CN103374879B - One is fallen terraced section steel truss cable-stayed bridge mid-side node syndeton - Google Patents
One is fallen terraced section steel truss cable-stayed bridge mid-side node syndeton Download PDFInfo
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- CN103374879B CN103374879B CN201210120519.4A CN201210120519A CN103374879B CN 103374879 B CN103374879 B CN 103374879B CN 201210120519 A CN201210120519 A CN 201210120519A CN 103374879 B CN103374879 B CN 103374879B
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Abstract
The present invention is that one is fallen terraced section steel truss cable-stayed bridge mid-side node syndeton, the outer coxostermum of limit chord member and the interior coxostermum that it is characterized in that Nodes extend upward top flange plate formation outside integral node plate and inner side integral node plate, it stretches out the anchor arm-tie of top flange plate part as anchor-hold, hound flange plate and limit chord member diaphragm plate and cantilever diaphragm are made as a whole, form transverse integral gusset plate. This structure can solve preferably limit chord member, hound, crossbeam and beam rope anchoring structure and concentrate the problem crossing, ensure to greatest extent the globality of crucial power transmission position plate, reduce stress concentration phenomenon, there is good stress performance, also reduced the difficulty of processing and manufacturing simultaneously.
Description
Technical field
The present invention relates to the technical field of science of bridge building, specifically one is fallen terraced section steel truss cable-stayed bridge mid-side node syndeton.
Background technology
Clad steel girder truss cable-stayed bridge adopts inverted trapezoidal cross section arrangement form, and suspension cable is anchored at limit, secondary purlin string Nodes, and the limit chord member of crossbeam and sub-truss is perpendicular, and tension hound is crossing with limit, secondary purlin chord joint point. This node has collected limit chord member, crossbeam, hound and anchor arm-tie, stressed very complicated with structure, in steel truss cable-stayed bridge in the past, there are no like configurations, need to design a kind of novel syndeton, solves power transmission and the construction problem at this position.
Summary of the invention
The object of the present invention is to provide a kind of novel steel truss girder cable-stayed bridge mid-side node syndeton, can solve the power transmission of each main stressed member, and avoid the unfavorable connected mode of plate Z-direction tension, and ensure that crucial stressed plate is continuous.
To achieve these goals, technical scheme of the present invention is as follows: described Nodes is provided with limit chord member, hound, crossbeam, the outer coxostermum of limit chord member and the interior coxostermum that it is characterized in that Nodes extend upward top flange plate formation outside integral node plate and inner side integral node plate, it stretches out the anchor arm-tie of top flange plate part as anchor-hold, be respectively outside guy anchor arm-tie and inner side guy anchor arm-tie, hound flange plate and limit chord member diaphragm plate and cantilever diaphragm are made as a whole, form transverse integral gusset plate. Inner side guy anchor arm-tie and outside guy anchor arm-tie dock by arc transition with chord member medial and lateral, limit web respectively. Limit chord member top flange plate is welded in outside integral node plate, and is offering a notch with integral node plate intersection, inner side, and inner side integral node plate passes this notch, and connects by T shape penetration angle welding. Inner side integral node plate and transverse integral gusset plate intersection arrange a side direction notch, and transverse integral gusset plate passes this side direction notch, and connect by T shape penetration angle welding.
This structure can solve preferably limit chord member, hound, crossbeam and beam rope anchoring structure and concentrate the problem crossing, ensure to greatest extent the globality of crucial power transmission position plate, reduce stress concentration phenomenon, there is good stress performance, also reduced the difficulty of processing and manufacturing simultaneously.
Brief description of the drawings
Fig. 1 is girder cross-sectional view of the present invention.
Fig. 2 is the structural representation of one embodiment of the invention.
Fig. 3 is the facade structural map of outside integral node plate.
Fig. 4 is the facade structural map of inner side integral node plate.
Fig. 5 is Nodes cross-sectional configuration figure.
Fig. 6 is the planar configuration figure of Nodes.
Fig. 7 is transverse integral gusset plate schematic diagram.
Fig. 8 is outside integral node plate schematic diagram.
Fig. 9 is inner side integral node plate schematic diagram.
Figure 10 is limit chord member upper flange schematic diagram.
Detailed description of the invention
Below in conjunction with drawings and Examples, the invention will be further described.
Certain fall terraced section steel truss cable-stayed bridge truss structure as shown in Figure 1, comprise main truss and secondary purlin, its main truss comprises top boom 1, lower boom 2, is arranged on the perpendicular web member 4 between top boom and lower boom, secondary purlin comprises the limit chord member 3 that is arranged on main truss both sides, be arranged on the hound 5 between limit chord member 3 and lower boom 2, crossbeam 6 is connected with limit chord member 3 and top boom 1, and suspension cable is anchored in Nodes A on secondary purlin. Because suspension cable is anchored at Nodes on secondary purlin, the limit chord member of crossbeam and secondary purlin intersects vertically, and owing to there being cable beam anchoring device, guy anchor arm-tie need be connected with limit chord member, and the hound of tension also comes together in this simultaneously.
Guy anchor arm-tie is connected with limit chord member: described limit chord member comprises interior coxostermum 16, outer coxostermum 17, top flange plate 7 and bottom wing listrium 8 and diaphragm plate 13, if guy anchor arm-tie is directly welded in to limit chord member top flange plate, top flange plate bears very large Z-direction tensile force, for fear of producing this unfavorable force status. therefore, the limit chord member web at this position and guy anchor arm-tie are designed to an integral node plate, the processing mode of its local structure details is: in the outer coxostermum 17 of limit chord member of Nodes and limit chord member, coxostermum 16 extends upward limit chord member top flange plate and forms outside guy anchor arm-tie 18 and inner side guy anchor arm-tie 19, be made into an entirety by the outer coxostermum 17 of limit chord member with the guy anchor arm-tie 18 in outside, form outside integral node plate 10, in the chord member of limit, coxostermum 16 is made into an entirety with the guy anchor arm-tie 19 of inner side, form inner side integral node plate 11, inner side and outside guy anchor arm-tie respectively with limit chord member in, outer coxostermum is by circular arc 24 transition docking gradually. radius > 1/5 web height of described circular arc 24 is good. limit chord member top flange plate is welded in outside integral node plate, and for inner side integral node plate is passed, limit chord member top flange plate is being offered a notch 23 with its intersection, and connects by T shape penetration angle welding. between the two ends of described outside or inner side integral node plate and adjacent outside or interior coxostermum, adopt T shape penetration angle welding to be connected 20. the width of this notch 23 is inner side integral node plate thickness, and length is inner side integral node plate length.
The design that is connected of limit chord member and crossbeam and hound: described limit chord member comprises interior coxostermum, outer coxostermum, top flange plate and bottom wing listrium and diaphragm plate 13, diagonal brace flange plate 15 is established on hound top, crossbeam is established cantilever diaphragm 14 and crossbeam base plate 9, with above-mentioned be connected similar, if diagonal brace is directly welded in to chord member lower flange, limit, bottom wing listrium bears very large Z-direction tensile force, for fear of producing this unfavorable force status, diagonal brace flange plate 15 is as a whole with limit chord member diaphragm plate and cantilever diaphragm design, claim transverse integral gusset plate 12. Specifically be configured to: the cantilever diaphragm within the scope of diagonal brace flange plate and limit chord member diaphragm plate and diagonal brace flange plate is made as a whole, form transverse integral gusset plate. For keeping the globality of transverse integral gusset plate, inner side integral node plate arranges a side direction notch 22 in intersection with it, it is passed, and connect by T shape penetration angle welding. This side direction notch 22 is located at the lower end of this inner side integral node plate, and its width is transverse integral gusset plate thickness, and the height of notch is limit chord member web height.
Cantilever diaphragm is connected with crossbeam base plate: within the scope of transverse integral gusset plate, between the width of crossbeam base plate and web, width matches, crossbeam base plate is welded on transverse integral gusset plate, and outside transverse integral gusset plate scope, crossbeam baseplate width is larger than web spacing, and the variation of this position width completes transition by semi arch 21 being set at crossbeam bottom edge.
Claims (4)
1. one kind is fallen terraced section steel truss cable-stayed bridge mid-side node syndeton, described Nodes is provided with limit chord member, hound, crossbeam, the outer coxostermum of limit chord member and the interior coxostermum that it is characterized in that Nodes extend upward top flange plate formation outside integral node plate and inner side integral node plate, it stretches out the anchor arm-tie of top flange plate part as anchor-hold, hound flange plate and limit chord member diaphragm plate and cantilever diaphragm are made as a whole, form transverse integral gusset plate, limit chord member top flange plate is welded in outside integral node plate, and offering a notch with integral node plate intersection, inner side, inner side integral node plate is through this notch, and connect by angle welding.
2. one as claimed in claim 1 is fallen terraced section steel truss cable-stayed bridge mid-side node syndeton, it is characterized in that inner side guy anchor arm-tie and outside guy anchor arm-tie dock by arc transition with chord member medial and lateral, limit web respectively.
3. one as claimed in claim 1 is fallen terraced section steel truss cable-stayed bridge mid-side node syndeton, it is characterized in that inner side integral node plate and transverse integral gusset plate intersection arrange a side direction notch, transverse integral gusset plate passes this side direction notch, and connects by angle welding.
4. one as claimed in claim 1 is fallen terraced section steel truss cable-stayed bridge mid-side node syndeton, it is characterized in that within the scope of transverse integral gusset plate, between the width of crossbeam base plate and web, width matches, crossbeam base plate is welded on transverse integral gusset plate, outside transverse integral gusset plate scope, crossbeam baseplate width is larger than the crossbeam base plate within the scope of transverse integral gusset plate, and semi arch transition is set between the two.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210120519.4A CN103374879B (en) | 2012-04-24 | 2012-04-24 | One is fallen terraced section steel truss cable-stayed bridge mid-side node syndeton |
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| CN201210120519.4A CN103374879B (en) | 2012-04-24 | 2012-04-24 | One is fallen terraced section steel truss cable-stayed bridge mid-side node syndeton |
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| CN103374879B true CN103374879B (en) | 2016-05-25 |
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| CN105113382B (en) * | 2015-05-21 | 2017-03-01 | 中铁大桥勘测设计院集团有限公司 | The double web attachment structure of steel truss diagonal brace with secondary purlin |
| CN109900563B (en) * | 2019-01-28 | 2022-04-15 | 宁波大学 | Shear test method for oversized anchoring structure surface |
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| FR2629111B1 (en) * | 1988-03-25 | 1990-11-30 | Muller Jean | APRON FOR LARGE LENGTH BRIDGE |
| JP2005207218A (en) * | 2004-07-26 | 2005-08-04 | Japan Highway Public Corp | Cable protecting and fixing method |
| CN102094389B (en) * | 2009-12-14 | 2013-04-24 | 上海市基础工程有限公司 | Separable large-section truss girder hydraulic lifting device |
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