CN203668828U - Bridge tower combination anchoring system applied to space cable cable-stayed bridge - Google Patents
Bridge tower combination anchoring system applied to space cable cable-stayed bridge Download PDFInfo
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- CN203668828U CN203668828U CN201420022162.0U CN201420022162U CN203668828U CN 203668828 U CN203668828 U CN 203668828U CN 201420022162 U CN201420022162 U CN 201420022162U CN 203668828 U CN203668828 U CN 203668828U
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Abstract
A bridge tower combination anchoring system applied to a space cable cable-stayed bridge comprises a main tower, a bracket and a steel anchor beam. The steel anchor beam is of a box-shaped structure formed by welding a top side plate, a bottom side plate, a left side plate and a right side plate, anchor assemblies are symmetrically welded to the two ends of the steel anchor beam, each anchor assembly comprises an anchor base plate, a supporting plate, a stiffening plate, a side pulling plate and a diaphragm plate, the inner side pulling plate and the outer side pulling plate are arranged in three-dimensional space in an oblique mode along a longitudinal bridge direction vertical surface and a transverse bridge direction vertical surface, the anchor base plates are vertically welded to the upper ends of the side pulling plates and vertical to a stay cable center line, a transverse limiting device is arranged between the top surface of the bracket and the bottom plate of the steel anchor beam, and a longitudinal limiting device is vertically arranged between the wall of the main tower and the steel anchor beam. The system can be applied to anchoring for stayed-cable towers on space cable planes at any angle and can well adapt to bridge towers, such as A-shaped bridge towers and inverted-Y-shaped bridge towers, with oblique tower columns in anchorage zones.
Description
Technical field
The utility model relates to technology for cable-stayed bridges field, specifically a kind of bridge tower combination anchor system that is applicable to Spatial Cable cable stayed bridge.
Background technology
In modern large span stayed-cable bridge structure, along with having caused the height of Sarasota, the increase of span increases thereupon, also make the horizontal pull of drag-line that concrete bears, shearing, moment of flexure that local buckling causes all very large, the interior horizontal fracture that produces of plane that must cause concrete king-post, has a strong impact on the general safety of cable stayed bridge and long-term normal use and life-span.Because concrete tensile property is poor, the cross section of Sarasota and thickness will very greatly and will configure a considerable amount of prestressed reinforcements could meet force request, and difficulty of construction and construction costs improve thereupon like this.If Sarasota adopts steel concrete, anchorage zone adopts steel, can utilize the tensile property of concrete compressive property and steel, has reduced again construction costs simultaneously.Steel anchor beam is the one of this type of anchor type, in many large span stayed-cable bridges, applies.Shanghai Nanpu Bridge, the main navigation bridge of Donghai Bridge engineering, Donghai Bridge engineering Kezhushan Bridge, Jiangsu Guan He bridge, Canadian Annacie bridge etc. adopt this kind of form of structure.
Shanghai Nanpu Bridge, the main navigation bridge of Donghai Bridge engineering, Jiangsu Guan He bridge, Canadian Annacie bridge suspension cable layout are plane rope, and all suspension cables are all arranged in vertical plane at suitable bridge; Though Donghai Bridge engineering Kezhushan Bridge is Spatial Cable, the inclination angle of drag-line in direction across bridge vertical plane is less, and maximum is only 6 °; Above bridge steel anchor beam used is the orthogonal tectonic system of horizontal.The orthogonal steel anchor beam System structure of horizontal is comparatively simple, but restricted application is more to the shape restriction of bridge tower; The cable stayed bridge that the two rope faces in both sides are arranged generally adopts " H " type bridge tower, and the cable stayed bridge that single rope face is arranged generally adopts open side type bridge tower; Poor to the bridge tower form applicability that the anchorage zone king-posts such as " A " type bridge tower, " Y " type bridge tower are tilting.
Utility model content
Steel anchor beam is the one of cable stayed bridge bridge tower combination anchor form, adopt at present the cable stayed bridge of steel anchor beam mostly to be plane rope face layout, on tower, on anchor point and beam, anchor point is in same perpendicular, and on the shape to anchorage zone king-post and beam, all there is special requirement the position of anchor case, and institute is restricted more.The utility model is by arranging a kind of steel anchor beam tectonic system of horizontal oblique, goes for anchoring on the oblique tensile tower of Spatial Cable face at any angle.
The technical scheme in the invention for solving the technical problem is:
A kind of bridge tower combination anchor system that is applicable to Spatial Cable cable stayed bridge, comprise king-tower, bracket and steel anchor beam, described king-tower is the brilliant bridge tower of reinforced concrete member, and described bracket is arranged on described king-tower tower wall inner side, the two ends of described steel anchor beam are overlapped on corresponding bracket, described bracket end face and steel anchor beam base plate are horizontal positioned, it is characterized in that:
Described steel anchor beam is by pushing up four box structures that plate-side plate welding forms about the end, and the two ends at described steel anchor beam are symmetrically welded with anchoring assembly, described anchoring assembly comprises anchor plate, gripper shoe, stiffener, layback plate and diaphragm, the layback plate of inside and outside both sides is in the tilted setting of direction across bridge vertical plane, its angle is determined at the inclination angle in direction across bridge vertical plane according to drag-line, have drag-line fixing hole described anchor plate plumbness the upper end that is welded on layback plate and perpendicular to drag-line center line, between the bracket end face of layback plate and the obtuse-angulate side of steel anchor beam base plate and steel anchor beam base plate, horizontal limit devices is set, at king-tower tower wall and steel anchor beam straight line, longitudinal limiting device is set, for increasing the vertical stability of steel anchor beam, be welded with vertical stiffener in side arm-tie outside, on layback plate, be welded with the gripper shoe of inclination, in steel anchor beam, diaphragm is set.
Further, between described bracket end face and steel anchor beam base plate, be provided with and be convenient to the tetrafluoro plate of relative sliding between the two.
Further, the angle between described layback plate and direction across bridge vertical plane is 1 ° to 15 °.
Further, the angle between described layback plate and direction across bridge vertical plane is 10 °.
Further, described layback plate and vertical bridge are 30 ° to 80 ° to the angle between vertical plane.
Further, described layback plate and vertical bridge are 33 ° to the angle between vertical plane.
Further, steel anchor beam bottom end and stage casing are respectively equipped with hand hole, to facilitate, application and maintenance are carried out in steel anchor beam inside.
Further, described horizontal limit devices is the bloom being welded on bracket end face.
Further, described longitudinal limiting device is the bloom being embedded in king-tower tower wall.
The beneficial effects of the utility model are:
Key point of the present utility model is the steel anchor beam tectonic system by a kind of horizontal oblique is set, and goes for anchoring on the oblique tensile tower of Spatial Cable face at any angle.Protection point is that layback plate is parallel with drag-line, tilting on steel anchor beam base plate.Like this can:
1. go for anchoring on the oblique tensile tower of Spatial Cable face at any angle;
2. better to the tilting bridge tower compliance of the anchorage zone king-posts such as " A " type bridge tower, " Y " type bridge tower.
Accompanying drawing explanation
Fig. 1 is the johning knot composition of steel anchor beam of the present utility model and king-tower tower wall.
Fig. 2 is the B--B sectional view in Fig. 1.
Fig. 3 is the E--E sectional view in Fig. 1.
Fig. 4 is the F--F sectional view in Fig. 1.
Fig. 5 is main bridge facade arrangement diagram.
Fig. 6 is main bridge layout plan.
Fig. 7 is king-tower facade arrangement diagram.
Fig. 8 is king-tower layout plan.
Fig. 9 steel anchor beam and king-tower anchoring system facade arrangement diagram.
Figure 10 is Type B steel anchor beam facade arrangement diagram.
Figure 11 is Type B steel anchor beam layout plan.
Figure 12 is A shaped steel anchor beam facade arrangement diagram.
Figure 13 is A shaped steel anchor beam layout plan.
In figure: 1 steel anchor beam, 11 top boards, 12 base plates, 13 left plates, 14 right plates, 15 hand holes, 2 anchor plates, 21 drag-line fixing holes, 3 gripper shoes, 4 stiffeners, 5 layback plates, 6 diaphragms, 7 drag-lines, 71 king-towers, 72 brackets, 73 tetrafluoro plates, L drag-line center line, 81 horizontal limit devices, 82 longitudinal limiting devices.
The specific embodiment
As shown in figure 1 to figure 13, the present embodiment is described in detail take Haiyang to Jimo T-shaped river mouth Bridge Project as example.
T-shaped river mouth bridge is located in Haiyang City, Yantai and Qingdao Jimo City intersection, the T-shaped river mouth of the Huanghai Sea and Dingzi Bay handing-over.Connection Haiyang City, north side Binhai Highway, southern side connects Qingdao littoral highway north section (round-bottomed wicker basket dam～field crosspiece).3270 meters of this project bridge total lengths, comprise north side access bridge (38 × 30+19 × 40+37, continuous box girder), main bridge (88+200+88, double tower Space Double rope surface concrete cable stayed bridge, as shown in Figure 5 and Figure 6), southern side access bridge (37m+23 × 40 continuous box girder).This bridge king-tower post is reinforced concrete member, the above tower height 65.75m of girder, and the length of Sarasota anchoring scope is 18m.Sarasota adopts brilliant bridge tower, the long 6m of single king-post box section case outline, wide 3.5m, single box single chamber cross section.Bridge tower general arrangement is shown in shown in 5 to Fig. 9.Belong to anchoring system in the Tower Column of A Cable Stayed Bridge that a kind of typical Spatial Cable face arranges.
As Fig. 9, Anchorage Zone of Cable-stayed Bridge Pylon, the deadweight of cable stayed bridge superstructure and all external loads that bear are delivered to the important structure of king-tower by suspension cable, and Sarasota itself is subject to the effect of powerful Suo Li, the safety of anchorage zone how to guarantee drag-line and king-tower is most important, also be the key position of controlling bridge tower design, whether this place's reliable in structure, will be directly connected to the safety of whole bridge.How to allow the horizontal component of suspension cable 7 smoothly be delivered on king-tower 71, guarantee the safety of Sarasota anchorage zone simultaneously, this is one of the most key technology of Cable-stayed Bridge Pylon, is also one of emphasis of design work.
Main tower of bridge anchor-hold district, T-shaped river mouth adopts the anchor type of steel anchor beam, suspension cable 7 is through the steel pipe being embedded in king-tower tower wall, be anchored on the anchor block at steel anchor beam two ends, steel anchor beam 1 is placed on tower wall bracket 72, between steel anchor beam bearing and bracket end face pre-embedded steel slab, tetrafluoro plate 73 is set, makes it can relative sliding.Steel anchor beam 1 itself is an independent and stable primary structure member, steel anchor beam two ends rigid vertical supporting is only set, can along bridge to doing small movement and rotation with direction across bridge, but need establish at two ends vertical bridge to the limit configuration device of direction across bridge.Under various stressing conditions, the vertical stress component of drag-line is passed to king-tower king-post by the vertical support of steel anchoring beam by bracket projection, in the time that the Cable power of king-tower king-post both sides equates with drag-line inclination angle, the horizontal component of drag-line is by axial tension and the less beam-ends moment of flexure balance of magnitude of steel anchoring beam.Anchoring beam passes to gooseneck by two oblique webs by Suo Li, and then passes to concrete pylon.The facade arrangement diagram of steel anchor beam Sarasota anchoring system as shown in Figure 9.
Full-bridge arranges 24 pairs of suspension cables altogether, and Shi Er road steel anchor beam 1 is set on each king-tower bridge tower, and anchoring Shi Er road is to suspension cable respectively.Steel anchor beam is divided into two types, i.e. A shaped steel anchor beam and Type B steel anchor beam.
Type B steel anchor beam, as shown in Figure 10 and Figure 11;
In conjunction with Fig. 1 to Fig. 4, the box structure that steel anchor beam is formed by top board 11, base plate 12, left plate 13 and 14 4 plate-side plate weldings of right plate, and the two ends at steel anchor beam are symmetrically welded with anchoring assembly, form one, and take and be placed on bracket by the anchoring assembly at two ends, jointly form the middle housing part of steel anchor beam, be mainly used in bearing the horizontal component of suspension cable 7.Anchoring assembly comprises anchor plate 2, gripper shoe 3, stiffener 4, layback plate 5 and diaphragm 6, the layback plate 5 of inside and outside both sides along vertical bridges to vertical plane and direction across bridge vertical plane in the tilted setting of three dimensions, its angle [alpha] and 90-β determine at the inclination angle in vertical plane and in direction across bridge vertical plane at vertical bridge according to drag-line L respectively.
Have drag-line fixing hole 21 described anchor plate 2 plumbness the upper end that is welded on layback plate and perpendicular to drag-line centre line L, the anchor slab that anchor plate 2 is anchoring suspension cable, for fixing and directly bear the Suo Li that drag-line anchor head transmits.
Between the bracket end face of layback plate 5 and the obtuse-angulate side of steel anchor beam base plate and steel anchor beam base plate, horizontal limit devices 81 is set, this horizontal limit devices forms by weld bloom on bracket end face.At king-tower tower wall and steel anchor beam straight line, longitudinal limiting device 82 is set, this longitudinal limiting device forms by pre-buried bloom in king-tower tower wall.
For increasing the vertical stability of steel anchor beam, be welded with vertical stiffener 4 in left and right, steel anchor beam two ends arm-tie outside, for preventing layback plate unstability.On layback plate 5, be welded with the gripper shoe 3 of inclination, for the power of anchor slab is handed down and is handed to layback plate.Diaphragm 6 is set in steel anchor beam, for improving the intensity of steel anchor beam.
Steel anchor beam base plate 12 ends and stage casing are respectively equipped with hand hole 15, to facilitate, application and maintenance are carried out in steel anchor beam inside.
A shaped steel anchor beam, as shown in Figure 12 and Figure 13.
Be with the distinctive points of Type B steel anchor beam, the angle β between layback plate and direction across bridge vertical plane is 10 °.Layback plate and vertical bridge are 33 ° to the angle α between vertical plane.
Except the technical characterictic described in manual, be the known technology of those skilled in the art.
Claims (9)
1. one kind is applicable to the bridge tower combination anchor system of Spatial Cable cable stayed bridge, comprise king-tower, bracket and steel anchor beam, described king-tower is the brilliant bridge tower of reinforced concrete member, and described bracket is arranged on described king-tower tower wall inner side, the two ends of described steel anchor beam are overlapped on corresponding bracket, described bracket end face and steel anchor beam base plate are horizontal positioned, it is characterized in that
Described steel anchor beam is by pushing up, the end, left, the box structure that right four plate-side plate weldings form, and the two ends at described steel anchor beam are symmetrically welded with anchoring assembly, described anchoring assembly comprises anchor plate, gripper shoe, stiffener, layback plate and diaphragm, the layback plate of inside and outside both sides is in the tilted setting of direction across bridge vertical plane, have drag-line fixing hole described anchor plate plumbness the upper end that is welded on layback plate and perpendicular to drag-line center line, between the bracket end face of layback plate and the obtuse-angulate side of steel anchor beam base plate and steel anchor beam base plate, horizontal limit devices is set, at king-tower tower wall and steel anchor beam straight line, longitudinal limiting device is set, be welded with vertical stiffener in side arm-tie outside, on layback plate, be welded with the gripper shoe of inclination, in steel anchor beam, diaphragm is set.
2. a kind of bridge tower combination anchor system that is applicable to Spatial Cable cable stayed bridge according to claim 1, is characterized in that, is provided with and is convenient to the tetrafluoro plate of relative sliding between the two between described bracket end face and steel anchor beam base plate.
3. a kind of bridge tower combination anchor system that is applicable to Spatial Cable cable stayed bridge according to claim 1, is characterized in that, the angle between described layback plate and direction across bridge vertical plane is 1 ° to 15 °.
4. a kind of bridge tower combination anchor system that is applicable to Spatial Cable cable stayed bridge according to claim 3, is characterized in that, the angle between described layback plate and direction across bridge vertical plane is 10 °.
5. a kind of bridge tower combination anchor system that is applicable to Spatial Cable cable stayed bridge according to claim 1, is characterized in that, described layback plate and vertical bridge are 30 ° to 80 ° to the angle between vertical plane.
6. a kind of bridge tower combination anchor system that is applicable to Spatial Cable cable stayed bridge according to claim 5, is characterized in that, described layback plate and vertical bridge are 33 ° to the angle between vertical plane.
7. a kind of bridge tower combination anchor system that is applicable to Spatial Cable cable stayed bridge according to claim 1, is characterized in that, steel anchor beam bottom end and stage casing are respectively equipped with hand hole.
8. a kind of bridge tower combination anchor system that is applicable to Spatial Cable cable stayed bridge according to claim 1, is characterized in that, described horizontal limit devices is the bloom being welded on bracket end face.
9. a kind of bridge tower combination anchor system that is applicable to Spatial Cable cable stayed bridge according to claim 1, is characterized in that, described longitudinal limiting device is the bloom being embedded in king-tower tower wall.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420022162.0U CN203668828U (en) | 2014-01-14 | 2014-01-14 | Bridge tower combination anchoring system applied to space cable cable-stayed bridge |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420022162.0U CN203668828U (en) | 2014-01-14 | 2014-01-14 | Bridge tower combination anchoring system applied to space cable cable-stayed bridge |
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| CN201420022162.0U Expired - Fee Related CN203668828U (en) | 2014-01-14 | 2014-01-14 | Bridge tower combination anchoring system applied to space cable cable-stayed bridge |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108004907A (en) * | 2018-01-26 | 2018-05-08 | 西安市政设计研究院有限公司 | A kind of lattice-type steel truss pylon cable-stayed bridge steel cable anchor system |
| CN108265614A (en) * | 2018-03-15 | 2018-07-10 | 中铁第四勘察设计院集团有限公司 | The bridge tower anchor structure and anchoring process of a kind of cable-stayed bridge |
| CN109972497A (en) * | 2019-04-26 | 2019-07-05 | 中交第一公路勘察设计研究院有限公司 | Suspension cable and bridge tower anchoring structure |
-
2014
- 2014-01-14 CN CN201420022162.0U patent/CN203668828U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108004907A (en) * | 2018-01-26 | 2018-05-08 | 西安市政设计研究院有限公司 | A kind of lattice-type steel truss pylon cable-stayed bridge steel cable anchor system |
| CN108265614A (en) * | 2018-03-15 | 2018-07-10 | 中铁第四勘察设计院集团有限公司 | The bridge tower anchor structure and anchoring process of a kind of cable-stayed bridge |
| CN109972497A (en) * | 2019-04-26 | 2019-07-05 | 中交第一公路勘察设计研究院有限公司 | Suspension cable and bridge tower anchoring structure |
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| C14 | Grant of patent or utility model | ||
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Address after: 250031 Shandong Province Flyover District of Ji'nan city Shanxi Road No. 576. Patentee after: Shandong transportation planning and Design Institute Co.,Ltd. Address before: 250031 Shandong Province Flyover District of Ji'nan city Shanxi Road No. 576. Patentee before: SHANDONG PROVINCIAL COMMUNICATIONS PLANNING AND DESIGN INSTITUTE |
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| CP01 | Change in the name or title of a patent holder | ||
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Address after: 250031 No. 576 Wushanxi Road, Tianqiao District, Jinan City, Shandong Province Patentee after: Shandong transportation planning and Design Institute Group Co.,Ltd. Address before: 250031 No. 576 Wushanxi Road, Tianqiao District, Jinan City, Shandong Province Patentee before: Shandong transportation planning and Design Institute Co.,Ltd. |
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| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140625 Termination date: 20220114 |