CN102140775A - Girder string continuous cable stayed bridge - Google Patents
Girder string continuous cable stayed bridge Download PDFInfo
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- CN102140775A CN102140775A CN 201110074821 CN201110074821A CN102140775A CN 102140775 A CN102140775 A CN 102140775A CN 201110074821 CN201110074821 CN 201110074821 CN 201110074821 A CN201110074821 A CN 201110074821A CN 102140775 A CN102140775 A CN 102140775A
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- 238000010276 construction Methods 0.000 claims abstract description 7
- 239000000725 suspension Substances 0.000 claims description 10
- 230000015572 biosynthetic process Effects 0.000 claims description 6
- 238000005260 corrosion Methods 0.000 abstract description 4
- 230000007797 corrosion Effects 0.000 abstract description 4
- 238000004873 anchoring Methods 0.000 description 23
- 238000010586 diagram Methods 0.000 description 17
- 229910000831 Steel Inorganic materials 0.000 description 7
- 239000010959 steel Substances 0.000 description 7
- 239000004567 concrete Substances 0.000 description 5
- 230000002929 anti-fatigue Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 150000001875 compounds Chemical class 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 230000005540 biological transmission Effects 0.000 description 1
- 230000002860 competitive effect Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 239000012141 concentrate Substances 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 238000004078 waterproofing Methods 0.000 description 1
- 239000013585 weight reducing agent Substances 0.000 description 1
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Abstract
The invention relates to a girder string continuous cable stayed bridge which belongs to the field of bridge construction. The girder string continuous cable stayed bridge comprises a bridge deck, a plurality of bridge towers, two girders horizontally arranged at both sides of the bridge deck, a plurality of stay cables connecting the bridge towers to the girders and a plurality of web members connected under the girders and arranged along the span direction of the girders, wherein each stay cable is a continuous cable formed by an upper string cable and a lower string cable; and the girders, the web members and the lower string cables form a girder string. In the invention, the web members are used for supporting the girders in a plurality of points, and the mechanical behavior of the web members can be improved. The girder string continuous cable stayed bridge is a novel structure system combining a cable stayed bridge and the girder string, is a breakthrough and development of the traditional cable stayed bridge, and has the advantages of reasonable structure, uniform stress, light self-weight, high strength, high spanning capability, good wind resistance, fatigue resistance, corrosion resistance, and the like.
Description
Technical field
The invention belongs to the bridge engineering field, relate in particular to a kind of cable stayed bridge structure.
Background technology
Cable stayed bridge, claim Cable stayed bridge again, be that bridge floor directly is pulled in a kind of bridge construction on the bridge tower with many drag-lines, as shown in Figure 1, mainly comprise the bridge tower 11 that is erected at the spaced a plurality of pressurizeds in bridge floor both sides, two girders of being bent 12 that are horizontally set on the bridge floor both sides, and the suspension cable 13 that connects many tensions of bridge tower 11, girder 12, only demonstrate bridge tower, girder and the suspension cable of bridge floor one side among Fig. 1.Suspension cable 13 can be regarded the continuous elastomeric bearing of the multispan of girder 12 as.Cable stayed bridge with its good structural performance, span ability and graceful external form in modern bridge construction in occupation of critical role, be the main bridge type of Longspan Bridge.Along with the increase of cable stayed bridge span, girder deadweight proportion is increasing, strides road oblique roller bridge greatly for the km level, as be steel case beam, dead load is about 3: 1 with the ratio of mobile load, as be the reinforced concrete box beam then up to more than 4: 1, quite a few of Suo Li, girder axle power produced by deadweight.In long span stayed-cable bridge, for alleviate bridge main span deadweight and balance main span and end bay from the method for double differences, the rise-span ratio of beam presents the trend that reduces and develops to lightness, main span adopts steel case beam more.Further increase along with span and bridge tower height, suspension cable length strengthens, the sag effect is obvious, the girder axial compression at girder amount of deflection, moment of flexure and tower root place strengthens, the flexing stability problem of flat steel case girder commonly used is outstanding, the cross section that needs to strengthen girder but produces the counter productive that increases the girder deadweight to satisfy the requirement of flexing stability, illustrates that increasing girder section long-pending is not good solution; But weight reduction, gravity stiffness reduce, and the amount of deflection that mobile load causes is bigger, illustrate excessively to reduce the also non-very wise move of girder deadweight.In addition, the cable beam anchoring structure of traditional cable stayed bridge is a zone that local stress is big, power transmission is complicated, under long-term dynamic load and action of static load, fatigue or strength failure may occur, is the key position of control design.Several types of attachment that cable beam anchoring is commonly used all have stress to concentrate at present; And complex structure, easy ponding causes the member corrosion in the members such as connecting portion between the member and anchor tube, influences application life.And the suspension cable flexibility of striding cable stayed bridge greatly is big, damping is little, the whirlpool easily takes place swash resonance, galloping and rain wind induced vibration, causes that the drag-line stress alternation changes, and causes anchor head fatigue.
Summary of the invention
The objective of the invention is the problems referred to above, propose a kind of continuous rope and open string girder cable stayed bridge at traditional cable stayed bridge existence.The present invention innovates from cable beam anchoring and main beam structure form aspect, has rational in infrastructure, drag-line efficient height, deadweight is little, rigidity is big characteristics.
A kind of continuous rope that the present invention proposes is opened string girder cable stayed bridge, comprise bridge floor, be erected in the bridge floor both sides spaced a plurality of bridge towers, be horizontally set on two girders of bridge floor both sides and the multiple skew cables that connects bridge tower and girder, it is characterized in that: also comprise being connected a plurality of web members of arranging along girder span direction below the described girder, described suspension cable is by being connected bridge tower and the last quarter rope that winds up rope and be positioned at below the girder above the girder is formed, and wind up rope and last quarter rope are a continuous rope; This girder constitutes a string girder with web member, last quarter rope.
The upper end of every drag-line is anchored in bridge tower, and the lower end is passed girder and is connected to form the rope that winds up with the node at girder place; This drag-line from the node of this girder turn to, a plurality of web members with this girder below are connected successively, are anchored in another anchor point of girder after last web member turns to again, the formation last quarter rope.Perhaps, the upper end of every drag-line is anchored in bridge tower, and the end node formation rope that winds up that links to each other is passed under the web member of girder and this girder below in the lower end; This drag-line end node under this web member turns to, connect one or more web members again after, after last web member turns to again, be anchored in another anchor point of girder, form last quarter rope.
Opening string girder web member is the I shape rod member of vertical direction, or along the V-arrangement or the arc rod member of girder span direction, or along V-arrangement, the arc rod member of girder cross-sectional direction, or any shape rod member in the back taper rod member.Web member is the I shape rod member of vertical direction or during along the V-arrangement of girder cross-sectional direction or arc rod member, and the joint structure of web member upper end and girder adopts the articulated form that can rotate in the drag-line plane.
The height of described a plurality of web members is contour or not contour.The joint structure of described continuous rope and girder, web member, the bridge construction stage adopts slippage connector, bridge operational phase to adopt slippage or fixed connecting piece.
Compare with traditional cable stayed bridge, the present invention has following advantage:
(1) cable-girder anchorage zone is subjected to the influence of Inclined Cable Vibration hardly, and anti-fatigue performance is good; The cable beam anchoring direction is opposite with traditional cable stayed bridge, is convenient to waterproofing work, and corrosion resistance is good, and durability improves;
(2) continuously rope provides external prestressing from both sides up and down for girder simultaneously, and single rope can provide multi-point support for girder, improves the stress performance of girder, increases the integral rigidity of girder;
(3) owing to open a string effect, under load action, when Suo Li increases, the rigidity of opening the string girder also improves synchronously; The deadweight of opening the string girder is little, stress performance and rigidity all are better than traditional girder, is the novel girder form that has competitiveness.
It is the new structure that a traditional cable stayed bridge and a string beam combine that the continuous rope that the present invention relates to is opened string girder cable stayed bridge.The function of the existing traditional cable-stayed bridge main-beam resiliency supported of its drag-line, make girder become the very big string beam of rigidity again, given full play to the structure efficiency of drag-line, improved the integral rigidity of structure, can realize the span of traditional cable stayed bridge with lower tower height, or reach bigger span with the identical tower height of traditional cable stayed bridge.Open the string girder, compare with compound beam, dead load is lighter, and is lighter than concrete beam; Compare with girder steel, improved rigidity, can adopt the opening section of saving material, easy construction; If adopt diclinic rope face, can increase the vertical and lateral stiffness of girder simultaneously, strengthened the girder lateral stability; Ventilative formula moulding, the beam wind load that acts on the girder is little.Outside concrete beam, girder steel, compound beam, become another competitive cable-stayed bridge main-beam form.The present invention has rational in infrastructure, stressed evenly, span ability is strong, wind resistance good and lightweight, antifatigue, advantage such as corrosion-resistant, is breakthrough and the development to traditional cable stayed bridge.
Description of drawings
Fig. 1 is traditional cable stayed bridge overall structure schematic diagram;
Fig. 2 is an overall structure schematic diagram of the present invention;
Fig. 3 a is that drag-line first turning point is positioned at web member, contour I shape web member cable beam anchoring schematic diagram;
Fig. 3 b is that drag-line first turning point is positioned at web member, contour V-arrangement web member cable beam anchoring schematic diagram;
Fig. 3 c is that drag-line first turning point is positioned at web member, contour arc web member cable beam anchoring schematic diagram;
Fig. 4 a is that drag-line first turning point is positioned at contour V-arrangement web member cable beam anchoring schematic diagram outside web member, the drag-line plane;
Fig. 4 b is that drag-line first turning point is positioned at contour arc web member cable beam anchoring schematic diagram outside web member, the drag-line plane;
Fig. 4 c is that drag-line first turning point is positioned at web member, contour back taper web member cable beam anchoring schematic diagram;
Fig. 5 a is that drag-line first turning point is positioned at girder, contour I shape web member cable beam anchoring schematic diagram;
Fig. 5 b is that drag-line first turning point is positioned at girder, contour V-arrangement web member cable beam anchoring schematic diagram;
Fig. 5 c is that drag-line first turning point is positioned at girder, contour arc web member cable beam anchoring schematic diagram;
Fig. 6 a is that drag-line first turning point is positioned at web member, not contour I shape web member cable beam anchoring schematic diagram;
Fig. 6 b is that drag-line first turning point is positioned at web member, not contour V-arrangement web member cable beam anchoring schematic diagram;
Fig. 6 c is that drag-line first turning point is positioned at web member, not contour arc web member cable beam anchoring schematic diagram;
Fig. 7 a is that drag-line first turning point is positioned at girder, not contour I shape web member cable beam anchoring schematic diagram;
Fig. 7 b is that drag-line first turning point is positioned at girder, not contour V-arrangement web member cable beam anchoring schematic diagram;
Fig. 7 c is that drag-line first turning point is positioned at girder, not contour arc web member cable beam anchoring schematic diagram.
The specific embodiment
The invention will be further described below in conjunction with the drawings and the specific embodiments:
A kind of continuous rope that the present invention proposes is opened string girder cable stayed bridge, comprise bridge floor, be erected in the bridge floor both sides spaced a plurality of bridge towers, be horizontally set on two girders of bridge floor both sides and the multiple skew cables that connects bridge tower and girder, it is characterized in that: also comprise being connected a plurality of web members of arranging along girder span direction below the described girder, described suspension cable is by being connected bridge tower and the last quarter rope that winds up rope and be positioned at below the girder above the girder is formed, and wind up rope and last quarter rope are same continuous rope; This girder constitutes a string girder with web member, last quarter rope.Every rope of traditional cable stayed bridge is as shown in Figure 1 all used instead the cable beam anchoring form shown in Fig. 3-7, then form cable stayed bridge of the present invention (Fig. 2 has only represented the cable beam anchoring form shown in Fig. 5 a, and other cable beam anchoring forms all are suitable for) as shown in Figure 2.Obviously, girder 22 has an architectural feature of string beam, and the present invention is referred to as a string girder.Because opening the corresponding string rope of every skew cables and its underpart on string girder top is a continual continuous rope, the present invention calls continuous rope to this New Cable-stayed Bridge and opens string girder cable stayed bridge.
As shown in Figure 2, the continuous rope that the present invention relates to is opened string girder cable stayed bridge and is mainly comprised bridge tower 21, and a continuous rope of being made up of wind up rope 23 and last quarter rope 24 is opened the string girder by what girder 22, web member 25 and last quarter rope 24 constituted.The present invention compares with traditional cable stayed bridge, something in common for its structural system by pressurized be main bridge tower (11 and Fig. 2 of Fig. 1 21), the rope of the girder bent (12 and Fig. 2 of Fig. 1 22) and tension (13 and Fig. 2 of Fig. 1 23) composition; Difference is, girder 22 of the present invention constitutes with web member 25, last quarter rope 24 opens string girders, the drag-line continuous rope that rope 23 and last quarter rope 24 form that winds up of serving as reasons.The every drag-line 13 of tradition cable stayed bridge mainly is for girder 12 provides the single-point resiliency supported, and continuous rope of the present invention provides the multiple spot resiliency supported and provides bigger additional stiffness because a string effect can be girder 22 for girder 22.
Continuous rope of the present invention is opened the structuring concept that the string girder has been used for reference a string beam, arranges last quarter rope piecemeal along girder 22 span directions (promptly axial), and makes each section last quarter rope overlapped to improve the relation between each section and the integral body; Simultaneously, adjust the layout of web member 25 along girder 22 span directions, can also control girder 22 internal force variation, make it stressed more even.In addition, open the string girder and can adopt the less ventilative formula moulding of deadweight, make that the beam wind load is less that cable-girder anchorage zone has good anti-fatigue performance and durability.
Cable beam anchoring form of the present invention is shown in Fig. 3-7 (except that Fig. 4 was three-dimensional axonometric drawing, all the other were two-dimentional elevation).The other end that the upper end is anchored in the suspension cable of bridge tower 21 directly passes bridge floor and is connected to girder 22 and with the node at girder place or passes under the web member of girder and this girder below the end node formation rope 23 that winds up that links to each other.From the node of this girder turn to, a plurality of web members with this girder below are connected successively, are anchored in another anchor point of girder after last web member turns to again, formation last quarter rope 24; Or after end node turns to, connects one or more web members again under this web member, after last web member turns to again, be anchored in another anchor point of girder, form last quarter rope 24.
Girder 22 bottoms are provided with web member 25, the upper end of web member 25 links to each other with girder 22 bottoms, the lower end of web member 25 links to each other with last quarter rope, last quarter rope 24 is terminal through being anchored in girder 22 bottoms after the suitable distance, determines the basic principle of this distance: last quarter rope 24 terminal angles with girder 22 should not be greater than the angle of rope 23 with girder 22 that wind up.So the last quarter rope 24 that the rope 23 that winds up is corresponding with its underpart is continual continuous suspension cables, is referred to as continuous rope.Continuously the rope 23 that winds up of rope arrives girders 22 backs, can be positioned at the position (as Fig. 3,4,6) of web member 25 lower ends one side 26, also can be positioned at the position 27 (as Fig. 5,7) of passing girder 22 with the interface point of last quarter rope 24 from bridge tower 21.
The intersection point of the intersection point of Suo Shangduan and bridge tower 21, its end and girder 22 is two anchor points continuously; The continuous intersection point of the part of rope except that upper end and end and girder 22, web member 25 lower ends, the intersection point of web member 25 upper ends and girder 22 is referred to as node.
The height of web member 25 can adopt contour (as Fig. 3,4,5) or not contour (as Fig. 6,7) two kinds of forms.The height span of web member 25 is bigger, generally gets the 1/50-1/150 of span (being the distance between adjacent two bridge towers), and concrete numerical value need be according to the bridge design standard to the requirement of bridge deformation and rigidity, through determining after the mechanical calculation.
The joint structure of continuous rope 23,24 and girder 22, web member 25, the bridge construction stage adopts slippage type of attachment, bridge operational phase can adopt slippage or fix two kinds of types of attachment.
By the pulling force of adjusting rope, the layout and the joint structure of web member, can adjust the stress performance of a string girder and full-bridge.
Claims (7)
1. a continuous rope is opened string girder cable stayed bridge, comprise bridge floor, be erected in the bridge floor both sides spaced a plurality of bridge towers, be horizontally set on two girders of bridge floor both sides and the multiple skew cables that connects bridge tower and girder, it is characterized in that: also comprise being connected a plurality of web members of arranging along girder span direction below the described girder, described suspension cable is by being connected bridge tower and the last quarter rope that winds up rope and be positioned at below the girder above the girder is formed, and wind up rope and last quarter rope are a continuous rope; This girder constitutes a string girder with web member, last quarter rope.
2. cable stayed bridge as claimed in claim 1 is characterized in that: the upper end of every drag-line is anchored in bridge tower, and the lower end is passed girder and is connected to form the rope that winds up with the node at girder place; This drag-line from the node of this girder turn to, a plurality of web members with this girder below are connected successively, are anchored in another anchor point of girder after last web member turns to again, the formation last quarter rope.
3. cable stayed bridge as claimed in claim 1 is characterized in that: the upper end of every drag-line is anchored in bridge tower, and the end node formation rope that winds up that links to each other is passed under the web member of girder and this girder below in the lower end; This drag-line end node under this web member turns to, connect one or more web members again after, after last web member turns to again, be anchored in another anchor point of girder, form last quarter rope.
4. as claim 1,2 or 3 described cable stayed bridges, it is characterized in that: described the I shape rod member that string girder web member is a vertical direction, or along the V-arrangement or the arc rod member of girder span direction, or along V-arrangement, the arc rod member of girder cross-sectional direction, or any shape rod member in the back taper rod member.
5. cable stayed bridge as claimed in claim 4, it is characterized in that: described web member is the I shape rod member of vertical direction or during along the V-arrangement of girder cross-sectional direction or arc rod member, and the joint structure of web member upper end and girder adopts the articulated form that can rotate in the drag-line plane.
6. as claim 1,2 or 3 described cable stayed bridges, it is characterized in that: the height of described a plurality of web members is contour or not contour.
7. as claim 1,2 or 3 described cable stayed bridges, it is characterized in that: the joint structure of described continuous rope and girder, web member, the bridge construction stage adopts slippage connector, bridge operational phase to adopt slippage or fixed connecting piece.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110074821 CN102140775A (en) | 2011-03-28 | 2011-03-28 | Girder string continuous cable stayed bridge |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110074821 CN102140775A (en) | 2011-03-28 | 2011-03-28 | Girder string continuous cable stayed bridge |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106320605A (en) * | 2016-08-17 | 2017-01-11 | 范艺安 | Novel anti-destabilization beam string structure and construction method thereof |
| CN108520366A (en) * | 2018-04-24 | 2018-09-11 | 中铁十局集团有限公司 | A kind of rational method of determining bridge construction scheme and computer installation |
| CN108755378A (en) * | 2018-08-16 | 2018-11-06 | 绍兴文理学院元培学院 | A kind of two bridge girder construction of unequal span |
| CN114277662A (en) * | 2021-12-28 | 2022-04-05 | 山东省公路桥梁建设集团有限公司 | Steel-concrete composite beam cable-stayed bridge |
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| CN2723568Y (en) * | 2004-04-07 | 2005-09-07 | 贵州工业大学 | Large span novel tension string truss |
| CN101265727A (en) * | 2008-04-30 | 2008-09-17 | 天津大学 | Prestressing force steel structure rolling type stretching cable node |
| WO2009065238A2 (en) * | 2007-11-19 | 2009-05-28 | Prospective Concepts Ag | Foldable pneumatic support |
| KR20100060067A (en) * | 2008-11-27 | 2010-06-07 | 이병준 | A cable connecting structure for arch bridge and method for constructing it |
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2011
- 2011-03-28 CN CN 201110074821 patent/CN102140775A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2723568Y (en) * | 2004-04-07 | 2005-09-07 | 贵州工业大学 | Large span novel tension string truss |
| WO2009065238A2 (en) * | 2007-11-19 | 2009-05-28 | Prospective Concepts Ag | Foldable pneumatic support |
| CN101265727A (en) * | 2008-04-30 | 2008-09-17 | 天津大学 | Prestressing force steel structure rolling type stretching cable node |
| KR20100060067A (en) * | 2008-11-27 | 2010-06-07 | 이병준 | A cable connecting structure for arch bridge and method for constructing it |
Non-Patent Citations (1)
| Title |
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| 《清华大学学报(自然科学版)》 20120331 张崇厚; 高晓磊; 王红范 斜拉桥的连续索张弦主梁结构形式 355-358 1-7 第50卷, 第3期 * |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106320605A (en) * | 2016-08-17 | 2017-01-11 | 范艺安 | Novel anti-destabilization beam string structure and construction method thereof |
| CN108520366A (en) * | 2018-04-24 | 2018-09-11 | 中铁十局集团有限公司 | A kind of rational method of determining bridge construction scheme and computer installation |
| CN108520366B (en) * | 2018-04-24 | 2020-11-13 | 中铁十一局集团有限公司 | Method and computer device for determining reasonability of bridge construction scheme |
| CN108755378A (en) * | 2018-08-16 | 2018-11-06 | 绍兴文理学院元培学院 | A kind of two bridge girder construction of unequal span |
| CN108755378B (en) * | 2018-08-16 | 2024-04-26 | 浙江精工钢结构集团有限公司 | Bridge structure with unequal spans and two spans |
| CN114277662A (en) * | 2021-12-28 | 2022-04-05 | 山东省公路桥梁建设集团有限公司 | Steel-concrete composite beam cable-stayed bridge |
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Application publication date: 20110803 |