CN109487685A - A kind of bridge wind resisting structure - Google Patents
A kind of bridge wind resisting structure Download PDFInfo
- Publication number
- CN109487685A CN109487685A CN201811521011.9A CN201811521011A CN109487685A CN 109487685 A CN109487685 A CN 109487685A CN 201811521011 A CN201811521011 A CN 201811521011A CN 109487685 A CN109487685 A CN 109487685A
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- bridge
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- wind resisting
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Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a kind of bridge wind resisting structures comprising reinforces truss, the reinforcement truss setting is reinforced on bridge floor, and to maximum cantilever end.Bridge wind resisting structure provided by the invention can effectively resist beam wind and the influence with perpendicular wind to bridge structure, and can effectively inhibit to buffet；This structural reliability is high simultaneously and facilitates installation and subsequent disassembly.
Description
Technical field
The present invention relates to bridge technologies, and in particular to the wind resisting structure of bridge.
Background technique
Disaster caused by a windstorm is that most frequent one kind occurs in natural calamity, and the windburn accident of bridge is commonplace.The phase of wind and structure
Interaction is a sufficiently complex phenomenon, the natural characteristic of its wind-engaging, the shape of structure, the dynamic characteristics and wind of structure with
The restriction of all many factors such as the interaction of structure.When wind is around the bridge structure of generally blunt form action section
When, the separation of vortex and flowing can be generated, complicated air effect power is formed.When the rigidity of bridge structure is larger, structure is protected
Hold stationary, the effect of this Air Force is only equivalent to Static behavior.When the rigidity of bridge structure is smaller, structural vibration by
To excitation, the at this moment effect of Air Force not only has Static behavior, but also has power effect.
Typhoon carries out structure of main bridge for the wind resistance safety for guaranteeing bridge construction state as most important meteorological disaster
Study of Wind-Resistant Behavior is completely necessary.But existing Wind-resistance of Bridges structure is generally existing that structure is complicated, difficulty of construction is big with
And the problems such as at high cost.
Summary of the invention
For the problems of existing highway bridge wind resistance scheme, a kind of new Wind-resistance of Bridges scheme is needed.
For this purpose, the purpose of the present invention is to provide a kind of bridge wind resisting structures, to overcome the problems of prior art.
In order to achieve the above object, bridge wind resisting structure provided by the invention, including reinforce truss, the reinforcement truss is set
It sets on bridge floor, and maximum cantilever end is reinforced.
Further, the truss of reinforcing is the Hanging Basket hole on bridge as anchor point.
Further, if the reinforcement truss include two groups of top booms, two groups of lower booms, several web members, several upper stulls,
Dry lower brace and it is several support crosswise, two groups of lower boom horizontal distributions, two groups of top boom vertical distributions are in two groups of lower booms
Several web members, second group of top boom and second group of lower edge is distributed in top between first group of top boom and first group of lower boom
Several web members is distributed between bar, several upper stulls is set between first group of top boom and second group of top boom, first group
Several lower braces is arranged in corresponding upper stull between lower boom and second group of lower boom, is each arranged between upper stull and lower brace
Have and supports crosswise.
Further, several web member is distributed in continuous inverted " v ".
Further, every web member is in 45 ° of distributions.
Further, the support crosswise is in 40-60 ° of distribution.
Further, the lower boom and top boom are made of I-shaped channel steel.
Further, it also sets up on the reinforcement truss by several anchor structures, several anchor structures is fixedly connected
Reinforce truss and bridge floor.
Further, the anchor structure includes sleeper beam, pressing plate and fixing bolt, and the sleeper beam is arranged under lower boom
Side, the pressing plate are vertically set on above lower boom relative to sleeper beam, and the both ends of pressing plate pass through fixing bolt respectively and bridge floor connects
It connects.
Bridge wind resisting structure provided by the invention can effectively resist beam wind and the influence with perpendicular wind to bridge structure, and
It can effectively inhibit to buffet；This structural reliability is high simultaneously and facilitates installation and subsequent disassembly.
Detailed description of the invention
The present invention is further illustrated below in conjunction with the drawings and specific embodiments.
Fig. 1 is the structural schematic diagram for reinforcing truss in present example；
Fig. 2 is the elevational schematic view for reinforcing truss in present example；
Fig. 3 is the structural schematic diagram of web member in present example；
Fig. 4 is that support and the connection between upper stull and lower brace cooperate schematic diagram crosswise in present example；
Fig. 5 is to reinforce truss bridge floor plane of arrangement schematic diagram in present example；
Fig. 6 is to reinforce truss bridge floor in present example to arrange elevational schematic view.
Specific embodiment
In order to be easy to understand the technical means, the creative features, the aims and the efficiencies achieved by the present invention, tie below
Conjunction is specifically illustrating, and the present invention is further explained.
For this example by taking certain bridge as an example, which uses the prestressed reinforced concrete continuous rigid frame of 85+160+85m, side
In across than 0.53, plane is located on A=729.383m left avertence easement curve R=1900m left avertence circular curve, and vertical section is located at R=
On the vertical curve of 11000m, pier is all made of radial arrangement.Box beam is variable cross-section continuous beam, box beam root deck-molding 9.5m, across
End deck-molding 3.5m is neutralized, deck-molding is by 1.8 parabola variations；Cross section is the straight web box girder of single chamber, and box beam top plate is wide
16.05m, the wide 8.75m of bottom plate, chooses arm lengths 3.65m；No. 0 block top, base plate thickness are respectively 50cm and 130cm, and web is thick
100cm；Other beam section top plate thickness 30cm, base plate thickness are changed to span centre 32cm, No. 1 block by 1.8 parabolas from root 110cm
To No. 11 block web thickness 80cm, for No. 14 blocks to No. 24 block web thickness 60cm, 12~No. 13 blocks are changeover portion.Full-bridge is removed in pier top 0
Number block sets the diaphragm plate of twice thickness 180cm, end bay Cast-in-Situ Segment beam-ends set thick 150cm end floor beam set with midspan closing section together with it is thick
Outside the diaphragm plate of 50cm, remaining position is not set.Girder horizontal slope is adjusted by abdomen height, and bottom plate keeps horizontal, and girder is in R=
On 4200 left avertence circular curves, to the left, 3% horizontal slope is arranged in left and right width deck transverse slope.
When the structure of main bridge maximum cantilever state, suffered beam wind and biggish shadow will be caused to structure of main bridge with perpendicular wind
It rings.It is as a result, the wind resistance safety for guaranteeing Construction State, needs that wind resisting structure is arranged in structure of main bridge.
Accordingly, this example is directed to the bridge of above structure, is reinforced using truss structure form to maximum cantilever end, leads to
Increase structure overall stiffness is crossed, to resist beam wind and the influence with perpendicular wind to structure, and can effectively inhibit to buffet, and ingenious utilization
Original Hanging Basket hole facilitates installation and subsequent disassembly as anchor point on bridge.
Referring to Fig. 1 and Fig. 2, the reinforcement truss 100 in this example mainly by the first top boom 110, the second top boom 120,
First lower boom 130, the second lower boom 140, several web members 150, several upper stulls 160, several lower braces 170 and several cross
Diagonal brace 180, which cooperates, to be constituted.
Wherein, the first top boom 110 is identical as 120 structure of the second top boom, the first lower boom 130 and the second lower boom
The length of 140 structures, the first top boom 110 and the second top boom 120 is less than the first lower boom 130 and the second lower boom 140
Length.
First top boom, 110 coaxial vertical is arranged above the first lower boom 130, while being arranged therebetween several
Web member 150 is supported the first top boom 110 of connection and the first lower boom 130 by several web members 150, constitutes isosceles trapezoid
Frame structure.
Referring to Fig. 3 which shows the structural schematic diagram of web member 150 in this example.As seen from the figure, this web member 150 mainly by
Oblique connecting rod 151 and the connecting plate 152,153 that oblique 151 both ends of connecting rod are arranged in, two connecting plates 152,153 are in respectively
The both ends of oblique connecting rod 151 are arranged in horizontality, while several connecting holes is offered on each connecting plate, are used for and string
Bar is fixedly connected.While connection and support strength in order to guarantee oblique connecting rod 151, preferably 40 ° -60 ° of oblique connecting rod 151
Oblique angle.
Further, in order to guarantee the stability and reliability between the first top boom 110 and the first lower boom 130, two
Several web members 150 between person are distributed using continuous inverted " v ".As an example, in illustrated example, in 110 He of the first top boom
Between first lower boom 130 be arranged 10 web members 150, this 10 web members 150 along the first lower boom 130 length direction (or
Along the length direction of the first top boom 110) on, it is arranged between first web member and the first lower boom 130 in 45 °, and upper end
It is fixedly connected with the top of the first top boom 110, lower end is fixedly connected with the top of the first lower boom 130；Under second web member and first
In 135 ° of settings between chord member 130, upper end is fixedly connected with the first top boom 110, and, lower end adjacent with the upper end of first web member
It is fixedly connected with the first lower boom 130, thus forms inverted " v " with first web member；Between third web member and the first lower boom 130
Be arranged in 45 °, upper end is fixedly connected with the first top boom 110, and lower end is fixedly connected with the first lower boom 130, and with the second web member
Lower end is adjacent；In 135 ° of settings between 4th web member and the first lower boom 130, upper end is fixedly connected with the first top boom 110, and with
The upper end of third root web member is adjacent, and lower end is fixedly connected with the first lower boom 130, thus forms inverted " v " with third root web member；According to
This sets gradually other web members, until the upper end of last root web member is fixedly connected with the end of the first top boom 110, upper end and
The lower end of first lower boom 130 is fixedly connected.
Web member thus set connects the first top boom 110 and the first lower boom 130, constitutes the frame knot of isosceles trapezoid
Structure；Several web members pass through the continuous inverted " v " the to be formed distribution knot of being successively arranged alternately between 45 ° of angles and 135 ° of angles simultaneously
Structure enables to the frame structure intensity of entire isosceles trapezoid to reach maximum.
According to the above-mentioned identical plan of establishment, 120 coaxial vertical of the second top boom is arranged above the second lower boom 140, together
When several web members 150 is set therebetween, supported by several web members 150 connection the second top boom 120 and second under
Chord member 140 constitutes the frame structure of high-intensitive isosceles trapezoid.
Relative level is arranged between the frame structure of the two groups of isosceles trapezoids constituted according to above scheme, while on first
It is attached between chord member 110 and the second top boom 120 by several upper stulls 160, correspondingly, the first lower boom
130 and second are fixedly connected between lower boom 140 by several lower braces 170, each lower brace 170 and upper stull
It is corresponded up and down between 160, thus constitutes the frame body structure of isosceles trapezoid.
In order to further improve the intensity and reliability of the isosceles trapezoid frame body structure, each pair of upper stull of this example
Setting one supports 180 crosswise between 160 and lower brace 170, which is fixedly connected with one end of upper stull 160,
Crosswise the other end and the lower brace 170 of support 180 the other end (with support crosswise 180 one end tiltedly to) be fixedly connected；And it is adjacent
Setting direction can be identical between support 180 crosswise, can also be opposite, depending on actual needs.
Referring to fig. 4, this example in the specific implementation, the first top boom 110, the second top boom 120, the first lower boom 130
And second lower boom 140 using I-shaped channel steel constitute, lower brace 170, upper stull 160 and crosswise support 180 using connect
It connects and constitutes profile composition；The both ends of upper stull 160 are assigned into respectively in the notch of the first top boom 110 and the second top boom 120,
And be removably fixedly connected, the both ends of corresponding lower brace 170 assign into the first lower boom 130 and second respectively
It in the notch of lower boom 140, and is removably fixedly connected, by the limitation of notch on chord member, guarantees the reliable of connection
The convenience of property and installing and dismounting；Support 180 is angularly disposed between lower brace 170 and upper stull 160 crosswise simultaneously, both ends point
Both ends not with lower brace 170 and upper stull 160 are detachably connected (as shown in Figure 4), while lower brace 170, upper stull 160 with
And 180 stent lengths are supportted crosswise, so that support 180 is distributed relative to upper stull 160 or lower brace 170 in 40-60 ° crosswise, preferably
45 °, so that lower brace 170, upper stull 160 and the bracing structure stability highest that support 180 cooperatively forms crosswise.
In addition, this example in reinforcing truss 100 preferably 5 groups by lower brace 170, upper stull 160 and crosswise support 180 are matched
The bracing structure formed is closed, this 5 groups of bracing structures are equally distributed on along the length direction for reinforcing truss 100 reinforces purlin
In frame 100, thus, it is possible to realize with simplest structure and minimum cost, so that the intensity for reinforcing truss 100 is optimal.
For the reinforcement truss 100 of the high-stability of above-mentioned composition, can be effectively fixed in bridge for the ease of it
In structure, to reinforce the stability of bridge structure, this example further adds several anchor structures on reinforcing truss 100
200, several anchor structures 200 is distributed along the length direction for reinforcing truss 100, and is respectively fixedly connected with and is reinforced truss and bridge
Face.
As shown in Fig. 2, the anchor structure 200 in this example is mainly by sleeper beam 210, pressing plate 220 and two groups of fixing bolts
230 cooperations are constituted.
Wherein, the lower section for reinforcing lower boom in truss 100 is arranged in sleeper beam 210, while pressing plate 220 is relative to sleeper beam 210
It is arranged above lower boom, pressing plate 220 is whole perpendicular to lower boom, and both ends are located at the two sides of lower boom, while both ends
Threaded is carried out with fixing bolt 230 respectively, and fixing bolt 230 can be fixedly connected with bridge floor, pass through fixing bolt
230 from both ends towards bridge floor clamping platen 220, so that lower boom be compressed towards bridge floor by pressing plate 220 is whole.
Referring to figs. 5 and 6, in this example preferably 8 groups of anchor structures 200 come fix reinforce truss 100.As shown, whole
A reinforcement truss 100 is arranged on two steel box girder bridge faces 300 relative to maximum cantilever end in bridge structure, by 8 groups of anchor structures
200 points are two groups, every group of four anchor structures 200.Wherein one group of four anchor structures 200 reinforce truss 100 for fixed
In the first lower boom 130, this four anchor structures 200, which are divided to, to be respectively used to for two groups by both ends of the first lower boom 130 point
It is not fixed with two steel box girder bridge faces 300；Another group of four anchor structures 200 reinforce truss 100 for fixed simultaneously
In the second lower boom 140, this four anchor structures 200, which are divided to, to be respectively used to for two groups by both ends of the second lower boom 140 point
It is not fixed with two steel box girder bridge faces 300.Preferred each anchor structure 200 in setting, can make thereon anchor point with
Original Hanging Basket hole is corresponding on bridge, facilitates installation in this way, and facilitate subsequent disassembly.
Thus the reinforcement truss 100 being fixedly installed can increase the overall stiffness for the bridge structure entirely built, by
This can effectively resist beam wind and the influence with perpendicular wind to structure, and can effectively inhibit to buffet.
The basic principles, main features and advantages of the present invention have been shown and described above.The technology of the industry
Personnel are it should be appreciated that the present invention is not limited to the above embodiments, and the above embodiments and description only describe this
The principle of invention, without departing from the spirit and scope of the present invention, various changes and improvements may be made to the invention, these changes
Change and improvement all fall within the protetion scope of the claimed invention.The claimed scope of the invention by appended claims and its
Equivalent thereof.
Claims (9)
1. bridge wind resisting structure, which is characterized in that including reinforcing truss, the reinforcement truss is arranged on bridge floor, and to maximum
Cantilever end is reinforced.
2. bridge wind resisting structure according to claim 1, which is characterized in that the truss of reinforcing is the Hanging Basket hole on bridge
As anchor point.
3. bridge wind resisting structure according to claim 1, which is characterized in that the reinforcement truss include two groups of top booms,
Two groups of lower booms, several web members, several upper stulls, several lower braces and it is several support crosswise, two groups of lower boom levels point
Cloth, two groups of top boom vertical distributions are on two groups of lower boom tops, if being distributed between first group of top boom and first group of lower boom
Dry web member, is distributed with several web members between second group of top boom and second group of lower boom, first group of top boom and second group
Several upper stulls is set between top boom, and corresponding upper stull is arranged several between first group of lower boom and second group of lower boom
Lower brace is each provided between upper stull and lower brace and supports crosswise.
4. bridge wind resisting structure according to claim 3, which is characterized in that several web member is in continuous inverted " v "
Distribution.
5. bridge wind resisting structure according to claim 3, which is characterized in that every web member is in 45 ° of distributions.
6. bridge wind resisting structure according to claim 3, which is characterized in that the support crosswise is in 40-60 ° of distribution.
7. bridge wind resisting structure according to claim 3, which is characterized in that the lower boom and top boom are by I-shaped slot
Steel is constituted.
8. bridge wind resisting structure according to claim 1, which is characterized in that also set up on the reinforcement truss by several
Anchor structure, several anchor structures, which is fixedly connected, reinforces truss and bridge floor.
9. bridge wind resisting structure according to claim 8, which is characterized in that the anchor structure include sleeper beam, pressing plate with
And fixing bolt, the sleeper beam are arranged below lower boom, the pressing plate is vertically set on above lower boom relative to sleeper beam, pressure
The both ends of plate pass through fixing bolt respectively and connect with bridge floor.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811521011.9A CN109487685A (en) | 2018-12-12 | 2018-12-12 | A kind of bridge wind resisting structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811521011.9A CN109487685A (en) | 2018-12-12 | 2018-12-12 | A kind of bridge wind resisting structure |
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| Publication Number | Publication Date |
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| CN109487685A true CN109487685A (en) | 2019-03-19 |
Family
ID=65709995
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811521011.9A Pending CN109487685A (en) | 2018-12-12 | 2018-12-12 | A kind of bridge wind resisting structure |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07259251A (en) * | 1994-03-25 | 1995-10-09 | Shimizu Corp | Truss beam and temporary roof |
| CN101403253A (en) * | 2008-11-17 | 2009-04-08 | 江苏省建筑工程集团有限公司 | Self-falling type anchorage of suspension cantilever beam laying end for construction |
| CN104060542A (en) * | 2014-06-30 | 2014-09-24 | 中交二航局第四工程有限公司 | Transverse bridge direction prestress exerting device for combined beam cable-stayed bridge and transverse bridge direction prestress exerting method |
| CN204551271U (en) * | 2015-03-23 | 2015-08-12 | 中国建筑第六工程局有限公司 | A kind of reinforcement type Hanging Basket |
| CN209941494U (en) * | 2018-12-12 | 2020-01-14 | 中建港务建设有限公司 | Truss for resisting wind of bridge |
-
2018
- 2018-12-12 CN CN201811521011.9A patent/CN109487685A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07259251A (en) * | 1994-03-25 | 1995-10-09 | Shimizu Corp | Truss beam and temporary roof |
| CN101403253A (en) * | 2008-11-17 | 2009-04-08 | 江苏省建筑工程集团有限公司 | Self-falling type anchorage of suspension cantilever beam laying end for construction |
| CN104060542A (en) * | 2014-06-30 | 2014-09-24 | 中交二航局第四工程有限公司 | Transverse bridge direction prestress exerting device for combined beam cable-stayed bridge and transverse bridge direction prestress exerting method |
| CN204551271U (en) * | 2015-03-23 | 2015-08-12 | 中国建筑第六工程局有限公司 | A kind of reinforcement type Hanging Basket |
| CN209941494U (en) * | 2018-12-12 | 2020-01-14 | 中建港务建设有限公司 | Truss for resisting wind of bridge |
Non-Patent Citations (3)
| Title |
|---|
| 刘刚亮等: "虎门大桥270m连续钢构悬臂施工中抗风计算及其抗风安全措施", 《桥梁建设》 * |
| 曹迎春: "《大跨度建筑施工技术手册》", 31 July 2003 * |
| 涅矢亟: "桥梁抗风的常见措施及定性分析", 《百度文库》 * |
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Application publication date: 20190319 |
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