CN210086024U - Marine large-span ground anchor type suspension cable stayed cooperative system bridge structure - Google Patents
Marine large-span ground anchor type suspension cable stayed cooperative system bridge structure Download PDFInfo
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- CN210086024U CN210086024U CN201920513658.0U CN201920513658U CN210086024U CN 210086024 U CN210086024 U CN 210086024U CN 201920513658 U CN201920513658 U CN 201920513658U CN 210086024 U CN210086024 U CN 210086024U
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Abstract
The utility model provides an anchor formula suspension cable-stay collaboration system bridge structures strides greatly on sea, relates to the bridge engineering field, includes: the supporting structure comprises anchor ingots and a main tower, wherein the main tower is positioned between the two anchor ingots; the separated steel box girder is respectively supported on the anchor ingots at two ends and the main tower along the bridge direction; two main cables are arranged and respectively connected with anchor spindles at two ends and a main tower; the inclined stay cable is of a spatial four-cable-plane structure, and two ends of the inclined stay cable are respectively tensioned on the main tower and the separated steel box girder; the main rope and the separating steel box girder are connected with the suspender between the side faces, the separating steel box girder comprises two beams and beam plates, the beam plates are parallel to each other and are arranged on two sides of the main tower along the bridge direction, the beam plates perpendicular to the beams are arranged between the two beam plates in a discontinuous mode, the upper surfaces of the beam plates are horizontal planes, and the lower surfaces of the beam plates are of streamline curved surface structures. The utility model greatly improves the wind resistance stability of the main structure; the spatial four-cable-surface structure obviously improves the transverse stress and effectively reduces the height of the cross beam and the engineering quantity thereof.
Description
Technical Field
The utility model relates to a bridge engineering field, concretely relates to marine ground anchor formula suspension cable cooperation system bridge structures to one side strides greatly.
Background
The bridge-type-selectable scheme of the bridge with the span of over thousand meters mainly comprises a cable-stayed bridge, a suspension bridge and a suspension cable-stayed cooperative system bridge. When the span of the bridge is large, the problems of serious vibration, poor stability of the ultrahigh bridge tower and the like exist in the ultra-long stay cable of the cable-stayed bridge scheme. The wind-resistant rigidity of the suspension bridge is relatively poor, large underwater anchorages need to be arranged in large span, the anchorage construction is complex, the cost is extremely high, the water blocking rate is high, and the landscape effect is poor. In a conventional suspension cable-stayed cooperative system, discontinuity exists in internal force, a main beam cable-stayed part is a bending component, a suspension cable part is a pure bending component, and meanwhile, the rigidity of the cable-stayed part is high and the rigidity of the suspension cable part is low; when the side span is large and one span spans, the auxiliary pier is not arranged, and the rigidity of the cable-stayed section is insufficient. In the construction of a large-span bridge in a terrain limited area, due to the requirements of construction and cost, wind resistance and reasonable structural stress, the three schemes can not provide reasonable solutions.
SUMMERY OF THE UTILITY MODEL
The utility model provides a not enough to prior art, the utility model provides a marine ground anchor formula suspension cable draws cooperation system bridge construction to one side greatly.
An offshore large-span ground anchor type suspension cable stayed cooperative system bridge structure comprises:
the supporting structure comprises anchor ingots and a main tower, wherein the anchor ingots and the main tower are respectively provided with two seats, the main tower is positioned between the two anchor ingots, and the two anchor ingots and the two main towers are positioned on the same straight line; forming a three-span type arrangement by utilizing an anchor ingot and a main tower, wherein the bridge span is arranged to be 450+1620+450 m;
the separated steel box girder is respectively supported on the anchor ingots at two ends and the main tower along the bridge direction;
two main cables are arranged and respectively connected with anchor spindles at two ends and a main tower;
the inclined stay cable is of a spatial four-cable-plane structure, and two ends of the inclined stay cable are respectively tensioned on the main tower and the separated steel box girder;
the utility model discloses a tower crane, including main cable and disconnect-type steel box girder, disconnect-type steel box girder includes crossbeam and beam slab, the beam slab is provided with two, and parallel to each other is along the bridge to setting up in the main tower both sides, crossbeam perpendicular to beam slab is interrupted to be arranged between two beam slabs, the beam slab upper surface is the horizontal plane, the streamlined curved surface structure of lower surface, single width of beam 22.5m (not containing the tuyere), the long 17.0m of intermediate beam, the full width 64.5m of girder (containing the tuyere).
The main tower is single-column structure, main tower upper portion is equipped with the column, the main push-towing rope is connected on the column top, the suspension cable end is connected on the column, main tower middle part both sides are equipped with the bracket respectively, the beam slab is fixed on the bracket, and the main tower full height is 267 m.
The anchor is a gravity type underwater anchor, and the foundation form can be determined by corresponding geological conditions.
The main cable end is anchored at two end sides of an anchor, the main cables are connected through cable saddles at bridge towers, the main cable is connected with two main tower subsections and is of a secondary parabolic linear structure, transverse support rods are discontinuously arranged between the two main cables of the subsections, the main cable is arranged at the center distance of 4.2m between the main cables at the tower top saddle, the center distance of the anchor is 65m, the midspan is disassembled to 37.8m, and 5 transverse support rods are additionally arranged at the midspan main cable midspan.
One end of the stay cable is anchored on the main tower through a cable saddle, the other end of the stay cable is anchored on the hoisting points on two sides of the beam plate, the connecting section of the separated steel box beam and the stay cable and the connecting section of the separated steel box beam and the suspender are provided with coincident transition sections, the hoisting point on the inner side of the beam plate in the separated steel box beam of the transition section part is connected with the main tower through the stay cable to support, and the hoisting point on the outer side is connected with the main cable through the suspender to support.
The main towers and the anchor ingot form a side span area, a mid-span area is formed between the two main towers, the suspenders are respectively arranged at the end position of the side span area and the middle position of the mid-span area, the suspenders in the side span area and the mid-span area are vertically arranged, the suspenders in the transition section are obliquely arranged, the span of the mid-span pure suspension cable area is 756m, the stay cable area at one side is 432m, the transition section is 72m, the stay cable in the transition section is anchored by double cable planes and the inner side lifting point of the main beam, and the outer side lifting point is supported by the suspenders; the pure suspension cable area of side span is 270m, sets up 180m changeover portion near the anchorage, and changeover portion suspension cable arrangement mode is the same with the midspan.
The utility model provides an anchor formula suspension cable-stay cooperative system bridge structure is striden greatly on sea, its beneficial effect is:
1. the column type bridge tower is adopted, the scale of the bridge tower and the scale of the foundation can be correspondingly reduced, and the adaptability to ship collision requirements and marine foundations is better; along with the increase of span, the cost proportion of lower part basis and bridge tower is corresponding to improve, adopts column type bridge and the better split type steel box girder of anti-wind performance to cooperate, can save the cost of bridge tower self.
2. The split steel box girder can greatly improve the wind resistance stability of the girder; the optimization of the arc-shaped bottom plate matched with the air nozzle greatly improves the section aerodynamic characteristics, reduces the transverse wind resistance coefficient of the main beam, improves the flutter critical wind speed, reduces the vortex vibration amplitude, effectively solves the vortex vibration problem, can meet the requirements of vortex vibration and flutter wind speed without installing a guide plate, simultaneously divides the beam plate into two and a half by four cable surfaces, and is connected in the middle by the cross beam, thereby solving the problems of overlong span, overlarge bearing capacity and complexity of the cross beam;
3. the cable force is distributed along the beam by four cable surfaces, so that the anchor and the cable force are reduced, the overlarge stress of a local anchor cable is avoided, the influence of unbalance loading is reduced, and the total engineering cost is saved; the longitudinal stress performance of the bridge is equivalent to that of two cable surface structures, but the torsion resistance of the structure is improved; the four-cable-surface structure is convenient for installation of the steel box girder during construction.
4. The transition section suspender is externally arranged, and the stay cable is internally arranged. Compared with the working condition that the transition section suspender is not arranged, after the transition section inclined suspender is arranged, the live load stress amplitude of the suspender is obviously optimized.
The utility model can reduce the bridge tower and the foundation scale, and better meet the adaptability requirement of the foundation to ship collision; the scale of the anchorage can be reduced by nearly 40 percent, and the difficulty and risk of building a huge anchorage in seawater are greatly reduced; the single-column type bridge tower and the split type steel box girder are adopted, so that the wind resistance and stability of the main structure are greatly improved; the horizontal atress is obviously improved to four cable face structures in space, effectively reduce crossbeam height and engineering volume, overall engineering cost is saved, structure torsional resistance improves, and the installation of steel box girder when conveniently being under construction, the changeover portion jib is external, the suspension cable is built-in, the operating mode that does not set up the changeover portion jib in comparison, set up the oblique jib of changeover portion, jib live load stress amplitude has obvious optimization, thereby can realize the quick convenient construction of marine long-span bridge, reduce the cost, and have very superior marine wind resistance.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
FIG. 1 is a schematic view of the overall structure of the present invention;
FIG. 2 is a schematic structural view of the split steel box girder of FIG. 1;
FIG. 3 is a schematic view of the column of FIG. 1;
FIG. 4 is a schematic view of the main cable of FIG. 1;
FIG. 5 is a schematic view of the connection of the edge spans of FIG. 1;
FIG. 6 is a schematic mid-span connection of FIG. 1;
fig. 7 is a bottom view of the overall structure of the present invention;
FIG. 8 is a front view of the overall structure of the present invention;
in the figure: 1. a support structure; 12. anchoring; 13. a main tower; 2. a split steel box girder; 3. a main cable; 4. a stay cable; 5. a boom; 21. a cross beam; 22. a beam plate; 31. a tower column; 32. a bracket; 301. a transverse stay bar.
Detailed Description
To make the purpose, technical solution and advantages of the embodiments of the present invention clearer, the embodiments of the present invention are combined to clearly and completely describe the technical solution in the embodiments of the present invention, and obviously, the described embodiments are some embodiments of the present invention, not all embodiments. Based on the embodiments in the present invention, all other embodiments obtained by a person skilled in the art without creative efforts belong to the protection scope of the present invention.
Example 1:
as shown in fig. 1, 2, 7, 8; an offshore large-span ground anchor type suspension cable stayed cooperative system bridge structure comprises:
the supporting structure 1 comprises anchor ingots 12 and a main tower 13, wherein the anchor ingots 12 and the main tower 13 are respectively provided with two seats, the main tower 13 is positioned between the two anchor ingots 12, and the two anchor ingots 12 and the two main towers 13 are positioned on the same straight line; anchor 12 and main tower 13 are utilized to form a three-span type arrangement, and the bridge span arrangement is 450+1620+450 m;
the separated steel box girder 2 is respectively supported on the anchor ingots 12 at two ends and the main tower 13 along the bridge direction;
two main cables 3 are arranged and respectively connected with anchor spindles 12 at two ends and a main tower 13;
the stay cable 4 is of a spatial four-cable-plane structure, and two ends of the stay cable are respectively tensioned on the main tower 13 and the separated steel box girder 2;
the suspension rod 5 is connected between the main cable 3 and the side face of the separated steel box girder 2, the separated steel box girder 2 comprises two beams 21 and two beam plates 22, the two beam plates 22 are parallel to each other and are arranged on two sides of the main tower 13 along the bridge direction, the beams 21 are perpendicular to the beam plates 22 and are discontinuously arranged between the two beam plates 22, the upper surface of each beam plate 22 is a horizontal plane, the lower surface of each beam plate is of a streamline curved surface structure, the width of a single beam is 22.5m (without a tuyere), the length of the middle beam is 17.0m, the total width of the main beam is 64.5m (with the tuyere), and the wind resistance stability of the main beam can be greatly improved; the optimization of arc beam slab cooperation tuyere improves the section aerodynamic characteristic greatly, has reduced the horizontal windage coefficient of girder, has improved the critical wind speed that shimmys, has reduced the vortex amplitude that shakes, has effectively solved the vortex problem that shakes, can satisfy the requirement that the vortex shakes and the wind speed that shimmys without the installation guide plate, and the beam slab divide into two half by four cable surfaces simultaneously, connects between two parties with the crossbeam again, has solved crossbeam span overlength, has born too big, the complicated problem.
As shown in fig. 1 and 3; the main tower 13 is of a single-column structure, the upper part of the main tower 13 is provided with a tower column 31, the main cable 3 is connected to the top end of the tower column 31, the end of the stay cable 4 is connected to the tower column 31, two sides of the middle part of the main tower 13 are respectively provided with a bracket 32, the beam plate 22 is fixed on the bracket 32, the total height of the main tower is 267m, the scale of the bridge tower and the foundation can be correspondingly reduced, and the adaptability to ship collision requirements and marine foundations is better; along with the increase of span, the cost proportion of lower part basis and bridge tower is corresponding to improve, adopts column type bridge and the better split type steel box girder of anti-wind performance to cooperate, can save the cost of bridge tower self.
As shown in fig. 1, 7, 8; the anchor 12 is a gravity type underwater anchor, the foundation form can be determined by corresponding geological conditions, only two anchors are needed to be built, and the two anchors are built close to the shore, so that the difficulty and risk of building a huge anchor in seawater are greatly reduced.
As shown in fig. 5; the end heads of the main cables 3 are anchored at two end sides of an anchor 12, the main cables 3 are connected through cable saddles at bridge towers, the main cables 3 are connected with two main tower 13 subsections which are of a secondary parabolic linear structure, transverse support rods 301 are discontinuously arranged between the two main cables 3 of the subsections, the main cables 3 are arranged at the center of the main cables at a saddle at the top of the tower at intervals of 4.2m, the center of the anchor is 65m, the midspan is disassembled to 37.8m, the midspan main cables span the middle section, 5 transverse support rods 301 are additionally arranged, the transverse support rods are utilized to support the main cables, the two main cables are separated, the collision of the two main cables is avoided, and the stress of the main cables is improved.
As shown in fig. 5 and 6; the suspension cable 4 one end is passed through the cable saddle and is anchored on main tower 13, and the other end is then anchored on the hoisting point of beam slab 22 both sides, disconnect-type steel box girder 2 and 4 linkage segments of suspension cable and disconnect-type steel box girder 2 and 5 linkage segments of jib are equipped with coincident changeover portion, and the inboard hoisting point of beam slab 22 in the disconnect-type steel box girder 2 of this changeover portion part is connected main tower 13 by suspension cable 4 and is supported, and the outside hoisting point is connected main rope 3 by jib 5 and is supported, and the cable force is by four cable faces along the horizontal distribution of roof beam, has reduced ground tackle and cable force, has avoided local anchor rope stress too big, has also reduced the influence of unbalance loading, and the overall engineering cost is saved, and the installation of steel box girder when four cable face structures are conveniently under construction.
Example 2:
as shown in fig. 1, 2, 7, 8; an offshore large-span ground anchor type suspension cable stayed cooperative system bridge structure comprises:
the supporting structure 1 comprises anchor ingots 12 and a main tower 13, wherein the anchor ingots 12 and the main tower 13 are respectively provided with two seats, the main tower 13 is positioned between the two anchor ingots 12, and the two anchor ingots 12 and the two main towers 13 are positioned on the same straight line; anchor 12 and main tower 13 are utilized to form a three-span type arrangement, and the bridge span arrangement is 450+1620+450 m;
the separated steel box girder 2 is respectively supported on the anchor ingots 12 at two ends and the main tower 13 along the bridge direction;
two main cables 3 are arranged and respectively connected with anchor spindles 12 at two ends and a main tower 13;
the stay cable 4 is of a spatial four-cable-plane structure, and two ends of the stay cable are respectively tensioned on the main tower 13 and the separated steel box girder 2;
the suspension rod 5 is connected between the main cable 3 and the side face of the separated steel box girder 2, the separated steel box girder 2 comprises two beams 21 and two beam plates 22, the two beam plates 22 are parallel to each other and are arranged on two sides of the main tower 13 along the bridge direction, the beams 21 are perpendicular to the beam plates 22 and are discontinuously arranged between the two beam plates 22, the upper surface of each beam plate 22 is a horizontal plane, the lower surface of each beam plate is of a streamline curved surface structure, the width of a single beam is 22.5m (without a tuyere), the length of the middle beam is 17.0m, the total width of the main beam is 64.5m (with the tuyere), and the wind resistance stability of the main beam can be greatly improved; the optimization of arc beam slab cooperation tuyere improves the section aerodynamic characteristic greatly, has reduced the horizontal windage coefficient of girder, has improved the critical wind speed that shimmys, has reduced the vortex amplitude that shakes, has effectively solved the vortex problem that shakes, can satisfy the requirement that the vortex shakes and the wind speed that shimmys without the installation guide plate, and the beam slab divide into two half by four cable surfaces simultaneously, connects between two parties with the crossbeam again, has solved crossbeam span overlength, has born too big, the complicated problem.
As shown in fig. 1 and 3; the main tower 13 is of a single-column structure, the upper part of the main tower 13 is provided with a tower column 31, the main cable 3 is connected to the top end of the tower column 31, the end of the stay cable 4 is connected to the tower column 31, two sides of the middle part of the main tower 13 are respectively provided with a bracket 32, the beam plate 22 is fixed on the bracket 32, the total height of the main tower is 267m, the scale of the bridge tower and the foundation can be correspondingly reduced, and the adaptability to ship collision requirements and marine foundations is better; along with the increase of span, the cost proportion of lower part basis and bridge tower is corresponding to improve, adopts column type bridge and the better split type steel box girder of anti-wind performance to cooperate, can save the cost of bridge tower self.
As shown in fig. 1, 7, 8; the anchor 12 is a gravity type underwater anchor, the foundation form can be determined by corresponding geological conditions, only two anchors are needed to be built, and the two anchors are built close to the shore, so that the difficulty and risk of building a huge anchor in seawater are greatly reduced.
As shown in fig. 5; the end heads of the main cables 3 are anchored at two end sides of an anchor 12, the main cables 3 are connected through cable saddles at bridge towers, the main cables 3 are connected with two main tower 13 subsections which are of a secondary parabolic linear structure, transverse support rods 301 are discontinuously arranged between the two main cables 3 of the subsections, the main cables 3 are arranged at the center of the main cables at a saddle at the top of the tower at intervals of 4.2m, the center of the anchor is 65m, the midspan is disassembled to 37.8m, the midspan main cables span the middle section, 5 transverse support rods 301 are additionally arranged, the transverse support rods are utilized to support the main cables, the two main cables are separated, the collision of the two main cables is avoided, and the stress of the main cables is improved.
As shown in fig. 5 and 6; the suspension cable 4 one end is passed through the cable saddle and is anchored on main tower 13, and the other end is then anchored on the hoisting point of beam slab 22 both sides, disconnect-type steel box girder 2 and 4 linkage segments of suspension cable and disconnect-type steel box girder 2 and 5 linkage segments of jib are equipped with coincident changeover portion, and the inboard hoisting point of beam slab 22 in the disconnect-type steel box girder 2 of this changeover portion part is connected main tower 13 by suspension cable 4 and is supported, and the outside hoisting point is connected main rope 3 by jib 5 and is supported, and the cable force is by four cable faces along the horizontal distribution of roof beam, has reduced ground tackle and cable force, has avoided local anchor rope stress too big, has also reduced the influence of unbalance loading, and the overall engineering cost is saved, and the installation of steel box girder when four cable face structures are conveniently under construction.
As shown in fig. 5, 6, 8; the main towers 13 and the anchor 12 form an edge span area, a mid-span area is formed between the two main towers 13, the suspenders 5 are respectively arranged at the end positions of the edge span area and the middle position of the mid-span area, the suspenders 5 of the edge span area and the suspenders 5 of the mid-span area are vertically arranged, the suspenders 5 of the transition section are obliquely arranged, the span of a mid-span pure suspension cable area is 756m, a single-side stay cable area is 432m, the transition section is 72m, the stay cables of the transition section are anchored by double cable planes and the inner side hoisting points of the main beams, and the outer hoisting points are supported by the suspenders; the side span pure stay cable area is 270m, a 180m transition section is arranged near the anchorage, the arrangement mode of the stay cable of the transition section is the same as that of the middle span, the longitudinal stress performance of the bridge is equivalent to that of the two cable surface structures, but the torsion resistance of the structure is improved; the changeover portion jib is external, and the suspension cable is built-in, compares the operating mode that does not set up the changeover portion jib, sets up the oblique jib of changeover portion, and jib live load stress amplitude has obvious optimization.
The above embodiments are only used to illustrate the technical solution of the present invention, and not to limit it; although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; such modifications and substitutions do not depart from the spirit and scope of the present invention in its corresponding aspects.
Claims (6)
1. The utility model provides an anchor formula suspension cable draws cooperative system bridge structure greatly on sea which characterized in that includes:
the supporting structure comprises anchor ingots and a main tower, wherein the anchor ingots and the main tower are respectively provided with two seats, the main tower is positioned between the two anchor ingots, and the two anchor ingots and the two main towers are positioned on the same straight line;
the separated steel box girder is respectively supported on the anchor ingots at two ends and the main tower along the bridge direction;
two main cables are arranged and respectively connected with anchor spindles at two ends and a main tower;
the inclined stay cable is of a spatial four-cable-plane structure, and two ends of the inclined stay cable are respectively tensioned on the main tower and the separated steel box girder;
the main push-towing type steel box girder comprises a main push-towing rope, a main push-towing rope and a separated steel box girder, wherein the main push-towing rope and the separated steel box girder are connected between the side faces of the main push-towing rope and the separated steel box girder, the separated steel box girder comprises two beams and beam plates, the beam plates are parallel to each other and are arranged on two sides of a main tower along a bridge direction, the beam plates perpendicular to the beam plates are arranged between the two beam plates in a discontinuous mode, the.
2. The bridge structure of claim 1, wherein the main tower is a single column structure, the tower column is disposed on the upper portion of the main tower, the main cable is connected to the top end of the tower column, the ends of the stay cables are connected to the tower column, the brackets are disposed on two sides of the middle portion of the main tower, and the beam plates are fixed to the brackets.
3. The bridge structure of the offshore large-span ground anchor type suspension cable-stayed cooperative system according to claim 1, wherein the anchor ingot is a gravity type underwater anchor.
4. The offshore large-span ground anchor type suspension cable-stayed cooperative system bridge structure as claimed in claim 1, wherein the ends of the main cables are anchored to the two end sides of an anchor ingot, the main cables are connected at the bridge tower through cable saddles, the main cable connects two main tower segments to form a secondary parabolic structure, and transverse bracing rods are intermittently arranged between the two main cables of the two main tower segments.
5. The bridge structure of claim 1, wherein the stay cable is anchored at one end to the main tower by a cable saddle and at the other end to suspension points on both sides of the beam slab, the connection sections of the split steel box girder and the stay cable and the connection sections of the split steel box girder and the suspension rod are provided with coincident transition sections, the suspension points on the inner side of the beam slab in the split steel box girder of the transition section are supported by the stay cable connected to the main tower, and the suspension points on the outer side are supported by the suspension rod connected to the main cable.
6. The offshore large-span ground anchor type suspension cable-stayed cooperative system bridge structure as claimed in claim 5, wherein the main towers and the anchor bars form an edge-span area, a mid-span area is formed between the two main towers, the suspension rods are respectively arranged at the end position of the edge-span area and the middle position of the mid-span area, the suspension rods in the edge-span area and the mid-span area are vertically arranged, and the suspension rods in the transition section are obliquely arranged.
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| CN201920513658.0U CN210086024U (en) | 2019-04-16 | 2019-04-16 | Marine large-span ground anchor type suspension cable stayed cooperative system bridge structure |
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| CN201920513658.0U CN210086024U (en) | 2019-04-16 | 2019-04-16 | Marine large-span ground anchor type suspension cable stayed cooperative system bridge structure |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112239992A (en) * | 2020-10-14 | 2021-01-19 | 上海市政工程设计研究总院（集团）有限公司 | Novel three-tower self-anchored suspension bridge and construction method thereof |
| CN112609586A (en) * | 2020-12-18 | 2021-04-06 | 中建三局集团有限公司 | Synchronous construction method for steel box girder self-anchoring suspension bridge tower girder |
| CN113026524A (en) * | 2021-04-07 | 2021-06-25 | 中国铁路设计集团有限公司 | Novel horizontal longitudinal connecting system for three-split steel box girder |
| CN113174832A (en) * | 2021-04-30 | 2021-07-27 | 中铁大桥勘测设计院集团有限公司 | Composite anchoring structure and cable-stayed and suspended cooperative system steel truss girder bridge |
| CN115679795A (en) * | 2022-11-10 | 2023-02-03 | 中铁第四勘察设计院集团有限公司 | Cable-stayed suspension cable cooperation system bridge |
-
2019
- 2019-04-16 CN CN201920513658.0U patent/CN210086024U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112239992A (en) * | 2020-10-14 | 2021-01-19 | 上海市政工程设计研究总院（集团）有限公司 | Novel three-tower self-anchored suspension bridge and construction method thereof |
| CN112609586A (en) * | 2020-12-18 | 2021-04-06 | 中建三局集团有限公司 | Synchronous construction method for steel box girder self-anchoring suspension bridge tower girder |
| CN113026524A (en) * | 2021-04-07 | 2021-06-25 | 中国铁路设计集团有限公司 | Novel horizontal longitudinal connecting system for three-split steel box girder |
| CN113174832A (en) * | 2021-04-30 | 2021-07-27 | 中铁大桥勘测设计院集团有限公司 | Composite anchoring structure and cable-stayed and suspended cooperative system steel truss girder bridge |
| CN115679795A (en) * | 2022-11-10 | 2023-02-03 | 中铁第四勘察设计院集团有限公司 | Cable-stayed suspension cable cooperation system bridge |
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