CN212742152U - Large-span bridge structure under height-limited condition - Google Patents
Large-span bridge structure under height-limited condition Download PDFInfo
- Publication number
- CN212742152U CN212742152U CN202022110709.0U CN202022110709U CN212742152U CN 212742152 U CN212742152 U CN 212742152U CN 202022110709 U CN202022110709 U CN 202022110709U CN 212742152 U CN212742152 U CN 212742152U
- Authority
- CN
- China
- Prior art keywords
- bridge
- cable
- main
- span
- tower
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model provides a large-span bridge structures under highly restricted condition, including the main push-towing rope, the hoist cable, the suspension cable, the girder, the bridge tower cushion cap, the bridge tower basis, the side span pier, the bridge pier cushion cap, the bridge pier basis, the girder is closed steel case girder, the main push-towing rope direct anchorage is on the girder, the bridge tower is the all steel construction bridge tower, the mid-span region of bridge main span is the main push-towing rope bearing area, the bridge main span be close to the bridge tower region and be the suspension cable bearing area, be the common bearing area of hoist cable and suspension cable cross arrangement between main push-towing rope bearing area and the suspension cable bearing area. The large-span bridge structure overcomes the adverse effects caused by low height of a bridge tower, small vertical span ratio of the main cable and small angle of the stay cable under the condition of limited height by reasonably distributing the bearing proportion of the main cable and the stay cable, and achieves good stress performance and better overall economy while realizing large span.
Description
Technical Field
The invention belongs to the technical field of bridges, and particularly relates to a large-span bridge structure under a height-limited condition.
Background
For a large-span bridge with the main span of more than 400m, the conventional bridge type can be mainly a cable bearing system bridge such as an arch bridge, a cable-stayed bridge, a suspension bridge and the like. On the premise of ensuring better stress performance and good economic performance, the main structural parameter ratios related to the height and the span of each bridge type are as follows:
1) an arch bridge: the arch rib rise-span ratio is about 1/5;
2) a cable-stayed bridge: the ratio of the height above the bridge surface of the main tower to the main span is about 1/4;
3) ground anchor type suspension bridge: the main cable vertical span ratio is about 1/10;
4) self-anchored suspension bridge: the main cable sag ratio is around 1/6.
In actual engineering, limited by construction conditions at bridge locations, bridge design sometimes meets the situation that both an ultra-large main span and a very low bridge height are required. For example, limited by port navigation and water conservancy conditions, the span of a bridge needs to reach a certain scale, and meanwhile, the bridge is located in the height limit range of an airport, and the total height of the bridge needs to meet the requirement of aviation height limit.
The double control conditions of large span and height limitation bring great difficulty to the design of the bridge scheme. When the difference between the main span and the height of the bridge and the conventional structural parameter ratio of the bridge is large, the bridge loses feasibility due to poor stress performance and economic performance. At this time, a novel bridge structure system which can meet the construction conditions and has good stress performance, excellent landscape effect and good economic performance needs to be designed.
Disclosure of Invention
Aiming at the problems, the invention provides a large-span bridge structure under the condition of limited height.
The purpose of the invention can be realized by the following technical scheme: a large-span bridge structure under the condition of limited height comprises a main cable, a sling, a stay cable, a main beam, a bridge tower bearing platform, a bridge tower foundation, a side span bridge pier, a bridge pier bearing platform and a bridge pier foundation, wherein the main beam is a closed steel box main beam, and the main cable is anchored on the main beam; the bridge tower is of an all-steel structure; the middle span area of the main span of the bridge is a main cable bearing area, the area, close to a bridge tower, of the main span of the bridge is a stay cable bearing area, the longitudinal bearing length of the main cable bearing area accounts for 30% -40% of the total length of the main span, the longitudinal bearing length of the stay cable bearing area accounts for 40% -50% of the total length of the main span, a common bearing area formed by crossed suspension cables and stay cables is arranged between the main cable bearing area and the stay cable bearing area, and the longitudinal bearing length of the common bearing area is 2-3 cable distances.
Further, the steel case girder that closes includes the steel case girder body and sets up hoist cable anchor structure, suspension cable anchor structure, main push-towing rope anchor structure on the steel case girder body, hoist cable anchor structure is located the outer web outside of steel case girder and sets up in main push-towing rope bearing district and common bearing district on the cross bridge is to the direction, suspension cable anchor structure is located the outer web inboard of steel case girder and sets up in suspension cable bearing district and common bearing district on the cross bridge is to the direction.
Furthermore, the all-steel structure bridge tower comprises a steel tower column, a steel tower cross beam, a permanent stay cable anchoring structure, a temporary stay cable anchoring structure, a main cable saddle and a steel tower and concrete bearing platform combination section.
Furthermore, the steel tower column is of a box-shaped section and is divided into three box chambers in the transverse bridge direction, the permanent stay cable anchoring structures are located in the middle box chamber of the steel tower column, and the temporary stay cable anchoring structures are located in the box chambers on the two sides of the steel tower column.
Furthermore, the support system of the large-span bridge structure is a continuous semi-floating system and comprises a transverse wind-resistant support, a viscous damper and a vertical support which are arranged on the bridge.
Furthermore, the ratio of the height above the bridge surface of the bridge tower to the main span is 1/15-1/10, the ratio of the total height of the bridge tower to the main span is 1/8-1/6, the vertical span ratio of the main cable is 1/15-1/10, and the horizontal angle of the inclined cable at the outermost side is 10-15 degrees.
Compared with the prior art, the invention has the beneficial effects that: by adopting the closed steel box girder and the all-steel structure bridge tower, the main cable is directly anchored on the girder, the load on the girder is jointly borne by the main cable and the stay cable, and by reasonably distributing the bearing proportion of the main cable and the stay cable, the bridge structure overcomes the adverse effects caused by low height of the bridge tower, small vertical span ratio of the main cable and small angle of the stay cable under the condition of limited height, and obtains good stress performance and better overall economy while realizing large span.
Drawings
Fig. 1 is a schematic elevation view of the present invention.
Fig. 2 is a schematic plan view of the present invention.
Fig. 3 is a top plan view of the main beam of the closed steel box of the present invention.
Fig. 4 is a bottom plan view of the main beam of the closed steel box of the present invention.
Figure 5 is a schematic cross-sectional view of the main cable load bearing area a-a of figure 1.
Fig. 6 is a schematic cross-sectional view of the load bearing area B-B of the stay cable of fig. 1.
Figure 7 is a schematic cross-sectional view of the common load bearing zone C-C of figure 1.
Fig. 8 is a cross-sectional view of the main cable anchor D-D of fig. 1.
Fig. 9 is a schematic transverse direction view of the all-steel structure bridge tower of the present invention.
Fig. 10 is a schematic longitudinal elevation of an all-steel structural pylon of the invention.
FIG. 11 is a schematic cross-sectional view of E-E in FIG. 11.
FIG. 12 is a schematic cross-sectional view F-F of FIG. 11.
FIG. 13 is a schematic cross-sectional view of G-G in FIG. 11.
The parts in the figures are numbered as follows:
1 Main Cable
2 sling
3 stay cable
4 closed steel box girder
401 steel box girder
4011 outer web
402 hoist line anchor structure
403 stay cable anchoring structure
404 main cable anchoring structure
5 all-steel structure bridge tower
501 steel tower column
502 steel tower beam
503 permanent stay cable anchoring structure
504 temporary stay cable anchoring structure
505 main cable saddle
506 steel tower and concrete bearing platform combined section
6 bridge tower bearing platform
7 bridge tower foundation
8 side span bridge pier
9 pier cushion cap
10 pier foundation
11 temporary stay cable
12 horizontal wind-resistant support
13 viscous damper
14 vertical support
a main cable bearing area
b stay cable bearing area
c common load bearing area.
Detailed Description
The following detailed description of the embodiments of the present invention will be given in conjunction with the accompanying drawings to make it clear to those skilled in the art how to practice the present invention. While the invention has been described in connection with preferred embodiments thereof, these embodiments are merely illustrative, and not restrictive, of the scope of the invention.
Referring to fig. 1 to 3, the large-span bridge structure under the height-limited condition comprises a main cable 1, a sling 2, a stay cable 3, a closed steel box main beam 4, an all-steel structure bridge tower 5, a bridge tower bearing platform 6, a bridge tower foundation 7, a side span bridge pier 8, a bridge pier bearing platform 9 and a bridge pier foundation 10. In this embodiment, the main span is 420m, and the height limit is 60 m.
The closed steel box girder 4 comprises a steel box girder body 401, a sling anchoring structure 402, a stay cable anchoring structure 403 and a main cable anchoring structure 404. The suspension cable anchoring structure 402, the stay cable anchoring structure 403, and the main cable anchoring structure 404 are provided on the steel box girder 401, and are used to fix the suspension cable 2, the stay cable 3, and the main cable 1, respectively.
The all-steel structure bridge tower 5 comprises a steel tower column 501, a steel tower cross beam 502, a permanent stay cable anchoring structure 503, a temporary stay cable anchoring structure 504, a main cable saddle 505 and a steel tower and concrete bearing platform combining section 506.
Referring to fig. 3 and 4, the supporting system of the bridge structure of the present embodiment is a continuous semi-floating system, which employs a transverse wind-resistant support 12, a viscous damper 13, and a vertical support 14.
The total height of the bridge tower is determined by the airport height limit, and the bridge deck elevation is determined by the navigation requirement, the main beam structure height and other factors. According to the above conditions, the height of the tower above the bridge deck is about 35m, the height of the tower below the bridge deck is about 25m, and the total height of the bridge tower is 60 m. The bridge tower height is far lower than that of the conventional self-anchored suspension bridge and cable-stayed bridge, the maximum sag of the main cable 1 is 28.72m, the sag ratio of the main cable 1 is 1/14.6, and the value is much smaller than that of the common self-anchored suspension bridge and even the ground-anchored suspension bridge, as shown in fig. 1 and fig. 2.
Under the condition of bearing the same vertical load, the smaller the vertical span ratio of the main cable 1 is, the larger the cable force of the main cable 1 is, the larger the axial pressure borne by the main beam due to the anchoring of the main cable 1 is, and the too large cable force of the main cable 1 brings a lot of difficulties to the structural design of the main beam, the design of the main cable anchoring structure 404 and the like. Also, due to the low tower height, the horizontal angle of the stay cables 3 is smaller than in conventional cable-stayed bridges. Under the condition of bearing the same vertical load, the smaller the angle of the stay cable 3 is, the larger the cable force of the stay cable 3 is, the larger the axial pressure transmitted to the main beam is, and the more complicated the design of the stay cable 3 cable body and the stay cable anchoring structure 403 is. Under the limiting condition that the height of the bridge tower cannot be increased, the closed steel box girder 4 with light weight, high strength and excellent stability is adopted as the girder, on the premise of meeting the requirements on strength, rigidity and stability, the structural weight of the closed steel box girder 4 is far less than that of a concrete girder, and the cable force of a main cable 1 and the cable force of a stay cable 3 are greatly reduced. Referring to fig. 5, the closed steel box girder 4 of the embodiment has a height of 4.5m and a width of 45m, and adopts a single-box multi-chamber structure with a standard segment length of 10.5 m.
When the girder adopts the steel case girder 4 of remaining silent, this embodiment has carried out rational distribution to the bearing scope of main push-towing rope 1 and suspension cable 3 to control main push-towing rope 1 cable power and suspension cable 3 cable power at the same time at the same order of magnitude with conventional bridge, convenient design and construction. In this embodiment, the cable distance is 10.5m, and the load-bearing ranges of the main cable 1 and the stay cables 3 are allocated as follows: the main cable bearing area a is a main beam load of about 15 cable distances between main spans, the stay cable bearing area b is a main beam load of about 99.75m close to a main tower, slings 2 and stay cables 3 within about 3 cable distances of 31.5m are longitudinally and alternately arranged between the main beam load and the stay cables, and the common bearing area c is favorable for smooth transition of girder stress and simultaneously improves the fatigue resistance and stress performance of the slings 2 and the stay cables 3. After the load-bearing areas of the main cables 1 and the stay cables 3 are reasonably distributed according to the proportion, referring to fig. 1, the minimum horizontal angle of the stay cables 3 is 12.9 degrees, and the maximum cable force 10374kN of the stay cables 3, in a large-span cable-stayed bridge built in China, the cable force of part of the stay cables 3 reaches the magnitude, and the construction technology is mature; the maximum cable force of a single main cable 1 is 130868kN, the cable force is lower than that of a self-anchored suspension bridge with the maximum span built in the world, and a Chongqing goose public rock compound bridge with the main span of 600m has the advantages that the design and construction are precedent and the technical difficulty is effectively controlled. Through the reasonable distribution of the bearing areas of the main cable 1 and the stay cables 3, the design and construction of the main cable 1 and the stay cables 3 can be better realized under the extremely harsh limiting conditions that the vertical span ratio of the main cable 1 is extremely small and the angles of the stay cables 3 are extremely small.
Referring to fig. 5 and 7, the main cable bearing area a and the common bearing area c of the closed steel box girder 4 are provided with a sling anchor structure 402. Referring to fig. 6 and 7, the stay cable bearing area b and the common bearing area c of the closed steel box girder 4 are provided with stay cable anchoring structures 403. The sling anchor structure 402 is located outside the outer web 4011 of the steel box main beam in the transverse direction, and the stay cable anchor structure 403 is located inside the outer web 4011 of the steel box main beam in the transverse direction, so that the sling 2 and the stay cable 3 can be avoided from each other in the transverse space, and the sling 2 and the stay cable 3 in the common bearing area c on the closed steel box main beam 4 cannot collide with each other.
Referring to fig. 8, a main cable anchoring structure 404 is provided at the anchoring position of the main cable 1 on the closed steel box girder 4, and the main cable 1 is dispersed into single strands at the end of the steel box girder and anchored on the main cable anchoring structure 404.
The bridge tower has the stress characteristics different from the conventional cable-stayed bridge and suspension bridge due to the low height of the bridge tower and the small angle of the stay cable 3. The conventional bridge tower is stressed mainly by axial compression, and a concrete bridge tower is usually adopted. The bridge tower of the embodiment is extremely low in height, so that under the action of load in the use stage, the longitudinal bending moment borne by the bridge tower is far larger than that of a conventional bridge, particularly the longitudinal bending moment generated by the whole temperature load, and the stress of the bridge tower and the foundation under the bridge tower is very unfavorable. The magnitude of the longitudinal bending moment value of the bridge tower is closely related to the angle of the stay cable 3 and the longitudinal rigidity of the bridge tower. In this embodiment, the horizontal angle of the outermost stay cables 3 is 12.9 degrees, which is much smaller than that of the conventional cable-stayed bridge and has no possibility of being enlarged. Under the condition that the angle of the stay cable 3 cannot be further increased, referring to fig. 9 and 10, the bridge tower adopts an all-steel structure bridge tower 5, so that the longitudinal rigidity of the bridge tower is greatly reduced, the bending moment and the foundation stress of the bridge tower are obviously reduced, the scales of a bridge tower bearing platform 6 and a bridge tower foundation 7 are reduced, and better overall economy can be obtained. The longitudinal bending moment of the all-steel structure bridge tower 5 is reduced by 52 percent relative to the concrete bridge tower, and the self stress of the bridge tower is greatly improved. Meanwhile, the number of the cast-in-situ bored piles of the bridge tower foundation 7 is reduced from 50 to 38, the scale and the manufacturing cost of the bridge tower foundation 7 are both greatly reduced, and good overall economic performance is obtained.
In order to avoid breaking through the height-limiting condition during construction and simultaneously avoid influencing the smooth passage. In the embodiment, a construction method that a bridge deck crane assembles sections of a closed steel box main beam 4 section by section and symmetrically installs corresponding stay cables 3 is adopted; for the main cable bearing area a without the stay cables 3, the temporary stay cables 113 are used for construction section by section, the main cables 1 and the sling cables 2 are installed after the closed steel box main beam 4 is closed, the corresponding temporary stay cables 113 are removed, and the conversion of a stress system is completed. In order to adapt to the anchoring of the temporary stay cables 113 and the permanent stay cables 3, the steel tower column 501 of the all-steel structure bridge tower 5 adopts a box-shaped cross section and is divided into three box chambers in the transverse bridge direction, the permanent stay cable anchoring structures 503 are positioned in the middle box chamber, the temporary stay cable anchoring structures 504 are positioned in the two box chambers, and the detailed description is provided in fig. 9 to 13. Since the anchoring points of the temporary stay cables 113 on the pylon are on both sides of the permanent stay cables 3, not above the permanent stay cables 3, the height limit condition is not broken during construction.
It should be noted that many variations and modifications of the embodiments of the present invention fully described are possible and are not to be considered as limited to the specific examples of the above embodiments. The above examples are given by way of illustration of the invention and are not intended to limit the invention. In conclusion, the scope of the present invention should include those changes or substitutions and modifications which are obvious to those of ordinary skill in the art.
Claims (6)
1. A large-span bridge structure under the condition of limited height comprises a main cable, a sling, a stay cable, a main beam, a bridge tower bearing platform, a bridge tower foundation, a side span bridge pier, a bridge pier bearing platform and a bridge pier foundation, and is characterized in that the main beam is a closed steel box main beam, and the main cable is anchored on the main beam; the bridge tower is of an all-steel structure; the middle span area of the main span of the bridge is a main cable bearing area, the area, close to a bridge tower, of the main span of the bridge is a stay cable bearing area, the longitudinal bearing length of the main cable bearing area accounts for 30% -40% of the total length of the main span, the longitudinal bearing length of the stay cable bearing area accounts for 40% -50% of the total length of the main span, a common bearing area formed by crossed suspension cables and stay cables is arranged between the main cable bearing area and the stay cable bearing area, and the longitudinal bearing length of the common bearing area is 2-3 cable distances.
2. The long-span bridge structure under the condition of limited height of claim 1, wherein the closed steel box girder comprises a steel box girder body, and a sling anchor structure, a stay cable anchor structure and a main cable anchor structure which are arranged on the steel box girder body, the sling anchor structure is arranged outside an outer web of the steel box girder in the transverse direction of the bridge and is arranged in a main cable bearing area and a common bearing area, and the stay cable anchor structure is arranged inside the outer web of the steel box girder in the transverse direction of the bridge and is arranged in the stay cable bearing area and the common bearing area.
3. The long-span bridge structure under the limited height condition of claim 1, wherein the all-steel structure bridge tower comprises a steel tower column, a steel tower beam, a permanent stay cable anchoring structure, a temporary stay cable anchoring structure, a main cable saddle, and a steel tower and concrete cap combining section.
4. The long-span bridge structure under the limited height condition of claim 3, wherein the steel tower column has a box-shaped cross section and is divided into three boxes in the transverse direction of the bridge, the permanent stay cable anchoring structure is located in the middle box of the steel tower column, and the temporary stay cable anchoring structures are located in the two boxes of the steel tower column.
5. The large-span bridge structure under the height-limited condition of claim 1, wherein the supporting system of the large-span bridge structure is a continuous semi-floating system comprising a transverse wind-resistant support, a viscous damper and a vertical support which are arranged on the bridge.
6. The long-span bridge structure under the condition of limited height according to claim 1, wherein the ratio of the height above the bridge surface of the bridge tower to the main span is 1/15-1/10, the ratio of the total height of the bridge tower to the main span is 1/8-1/6, the vertical span ratio of the main cable is 1/15-1/10, and the horizontal angle of the inclined cable at the outermost side is 10-15 degrees.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022110709.0U CN212742152U (en) | 2020-09-23 | 2020-09-23 | Large-span bridge structure under height-limited condition |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022110709.0U CN212742152U (en) | 2020-09-23 | 2020-09-23 | Large-span bridge structure under height-limited condition |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN212742152U true CN212742152U (en) | 2021-03-19 |
Family
ID=74990567
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202022110709.0U Active CN212742152U (en) | 2020-09-23 | 2020-09-23 | Large-span bridge structure under height-limited condition |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN212742152U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113481825A (en) * | 2021-07-21 | 2021-10-08 | 上海市政工程设计研究总院（集团）有限公司 | Large-span bridge structure of Y-shaped girder |
-
2020
- 2020-09-23 CN CN202022110709.0U patent/CN212742152U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113481825A (en) * | 2021-07-21 | 2021-10-08 | 上海市政工程设计研究总院（集团）有限公司 | Large-span bridge structure of Y-shaped girder |
| CN113481825B (en) * | 2021-07-21 | 2023-02-28 | 上海市政工程设计研究总院（集团）有限公司 | Large-span bridge structure of Y-shaped girder |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN100519943C (en) | Non-cable single-tower stayed bridge | |
| CN102535348A (en) | Method for tensioning stayed cables of hinged tower cable stayed bridge | |
| CN212742152U (en) | Large-span bridge structure under height-limited condition | |
| CN109898421B (en) | Wind-resistant structure and wind-resistant method for integrally lifting arch rib of steel box arch bridge | |
| CN104264578A (en) | Steel-concrete combining bridge of self-anchored suspension cable-cable-stayed cooperative system | |
| CN113235389A (en) | Ground anchor type suspension bridge structure suitable for special terrain | |
| CN112081002A (en) | Large-span bridge structure under height-limited condition and construction method thereof | |
| CN110016861A (en) | A kind of crossbeam-free queen post Cable-stayed Bridge Pylon and the cable-stayed bridge containing it | |
| CN210636294U (en) | Cable-stayed bridge of semi-floating truss type bridge tower | |
| CN104264577A (en) | Self-anchoring suspension cable and stay cable cooperative system bridge with girder having variable cross-section | |
| CN115627713A (en) | Arch rib edge section inclined pulling buckle hanging and middle section large section lifting installation method | |
| CN218479026U (en) | Pedestrian suspension bridge without side cable and anchorage | |
| CN208167492U (en) | Deck type arch-beam composite bridges girder construction | |
| CN106968178B (en) | Construction method for main beam of cable-stayed suspension bridge | |
| CN111663428B (en) | Negative inhaul cable suspension bridge | |
| CN114837059A (en) | Mountain rock anchor cable-stayed flexible arch cooperation system bridge and construction method thereof | |
| CN213203757U (en) | Asymmetric eccentric section flat thin-wall steel box girder and corresponding single-cable-plane curved beam suspension bridge | |
| CN208501494U (en) | A kind of shared anchorage of suspension bridge | |
| CN221276305U (en) | Back-cable-free cable-stayed-suspension cable cooperation system bridge | |
| CN212270636U (en) | Self-anchored suspension bridge of main cable ground anchor | |
| CN216663755U (en) | Ground anchor type suspension bridge structure suitable for special terrain | |
| CN111893861A (en) | Partial cable-stayed bridge of steel truss web type concrete composite beam and construction method thereof | |
| CN214362790U (en) | Arched girder composite structure | |
| CN215051983U (en) | Root-shaped arrangement main cable self-anchored suspension bridge | |
| CN103174087A (en) | Suspended cable-cable-stayed cooperation system comprising inclined sling and variable cross-section main cable |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |