CN109371805A - A long-span multi-tower suspension cable system bridge and its construction method - Google Patents
A long-span multi-tower suspension cable system bridge and its construction method Download PDFInfo
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- CN109371805A CN109371805A CN201811352763.7A CN201811352763A CN109371805A CN 109371805 A CN109371805 A CN 109371805A CN 201811352763 A CN201811352763 A CN 201811352763A CN 109371805 A CN109371805 A CN 109371805A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/02—Suspension bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
本发明涉及桥梁，特别涉及一种大跨度多塔悬索体系桥梁及其施工方法，包括至少三座桥塔和两端连接桥塔的主梁，桥塔之间通过悬索组件相连，主梁从中部向两端依次为中段、过渡段和头段，位于中间位置的桥塔上端设置有抗滑移鞍座结构，桥梁的主缆为不间断的一整条，该主缆经过抗滑移鞍座结构将至少三座桥塔的上端串联；头段通过多根斜拉索与该头段相邻的桥塔连接；中段通过主缆上悬吊的多根悬索连接该主缆；过渡段通过斜拉索与桥塔连接，通过悬索与主缆连接；多根斜拉索、多根悬索和主缆组成悬索组件。采用本桥梁的斜拉悬索协作体系不仅相比于单跨桥梁跨径更长，还能有效解决目前跨径虽大但横向稳定性不足的悬索桥问题。
The invention relates to bridges, in particular to a large-span multi-tower suspension system bridge and a construction method thereof, comprising at least three bridge towers and main beams connecting the bridge towers at both ends, the bridge towers are connected by suspension components, and the main beams From the middle to the two ends are the middle section, the transition section and the head section in order. The upper end of the bridge tower at the middle position is provided with an anti-slip saddle structure. The main cable of the bridge is an uninterrupted whole. The saddle structure connects the upper ends of at least three bridge towers in series; the head section is connected to the adjacent bridge towers of the head section through a plurality of stay cables; the middle section is connected to the main cable through a plurality of suspension cables suspended on the main cable; the transition section is connected by The stay cable is connected with the bridge tower, and connected with the main cable through the suspension cable; a plurality of stay cables, a plurality of suspension cables and the main cable form a suspension cable assembly. Compared with the single-span bridge, the cable-stayed suspension cable coordination system of the bridge is not only longer in span, but also can effectively solve the problem of the current suspension bridge with large span but insufficient lateral stability.
Description
Technical field
The present invention relates to bridge, in particular to a kind of large span multitower cable-cabin structure bridge and its construction method.
Background technique
As economic fast development and social are constantly progressive, people are continuously increased the demand in traffic, more next
More Longspan Bridges is built in gorge over strait or crosses on broad waters.Currently, cable-stayed bridge and multi-span suspension bridges are Long spans
Two kinds of bridge types that bridge considers at first.There are maximum cantilever states when CONSTRUCTION OF CABLE-STAYED BRIDGE, if across footpath is excessive, girder root is in nearly tower
Place can there is a phenomenon where lateral deflection unstabilitys；The main push-towing rope and girder steel using amount of suspension bridge are larger, and with multi-span suspension bridges across footpath
Increase, including king-tower, main push-towing rope, the main members scale of construction such as anchorage and basis further increase, middle tower rigidity further increases, mistake
High cost and complicated construction technology become the principal element of limitation multi-span suspension bridges development.
Summary of the invention
The purpose of the present invention is to provide a kind of good large span multitower cable-cabin structure bridge of stability and its construction method,
It is solved the above problems with expectation.
To achieve the goals above, the present invention provides a kind of large span multitower cable-cabin structure bridges, including at least three
Bridge tower connects the girder of bridge tower with both ends, is connected between bridge tower by suspension cable component, above-mentioned girder is followed successively by from middle part to both ends
Middle section, changeover portion and head section, centrally located bridge tower upper end are provided with resistant slide saddle structure, and the main push-towing rope of above-mentioned bridge is
Continual one is whole, which connects the upper end of above-mentioned at least three bridge towers by above-mentioned resistant slide saddle structure；
The bridge tower connection adjacent with the head section by multiple skew cables of above-mentioned head section；
Above-mentioned middle section connects the main push-towing rope by the more suspension cables suspended in midair on main push-towing rope；
Above-mentioned changeover portion is connect by suspension cable with bridge tower, is connect by suspension cable with main push-towing rope；
Above-mentioned multiple skew cables, more suspension cables and main push-towing rope form above-mentioned suspension cable component.
By using above-mentioned large span multitower cable-cabin structure bridge, the span ability of bridge, largest span can increase
It can reach 1000 meters to 1500 meters.In the prior art, longer span ability is such as realized, it, can be using current when poising bridge type
The maximum suspension bridge of across footpath, it is not only longer compared to single span span of bridge using the oblique pull suspension cable co-operative system of this bridge, moreover it is possible to
Though effectively solving the problems, such as that current across footpath is big but the insufficient suspension bridge of lateral stability.
It is further that the length of above-mentioned interlude is the 3/10~2/5 of main beam length, based on the length of above-mentioned changeover portion
The 1/10~3/20 of beam length.
It is further that the length of above-mentioned interlude is the 1/3 of main beam length, the length of above-mentioned changeover portion is main beam length
1/8.
It is further that above-mentioned girder is arranged with the auxiliary pier for being used to support the girder, so that this large span multitower is outstanding
Cable system bridge stability is more preferable.
It is further that above-mentioned auxiliary pier is set to a kind of both ends of above-mentioned large span multitower cable-cabin structure bridge.
It is further, positioned at a kind of number of the above-mentioned auxiliary pier of any end of large span multitower cable-cabin structure bridge
It is at least two.
It is further that on above-mentioned changeover portion, anchor point of the above-mentioned suspension cable on girder and above-mentioned suspension cable are in girder
On anchor point be same anchorage point.
It is further to be respectively arranged with the anchorage positioned at bank positioned at the both ends of above-mentioned bridge, make anchorage so simultaneously
It also serves as end bay bridge pier.
As another aspect of the present invention, the present invention also provides a kind of large span multitower cable-cabin structure bridge construction sides
Method, for building above-mentioned large span multitower cable-cabin structure bridge, comprising the following steps:
Step 1: carrying out the construction of pile foundation and three bridge towers being arranged successively；
Step 2: symmetrical construction head section sets up suspension cable, and one skew cables of every erection are both needed to carry out cable force adjustment；
Step 3: setting up main push-towing rope；
Step 4: setting up changeover portion, set up suspension cable and suspension cable, while carrying out the adjustment of Suo Li；It is symmetrical to set up interlude,
Set up suspension cable；
Step 5: completing appurtenant work and deck paving, reach bridge completion state.
By this construction method, more efficiently above-mentioned large span multitower cable-cabin structure bridge can be built.
It is further above-mentioned erection Construction of Transition Section method are as follows: head section has just connect paragraph by paragraph, and changeover portion and head section are cut with scissors paragraph by paragraph
It connects, realizes that beam section has just connect by ballast after closure, then tensioning changeover portion suspension cable.
The present invention is described further with reference to the accompanying drawings and detailed description.The additional aspect of the present invention and excellent
Point will be set forth in part in the description, and partially will become apparent from the description below.Or practice through the invention
It solves.
Detailed description of the invention
The attached drawing for constituting a part of the invention is used to assist the understanding of the present invention, content provided in attached drawing and its
Related explanation can be used for explaining the present invention in the present invention, but not constitute an undue limitation on the present invention.In the accompanying drawings:
Fig. 1 is the schematic diagram of a kind of large span multitower cable-cabin structure bridge and its construction method for illustrating embodiment；
Marked in the figure: 1- bridge tower, 2- girder, 2a- head section, 2b- changeover portion, the middle section 2c-, 3- main push-towing rope, 4- suspension cable, 5- are outstanding
Rope, 6- auxiliary pier, 7- anchorage.
Specific embodiment
Clear, complete explanation is carried out to the present invention with reference to the accompanying drawing.Those of ordinary skill in the art are being based on these
The present invention will be realized in the case where explanation.Before in conjunction with attached drawing, the present invention will be described, of particular note is that:
The technical solution provided in each section including following the description and technical characteristic in the present invention are not rushing
In the case where prominent, these technical solutions and technical characteristic be can be combined with each other.
In addition, the embodiment of the present invention being related in following the description is generally only the embodiment of a branch of the invention, and
The embodiment being not all of.Therefore, based on the embodiments of the present invention, those of ordinary skill in the art are not making creativeness
Every other embodiment obtained, should fall within the scope of the present invention under the premise of labour.
About term in the present invention and unit.Term in description and claims of this specification and related part
" comprising " and its any deformation, it is intended that cover and non-exclusive include.
Such as Fig. 1, a kind of large span multitower cable-cabin structure bridge connects the girder 2 of bridge tower 1 including three bridge towers 1 with both ends,
Two are formed across structure, is connected between bridge tower 1 by suspension cable component, above-mentioned girder 2 is followed successively by middle section 2c, transition from middle part to both ends
Section 2b and head section 2a, centrally located 1 upper end of bridge tower are provided with resistant slide saddle structure, and the main push-towing rope 3 of above-mentioned bridge is not
Intermittent one is whole, which connects the upper end of above-mentioned three bridge towers 1 by above-mentioned resistant slide saddle structure；
Above-mentioned head section 2a is connected by the bridge tower 1 adjacent with head section 2a of multiple skew cables 4；
Above-mentioned middle section 2c connects the main push-towing rope 3 by the more suspension cables 5 suspended in midair on main push-towing rope 3；
Above-mentioned changeover portion 2b is connect by suspension cable 4 with bridge tower 1, is connect by suspension cable 5 with main push-towing rope 3；
Above-mentioned multiple skew cables 4, more suspension cables 5 and main push-towing rope 3 form above-mentioned suspension cable component.
By using above-mentioned large span multitower cable-cabin structure bridge, the span ability of bridge, largest span can increase
It can reach 1000 meters to 1500 meters.In the prior art, longer span ability is such as realized, it, can be using current when poising bridge type
The maximum suspension bridge of across footpath, using the not only longer compared to single span span of bridge of this bridge, moreover it is possible to effectively solve current across footpath
Though the big but insufficient suspension bridge problem of lateral stability；By the way that the above-mentioned changeover portion 2b for being all connected with suspension cable 5, suspension cable 4 is arranged, have
Effect improves the overall stability of bridge, this large span multitower cable-cabin structure bridge also significantly reduces 1 height of bridge tower, bridge tower 1
The part that cost accounting is most heavy in bed rearrangement bridge, this bridge type compared to same span suspension bridge, because introducing suspension cable 4,
It can effectively reduce 1 height of bridge tower, reduce bridge cost.
The above-mentioned resistant slide saddle structure of the present invention is a kind of resistant slide structure of applicant's innovation and creation, including is equipped with and holds
The cable saddle of cable slot, above-mentioned main push-towing rope 3 include top cable and bottom cable, are set to and hold in cable slot saddle, that is, hold in cable slot and have two
Bar hawser (top cable, bottom cable form main push-towing rope 3), pushes up and is equipped at intervals with dumbbell shape friction plate structure, the top of friction plate between cable and bottom cable
Face and the strand arragement construction of top cable are mutually agreed with, and the bottom surface of above-mentioned friction plate is mutually agreed with the strand arragement construction of bottom cable.Pass through
Top cable and bottom cable guarantee the rigidity and equilibrant force of this large span multitower cable-cabin structure bridge, then pass through dumbbell shape friction on the basis of this
Hardened structure increases rubbing surface, so that the frictional force between top cable, bottom cable and cable saddle greatly increases, is disposed at large span
1 upper end of bridge tower in multitower cable-cabin structure bridge middle position, improves the resistant slide safety of middle position bridge tower 1.
The length of above-mentioned interlude is the 3/10~2/5 of 2 length of girder, and the length of above-mentioned changeover portion 2b is 2 length of girder
1/10~3/20.For this bridge of large span, middle section 2c is more appropriate the 3/10~2/5 of 2 length of girder, accounts for
Than too small, then head section 2a is too long, when construction during, the maximum cantilever end of head section 2a is too long, and difficulty of construction is excessive；Accounting mistake
Greatly, then middle tower effect is excessively significant.
For this bridge of large span, 1/10~3/20 more appropriate, accounting mistake that changeover portion 2b accounts for 2 length of girder
Small, entire bridge is not longitudinally rigid excessively gentle along bridge, if accounting is excessive, construction complexity increases.
Here the length for being preferably interlude is the 1/3 of 2 length of girder, and the length of changeover portion 2b is 2 length of girder
1/8, alternatively, the length of interlude is the 3/10 of 2 length of girder, the length of changeover portion 2b is the 1/10 of 2 length of girder, alternatively,
The length of interlude is the 2/5 of 2 length of girder, and the length of changeover portion 2b is the 1/10 of 2 length of girder.
Above-mentioned girder 2 is arranged with the auxiliary pier 6 for being used to support the girder 2, and auxiliary pier 6 is set to a kind of above-mentioned large span
The both ends of multitower cable-cabin structure bridge.So that this large span multitower cable-cabin structure bridge stability is more preferable.Positioned at a kind of large span
The number of the above-mentioned auxiliary pier 6 of any end of multitower cable-cabin structure bridge two.It is dynamic in structure after end bay adds auxiliary pier 6
On mechanics, powerful effect of contraction has been played to the vibration of girder 2.When analyzing this large span multitower cable-cabin structure bridge force-bearing,
Be contemplated that three kinds of different structural systems, i.e., longitudinal floating system, tower beam support system and tower beam consolidation system, to this greatly across
Degree multitower cable-cabin structure bridge can obtain after doing structural dynamical model, and auxiliary pier 6 has lateral confinement effect to girder 2, and single order is horizontal
Curved frequency is affected by auxiliary pier 6；Frequency perpendicular for single order and single order turn round frequency, when auxiliary pier 6 from scratch when, frequency values
Amplification very little.After i.e. end bay adds auxiliary pier 6, the static(al) and dynamic property of cooperation this large span multitower cable-cabin structure bridge can be improved
Energy.
On above-mentioned changeover portion 2b, above-mentioned suspension cable 4 is in the anchor point and anchor of the above-mentioned suspension cable 5 on girder 2 on girder 2
Solid point mutually staggers, and to improve the rigidity of this large span multitower cable-cabin structure bridge, while facilitating construction.
It is respectively arranged with the anchorage 7 positioned at bank positioned at the both ends of above-mentioned bridge, anchorage 7 is made to also serve as end bay in this way
Bridge pier.
As another aspect of the present invention, the present invention also provides a kind of large span multitower cable-cabin structure bridge construction sides
Method, for building above-mentioned large span multitower cable-cabin structure bridge, comprising the following steps:
Step 1: carrying out the construction of pile foundation and three bridge towers 1 being arranged successively；
Step 2: symmetrical construction head section 2a sets up suspension cable 4, and one skew cables 4 of every erection are both needed to carry out cable force adjustment；
Step 3: setting up main push-towing rope 3；
Step 4: setting up changeover portion 2b, set up suspension cable 4 and suspension cable 5, while carrying out the adjustment of Suo Li；Symmetrical erection is intermediate
Section sets up suspension cable 5；
Step 5, appurtenant work and deck paving are completed, bridge completion state is reached.
By this construction method, more efficiently above-mentioned large span multitower cable-cabin structure bridge can be built.
Changeover portion suspension cable, suspension cable 5 installation initial internal force can influence each other, join the two sections of a bridge, etc position and closure measure equally exist
Kinds of schemes, these factors can all cause the variation of structural internal force state in work progress, to influence the smooth installation of beam section.
So using construction method below:
Changeover portion 2b is set up, sets up suspension cable 4 and suspension cable 5, while carrying out the adjustment of Suo Li；It is symmetrical to set up interlude, frame
If 5 construction method of suspension cable are as follows: head section 2a has just connect paragraph by paragraph, and changeover portion 2b and head section 2a are hinged paragraph by paragraph, is realized after closure by ballast
Beam section just connects, then tensioning changeover portion 2b suspension cable 4.When setting up girder 2, the internal force variation of girder 2 can maintain lesser
Level, the articulated connection between beam section can effectively control 2 internal force of girder in work progress；And tensioning is needed for suspension cable 5, lead to
The form for crossing the 5 gradation tensioning of suspension cable 4 and suspension cable, can equally improve the internal force status of girder 2 to a certain extent.
In addition, the 2 internal force variable quantity of girder of closure section is smaller, and the difference between different schemes is also smaller, join the two sections of a bridge, etc ballast and
Ballast measure can guarantee that the smooth of beam section just connects before just connecing.
Just connect by head end, just connect after changeover portion 2b and the piecewise hinged, closure of middle section 2c by ballast realization beam section paragraph by paragraph,
The arrangement and method for construction of tensioning changeover portion 2b suspension cable 4 again can effectively control the internal force status of structure in work progress, and the program
Suspension cable 5 be not necessarily to tensioning, equipment can be saved on certain procedures, shortened the construction period.
Certainly, when selecting the mode of tensioning suspension cable 5 to carry out beam section erection, it can choose reasonable system transform in practice
Scheme, to guarantee that suspension cable 4 and suspension cable 5 have enough Strength Safety deposits in work progress.
Related content of the invention is illustrated above.Those of ordinary skill in the art are in the feelings illustrated based on these
The present invention will be realized under condition.Based on above content of the invention, those of ordinary skill in the art are not making creativeness
Every other embodiment obtained, should fall within the scope of the present invention under the premise of labour.
Claims (10)
1. a kind of large span multitower cable-cabin structure bridge, connect the girder of bridge tower with both ends including at least three bridge towers, bridge tower it
Between by suspension cable component be connected, the girder is followed successively by middle section, changeover portion and head section from middle part to both ends, which is characterized in that position
The bridge tower upper end in middle position is provided with resistant slide saddle structure, the main push-towing rope of the bridge is continual one whole, master
Cable connects the upper end of at least three bridge towers by the resistant slide saddle structure；
The head section bridge tower connection adjacent with the head section by multiple skew cables；
The middle section connects the main push-towing rope by the more suspension cables suspended in midair on main push-towing rope；
The changeover portion is connect by suspension cable with bridge tower, is connect by suspension cable with main push-towing rope；
The multiple skew cables, more suspension cables and main push-towing rope form the suspension cable component.
2. a kind of large span multitower cable-cabin structure bridge as described in claim 1, which is characterized in that the length of the interlude
It is the 3/10~2/5 of main beam length, the length of the changeover portion is the 1/10~3/20 of main beam length.
3. a kind of large span multitower cable-cabin structure bridge as described in claim 1, which is characterized in that the length of the interlude
It is the 1/3 of main beam length, the length of the changeover portion is the 1/8 of main beam length.
4. a kind of large span multitower cable-cabin structure bridge as described in claim 1, which is characterized in that the girder is arranged with
It is used to support the auxiliary pier of the girder.
5. a kind of large span multitower cable-cabin structure bridge as claimed in claim 4, which is characterized in that the auxiliary pier is set to
A kind of both ends of the large span multitower cable-cabin structure bridge.
6. a kind of large span multitower cable-cabin structure bridge as claimed in claim 5, which is characterized in that it is more to be located at a kind of large span
The number of the auxiliary pier of any end of tower cable-cabin structure bridge is at least two.
7. a kind of large span multitower cable-cabin structure bridge as described in claim 1, which is characterized in that on the changeover portion,
Anchor point of the suspension cable on girder is mutually staggered with anchor point of the suspension cable on girder.
8. a kind of large span multitower cable-cabin structure bridge as described in claim 1, which is characterized in that positioned at the two of the bridge
End is respectively arranged with the anchorage positioned at bank.
9. a kind of large span multitower cable-cabin structure method for bridge construction, which is characterized in that for building such as claim 1~8 times
A kind of large span multitower cable-cabin structure bridge described in meaning one, comprising the following steps:
Step 1: carrying out the construction of pile foundation and three bridge towers being arranged successively；
Step 2: symmetrical construction head section sets up suspension cable, and one skew cables of every erection are both needed to carry out cable force adjustment；
Step 3: setting up main push-towing rope；
Step 4: setting up changeover portion, set up suspension cable and suspension cable, while carrying out the adjustment of Suo Li；It is symmetrical to set up interlude, it sets up
Suspension cable；
Step 5: completing appurtenant work and deck paving, reach bridge completion state.
10. large span multitower cable-cabin structure method for bridge construction as claimed in claim 9, which is characterized in that described to set up
Cross section constructing method are as follows: after head section just connects paragraph by paragraph, changeover portion and head section are hinged paragraph by paragraph, realize that beam section is rigid by ballast after closure
It connects, then tensioning changeover portion suspension cable.
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| CN201811352763.7A CN109371805A (en) | 2018-11-14 | 2018-11-14 | A long-span multi-tower suspension cable system bridge and its construction method |
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| CN201811352763.7A CN109371805A (en) | 2018-11-14 | 2018-11-14 | A long-span multi-tower suspension cable system bridge and its construction method |
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| CN110939067A (en) * | 2019-12-09 | 2020-03-31 | 中铁大桥勘测设计院集团有限公司 | Method for determining position of bridge closure section of collaboration system |
| CN112832144A (en) * | 2021-01-08 | 2021-05-25 | 重庆交通大学工程设计研究院有限公司 | Pedestrian suspension bridge reinforcing structure and construction process thereof |
| CN115094753A (en) * | 2022-06-23 | 2022-09-23 | 中铁第四勘察设计院集团有限公司 | A bridge laminated cable structure and suspension bridge |
| CN116641311A (en) * | 2023-06-09 | 2023-08-25 | 中铁建大桥工程局集团第一工程有限公司 | Cable saddle pushing-free construction method of cable-stayed suspension cooperative system bridge |
| CN118886080A (en) * | 2024-06-19 | 2024-11-01 | 广西容梧高速公路有限公司 | A multi-tower suspension bridge combined middle tower, design method and system |
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| CN110939067A (en) * | 2019-12-09 | 2020-03-31 | 中铁大桥勘测设计院集团有限公司 | Method for determining position of bridge closure section of collaboration system |
| CN112832144A (en) * | 2021-01-08 | 2021-05-25 | 重庆交通大学工程设计研究院有限公司 | Pedestrian suspension bridge reinforcing structure and construction process thereof |
| CN112832144B (en) * | 2021-01-08 | 2021-12-07 | 重庆交通大学工程设计研究院有限公司 | Pedestrian suspension bridge reinforcing structure and construction process thereof |
| CN115094753A (en) * | 2022-06-23 | 2022-09-23 | 中铁第四勘察设计院集团有限公司 | A bridge laminated cable structure and suspension bridge |
| CN116641311A (en) * | 2023-06-09 | 2023-08-25 | 中铁建大桥工程局集团第一工程有限公司 | Cable saddle pushing-free construction method of cable-stayed suspension cooperative system bridge |
| CN116641311B (en) * | 2023-06-09 | 2025-07-04 | 中铁建大桥工程局集团第一工程有限公司 | A cable saddle non-pushing construction method for a cable-stayed suspension system bridge |
| CN118886080A (en) * | 2024-06-19 | 2024-11-01 | 广西容梧高速公路有限公司 | A multi-tower suspension bridge combined middle tower, design method and system |
| CN118886080B (en) * | 2024-06-19 | 2025-04-04 | 广西容梧高速公路有限公司 | A multi-tower suspension bridge combined middle tower, design method and system |
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Application publication date: 20190222 |