CN103374879A - Cable-stayed bridge mid-side node connection structure of steel truss with reversed trapezoid section - Google Patents
Cable-stayed bridge mid-side node connection structure of steel truss with reversed trapezoid section Download PDFInfo
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- CN103374879A CN103374879A CN2012101205194A CN201210120519A CN103374879A CN 103374879 A CN103374879 A CN 103374879A CN 2012101205194 A CN2012101205194 A CN 2012101205194A CN 201210120519 A CN201210120519 A CN 201210120519A CN 103374879 A CN103374879 A CN 103374879A
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Abstract
The invention relates to a cable-stayed bridge mid-side node connection structure of a steel truss with a reversed trapezoid section. The connection structure is characterized in that an outer web plate and an inner web plate of a side chord at the node position extend upwards out of an upper wing edge plate to form an outer integral node plate and an inner integral node plate, the portions of the outer web plate and the inner web plate extending out of the upper wing edge plate serve as anchoring pulling plates for stay cable anchoring, and an inclined stay rod wing edge plate, a side chord transverse separation plate and a beam web plate are integrally manufactured to form a transverse integral node plate. The structure can well achieve the effect that the side chord, an inclined stay rod, a beam and a beam cable anchoring structure are concentrated and intersect, ensures integrality of key force transmission part plates to the largest extent, reduces stress concentration, has good stress performance and meanwhile reduces processing and manufacturing difficulty.
Description
Technical field
The present invention relates to the technical field of bridge engineering, specifically a kind ofly fall 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 and limit, secondary purlin chord joint point intersect.This node has compiled limit chord member, crossbeam, hound and anchor arm-tie, and is stressed very complicated with structure, there are no like configurations, needs a kind of novel syndeton of design in steel truss cable stayed bridge in the past, 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 guarantee 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 inboard integral node plate, it stretches out the top flange plate part as the anchor arm-tie of anchor-hold, namely be respectively outside guy anchor arm-tie and inboard guy anchor arm-tie, hound frange plate and limit chord member diaphragm and cantilever diaphragm are made as a whole, form the transverse integral gusset plate.Inboard 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 inboard integral node plate intersection, and inboard integral node plate passes this notch, and connects by T shape penetration fillet weld.Inboard integral node plate and transverse integral gusset plate intersection arrange a side direction notch, and the transverse integral gusset plate passes this side direction notch, and connect by T shape penetration fillet weld.
This structure can solve preferably limit chord member, hound, crossbeam and beam rope anchoring structure and concentrate the problem that crosses, guaranteed to greatest extent the globality of crucial power transmission position plate, reduce the stress concentration phenomenon, had preferably stress performance, also reduced the difficulty of processing and manufacturing simultaneously.
Description of drawings
Fig. 1 is girder cross-sectional drawing of the present invention.
Fig. 2 is the structural representation of one embodiment of the invention.
Fig. 3 is the facade constructional drawing of outside integral node plate.
Fig. 4 is the facade constructional drawing of inboard 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 inboard integral node plate schematic diagram.
Figure 10 is limit chord member upper flange schematic diagram.
The specific embodiment
The invention will be further described below in conjunction with drawings and Examples.
Certain fall terraced section steel truss cable stayed bridge trussed construction as shown in Figure 1, comprise main truss and secondary purlin, its main truss comprises upper chord 1, lower chord 2, is arranged on the perpendicular web member 4 between upper chord and the lower chord, secondary purlin comprises the limit chord member 3 that is arranged on the main truss both sides, be arranged on the hound 5 between limit chord member 3 and the lower chord 2, crossbeam 6 and limit chord member 3 are connected with upper chord and are connected, and suspension cable is anchored in Nodes A on the secondary purlin.Because suspension cable is anchored at Nodes on the secondary purlin, the limit chord member of crossbeam and secondary purlin intersects vertically, because the cable beam anchoring device is arranged, the guy anchor arm-tie needs to be connected with the limit chord member, and the hound of tension also comes together in this simultaneously.
The guy anchor arm-tie is connected with the 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 13, if the guy anchor arm-tie is directly welded in limit chord member top flange plate, then top flange plate bears very large Z-direction tensile force, for fear of producing this unfavorable force status.Therefore, limit chord member web and the guy anchor arm-tie at this position are designed to an integral node plate, the processing mode of its local structure details is: coxostermum 16 extends upward limit chord member top flange plate and forms outside guy anchor arm-tie 18 and inboard guy anchor arm-tie 19 in the outer coxostermum 17 of the limit chord member of Nodes and the limit chord member, the guy anchor arm-tie 18 that is about to the outer coxostermum 17 of limit chord member and the outside is made into an integral body, form outside integral node plate 10, coxostermum 16 is made into an integral body with the guy anchor arm-tie 19 of inboard in the chord member of limit, form inboard integral node plate 11, inboard and outside guy anchor arm-tie respectively with the limit chord member in, outer coxostermum is by gradually transition docking of circular arc 24.The radius of described circular arc 24＞1/5 web height is good.Limit chord member top flange plate is welded in outside integral node plate, passes for making inboard integral node plate, and limit chord member top flange plate is being offered a notch 23 with its intersection, and connects by T shape penetration fillet weld.Adopt T shape penetration fillet weld to be connected 20 between the two ends of the described outside or inboard integral node plate and the adjacent outside or the interior coxostermum.The width of this notch 23 is inboard integral node plate thickness, and length is inboard 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 13, diagonal brace frange 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 chord member bottom flange, limit, then the bottom wing listrium bears very large Z-direction tensile force, for fear of producing this unfavorable force status, diagonal brace frange plate 15 is as a whole with limit chord member diaphragm and cantilever diaphragm design, claim transverse integral gusset plate 12.Specifically be configured to: the cantilever diaphragm in diagonal brace frange plate and limit chord member diaphragm and the diagonal brace frange plate scope is made as a whole, forms the transverse integral gusset plate.The globality that be to keep the transverse integral gusset plate, inboard integral node plate arranges a side direction notch 22 in intersection with it, it is passed, and connect by T shape penetration fillet weld.This side direction notch 22 is located at the lower end of this inboard 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 the crossbeam base plate: in transverse integral gusset plate scope, width matches between the width of crossbeam base plate and web, the crossbeam base plate is welded on the transverse integral gusset plate, and outside transverse integral gusset plate scope, then the crossbeam baseplate width is larger than web spacing, and this position width change is finished transition by at the crossbeam bottom edge semi arch 21 being set.
Claims (5)
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 inboard integral node plate, it stretches out the top flange plate part as the anchor arm-tie of anchor-hold, hound frange plate and limit chord member diaphragm and cantilever diaphragm are made as a whole, form the transverse integral gusset plate.
2. a kind of terraced section steel truss cable stayed bridge mid-side node syndeton of falling as claimed in claim 1 is characterized in that inboard guy anchor arm-tie and outside guy anchor arm-tie dock by arc transition with chord member medial and lateral, limit web respectively.
3. a kind of terraced section steel truss cable stayed bridge mid-side node syndeton of falling as claimed in claim 1, it is characterized in that limit chord member top flange plate is welded in outside integral node plate, and offering a notch with inboard integral node plate intersection, inboard integral node plate passes this notch, and connects by fillet weld.
4. a kind of terraced section steel truss cable stayed bridge mid-side node syndeton of falling as claimed in claim 1, it is characterized in that inboard integral node plate and transverse integral gusset plate intersection arrange a side direction notch, the transverse integral gusset plate passes this side direction notch, and connects by fillet weld.
5. a kind of terraced section steel truss cable stayed bridge mid-side node syndeton of falling as claimed in claim 1, it is characterized in that in transverse integral gusset plate scope, width matches between the width of crossbeam base plate and web, the crossbeam base plate is welded on the transverse integral gusset plate, outside transverse integral gusset plate scope, then the crossbeam baseplate width is larger than the crossbeam base plate in the transverse integral gusset plate scope, and the semi arch transition is set between the two.
Priority Applications (1)
| 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 |
Applications Claiming Priority (1)
| 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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| Publication Number | Publication Date |
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| CN103374879A true CN103374879A (en) | 2013-10-30 |
| CN103374879B CN103374879B (en) | 2016-05-25 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201210120519.4A Active 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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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105113382A (en) * | 2015-05-21 | 2015-12-02 | 中铁大桥勘测设计院集团有限公司 | Inclined-strut and double-web connection structure for steel truss with auxiliary purlins |
| CN109900563A (en) * | 2019-01-28 | 2019-06-18 | 绍兴文理学院 | Oversize anchor structure face shearing test method |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0340051B1 (en) * | 1988-03-25 | 1992-03-04 | Societe Centrale D'etudes Et De Realisations Routieres- Scetauroute | Bridge floor for long span bridge |
| JP2005207218A (en) * | 2004-07-26 | 2005-08-04 | Japan Highway Public Corp | Cable protecting and fixing method |
| CN102094389A (en) * | 2009-12-14 | 2011-06-15 | 上海市基础工程有限公司 | Separable large-section truss girder hydraulic lifting device |
-
2012
- 2012-04-24 CN CN201210120519.4A patent/CN103374879B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0340051B1 (en) * | 1988-03-25 | 1992-03-04 | Societe Centrale D'etudes Et De Realisations Routieres- Scetauroute | Bridge floor for long span bridge |
| JP2005207218A (en) * | 2004-07-26 | 2005-08-04 | Japan Highway Public Corp | Cable protecting and fixing method |
| CN102094389A (en) * | 2009-12-14 | 2011-06-15 | 上海市基础工程有限公司 | Separable large-section truss girder hydraulic lifting device |
Non-Patent Citations (2)
| Title |
|---|
| 曾志斌: "焊接对钢板Z向性能的影响", 《铁道建筑》 * |
| 王莉锋: "闵浦大桥钢结构施工工艺研究", 《工程科技Ⅱ辑》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105113382A (en) * | 2015-05-21 | 2015-12-02 | 中铁大桥勘测设计院集团有限公司 | Inclined-strut and double-web connection structure for steel truss with auxiliary purlins |
| CN109900563A (en) * | 2019-01-28 | 2019-06-18 | 绍兴文理学院 | Oversize anchor structure face shearing test method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103374879B (en) | 2016-05-25 |
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