CN103276806A - Industrialized assembling type special-shaped column steel structure prestress eccentric supporting system - Google Patents

Industrialized assembling type special-shaped column steel structure prestress eccentric supporting system Download PDF

Info

Publication number
CN103276806A
CN103276806A CN2013102321233A CN201310232123A CN103276806A CN 103276806 A CN103276806 A CN 103276806A CN 2013102321233 A CN2013102321233 A CN 2013102321233A CN 201310232123 A CN201310232123 A CN 201310232123A CN 103276806 A CN103276806 A CN 103276806A
Authority
CN
China
Prior art keywords
truss
girder
section steel
single channel
plate
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Granted
Application number
CN2013102321233A
Other languages
Chinese (zh)
Other versions
CN103276806B (en
Inventor
刘学春
田辰
张爱林
赵越
胡婷婷
惠怡
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Rizhao Weiye Tools Co.,Ltd.
Original Assignee
Beijing University of Technology
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Beijing University of Technology filed Critical Beijing University of Technology
Priority to CN201310232123.3A priority Critical patent/CN103276806B/en
Publication of CN103276806A publication Critical patent/CN103276806A/en
Application granted granted Critical
Publication of CN103276806B publication Critical patent/CN103276806B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The invention discloses an industrialized assembling type special-shaped column steel structure prestress eccentric supporting system and belongs to the technical field of structure engineering. The industrialized assembling type special-shaped column steel structure prestress eccentric supporting system comprises an assembling type truss plate, assembling type columns and a prestress eccentric supporting member. The assembling type truss plate comprises a lattice truss beam and a floor plate. The assembling type truss plate is prefabricated in a plant and spliced with beam column joints of the assembling type columns through a beam end sealing plate of the assembling type truss plate at the construction site, and the assembling type columns are spliced to form a multiplayer truss plate steel framework structure among layers through bolts at site. On the basis of the truss plate steel framework structure, the prestress eccentric supporting member serves as a lateral load resistance element to be connected with the bottoms or the tops of the truss beam in the assembling type truss plate and the assembling type columns. The assembling type truss plate, the assembling type columns and the prestress eccentric supporting member are all fabricated in the plant and assembled at the construction site through bolts.

Description

The eccentric support system of a kind of industrialization assembling hetermorphiscal column steel work prestressing force
Technical field
The present invention relates to the eccentric support frame system of a kind of industrialization assembling hetermorphiscal column steel work prestressing force, 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.
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.
Prestressed cable only is used in the beam string structure at present, does not also use in high-level structure, adopts prestressed cable as high-rise lateral resistant member realization not to be arranged also on engineering.Traditional steel frame structural system, the lateral rigidity of structure is difficult to meet the demands, be out of shape bigger, cause the destruction of non-structural element easily, the eccentric support system of the how high-rise assembling type steel structure framework of industrialization-prestressing force, increase the eccentric drag-line of horizontal and vertical prestressing force on the basis of steel frame and supported, improved the lateral rigidity of structure, improved the deformation performance of structure.
Traditional structure design with analyze, generally beam column node processing in the frame construction is become desirable rigid joint or hinged joint.Because rigid joint bearing capacity and rigidity are all very big, thereby be considered to a kind of ideal shock-resistant node form usually and the node that is widely used in the earthquake zone frame construction connects and designs.But the earthquake experience shows: the rigidity bean column node of building connects and brittle fracture in various degree occurred.Adopt the steel framed structure of welding rigid joint because of node ductility difference brittle fracture to take place easily, and difficulty of construction is also big; Though hinged joint simple structure but rigidity and energy-dissipating property are poor is unfavorable to the antidetonation of structure; Have only the semi-rigid node of connected mode simple and fast to have the two advantage concurrently, have higher strength and stiffness and ductile performance and energy-dissipating property preferably, thereby reduced earthquake to a great extent.
Summary of the invention
The present invention proposes a kind of eccentric support system of assembling hetermorphiscal column steel work prestressing force 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.This structural system can the realization body steel structure frame and the Fast Installation of lateral resistant member, and can resist earthquake and wind load, has embodied the advantage of steel work.And bean column node connects the semi-rigid node of employing among the present invention, and the initial anti-side rigidity of Semi-rigid Connection Steel Frame is less, but ductility factor is bigger, and energy dissipation capacity is fine, can satisfy the design object of antidetonation under the rarely occurred earthquake effect well.
The eccentric support system of described assembling type steel structure hetermorphiscal column prestressing force, the eccentric support system of this assembling type steel structure prestressing force is sandwich construction, every layer of structure comprises the eccentric supporting member of assembling truss plate, assembling column and prestressing force;
Described assembling truss plate comprises lattice truss beam and floor, described lattice truss beam is connected with other lattice truss beams or column by the beam-ends shrouding, forms truss slab frame construction, again floor is placed on the truss plate framework structure and connect, form assembling truss plate; Described assembling truss plate is prefabricated in the factory, and at the construction field (site) the bean column node of assembling truss plate by its beam-ends shrouding and assembling column is spliced mutually, and the assembling column adopts the bolt scene to be spliced to form multilayer truss slab frame construction at interlayer; Described assembling truss plate, assembling column all are prefabricated in the factory, and assemble by bolt the job site.
The eccentric support system of described industrialization assembling type steel structure hetermorphiscal column prestressing force, its assembling truss plate comprises two kinds of specifications, is respectively A plate and B plate;
Described A plate comprises the long girder 15 of double flute steel truss, double flute steel truss girder 16, the long beam 17 of single channel-section steel truss, single channel-section steel girder truss 18, junction plate I 19, junction plate II 20, junction plate III 21 and floor 22, junction plate II 20 is seen Figure of description 16, remove the part that corner post accounts for by set square, the part of stretching out beam then all has bolt hole, conveniently be connected with beam bolt, junction plate III 21 is seen Figure of description 17, remove the part that the three-dimensional post accounts for by set square, the part of stretching out beam then all has bolt hole, conveniently be connected with beam bolt, the long girder 15 of double flute steel truss girder 16 and double flute steel truss is vertical and be connected by junction plate II 20 mutually, the beam-ends that junction plate II 20 is welded in double flute steel truss girder 16 and the long girder 15 of the double flute steel truss top of winding up; The other end of double flute steel truss girder 16 is connected with the long beam 17 of single channel-section steel truss with long girder 15 levels of double flute steel truss, and double flute steel truss girder 16 links to each other by junction plate I 19 with the long beam 17 of single channel-section steel truss, the beam-ends that junction plate I 19 is welded in double flute steel truss girder 16 and the long beam 17 of the single channel-section steel truss top of winding up; The other end of the long beam 17 of single channel-section steel truss is connected with single channel-section steel girder truss 18, the long girder 15 of double flute steel truss is relative with long beam 17 levels of single channel-section steel truss, single channel-section steel girder truss 18 is relative with double flute steel truss girder 16 levels, and single channel-section steel girder truss 18 all is weldingly connected with junction plate I 19 with the beam-ends upper chord of the long beam 17 of single channel-section steel truss; The other end of single channel-section steel girder truss 18 is connected by junction plate III 21 with the long girder 15 of double flute steel truss, the beam-ends that junction plate III 21 is welded in single channel-section steel girder truss 18 and the long girder 15 of the double flute steel truss top of winding up; The last lower chord of each girder truss end all is weldingly connected with a beam-ends shrouding; The long girder 15 of described double flute steel truss, double flute steel truss girder 16, the long beam 17 of single channel-section steel truss, single channel-section steel girder truss 18 constitute a rectangular frame; The same connecting method, the long girder 15 of double flute steel truss, double flute steel truss girder 16, the long beam 17 of single channel-section steel truss, single channel-section steel girder truss 18 constitute a rectangular frame; Each framework connects and composes the under(-)chassis of a splicing; The splicing of each framework connects by single channel-section steel girder truss 18 alignment and with bolt, and the long girder 15 of each double flute steel truss is positioned on the straight line, and the long beam 17 of each single channel-section steel truss is positioned on the straight line; Truss slab frame construction links to each other with floor 22 by girder truss upper chord top anchoring piece, thereby forms truss floor A; All prefabricated and assemblings in factory of all members of described A plate;
Described B plate comprises the long beam 17 of single channel-section steel truss, the long girder 17 ' of single channel-section steel truss, double flute steel truss girder 16, single channel-section steel girder truss 18, junction plate I 19, junction plate III 21, junction plate IV 23 and floor 22, junction plate IV 23 is seen Figure of description 21, remove the part that the four-way post accounts for by set square, the part of stretching out beam then all has bolt hole, conveniently be connected with beam bolt, the two ends of double flute steel truss girder 16 respectively with the long beam 17 of single channel-section steel truss, the long girder 17 ' of single channel-section steel truss is vertical linking to each other mutually, being connected with junction plate I 19 of double flute steel truss girder 16 and the long beam 17 of single channel-section steel truss, the beam-ends that junction plate I 19 is welded in double flute steel truss girder 16 and the long beam 17 of the single channel-section steel truss edge that winds up, being connected with junction plate III 21 of double flute steel truss girder 16 and single long girder of channel-section steel truss (17 '), the beam-ends that junction plate III 21 is welded in double flute steel truss girder 16 and the long girder 17 ' of the single channel-section steel truss top of winding up; The long beam 17 of single channel-section steel truss, the long girder 17 ' other end of single channel-section steel truss are connected respectively with the two ends of single channel-section steel girder truss 18, being connected with junction plate I 19 of single channel-section steel girder truss 18 and the long beam 17 of single channel-section steel truss, the long girder 17 ' of single channel-section steel truss is connected with junction plate IV 23 with single channel-section steel girder truss 18, the beam-ends that the beam-ends that junction plate I 19 is welded in single channel-section steel girder truss 18 and the long beam 17 of the single channel-section steel truss edge that winds up, junction plate IV 23 are welded in the long girder 17 ' of single channel-section steel truss and single channel-section steel girder truss 18 top of winding up; Thereby the long beam 17 of single channel-section steel truss is relative with the long girder 17 ' level of single channel-section steel truss, and double flute steel truss girder 16 is relative with single channel-section steel girder truss 18 levels; The last lower chord of each girder truss end all is weldingly connected with a beam-ends shrouding; The part that junction plate III 21, junction plate IV 23 are stretched out beam all has bolt hole; The long beam 17 of described single channel-section steel truss, the long girder 17 ' of single channel-section steel truss, double flute steel truss girder 16 and single channel-section steel girder truss 18 constitute a rectangular frame; The same connecting method, the long beam 17 of single channel-section steel truss, the long girder 17 ' of single channel-section steel truss, double flute steel truss girder 16 and single channel-section steel girder truss 18 constitute a rectangular frame; Each framework connects and composes the under(-)chassis of a splicing; The splicing of each framework connects by single channel-section steel girder truss 18 alignment and with bolt, and the long girder 17 ' of each single channel-section steel truss is positioned on the straight line, and the long beam 17 of each single channel-section steel truss is positioned on the straight line; Truss slab frame construction links to each other with floor 22 by girder truss upper chord top anchoring piece, thereby constitutes truss floor B; All prefabricated and assemblings in factory of all members of described B plate;
Assembling column 14 comprises three kinds of cylindricality formulas: two-way column 12, three-dimensional column 8 and four-way column 11, two-way column 12 is to be the hollow pillar of L type and junction plate 7 by the cross section, node supporting plate 7 ', floor 10, shrouding 9 is formed, three-dimensional column 8 is to be the hollow pillar of T type and junction plate 7 by the cross section, node supporting plate (7 '), floor 10, shrouding 9 is formed, four-way column 11 is to be cross hollow pillar and junction plate 7 by the cross section, node supporting plate 7 ', floor 10, shrouding 9 is formed, with junction plate 7, node supporting plate 7 ' is a side that is welded on assembling column 14 of level respectively, then between junction plate 7 and node supporting plate 7 ' with at least one floor 10 parallel being welded on the assembling column 14; Junction plate 7, node supporting plate 7 ' all weld with a node shrouding 9 mutually with the end away from post of floor 10 at least together, are two-way column 12 thereby the same way of hetermorphiscal column 14 adjacent sides forms two to the node column; It is three-dimensional column 8 that thereby the same way in assembling column 14 other both sides forms three-dimensional node column; It is four-way column 11 that thereby the same way of assembling column 14 other three sides forms four-way node column; Wherein junction plate 7, shrouding 9, node supporting plate 7 ' all have bolt hole, splice with bolt with beam-ends shrouding and beam upper cover plate; The splicing of assembling column 14 is by central post 11 inboard four sides difference welded post scabs 13, post scab 13 is consistent with the shape of hetermorphiscal column, post scab 13 the latter halfs and hetermorphiscal column welding, the first half has the threaded shank hole, relative with the bolt hole of another hetermorphiscal column downside, with bolt column is spliced.Equally can be top assembling column 14 and following strong weld such as assembling column 14, described three kinds of assembling columns are all finished at produce in factory; Be hollow or placing of concrete in the middle of the steel pipe;
In the eccentric support system of industrialization assembling type steel structure hetermorphiscal column prestressing force of the present invention, its assembling column and truss floor A and truss floor B carry out the scene splicing by bolt, the connection features of truss floor A and assembling column is, 12 two gusset plates of junction plate II 20 and corner post 7 of welding on the double flute steel truss girder 16 of node 1 A of place plate and the long girder 15 of double flute steel truss are connected by bolt, double flute steel truss girder 16 places respectively on 12 two blocks of node supporting plates 7 ' of corner post with the long girder of double flute steel truss 15 lower edge ends, and the lower edge end has bolt hole, with the node supporting plate be connected by bolt; 8 three gusset plates of junction plate III 21 and side column 7 of welding on two single channel-section steel girder trusses 18 of node 2 A of place plates and two the long girders 15 of double flute steel truss are connected by bolt, two single channel-section steel girder trusses 18 and two the long girder of double flute steel truss 15 lower edge ends place respectively on 8 three blocks of node supporting plates 7 ' of side column, and the lower edge end has bolt hole, with the node supporting plate be connected by bolt, and the beam-ends shrouding that each girder truss has a bolt hole all adopts bolts to be connected with the node shrouding 9 of corresponding bean column node; And node 3 place's double flute steel truss girders 16 link to each other by junction plate I 19 with the long girder 17 of single channel-section steel truss, the beam-ends that junction plate I 19 is welded in double flute steel truss girder 16 and the long girder 17 of the single channel-section steel truss edge that winds up, two the single channel-section steel girder trusses 18 in node 4 places link to each other by junction plate I 19 with the long beam 17 of single channel-section steel truss respectively, the beam-ends that junction plate I 19 is welded in single channel-section steel girder truss 18 and the long girder 17 of the single channel-section steel truss edge that winds up, thus finish being connected of A plate and column;
The connection features of truss floor B and assembling column is, 8 three gusset plates of junction plate III 21 and side column 7 of welding on the double flute steel truss girder 16 of node 5 B of place plates and the long beam 17 of single channel-section steel truss are connected by bolt, double flute steel truss girder 16 places respectively on 8 three blocks of node supporting plates 7 ' of side column with the long beam of single channel-section steel truss 17 lower edge ends, and the lower edge end has bolt hole, with the node supporting plate be connected by bolt; 11 3 gusset plates of junction plate IV 23 and central post 7 that two single channel-section steel girder trusses 18 of node 6 B of place plates and two long girders 17 ' of single channel-section steel truss are gone up welding are connected by bolt, on two single channel-section steel girder trusses 18 and 11 3 blocks of node supporting plates 7 ' of two the long girder of single channel-section steel truss 17 ' lower edge end difference centering posts, and the lower edge end has bolt hole, with the node supporting plate be connected by bolt; And the beam-ends shrouding that each girder truss has a bolt hole all adopts bolts to be connected with the node shrouding 9 of corresponding bean column node, thereby finishes being connected of B plate and column;
Truss floor A and truss floor B intersection connection features are, the stitching position of the long beam of single channel-section steel truss of A plate 17 and the long beam 17 of single channel-section steel truss of corresponding B plate is at least end, middle part and 1/4th places of the long beam 17 of single channel-section steel truss of the long beam 17 of single channel-section steel truss of A plate and B plate, and all splicings are all adopted bolt to carry out the scene to splice;
In the eccentric support system of industrialization assembling type steel structure hetermorphiscal column prestressing force, the eccentric supporting member of described prestressing force is made up of prestressed cable 28 and otic placode, otic placode is the lower chord place at the bottom of factory is connected in the post of frame construction by welding or bolt, on top or the girder truss 24, prestressed cable 28 is connected by bolt at the construction field (site) with the otic placode of every story frame structure top and bottom, form Kuang Jia ?eccentrically braces structure; Prestressed cable 28 applies prestressing force by adapter sleeve 25 is tightened; Described prestressed cable is the high strength rod iron, perhaps uses high strength steel strand, high strength shaped steel member, perhaps uses high strength rod iron, high strength steel strand or the high strength shaped steel member of band damper.
The girder truss that related beam is made up of last lower chord and web member splicing, web member becomes the angle of 30 degree-60 degree 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, and for twin beams, web member connects the connection of use bolt or uses welding, all finishes in factory process;
Described floor uses profiled steel sheet combination floor, perhaps reinforced concrete floor, perhaps OSB shaving board.
Beneficial effect of the present invention is that in industrialization assembling shaped pile frame-steel plate shear force wall steel structure system, the hetermorphiscal column that adopts is more effectively saved the space, the beam that adopts all is girder truss, because the belly space of beam is bigger, is convenient to pipeline and passes, and has effectively increased the clear height in room.Described industrialization assembling hetermorphiscal column steel structure frame 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.And the lateral resisting system can effectively improve the lateral rigidity of structure, improves the deformation performance of structure, makes structure have bigger safety to stock.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.
Description of drawings
Fig. 1 is assembling truss plate splicing layout plan of the present invention
Fig. 2 (a) is that assembling truss plate of the present invention is not with gusset plate truss of angle steel single-beam schematic diagram
Fig. 2 (b) is that assembling truss plate of the present invention is not with gusset plate truss of angle steel twin beams schematic diagram
Fig. 3 (a) is assembling truss strip gusset plate truss of angle steel single-beam schematic diagram of the present invention
Fig. 3 (b) is assembling truss strip gusset plate truss of angle steel single-beam schematic diagram of the present invention
Fig. 4 (a) is assembling truss strip gusset plate channel-section steel truss single-beam schematic diagram of the present invention
Fig. 4 (b) is assembling truss strip gusset plate channel-section steel truss twin beams schematic diagram of the present invention
Fig. 5 (a) is assembling truss strip gusset plate square steel pipe truss single-beam schematic diagram of the present invention
Fig. 5 (b) is assembling truss strip gusset plate square steel pipe truss twin beams schematic diagram of the present invention
Fig. 6 is assembling truss plate three-dimensional bean column node schematic diagram of the present invention
Fig. 7 is assembling truss plate four-way bean column node schematic diagram of the present invention
Fig. 8 is that assembling truss plate of the present invention two is to the bean column node schematic diagram
Fig. 9 is assembling column splicing 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 A of the present invention, B and column assembly unit exploded view
Figure 15 is that figure is finished in assembling truss plate A of the present invention, B and column assembly unit
Figure 16 is assembling truss plate node 1 exploded view in the accompanying drawing of the present invention
Figure 17 is assembling truss plate node 2 exploded views in the accompanying drawing of the present invention
Figure 18 is assembling truss plate node 3 exploded views in the accompanying drawing of the present invention
Figure 19 is assembling truss plate node 4 exploded views in the accompanying drawing of the present invention
Figure 20 is assembling truss plate assembly node 5 exploded views in the accompanying drawing of the present invention
Figure 21 is assembling truss plate assembly node 6 exploded views in the accompanying drawing of the present invention
Figure 22 is assembling truss plate assembly node 7 exploded views in the accompanying drawing of the present invention
Figure 23 is assembling type steel structure prestressing force of the present invention center splayed support frame system schematic diagram
Figure 24 is assembling type steel structure prestressing force of the present invention center herringbone support frame system schematic diagram
Figure 25 is assembling type steel structure prestressing force of the present invention center V font support frame system schematic diagram
Figure 26 is assembling type steel structure prestressing force of the present invention center monocline bar-Type supporting framework system schematic diagram
Figure 27 is the connected node detail drawing of the eccentric support frame system otic placode I of industrialization assembling hetermorphiscal column steel work prestressing force of the present invention and prestressed cable
Figure 28 is the connected node detail drawing of the eccentric support system otic placode II of assembling type steel structure prestressing force of the present invention and prestressed cable
Figure 29 is the connected node detail drawing of the eccentric support frame system otic placode of industrialization assembling hetermorphiscal column steel work prestressing force of the present invention and assembling column
Figure 30 is the eccentric support frame architectural schematic of individual layer industrialization assembling hetermorphiscal column steel work prestressing force of the present invention.
Lower chord I, 2. web member I, 3. gusset plate on 1. among the figure, 4. web member II 5. goes up lower chord II, 6. goes up lower chord III, 7. gusset plate, 7 '. node supporting plate 8. side columns, 9. node shrouding, 10. node floor, 11. central posts, 12. corner posts, 13. the post scab, 14. assembling columns, the long girder of 15. double flute steel trusss, 16. double flute steel truss girder, the long girder of 17. single channel-section steel truss, the long girder of the single channel-section steel truss of 17'., 18. single channel-section steel girder truss, 19. junction plate I (triangle), 20. junction plate II, 21. junction plate III 22. floors, 23. junction plate IV 24. girder trusses, 25. adapter sleeves, 26. otic placode I, 27. otic placode II, 28. prestressed cables.
The specific embodiment
The present invention is described in detail below in conjunction with accompanying drawing:
As shown in Figure 1, assembling truss plate of the present invention splices with mode and the assembling column of ABBBBA.
As shown in Figure 4, in the eccentric support frame system of industrialization assembling hetermorphiscal column steel work prestressing force of the present invention, the girder truss that related beam is made up of channel-section steel and angle splice joint, comprise lower chord 5, web member 4, wherein go up lower chord 5 and adopt channel-section steel, web member 4 adopts angle steel, and be divided into single steel channel beam and double flute girder steel, 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, the connection of channel-section steel is used bolt to connect or is used welding, all finishes in factory process;
As shown in Figure 2, the girder truss that related beam is made up of angle splice joint, comprise lower chord 1, web member 2, wherein go up lower chord 1 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, the connection of angle steel is used bolt to connect or is used 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 1, web member 4 and gusset plate 3, wherein go up lower chord 1 and web member 4 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 or the use welding, all finishes in factory process;
As shown in Figure 5, perhaps use the girder truss of being formed by angle steel, square steel pipe and gusset plate splicing, comprise lower chord 6, web member 4 and gusset plate 3, wherein go up lower chord 6 and adopt square steel pipe, web member 4 adopts angle 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, being connected of angle steel, 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 eccentric support frame system of industrialization assembling hetermorphiscal column steel work prestressing force of the present invention, shown in accompanying drawing 6,7,8, its assembling column 14 is made up of three kinds of hetermorphiscal column 8/11/12, junction plate 7, node supporting plate 7 ', floor 10, shrouding 9, its bean column node has three kinds of forms, is respectively two to node, three-dimensional node and four-way node; Can be divided into the column of 3 kinds of forms according to the difference of its bean column node, be respectively two-way column 12, three-dimensional column 8 and four-way column 11; With junction plate 7, the node supporting plate 7 ' side that is welded on hetermorphiscal column 14 of level respectively, then between junction plate 7 and node supporting plate 7 ' with twice floor 10 parallel being welded on the hetermorphiscal column 14; The other end of junction plate 7, node supporting plate 7 ' and two floors 10 all welds mutually with a node shrouding 9, is two-way column 12 thereby the same way of hetermorphiscal column 14 adjacent sides forms two to the node column; It is three-dimensional column 8 that thereby the same way in hetermorphiscal column 14 other both sides forms three-dimensional node column; It is four-way column 11 that thereby the same way of hetermorphiscal column 14 other three sides forms four-way node column; Wherein junction plate 7, shrouding 9, node supporting plate 7 ' all have bolt hole, splice with bolt with beam-ends shrouding and beam upper cover plate; Described three kinds of assembling columns are all finished at produce in factory;
In the eccentric support frame system of industrialization assembling hetermorphiscal column steel work prestressing force, as shown in Figure 9, the splicing of described assembling column 14 is by central post 11 inboard four sides difference welded post scabs 13, post scab 13 the latter halfs and hetermorphiscal column welding, the first half has the threaded shank hole, relative with the bolt hole of another hetermorphiscal column downside, with bolt column is spliced; Equally can be strong weld such as last lower props.
In the eccentric support frame system of industrialization assembling hetermorphiscal column steel work prestressing force, shown in accompanying drawing 10,11, described A plate comprises the long girder 15 of double flute steel truss, double flute steel truss girder 16, the long girder 17 of single channel-section steel truss, single channel-section steel girder truss 18, junction plate I 19, junction plate II 20, junction plate III 21 and floor 22, it is characterized in that: the long girder 15 of double flute steel truss girder 16 and double flute steel truss is vertical and be connected by junction plate III 21 mutually, the beam-ends that junction plate III 21 is welded in double flute steel truss girder 16 and the long girder 15 of the double flute steel truss top of winding up; The other end of double flute steel truss girder 16 is connected with the long girder 17 of single channel-section steel truss with long girder 15 levels of double flute steel truss, and double flute steel truss girder 16 links to each other by junction plate I 19 with the long girder 17 of single channel-section steel truss, the beam-ends that junction plate I 19 is welded in double flute steel truss girder 16 and the long girder 17 of the single channel-section steel truss top of winding up; The other end of the long girder 17 of single channel-section steel truss is connected with single channel-section steel girder truss 18, the long girder 15 of double flute steel truss is relative with long girder 17 levels of single channel-section steel truss, single channel-section steel girder truss 18 is relative with double flute steel truss girder 16 levels, and single channel-section steel girder truss 18 all is weldingly connected with junction plate I 19 with the beam-ends upper chord of the long girder 17 of single channel-section steel truss; The other end of single channel-section steel girder truss 18 is connected by junction plate III 21 with the long girder 15 of double flute steel truss, the beam-ends that junction plate III 21 is welded in single channel-section steel girder truss 18 and the long girder 15 of the double flute steel truss top of winding up; The last lower chord of each girder truss end all is weldingly connected with a beam-ends shrouding; The part that junction plate II 20, junction plate III 21 are stretched out beam all has bolt hole; The long girder 15 of described double flute steel truss, double flute steel truss girder 16, the long girder 17 of single channel-section steel truss, single channel-section steel girder truss 18 constitute a rectangular frame A 1The same connecting method, the long girder 15 of double flute steel truss, double flute steel truss girder 16, the long girder 17 of single channel-section steel truss, single channel-section steel girder truss 18 constitute a rectangular frame A 2Each framework is with A 1A 2Connect the under(-)chassis that constitutes a splicing; The splicing of each framework connects by single channel-section steel girder truss 18 alignment and with bolt, and the long girder 15 of each double flute steel truss is positioned on the straight line, and the long girder 17 of each single channel-section steel truss is positioned on the straight line; Truss slab frame construction links to each other with floor 22 by girder truss upper chord top anchoring piece, thereby forms truss floor A; All prefabricated and assemblings in factory of all members of described A plate;
In the eccentric support frame system of industrialization assembling hetermorphiscal column steel work prestressing force, as accompanying drawing 12, shown in 13, described B plate comprises the long girder 17 of single channel-section steel truss, the long girder 17 ' of single channel-section steel truss, double flute steel truss girder 16, single channel-section steel girder truss 18, junction plate I 19, junction plate III 21, junction plate IV 23 and floor 22, it is characterized in that: the two ends of double flute steel truss girder 16 respectively with the long girder 17 of single channel-section steel truss, the long girder 17 ' of single channel-section steel truss is vertical linking to each other mutually, being connected with junction plate I 19 of double flute steel truss girder 16 and the long girder 17 of single channel-section steel truss, the beam-ends that junction plate I 19 is welded in double flute steel truss girder 16 and the long girder 17 of the single channel-section steel truss edge that winds up, being connected with junction plate III 21 of double flute steel truss girder 16 and the long girder 17 ' of single channel-section steel truss, the beam-ends that junction plate III 21 is welded in double flute steel truss girder 16 and the long girder 17 ' of the single channel-section steel truss top of winding up; The long girder 17 of single channel-section steel truss, the long girder 17 ' other end of single channel-section steel truss are connected respectively with the two ends of single channel-section steel truss secondary beam 18, being connected with junction plate I 19 of single channel-section steel truss secondary beam 18 and the long girder 17 of single channel-section steel truss, the long girder 17 ' of single channel-section steel truss is connected with junction plate IV 23 with single channel-section steel girder truss 18, the beam-ends that the beam-ends that junction plate I 19 is welded in single channel-section steel girder truss 18 and the long girder 17 of the single channel-section steel truss edge that winds up, junction plate IV 23 are welded in the long girder 17 ' of single channel-section steel truss and single channel-section steel girder truss 18 top of winding up; Thereby the long girder 17 of single channel-section steel truss is relative with the long girder 17 ' level of single channel-section steel truss, and double flute steel truss girder 16 is relative with single channel-section steel girder truss 18 levels; The last lower chord of each girder truss end all is weldingly connected with a beam-ends shrouding; The part that junction plate III 21, junction plate IV 23 are stretched out beam all has bolt hole; The long girder 17 of described single channel-section steel truss, the long girder 17 ' of single channel-section steel truss, double flute steel truss girder 16 and single channel-section steel girder truss 18 constitute a rectangular frame B1; The same connecting method, the long girder 17 of single channel-section steel truss, the long girder 17 ' of single channel-section steel truss, double flute steel truss girder 16 and single channel-section steel girder truss 18 constitute a rectangular frame B2; Each framework connects the under(-)chassis that constitutes a splicing with B1B2; The splicing of each framework connects by single channel-section steel girder truss 18 alignment and with bolt, and the long girder 17 ' of each single channel-section steel truss is positioned on the straight line, and the long girder 17 of each single channel-section steel truss is positioned on the straight line; Truss slab frame construction links to each other with floor 22 by girder truss upper chord top anchoring piece, thereby constitutes truss floor B; All prefabricated and assemblings in factory of all members of described B plate;
In the eccentric support frame system of industrialization assembling hetermorphiscal column steel work prestressing force of the present invention, as accompanying drawing 14, shown in 15, its assembling column and truss floor A and truss floor B carry out the scene splicing by bolt, the connection features of truss floor A and assembling column is, 12 two gusset plates of junction plate II 20 and corner post 7 of welding on the double flute steel truss girder 16 of node 1 A of place plate and the long girder 15 of double flute steel truss are connected by bolt, double flute steel truss girder 16 places respectively on 12 two blocks of node supporting plates 7 ' of corner post with the long girder of double flute steel truss 15 lower edge ends, and the lower edge end has bolt hole, with the node supporting plate be connected by bolt; 8 three gusset plates of junction plate III 21 and side column 7 of welding on two single channel-section steel girder trusses 18 of node 2 A of place plates and two the long girders 15 of double flute steel truss are connected by bolt, two single channel-section steel girder trusses 18 and two the long girder of double flute steel truss 15 lower edge ends place respectively on 8 three blocks of node supporting plates 7 ' of side column, and the lower edge end has bolt hole, with the node supporting plate be connected by bolt, and the beam-ends shrouding that each girder truss has a bolt hole all adopts bolts to be connected with the node shrouding 9 of corresponding bean column node; And node 3 place's double flute steel truss girders 16 link to each other by junction plate I 19 with the long girder 17 of single channel-section steel truss, the beam-ends that junction plate I 19 is welded in double flute steel truss girder 16 and the long girder 17 of the single channel-section steel truss edge that winds up, two the single channel-section steel girder trusses 18 in node 4 places link to each other by junction plate I 19 with the long girder 17 of single channel-section steel truss respectively, the beam-ends that junction plate I 19 is welded in single channel-section steel girder truss 18 and the long girder 17 of the single channel-section steel truss edge that winds up, thus finish being connected of A plate and column;
The connection features of truss floor B and assembling column is, 8 three gusset plates of junction plate III 21 and side column 7 of welding on the double flute steel truss girder 16 of node 5 B of place plates and the long girder 17 of single channel-section steel truss are connected by bolt, double flute steel truss girder 16 places respectively on 8 three blocks of node supporting plates 7 ' of side column with the long girder of single channel-section steel truss 17 lower edge ends, and the lower edge end has bolt hole, with the node supporting plate be connected by bolt; 11 3 gusset plates of junction plate IV 23 and central post 7 that two single channel-section steel girder trusses 18 of node 6 B of place plates and two long girders 17 ' of single channel-section steel truss are gone up welding are connected by bolt, on two single channel-section steel girder trusses 18 and 11 3 blocks of node supporting plates 7 ' of two the long girder of single channel-section steel truss 17 ' lower edge end difference centering posts, and the lower edge end has bolt hole, with the node supporting plate be connected by bolt; And the beam-ends shrouding that each girder truss has a bolt hole all adopts bolts to be connected with the node shrouding 9 of corresponding bean column node, thereby finishes being connected of B plate and column;
Truss floor A and truss floor B intersection connection features are, the stitching position of the long girder of single channel-section steel truss of A plate 17 and the long girder 17 of single channel-section steel truss of corresponding B plate is at least the end of the long girder 17 of single channel-section steel truss of the long girder 17 of single channel-section steel truss of A plate and B plate, the middle part, / 4th places, all splicings all adopt bolt to carry out the scene splicing;
In sum, the whole floor of A, B splicing has node 4,7 two kinds of different joint forms of node in splicing place.
In the eccentric support frame system of above-mentioned industrialization assembling hetermorphiscal column steel work prestressing force, shown in accompanying drawing 16,17,18,19, made the exploded detail of assembling truss plate node 1,2,3,4 respectively; Shown in accompanying drawing 20,21,22, made the assembling exploded detail of assembling truss plate assembly node 5,6,7 respectively;
In the eccentric support frame system of industrialization assembling hetermorphiscal column steel work prestressing force of the present invention, shown in accompanying drawing 23,24,25,26, described lateral resisting prestressing force center support form is respectively eccentric splayed support, the support of prestressing force off-centre herringbone, the eccentric V font support of prestressing force, the support of prestressing force off-centre monocline rod-type, it is characterized in that, two ends of the eccentric supporting member 28 of described prestressing force are prestressed cable heads, mid portion adopts prestressed cable, or the prestress steel pull bar; The end of described otic placode I26 and otic placode II27 comprises junction plate, by adopting bolt otic placode I26 and otic placode II27 to be connected in the place, the edge of a wing of beam, the eccentric support 28 of prestressing force links to each other with otic placode II27 with otic placode I26 by the prestressed cable head, the whole prestressing force eccentrically braces structure system that forms; Described prestressed cable is the high strength rod iron, perhaps uses high strength steel strand, high strength shaped steel member, perhaps uses high strength rod iron, high strength steel strand or the high strength shaped steel member of band damper.
In the eccentric support frame system of industrialization assembling hetermorphiscal column steel work prestressing force of the present invention, as shown in Figure 27, provided the connected node detail drawing of otic placode I and prestressed cable; As shown in Figure 28, provide the connected node detail drawing of otic placode II and prestressed cable, as shown in Figure 29, made the exploded detail of the eccentric supporting member 28 of prestressing force with girder truss connected node place.Accompanying drawing 30 has provided the schematic diagram of the eccentric support frame system of industrialization assembling hetermorphiscal column steel work prestressing force part layer.

Claims (3)

1. the eccentric support frame system of an industrialization assembling hetermorphiscal column steel work prestressing force, it is characterized in that, the eccentric support frame system of this assembling hetermorphiscal column steel work prestressing force is sandwich construction, and every layer of structure comprises the eccentric supporting member of assembling truss plate, assembling column and prestressing force;
Assembling column (14) comprises three kinds of cylindricality formulas: two-way column (12), three-dimensional column (8) and four-way column (11), two-way column (12) is to be the hollow pillar of L type and junction plate (7) by the cross section, node supporting plate (7 '), floor (10), shrouding (9) is formed, three-dimensional column (8) is to be the hollow pillar of T type and junction plate (7) by the cross section, node supporting plate (7 '), floor (10), shrouding (9) is formed, four-way column (11) is to be cross hollow pillar and junction plate (7) by the cross section, node supporting plate (7 '), floor (10), shrouding (9) is formed, with junction plate (7), node supporting plate (7 ') is a side that is welded on assembling column (14) of level respectively, is welded on the assembling column (14) at least one floor (10) is parallel between junction plate (7) and node supporting plate (7 ') then; Junction plate (7), node supporting plate (7 ') all weld with a node shrouding (9) mutually with the end away from post of floor (10) at least together, hetermorphiscal column (14) thus it is two-way column (12) to the node column that the same way of an adjacent side forms two; Assembling column (14) thus in addition the same way in both sides to form three-dimensional node column be three-dimensional column (8); Assembling column (14) thus the same way of other three sides forms the four-way node that column is four-way column (11); Wherein junction plate (7), shrouding (9), node supporting plate (7 ') all have bolt hole, splice with bolt with beam-ends shrouding and beam upper cover plate; The splicing of assembling column (14) is by the inboard four sides of central post (11) difference welded post scab (13), post scab (13) is consistent with the shape of hetermorphiscal column, post scab (13) the latter half and hetermorphiscal column welding, the first half has the threaded shank hole, relative with the bolt hole of another hetermorphiscal column downside, with bolt column is spliced; Equally can be top assembling column (14) and following assembling column strong weld such as (14), the hollow parts of assembling column (14) is hollow or placing of concrete;
Described assembling truss plate comprises lattice truss beam and floor, described lattice truss beam is connected with the lattice girder truss or is connected with column by the beam-ends shrouding, forms truss slab frame construction, again floor is placed on the truss plate framework structure and connect, form assembling truss plate; Assembling truss plate comprises two kinds of specifications, is respectively A plate, B plate;
Described A plate comprises the long girder of double flute steel truss (15), double flute steel truss girder (16), single long beam of channel-section steel truss (17), single channel-section steel girder truss (18), junction plate I (19), junction plate II (20), junction plate III (21) and floor (22), junction plate II (20), remove the part that corner post accounts for by set square, the part of stretching out beam then all has bolt hole, conveniently be connected with beam bolt, junction plate III (21), remove the part that the three-dimensional post accounts for by set square, the part of stretching out beam then all has bolt hole, conveniently be connected with beam bolt, double flute steel truss girder (16) and the long girder of double flute steel truss (15) are vertical and be connected by junction plate II (20) mutually, the beam-ends that junction plate II (20) is welded in double flute steel truss girder (16) and the long girder of double flute steel truss (15) top of winding up; The other end of double flute steel truss girder (16) is connected with the single channel-section steel truss long beam (17) parallel with the long girder of double flute steel truss (15), and double flute steel truss girder (16) links to each other by junction plate I (19) with the long beam of single channel-section steel truss (17), the beam-ends that junction plate I (19) is welded in double flute steel truss girder (16) and the long beam of single channel-section steel truss (17) top of winding up; The other end of single long beam of channel-section steel truss (17) is connected with single channel-section steel girder truss (18), the long girder of double flute steel truss (15) is relative with the long beam of single channel-section steel truss (17) level, single channel-section steel girder truss (18) is relative with double flute steel truss girder (16) level, and single channel-section steel girder truss (18) all is weldingly connected with junction plate I (19) with the beam-ends upper chord of the long beam of single channel-section steel truss (17); The other end of single channel-section steel girder truss (18) is connected by junction plate III (21) with the long girder of double flute steel truss (15), the beam-ends that junction plate III (21) is welded in single channel-section steel girder truss (18) and the long girder of double flute steel truss (15) top of winding up; The last lower chord of each girder truss end all is weldingly connected with a beam-ends shrouding; The long girder of described double flute steel truss (15), double flute steel truss girder (16), the long beam of single channel-section steel truss (17), single channel-section steel girder truss (18) constitute a rectangular frame; The same connecting method, the long girder of double flute steel truss (15), double flute steel truss girder (16), the long beam of single channel-section steel truss (17), single channel-section steel girder truss (18) constitute a rectangular frame; Each framework connects and composes the under(-)chassis of a splicing; The splicing of each framework is alignd by single channel-section steel girder truss (18) and is connected with bolt, and the long girder of each double flute steel truss (15) is positioned on the straight line, and each long beam of single channel-section steel truss (17) is positioned on the straight line; Truss slab frame construction links to each other with floor (22) by girder truss upper chord top anchoring piece, thereby forms truss floor A;
Described B plate comprises the long beam of single channel-section steel truss (17), single channel-section steel long girder of truss (17 '), double flute steel truss girder (16), single channel-section steel girder truss (18), junction plate I (19), junction plate III (21), junction plate IV (23) and floor (22), junction plate IV (23), remove the part that the four-way post accounts for by set square, the part of stretching out beam then all has bolt hole, conveniently be connected with beam bolt, the two ends of double flute steel truss girder (16) respectively with the long beam of single channel-section steel truss (17), single channel-section steel long girder of truss (17 ') is vertical linking to each other mutually, being connected with junction plate I (19) of double flute steel truss girder (16) and the long beam of single channel-section steel truss (17), the beam-ends that junction plate I (19) is welded in double flute steel truss girder (16) and the long beam of single channel-section steel truss (17) edge that winds up, being connected with junction plate III (21) of double flute steel truss girder (16) and single long girder of channel-section steel truss (17 '), the beam-ends that junction plate III (21) is welded in double flute steel truss girder (16) and single long girder of channel-section steel truss (the 17 ') top of winding up; Single long beam of channel-section steel truss (17), the single channel-section steel long girder of truss (17 ') other end is connected respectively with the two ends of single channel-section steel girder truss (18), being connected with junction plate I (19) of single channel-section steel girder truss (18) and the long beam of single channel-section steel truss (17), single channel-section steel long girder of truss (17 ') is connected with junction plate IV (23) with single channel-section steel girder truss (18), the beam-ends that the beam-ends that junction plate I (19) is welded in single channel-section steel girder truss (18) and the long beam of single channel-section steel truss (17) edge that winds up, junction plate IV (23) are welded in single long girder of channel-section steel truss (17 ') and single channel-section steel girder truss (18) top of winding up; Thereby the long beam of single channel-section steel truss (17) is relative with single long girder of channel-section steel truss (17 ') level, and double flute steel truss girder (16) is relative with single channel-section steel girder truss (18) level; The last lower chord of each girder truss end all is weldingly connected with a beam-ends shrouding; Junction plate III (21), the part that junction plate IV (23) is stretched out beam all has bolt hole; The described long beam of single channel-section steel truss (17), single long girder of channel-section steel truss (17 '), double flute steel truss girder (16) and single channel-section steel girder truss (18) constitute a rectangular frame; The same connecting method, the long beam of single channel-section steel truss (17), single long girder of channel-section steel truss (17 '), double flute steel truss girder (16) and single channel-section steel girder truss (18) constitute a rectangular frame; Each framework connects and composes the under(-)chassis of a splicing; The splicing of each framework is alignd by single channel-section steel girder truss (18) and is connected with bolt, and each single long girder of channel-section steel truss (17 ') is positioned on the straight line, and each long beam of single channel-section steel truss (17) is positioned on the straight line; Truss slab frame construction links to each other with floor (22) by girder truss upper chord top anchoring piece, thereby constitutes truss floor B; In the eccentric support frame system of industrialization assembling hetermorphiscal column steel work prestressing force, A plate, B plate splice by arrangement mode AB...BA, and what middle ellipsis represented is a plurality of BB arrangement modes, connects by screw between the AB;
The girder truss that related beam is made up of last lower chord and web member splicing, web member becomes the angle of 30 degree-60 degree 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;
Perhaps related beam is the girder truss that is spliced by last lower chord, web member and gusset plate, wherein goes up lower chord and uses angle steel, perhaps uses U-steel, perhaps user's steel pipe, web member becomes 30 degree-60 to spend with chord member angles; 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;
The pillar place of the connection twice beam in total framework adopts the pillar place of two-way column (12), connection three road beams to adopt the pillar place of three-dimensional column (8), connection four road beams to adopt four-way column (11), at the construction field (site) the bean column node of assembling truss plate by its beam-ends shrouding and assembling column is spliced mutually;
Described assembling truss plate is connected by bolt with the assembling column at the bean column node place, forms frame construction; The eccentric supporting member of described prestressing force is made up of prestressed cable (28) and otic placode, otic placode at the bottom of being connected in the post of frame construction by welding or bolt, top or girder truss (24) go up the lower chord place, prestressed cable (28) is connected by bolt at the construction field (site) with the otic placode of every story frame structure top and bottom, forms framework-eccentrically braces structure; Prestressed cable (28) applies prestressing force by adapter sleeve (25) is tightened.
2. according to a kind of industrialization assembling shaped pile frame-steel plate shear force wall steel structure system of claim 1, it is characterized in that, the A plate, when the B plate splices, the stitching position of the long beam of single channel-section steel truss (17) of A plate and the long beam of single channel-section steel truss (17) of corresponding B plate is at least the end of the long beam of single channel-section steel truss (17) of the long beam of single channel-section steel truss (17) of A plate and B plate, the middle part, / 4th places, all splicings all adopt bolt to carry out the scene splicing.
3. according to a kind of industrialization assembling shaped pile frame-steel plate shear force wall steel structure system of claim 1, it is characterized in that described floor uses profiled steel sheet combination floor, perhaps reinforced concrete floor, perhaps OSB shaving board.
CN201310232123.3A 2013-06-10 2013-06-10 A kind of industrialization assembling hetermorphiscal column steel work prestressing force eccentrical braces Active CN103276806B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201310232123.3A CN103276806B (en) 2013-06-10 2013-06-10 A kind of industrialization assembling hetermorphiscal column steel work prestressing force eccentrical braces

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201310232123.3A CN103276806B (en) 2013-06-10 2013-06-10 A kind of industrialization assembling hetermorphiscal column steel work prestressing force eccentrical braces

Publications (2)

Publication Number Publication Date
CN103276806A true CN103276806A (en) 2013-09-04
CN103276806B CN103276806B (en) 2015-08-26

Family

ID=49059412

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201310232123.3A Active CN103276806B (en) 2013-06-10 2013-06-10 A kind of industrialization assembling hetermorphiscal column steel work prestressing force eccentrical braces

Country Status (1)

Country Link
CN (1) CN103276806B (en)

Cited By (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103882948A (en) * 2014-03-20 2014-06-25 北京工业大学 Industrialized modular multistory assembly type steel structure prestress eccentric supporting system
CN103898964A (en) * 2014-03-20 2014-07-02 北京工业大学 Prestressed and eccentric supporting system of modularized multi-high-rise assembly-type steel structure
CN103993672A (en) * 2014-04-25 2014-08-20 四川大学 Tenon type connecting joint structure of low-rise fabricated composite wall house
CN104047380A (en) * 2014-05-15 2014-09-17 中国建筑股份有限公司 Assembly steel beam joint T-shaped mixed coupled wall and construction method thereof
CN104164941A (en) * 2014-07-23 2014-11-26 华北水利水电大学 Steel frame pre-stressed waste-old tyre dwelling house system
CN105986675A (en) * 2014-11-28 2016-10-05 山核桃设计有限责任公司 Method of constructing a concrete wall in a multi-storey building
CN106592765A (en) * 2017-02-17 2017-04-26 北京工业大学 End plate assembly type angle steel truss beam-column joint connecting device with function capable of being recovered
CN109252604A (en) * 2018-09-07 2019-01-22 广西大学 A kind of shear wall with short piers of built-in prestressing combination diagonal brace

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH09256461A (en) * 1996-03-19 1997-09-30 Daiwa House Ind Co Ltd Non-welded column and beam joint structure for capital
JP2001303666A (en) * 2000-04-24 2001-10-31 Kajima Corp Joint section structure between reinforced concrete column and steel frame beam
CN1752366A (en) * 2004-09-23 2006-03-29 万平华 Method for assembling building
CN101818521A (en) * 2010-04-20 2010-09-01 东南大学 Steel joint precast and assembled reinforced concrete frame structure
CN102979175A (en) * 2012-11-26 2013-03-20 北京工业大学 Industrialized multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system
CN102979173A (en) * 2012-11-26 2013-03-20 北京工业大学 Industrialized assembled multi-story high-rise steel structure prestressed eccentrically-braced system
CN102979170A (en) * 2012-11-26 2013-03-20 北京工业大学 Multi-story high-rise assembled steel structure prestressed eccentrically-braced system

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH09256461A (en) * 1996-03-19 1997-09-30 Daiwa House Ind Co Ltd Non-welded column and beam joint structure for capital
JP2001303666A (en) * 2000-04-24 2001-10-31 Kajima Corp Joint section structure between reinforced concrete column and steel frame beam
CN1752366A (en) * 2004-09-23 2006-03-29 万平华 Method for assembling building
CN101818521A (en) * 2010-04-20 2010-09-01 东南大学 Steel joint precast and assembled reinforced concrete frame structure
CN102979175A (en) * 2012-11-26 2013-03-20 北京工业大学 Industrialized multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system
CN102979173A (en) * 2012-11-26 2013-03-20 北京工业大学 Industrialized assembled multi-story high-rise steel structure prestressed eccentrically-braced system
CN102979170A (en) * 2012-11-26 2013-03-20 北京工业大学 Multi-story high-rise assembled steel structure prestressed eccentrically-braced system

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103882948A (en) * 2014-03-20 2014-06-25 北京工业大学 Industrialized modular multistory assembly type steel structure prestress eccentric supporting system
CN103898964A (en) * 2014-03-20 2014-07-02 北京工业大学 Prestressed and eccentric supporting system of modularized multi-high-rise assembly-type steel structure
CN103993672A (en) * 2014-04-25 2014-08-20 四川大学 Tenon type connecting joint structure of low-rise fabricated composite wall house
CN104047380A (en) * 2014-05-15 2014-09-17 中国建筑股份有限公司 Assembly steel beam joint T-shaped mixed coupled wall and construction method thereof
CN104047380B (en) * 2014-05-15 2016-07-06 中国建筑股份有限公司 Assembled girder steel seam T-shaped mixing coupled wall and construction method thereof
CN104164941A (en) * 2014-07-23 2014-11-26 华北水利水电大学 Steel frame pre-stressed waste-old tyre dwelling house system
CN105986675A (en) * 2014-11-28 2016-10-05 山核桃设计有限责任公司 Method of constructing a concrete wall in a multi-storey building
CN106592765A (en) * 2017-02-17 2017-04-26 北京工业大学 End plate assembly type angle steel truss beam-column joint connecting device with function capable of being recovered
CN109252604A (en) * 2018-09-07 2019-01-22 广西大学 A kind of shear wall with short piers of built-in prestressing combination diagonal brace

Also Published As

Publication number Publication date
CN103276806B (en) 2015-08-26

Similar Documents

Publication Publication Date Title
CN102979175B (en) Industrialized multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system
CN102979178B (en) Industrialized multi-story high-rise assembled steel structure frame - eccentrically-braced system
CN103276806B (en) A kind of industrialization assembling hetermorphiscal column steel work prestressing force eccentrical braces
CN103276833B (en) A kind of industrialization assembling shaped pile frame-steel plate shear force wall steel structure system
CN103290920B (en) A kind of assembling type steel structure center support frame system
CN103276804B (en) A kind of industrialization assembling hetermorphiscal column steel work prestressing force center support system
CN102995744B (en) Industrialized multi-high-rise assembly type steel structure frame-pre-stressed center support system
CN102979168B (en) Industrialized multi-story high-rise assembled steel structure frame - centrally-braced system
CN103206010A (en) Assembled steel structure prestress eccentric bracing frame system
CN102979163A (en) Multi-story high-rise assembled steel structure frame - prestressed eccentrically-braced system
CN103276809A (en) Assembly-type multi-storey steel special-shaped column framework-steel plate shear wall structure system
CN103206015A (en) Assembled steel structure eccentric bracing frame system
CN103266660B (en) A kind of industrialization assembling post through beam steel flanged beam steel structure frame prestressing force eccentrical braces
CN103410220A (en) Industrially assembled multiple high-rise steel special-shaped column frame-eccentric supporting system
CN103410217B (en) A kind of assembling many Tall Steels shaped pile frame-prestressing force eccentrical braces
CN103276832A (en) Hollow irregular column multi-layer high-rise assembling steel frame-steel plate shear wall system
CN103290925B (en) The through steel structure frame eccentrical braces of a kind of industrialization assembling post
CN103276793A (en) Hollow irregular column multi-layer high-rise assembling steel frame-central support system
CN103290921B (en) A kind of through steel structure frame system of industrialization assembled post
CN103195164A (en) Assembly prestress center support system for steel structure
CN103276802B (en) A kind of many Tall Steels of industrialization assembled Framed Structure with Special-Shaped Columns system
CN103276799A (en) Industrialized assembly type pillar-running-through beam solid-web steel structure frame eccentric support system
CN103276801B (en) A kind of assembling many Tall Steels shaped pile frame-prestressing force center support system
CN103276839A (en) Hollow irregular column multi-layer high-rise assembling steel frame-eccentric support system
CN103276796B (en) Industrialized assembly type special-shaped column steel structure frame-eccentric support system

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
C14 Grant of patent or utility model
GR01 Patent grant
TR01 Transfer of patent right

Effective date of registration: 20191218

Address after: 313000 1-C, building 1, No. 656, Qixing Road, high tech Zone, Wuxing District, Huzhou City, Zhejiang Province

Patentee after: Huzhou xinbeilian Network Technology Co., Ltd

Address before: 100000 Beijing Haidian District Huayuan Road No. 2 peony building 4 floor 1424 room

Patentee before: Beijing Zhonglian Technology Service Co., Ltd.

Effective date of registration: 20191218

Address after: 100000 Beijing Haidian District Huayuan Road No. 2 peony building 4 floor 1424 room

Patentee after: Beijing Zhonglian Technology Service Co., Ltd.

Address before: 100124 Chaoyang District, Beijing Ping Park, No. 100

Patentee before: Beijing University of Technology

TR01 Transfer of patent right
TR01 Transfer of patent right

Effective date of registration: 20201218

Address after: 276800 Li Jia Hu Village, happy town, Arashiyama District, Rizhao City, Shandong

Patentee after: Rizhao Weiye Tools Co.,Ltd.

Address before: 313000 1-C, building 1, No. 656 Qixing Road, high tech Zone, Wuxing District, Huzhou City, Zhejiang Province

Patentee before: Huzhou xinbeilian Network Technology Co.,Ltd.

TR01 Transfer of patent right
PE01 Entry into force of the registration of the contract for pledge of patent right

Denomination of invention: An industrial assembled prestressed eccentric support system for special-shaped column steel structure

Effective date of registration: 20220218

Granted publication date: 20150826

Pledgee: Lanshan Branch of Rizhao Bank Co.,Ltd.

Pledgor: Rizhao Weiye Tools Co.,Ltd.

Registration number: Y2022980001638

PE01 Entry into force of the registration of the contract for pledge of patent right