steel sheet wall of putting more energy into, the both sides steel plate wall that cracks, the low yield point steel plate wall, the punching steel plate wall, the profiled sheet wall, vertical seam steel plate wall, combined steel plate wall, anti-flexing steel plate wall or the both sides combined steel plate that cracks, present embodiment is the example explanation with the non-steel plate wall of putting more energy into.
In the how high-rise assembled steel framework of hollow hetermorphiscal column of the present invention-steel plate shear force wall system, as shown in Figure 33, made the exploded detail of steel plate 26 with framework connected node place.
Claims (7)
1. the how high-rise assembling steel framework of a hollow hetermorphiscal column frame ?steel plate shear force wall system comprises assembling truss plate and assembling flange post, it is characterized in that:
Described assembling truss plate comprises lattice truss beam, column base node and the floor of being furnished with the angle steel web member, described lattice truss beam is by the beam-ends shrouding, be connected with other lattice truss beams or column base node, form truss plate under(-)chassis, again floor is supported in the truss plate under(-)chassis and connects, form assembling truss plate; Described assembling truss plate is prefabricated in the factory, and at the construction field (site) assembling truss plate is spliced mutually by its beam-ends shrouding or column base node, as the frame structural beam flaggy; Described frame structural beam flaggy is connected to form the composite steel frame construction up and down by assembling flange post, and described assembling flange post is positioned on the column base node on the assembling truss plate; Described assembling truss plate and assembling flange post all are prefabricated in the factory, and assemble by bolt the job site.
2. the how high-rise assembling steel framework of a kind of hollow hetermorphiscal column according to claim 1 frame ?steel plate shear force wall system, it is characterized in that: described assembling truss plate comprises three kinds of specifications, is respectively the A plate, B plate and C plate;
Described A plate comprises column base node (15), column base node (23), the long girder of double flute steel truss (16), double flute steel truss girder (17), single long girder of channel-section steel truss (18), single channel-section steel truss secondary beam (19), junction plate I(20), junction plate II(21) and floor (22), it is characterized in that: double flute steel truss girder (17) is vertical mutually with the long girder of double flute steel truss (16), and all by the beam-ends shrouding, adopt bolt to link to each other with the channel-section steel connecting plate on the two-way column block node (15), and the upper and lower end face of junction place is welded with a plate II(21 respectively), junction plate II(21) two ends be connected on the last lower chord of double flute steel truss girder (17) and the long girder of double flute steel truss (16); The other end of double flute steel truss girder (17) is connected with the long girder of single channel-section steel truss (18) with the long girder of double flute steel truss (16) level, last lower chord and the beam-ends shrouding of the described end of double flute steel truss girder (17) and the long girder of single channel-section steel truss (18) end are weldingly connected respectively, and double flute steel truss girder (17) and the long girder of single channel-section steel truss (18) are again by the junction plate I(20 of two sections up and down) link to each other, and the last lower chord of double flute steel truss girder (17) and the long girder of single channel-section steel truss (18) all with two junction plate I(20) be weldingly connected; Single channel-section steel truss secondary beam (19) is connected the other end of the long girder of described double flute steel truss (16) and the long girder of single channel-section steel truss (18), relative with double flute steel truss girder (17) level, last lower chord and the beam-ends shrouding of single channel-section steel truss secondary beam (19) one end ends and the long girder of single channel-section steel truss (18) the other end are weldingly connected respectively, and between single channel-section steel truss secondary beam (19) and the long girder of single channel-section steel truss (18) again by being connected two junction plate I(20 at lower chord place) be connected; Between single channel-section steel truss secondary beam (19) other end end and the long girder of double flute steel truss (16) by being connected two junction plate II(21 at lower chord place) be connected; The long girder of described double flute steel truss (16), double flute steel truss girder (17), the long girder of single channel-section steel truss (18), single channel-section steel truss secondary beam (19) constitute a rectangular frame; Described two rectangular frames connect and compose the under(-)chassis of a splicing; Single channel-section steel truss secondary beam (19) alignment in two rectangular frames also connects by bolt, and two long girders of double flute steel truss (16) are positioned on the straight line, and two long girders of single channel-section steel truss (18) are positioned on the straight line; The upper and lower side of two long girders of double flute steel truss (16) all by the beam-ends shrouding respectively with two-way column block node (15), (23) two relative directions of three-dimensional column base node on the channel-section steel connecting plate adopt bolt to link to each other, described two single channel-section steel truss secondary beams (19) are connected on the channel-section steel connecting plate vertical with described both direction on the three-dimensional column base node (23); Described under(-)chassis links to each other with two floors (22) by girder truss upper chord top anchoring piece; All prefabricated and assemblings in factory of all members of described A plate;
Described B plate comprises double flute steel truss girder (17), single long girder of channel-section steel truss (18), single channel-section steel truss secondary beam (19), junction plate I(20), junction plate II(21) and floor (19), double flute steel truss girder (17) is vertical mutually with the long girder of single channel-section steel truss (18), last lower chord and the beam-ends shrouding of double flute steel truss girder (17) end and the long girder of single channel-section steel truss (18) end are weldingly connected respectively, and again by the junction plate I(20 of two sections up and down) link to each other, and the last lower chord of double flute steel truss girder (17) and the long girder of single channel-section steel truss (18) all with two junction plate I(20) be weldingly connected; The other end of double flute steel truss girder (17) is by the junction plate II(21 of two sections up and down) be connected with another the long girder of root list channel-section steel truss (18) with the described long girder of single channel-section steel truss (18) level, and the last lower chord of double flute steel truss girder (17) and the long girder of single channel-section steel truss (18) all with two junction plate II(21) be weldingly connected; Single channel-section steel truss secondary beam (19) is connected the other end of described two long girders of single channel-section steel truss (18), relative with double flute steel truss girder (17) level, single channel-section steel truss secondary beam (19) is identical with the type of attachment of two long girders of single channel-section steel truss (18) with type of attachment and the described double flute steel truss girder (17) of two long girders of single channel-section steel truss (18); Described double flute steel truss girder (17), two long girders of single channel-section steel truss (18), single channel-section steel truss secondary beam (19) constitute a rectangular frame; Described two rectangular frames connect and compose the under(-)chassis of a splicing; Single channel-section steel truss secondary beam (19) alignment in two rectangular frames also connects by bolt, and relative two long girders of single channel-section steel truss (18), the two piece single channel-section steel truss long girders (18) relative with another length direction framework level of rectangular frame level lay respectively on the straight line; Described under(-)chassis links to each other with two floors (22) by girder truss upper chord top anchoring piece; All prefabricated and assemblings in factory of all members of described B plate;
Described C plate comprises column base node (23), (24), double flute steel truss girder (17), single long girder of channel-section steel truss (18), single channel-section steel truss secondary beam (19), junction plate I(20), junction plate II(21) and floor (22), double flute steel truss girder (17) is vertical mutually with the long girder of single channel-section steel truss (18), and all by the beam-ends shrouding, the channel-section steel connecting plate adjacent with on the three-dimensional column base node (23) two adopts bolt to link to each other, and the upper and lower end face of junction place is welded with a plate II(21 respectively), junction plate II(21) two ends be connected on the last lower chord of double flute steel truss girder (17) and the long girder of single channel-section steel truss (18); The other end of double flute steel truss girder (17) is by being welded to connect another the long girder of root list channel-section steel truss (18) with the long girder of single channel-section steel truss (18) level, last lower chord and the beam-ends shrouding of double flute steel truss girder (17) end and this long girder of root list channel-section steel truss (18) end are weldingly connected respectively, and double flute steel truss girder (17) and the long girder of single channel-section steel truss (18) are again by the junction plate I(20 of two sections up and down) link to each other, and the last lower chord of double flute steel truss girder (17) and the long girder of single channel-section steel truss (18) all with two junction plate I(20) be weldingly connected; Single channel-section steel truss secondary beam (19) is connected the other end of described two long girders of single channel-section steel truss (18), relative with double flute steel truss girder (17) level, last lower chord and the beam-ends shrouding of single channel-section steel truss secondary beam (19) one end ends and the long girder of single channel-section steel truss (18) the other end are weldingly connected respectively, and between single channel-section steel truss secondary beam (19) and the long girder of single channel-section steel truss (18) again by being connected two junction plate I(20 at lower chord place) be connected; Between single channel-section steel truss secondary beam (19) other end end and the long girder of single channel-section steel truss (18) by being connected two junction plate II(21 at lower chord place) be connected; Described double flute steel truss girder (17), two long girders of single channel-section steel truss (18), single channel-section steel truss secondary beam (19) constitute a rectangular frame; Described two rectangular frames connect and compose the under(-)chassis of a splicing; Single channel-section steel truss secondary beam (19) alignment in two rectangular frames also connects by bolt, and relative two long girders of single channel-section steel truss (18), the two piece single channel-section steel truss long girders (18) relative with another length direction framework level of rectangular frame level lay respectively on the straight line; The upper and lower side of two long girders of single channel-section steel truss (18) all adopts bolt to link to each other by the channel-section steel connecting plate on beam-ends shrouding and three-dimensional column base node (23), (24) two relative directions of four-way column base node, and described two single channel-section steel truss secondary beams (19) are connected on the channel-section steel connecting plate vertical with described both direction on the four-way column base node (24); Described under(-)chassis links to each other with two floors (22) by girder truss upper chord top anchoring piece; All prefabricated and assemblings in factory of all members of described C plate;
In the how high-rise assembling steel framework of hollow hetermorphiscal column frame ?steel plate shear force wall system, described A plate and B plate, with the alignment of A plate and B plate level, an end that does not connect column base of the double flute steel truss girder (17) of A plate and the double flute steel truss girder (17) of B plate are had junction plate I(20) an end splice with bolt by the beam-ends shrouding; Single channel-section steel truss secondary beam (19) of the end that does not connect column base of single channel-section steel truss secondary beam (19) of A plate and B plate had a junction plate I(20) an end by bolt the beam-ends shrouding is spliced; Single-beam is spliced every one section fixed range by bolt at the long girder of single channel-section steel truss (18) of A plate and the long girder of single channel-section steel truss (18) the gusset plate place of B plate, make two single-beams be connected to become twin beams; Add cover plate at splicing node upper and lower surface with bolt then; Thereby finish the splicing of A plate and B plate;
In the how high-rise assembling steel framework of hollow hetermorphiscal column frame ?steel plate shear force wall system, described B plate and C plate, with the alignment of B plate and C plate level, the double flute steel truss girder (17) of B plate had a junction plate II(21) an end and the three-dimensional column base node (23) of C plate expose the channel-section steel connecting plate and link to each other by beam-ends shrouding employing bolt; Single channel-section steel truss secondary beam (19) of B plate had a junction plate II(21) an end and the four-way column base node (24) of C plate expose the channel-section steel connecting plate and adopt bolt to link to each other by the beam-ends shrouding; All adopt bolt to link to each other by the channel-section steel connecting plate on (24) two relative directions of beam-ends shrouding and four-way column base node the upper and lower side of two long girders of single channel-section steel truss (18) of B plate, with the other end of the long girder of single channel-section steel truss (18) of B plate respectively by on the three-dimensional column base node (23) of beam-ends shrouding and C plate and the described vertical channel-section steel connecting plate of channel-section steel that exposes link to each other by beam-ends shrouding employing bolt; Single-beam is spliced every one section fixed range by bolt at the long girder of single channel-section steel truss (18) of B plate and the long girder of single channel-section steel truss (18) the gusset plate place of C plate, make two single-beams be connected to become twin beams; Add cover plate at splicing node upper and lower surface with bolt then; Thereby finish the splicing of B plate and C plate.
3. the how high-rise assembling steel framework of a kind of hollow hetermorphiscal column according to claim 1 frame ?steel plate shear force wall system, it is characterized in that: described assembling truss plate is connected by bolt with assembling flange post respectively up and down at column base node place, forms frame construction; Described steel plate shear force wall member is made up of steel plate (26) and splice bar (27), splice bar factory by be welded to connect at the bottom of the post of steel framed structure, top or go up the lower chord place by being welded to connect in steel framed structure girder truss (25), the splice bar (27) of steel plate (26) and every floor top and bottom is connected with bolt at the construction field (site), forms framework-steel plate shear force wall structure; The form of steel plate shear force wall can be the non-steel plate wall of putting more energy into, the steel plate wall of putting more energy into, and the non-steel sheet wall of putting more energy into, steel plate wall cracks in both sides, the low yield point steel plate wall, punching steel plate wall, profiled sheet wall, the vertical seam steel plate wall, the combined steel plate wall, combined steel plate cracks for anti-flexing steel plate wall or both sides.
4. in the how high-rise assembling steel framework of the hollow hetermorphiscal column according to claim 1 frame ?steel plate shear force wall system, it is characterized in that: the girder truss that the related beam of the how high-rise assembling steel framework of hollow hetermorphiscal column frame ?steel plate shear force wall system is made up of last lower chord (5), web member (2) and gusset plate (3) splicing, wherein go up lower chord and use channel-section steel, perhaps use U-steel, perhaps user's steel pipe, web member (2) use angle steel, web member become with chord member 30 Du ?60 angles of spending; And be divided into single-beam and twin beams, single-beam arranges connecting hole every one section fixed range, being convenient to becomes twin beams with bolt with two single-beam splicings when the splicing of plate and plate, for twin beams, web member (2), go up and being connected of lower chord (5) and gusset plate (3) to use bolt to connect or use and weld, all finish in factory process;
Perhaps use the girder truss of being made up of the splicing of angle steel and fill plate, comprise lower chord (1), web member (2) and fill plate (4), wherein go up lower chord (1) and web member (2) all adopts angle steel, web member becomes 30 to spend the angle that ?60 spend with chord member; And be divided into single-beam and twin beams, single-beam arranges connecting hole every one section fixed range, and being convenient to becomes twin beams with bolt with two single-beam splicings when the splicing of plate and plate, for twin beams, being connected of angle steel and fill plate uses bolt to connect or the use welding, all finishes in factory process.
5. in the how high-rise assembling steel framework of the hollow hetermorphiscal column according to claim 1 frame ?steel plate shear force wall system, it is characterized in that: its column base has three kinds of forms, is respectively two to column base, three-dimensional column base and four-way column base; With flanged plate I7 hollow L type post (11) locate up and down the welding, then two channel-section steels (9) are welded in hollow L type post (11) thus adjacent both sides form two to column base; Flanged plate I7 is located welding up and down at hollow T type post (10), then three channel-section steels (9) are welded in hollow T type post (11) thereby three limits formation three-dimensional column base; Flanged plate I7 is located welding up and down at hollow cross post (8), then four channel-section steels (9) are welded in hollow cross post (8) thereby four limits formation four-way column base; Wherein have bolt hole on channel-section steel (9) web, splice with bolt with end-plate on the beam.
6. in the how high-rise assembling steel framework of the hollow hetermorphiscal column according to claim 1 frame ?steel plate shear force wall system, it is characterized in that: assembling flange post by hollow L type post (11), hollow T type post (10), hollow cross post (8) respectively with flanged plate II(14), flanged plate III(13), flanged plate IV(12) form, common flanged plate is flanged plate II(14 to the both direction extension), be flanged plate III(13 to three directions extensions), be flanged plate IV(12 to the four direction extension); Can be divided into the flange post of 3 kinds of forms according to the difference of the shape of its flanged plate, be respectively bilateral flange post, three limit flange posts and four limit flange posts; With flanged plate II(14) locate welding up and down at hollow L type post (11), thus form bilateral flange post; With flanged plate III(13) locate welding up and down at hollow T type post (10), thus form three limit flange posts; With flanged plate IV(12) locate welding up and down at hollow cross post (8), thus form four limit flange posts; Described three kinds of assembling flange posts are all finished at produce in factory.
7. in the how high-rise assembling steel framework of the hollow hetermorphiscal column according to claim 1 frame ?steel plate shear force wall system, it is characterized in that: described floor uses profiled steel sheet combination floor, perhaps reinforced concrete floor, perhaps OSB shaving board.
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| CN103669722A (en) * | 2013-12-19 | 2014-03-26 | 北京工业大学 | Novel post-earthquake easy-to-repair steel column leg of special-shaped column frame structure |
| CN103711215A (en) * | 2013-12-19 | 2014-04-09 | 北京工业大学 | Novel post-earthquake easily-repaired steel special-shaped column frame-eccentric supporting frame |
| CN104499566A (en) * | 2014-11-19 | 2015-04-08 | 浙江东南网架股份有限公司 | Assembled type special-shaped hollow column frame-shear wall housing construction system and assembling method |
| CN106759864A (en) * | 2016-11-23 | 2017-05-31 | 广州电力机车有限公司 | A kind of modularization steel house |
| CN108049659A (en) * | 2017-12-07 | 2018-05-18 | 云南省设计院集团 | A kind of assembling type steel structure public lavatory |
| CN108518022A (en) * | 2018-03-26 | 2018-09-11 | 太原理工大学 | A kind of connection structure of assembled Special-Shaped Column-lattice truss girder connection |
| CN114278004A (en) * | 2022-01-14 | 2022-04-05 | 中科绿筑(北京)科技有限公司 | Low-layer assembled profiled steel sheet light-concrete composite wallboard, connecting structure and construction method |
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| CN103669722A (en) * | 2013-12-19 | 2014-03-26 | 北京工业大学 | Novel post-earthquake easy-to-repair steel column leg of special-shaped column frame structure |
| CN103711215A (en) * | 2013-12-19 | 2014-04-09 | 北京工业大学 | Novel post-earthquake easily-repaired steel special-shaped column frame-eccentric supporting frame |
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| CN104499566A (en) * | 2014-11-19 | 2015-04-08 | 浙江东南网架股份有限公司 | Assembled type special-shaped hollow column frame-shear wall housing construction system and assembling method |
| CN106759864A (en) * | 2016-11-23 | 2017-05-31 | 广州电力机车有限公司 | A kind of modularization steel house |
| CN108049659A (en) * | 2017-12-07 | 2018-05-18 | 云南省设计院集团 | A kind of assembling type steel structure public lavatory |
| CN108518022A (en) * | 2018-03-26 | 2018-09-11 | 太原理工大学 | A kind of connection structure of assembled Special-Shaped Column-lattice truss girder connection |
| CN114278004A (en) * | 2022-01-14 | 2022-04-05 | 中科绿筑(北京)科技有限公司 | Low-layer assembled profiled steel sheet light-concrete composite wallboard, connecting structure and construction method |
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Application publication date: 20130904 |