CN102828560B - Flange joint structure of hinge pin for assembled cold forming sectional steel structural connection - Google Patents
Flange joint structure of hinge pin for assembled cold forming sectional steel structural connection Download PDFInfo
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Abstract
本发明公开了属于结构工程钢结构技术领域的一种用于装配式冷弯型钢结构连接的销轴法兰节点结构。柱套管上下两端焊上套管法兰，桁架梁的上下两根弦杆焊于柱套管上，在两根弦杆之间焊接腹杆；上下两根柱管通过柱衬管在柱套管内插接，柱管与套管间的连接由螺栓将柱法兰和套管法兰紧固，由此构成销轴法兰节点结构。本发明梁柱连接的销轴法兰节点构造合理，刚度较大，具有较大的承载力富余，节点连接可靠，可以满足“强节点弱杆件”的设计要求。应用此种节点的装配式斜支撑冷弯型钢结构楼盖具有足够的承载力并能满足正常使用的要求。
The invention discloses a pin shaft flange node structure used for the connection of assembled cold-formed steel structures, which belongs to the technical field of structural engineering steel structures. The upper and lower ends of the column casing are welded with casing flanges, the upper and lower chords of the truss beam are welded on the column casing, and the web is welded between the two chords; The casing is plugged in, and the connection between the column tube and the casing is fastened by bolts to the column flange and the casing flange, thus forming a pin flange joint structure. The pin shaft flange joints of the beam-column connection of the present invention have reasonable structure, high rigidity, large bearing capacity surplus, reliable joint connection, and can meet the design requirements of "strong joints and weak rods". The prefabricated diagonally braced cold-formed steel structure floor with such joints has sufficient bearing capacity and can meet the requirements of normal use.
Description
Technical field
The present invention relates to Structural Engineering steel work technical field, particularly a kind of bearing pin flange joint structure connecting for assembling cold-rolled forming section structure.
Technical background
Assembling cold-rolled forming section structural construction has the advantages such as easy construction, mounting or dismounting convenience, environmental protection, meets housing industrialization developing direction, is conducive to the development of China's low-carbon economy and the enforcement of the strategy of sustainable development, has good comprehensive benefit.Wherein, bean column node mechanical characteristic has considerable influence to the load-carrying properties of steel frame.The bean column node form adopting in assembling cold-rolled forming section structure at present mainly contains: welding and bolt is soldered connects.Wherein weld rigidity larger, brittle fracture easily occurs, poor seismic behavior; And bolt weldering connection construction can not better meet the requirement of assembling cold-rolled forming section structure production industrialization, construction assemblingization.
For giving full play to the advantages such as short, low-carbon environment-friendly of assembling cold-rolled forming section structure construction cycle, and guarantee that structure stress is reliable, anti-seismic performance is good, is necessary to invent a kind of novel joint and is applied to assembling cold-rolled forming section structure.To the research of beam column novel joint form with and in the application study of assembling cold-rolled forming section structure to the applying so that the development tool of whole steel work industry is of great significance of assembling cold-rolled forming section structure, be problem demanding prompt solution in scientific research and engineering practice.
Summary of the invention
The object of the invention is should meet standardization, production industrialization, build assemblingization and the good requirement of load-carrying properties for assembling bearing diagonal cold-rolled forming section structural construction, and propose a kind of bearing pin flange joint structure connecting for assembling cold-rolled forming section structure.It is characterized in that, column sleeve pipe is the two ends casing flange 2 of burn-oning Shang Xia 4, and two chord members 8 up and down of girder truss are welded on column sleeve pipe 4, chord member 8 and the column sleeve pipe 4 junctions stiffening rib 7 of burn-oning, and weld web member 9 between upper and lower two chord members 8; Upper and lower two column jeckets 10 are by post bushing pipe 11 in the interior grafting of column sleeve pipe 4, and column jecket 10 is fastening by post flange 1 and casing flange 2 with being connected by bolt 12 of 4 of sleeve pipes, forms thus bearing pin flange joint structure.
Described post flange is enclosed within on column jecket and is welded and fixed, and the flange stiffener 6 of burn-oning in post flange 1 and column jecket 10 junctions
Described post flange is square square frame, has the overall structure of equidistant screw hole on four limits.
Described casing flange and post flange have same size and shape and structure, but are divided into 2 half or 4 half.
Described in two column jeckets 10 up and down of column sleeve pipe 4 interior grafting each welded post shrouding 3, post bushing pipe 11 two ends fixed leg bushing pipe shroudings 5, post bushing pipe 11 is placed between the post shrouding 3 of upper and lower two column jeckets 10; The weight bearing power that holds for increasing column sleeve pipe 4.
The invention has the beneficial effects as follows and there is feature below because of bearing pin flange joint structure of the present invention:
1. the advantages such as easy construction, mounting or dismounting be convenient, and because girder truss distortion in the node of this kind of type of attachment drives column jecket to be out of shape by sleeve pipe, flange, column jecket is pegged graft in sleeve pipe, therefore under geological process, when casing flange and post flange bolt Joint failure, still can bear certain load, still have certain deformability and energy dissipation capacity, anti-earthquake ductility is better.
2. by finite element method (fem) analysis result, represent, rationally, rigidity is larger, has larger bearing capacity more than needed for the bearing pin flange joint structure that beam column connects, and node connects reliable, can meet the designing requirement of " the weak rod member of strong node ".The assembling bearing diagonal cold-rolled forming section structure superstructure of applying this kind of node has enough bearing capacities and can meet the normal requirement of using.
Accompanying drawing explanation
Fig. 1 is the floor map that bearing pin flange joint of the present invention is applied in assembly unit.
Fig. 2 is the Flange Plane figure of bearing pin flange joint of the present invention, and wherein A figure is post flange, and B figure is casing flange.
Fig. 3 is the concrete constructional drawing of bearing pin flange joint of the present invention.
Fig. 4 is the computation model figure that the present invention studies bearing pin flange joint performance.
The specific embodiment
The present invention proposes a kind of bearing pin flange joint structure connecting for assembling cold-rolled forming section structure.Below in conjunction with accompanying drawing, be explained.
At Fig. 3 center pillar sleeve pipe two ends casing flange 2 of burn-oning Shang Xia 4, the top-bottom chord 8 of girder truss is welded on column sleeve pipe 4, upper and lower two chord members 8 and the column sleeve pipe 4 junctions stiffening rib 7 of burn-oning, and weld web member 9 between upper and lower two chord members 8; Post flange is enclosed within on column jecket and is welded and fixed, and the flange stiffener 6 of burn-oning in post flange 1 and column jecket 10 junctions; Each welded post shrouding 3 in upper and lower two column jeckets 10, post bushing pipe 11 two ends fixed leg bushing pipe shroudings 5, described cut shaft flange and upper and lower two column jeckets 10 by post flange 1 in the interior grafting of column sleeve pipe 4, post bushing pipe 11 is placed between the post shrouding 3 of upper and lower two column jeckets 10, for increasing the weight bearing power that holds of column sleeve pipe 4; Between column jecket and column sleeve pipe, be connected by bolt 12 post flange 1 and casing flange 2 is fastening, form thus bearing pin flange joint structure.
Between floor mainboard structure and mainboard, splicing as shown in Figure 1.
Described post flange is square square frame, has the overall structure of equidistant screw hole on four limits.Described casing flange and post flange are of similar shape structure, but are divided into 2 half or 4 half, are convenient to the splicing between assembly unit, and as shown in Figure 2, wherein A figure is post flange, and B figure is casing flange.
Concrete making and the installation process of bearing pin flange joint are as follows:
Its main design thought is that two chord members up and down of girder truss are welded on column sleeve pipe, girder truss, column sleeve pipe and the welding of other supporting rods form individual layer floor mainboard structure, every individual layer superstructure mainboard structure is prefabricated in the factory, and floor assembly unit floor map as shown in Figure 1; During construction, square tube post is connected by flange with column sleeve pipe, upper and lower two column jeckets are pegged graft in sleeve pipe, and joint structure as shown in Figure 3.Simultaneously, stress performance for clear and definite this kind of novel joint, pass through Finite Element Method, bearing pin flange joint and assembling cold-rolled forming section structure superstructure load-carrying properties and the self-vibration vibration shape frequency of applying this kind of special joint are analyzed, thus the load-carrying properties and the impact of bearing pin flange joint on superstructure load-carrying properties that draw the assembling cold-rolled forming section structure superstructure of this kind of novel joint of application.
Mainboard structure and post assembling process are as follows: apart from the column jecket end half-covering tube At The Height post flange of burn-oning, column jecket is connected by flange with sleeve pipe.The be connected to bolt-type of upper and lower two column jeckets in sleeve pipe connects, the post shrouding of burn-oning in the column jecket of styletable vicinity (about 10cm), post bushing pipe is welded on the shrouding of lower prop, reserved certain interval between bushing pipe external diameter and column jecket internal diameter, and upper column jecket and lower column jecket are pegged graft by bushing pipe in sleeve pipe.Reserved certain interval between column jecket external diameter and column sleeve bore.The concrete structure of node is shown in accompanying drawing 3.
Column sleeve pipe according to GB GB5783-2000 standard, adopts 45#, 8.8 grades of frictional high-strength bolts with bolt during flange between column is connected, M20, and aperture is Φ 24, pretension is 12.5T.Pitch of bolts and bolt hole back gauge require to determine according to the supporting capacity of < < Code for design of steel structures > > (GB50017-2003) and node, post flange (seeing A figure in Fig. 2), and the plan view of casing flange (seeing B figure in Fig. 2).
The bearing pin flange joint of the present invention design is connected the concrete size of member and model as following table:
For verifying the load-carrying properties of the assembling cold-rolled forming section structure superstructure of this kind of novel joint of application, adopt finite element software ANSYS to carry out computational analysis.
In ANSYS, to the calculating of integral cover structure, can adopt multiple dimensioned model or adopt the simplification leverage model with node refined model result of calculation.But due to the research for large and complex structure load-carrying properties, if adopt multiple dimensioned model, unit and equation quantity are too much, solve cost large, therefore, adopt the indirect method of prior art to set up, because be prior art, just simply introduce computational process main points, first set up the bearing pin flange connected node model of design, obtain the constitutive relation of egress, again constitutive relation is applied to spring unit, in superstructure block mold, use spring unit analog node, use the simplification leverage model with node constitutive relation to calculate, the node constitutive relation that FEM (finite element) calculation is obtained is applied to integral cover structure, concrete grammar is as follows: in FEM (finite element) model, on beam, lower chord sets up with post junction the node that overlaps, the degree of freedom of coupling except two horizontal directions, with spring unit, simulate the degree of freedom of two horizontal directions, spring rate is got node FEM (finite element) model and is calculated acquired results.
Building cover structure is under flooring vertical uniform load q, girder truss is mainly subject to curved, the top-bottom chord of girder truss is mainly subject to tension and compression effect, girder truss distortion drives column jecket to be out of shape by sleeve pipe, flange, and beam column produces relative displacement at Nodes, but due in superstructure block mold, girder truss is line unit equivalent simulation for inconvenience, therefore, in superstructure block mold, with being connected of drawing-pressing spring simulation girder truss chord member and post.
The exploitation method of drawing-pressing spring rigidity is as follows: because steel frame beam column joint distortion is Nodes beam and the mast axis change value when without load under certain load action, therefore girder truss chord member is applied to axle power, by following formula, calculate node constitutive relation, be applied to spring unit, draw spring rate.
K
t=F/（Δ
1-Δ
3） (1) K
c=F/（Δ
2-Δ
4） (2)
In formula: F is the axle power that chord member place applies; K
t, K
cbe respectively the drawing-pressing spring rigidity value in limited element calculation model; Δ
1, Δ
2(as shown in Fig. 4 mid point a, some b) is respectively the horizontal movement of the upper and lower chord member of beam and column sleeve pipe connecting place, Δ
3, Δ
4be respectively the horizontal movement of column jecket with an a, some b same level position, Δ
1-Δ
3, Δ
2-Δ
4be beam chord member and post relative displacement that beam-column connection (as shown in Fig. 4 mid point c, some d) is located.
Claims (5)
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| CN201210336603.XA CN102828560B (en) | 2012-09-12 | 2012-09-12 | Flange joint structure of hinge pin for assembled cold forming sectional steel structural connection |
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|---|---|---|---|
| CN201210336603.XA CN102828560B (en) | 2012-09-12 | 2012-09-12 | Flange joint structure of hinge pin for assembled cold forming sectional steel structural connection |
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| CN102828560A CN102828560A (en) | 2012-12-19 |
| CN102828560B true CN102828560B (en) | 2014-11-26 |
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Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103015537B (en) * | 2012-12-26 | 2015-01-07 | 北京工业大学 | Beam-column joint connecting device of assembled steel structure system |
| CN104264792B (en) * | 2014-09-03 | 2017-03-29 | 西安建筑科技大学 | A kind of bean column node of layered assembling type steel structure |
| CN104264794B (en) * | 2014-10-08 | 2016-05-04 | 东南大学 | The connected node of cold formed steel house beam and concrete-filled steel square tubular column and method of attachment |
| CN104847019A (en) * | 2015-01-26 | 2015-08-19 | 祝磊 | Steel frame structure adopting flange connection |
| CN104912205B (en) * | 2015-05-13 | 2017-11-24 | 华南理工大学 | A kind of adjustable anti-buckling supporting pin axis connection node in position |
| CN109853744B (en) * | 2018-12-27 | 2021-04-27 | 安徽企服工程技术有限公司 | Assembled steel structure frame supporting system and mounting method |
| CN109972732B (en) * | 2019-03-08 | 2020-08-04 | 邢台职业技术学院 | Building load-bearing structure |
| CN113565336B (en) * | 2021-07-31 | 2022-12-09 | 中冶(上海)钢结构科技有限公司 | Movable supporting tire frame column and using method thereof |
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| JP3849554B2 (en) * | 2002-03-18 | 2006-11-22 | 鹿島建設株式会社 | Beam-column joint structure |
| JP3891085B2 (en) * | 2002-09-25 | 2007-03-07 | 新日本製鐵株式会社 | Steel pipe column or steel pipe pile and beam joint structure and joining method |
| CN101982623A (en) * | 2010-10-22 | 2011-03-02 | 南京工业大学 | Reinforced Bolt Connection Joint between Rectangular Steel Tube Column and I-beam Inner Casing |
| CN201901946U (en) * | 2010-12-28 | 2011-07-20 | 上海市机械施工有限公司 | Temporary temperature expansion joint node for large-scale steel structure |
| CN202831237U (en) * | 2012-09-12 | 2013-03-27 | 清华大学 | Shaft flange joint structure for assembly-type cold rolled section steel structure connection |
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2012
- 2012-09-12 CN CN201210336603.XA patent/CN102828560B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3849554B2 (en) * | 2002-03-18 | 2006-11-22 | 鹿島建設株式会社 | Beam-column joint structure |
| JP3891085B2 (en) * | 2002-09-25 | 2007-03-07 | 新日本製鐵株式会社 | Steel pipe column or steel pipe pile and beam joint structure and joining method |
| CN101982623A (en) * | 2010-10-22 | 2011-03-02 | 南京工业大学 | Reinforced Bolt Connection Joint between Rectangular Steel Tube Column and I-beam Inner Casing |
| CN201901946U (en) * | 2010-12-28 | 2011-07-20 | 上海市机械施工有限公司 | Temporary temperature expansion joint node for large-scale steel structure |
| CN202831237U (en) * | 2012-09-12 | 2013-03-27 | 清华大学 | Shaft flange joint structure for assembly-type cold rolled section steel structure connection |
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