CN106758749B - Continuous cable arch bridge - Google Patents
Continuous cable arch bridge Download PDFInfo
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- CN106758749B CN106758749B CN201710113235.5A CN201710113235A CN106758749B CN 106758749 B CN106758749 B CN 106758749B CN 201710113235 A CN201710113235 A CN 201710113235A CN 106758749 B CN106758749 B CN 106758749B
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- girder
- towing rope
- bridge
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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
- E01D4/00—Arch-type 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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/02—Suspension bridges
Abstract
The present invention discloses a kind of continuous cable arch bridge, is mainly made of main arch, side arch, main push-towing rope, hoist cable, short tower and girder；Short tower is located at main arch and side arch intersection；Basic pier is equipped in the lower section of the arch springing of main arch, the arch springing that side is encircleed and short tower；The both ends of main push-towing rope are anchored at respectively on the arch springing of side arch of bridge two sides, and the top braces main push-towing rope of short tower；It is respectively arranged between main arch and girder, between Bian Gongyu girder and between the main push-towing rope and girder in main arch region equipped with hoist cable, a part of load of girder is set to reach main push-towing rope, another part load reaches main arch, side arch, mitigates main arch, stress is encircleed on side, the stability of increase main arch and side arch.The horizontal component of main push-towing rope participates in the horizontal thrust that balance side arch generates, the horizontal thrust of main arch is then balanced by the horizontal thrust of side arch, continuous cable arch bridge reasonable stress of the invention, have many advantages, such as that bearing capacity is high, span ability is big, good in economic efficiency, good appearance, especially suitable for soft clay area and is applied to multi-functional bridge.
Description
Technical field
The invention belongs to the co-operative systems of a kind of arch bridge and suspended-cable structure, and in particular to a kind of continuous cable arch bridge.
Background technique
Arch structure is based on compression, and the major bearing structures of arch bridge are arch ring or arch rib.It is under vertical uniform load q, bridge
Pier or abutment will bear horizontal thrust.And this horizontal thrust will significantly offset it is curved in arch ring (or arch rib) caused by load
Square effect, so it compared with the beam of same span, the moment of flexure and amount of deflection of arch are much smaller.Arch bridge span ability is larger, over the ground
Shape is adaptable, cost economic and shape are also more beautiful, using quite extensively in bridge structure.Arch bridge is in China
Using there is long history, got brilliant achievement, it is great it is representative be Zhao state stone arch for being built in Christian era 605 years or so
Bridge.As the span of the update arch bridge of material is also gradually increasing.Arch bridge presses the 4 class arch bridges that the construction material of main arch divides at present
Across footpath record in China, they be respectively the Shanxi Dan He new bridge (stone arch bridge) of main span diameter 146m, main span diameter 420m ten thousand
State (county) Yangtze Bridge (reinforced concrete arch bridge), the Wu Gorge Yangtze Bridge (CFST Arch Bridge) of main span diameter 460m and main span
The Chongqing ChaoTianMen Bridge (steel arch bridge) of diameter 552m.It can be seen that although the improvement of material can improve the across footpath of arch bridge,
Be it is this improve be to have limitation, the stress form of arch bridge itself determines that its span ability is not too large.With arch bridge across
Diameter increases, and self weight and horizontal thrust will increase, and increases so as to cause the substructure project amount of arch bridge, operating expenses increases；
In addition the stability of arch bridge can also be reduced with the increase of across footpath, so it has not had advantage in Large Span Bridges, even
It is not applicable.
Suspension bridge structure is good with stress performance, span ability is big, light and handy beauty, shock resistance is strong, structure type is various
And to landform adaptability it is good the features such as, it is many across the hindrance to traffic such as great rivers, high mountain gorge, bay harbour when,
Often as preferred bridge type.Suspension bridge is mainly by component groups such as king-tower, main push-towing rope, stiff girder, sunpender, saddle, cord clip, anchorages
At according to whether there are anchorages can be divided into earth anchored suspension bridge and self-anchored suspension bridge.Wherein finished main cable shape of self-anchored suspension anchor
It is fixed on stiff girder, but since the limitation in its own structure is difficult to apply on the suspension bridge of large span.In general, greatly across
In the type selecting of diameter bridge, it is more suitable for building earth anchor suspension bridge.But in the earth anchored suspension bridge of generally conventional formula, need to build body
Huge anchorage is accumulated to anchor cable, this is resulted in the place of geological condition difference, and the foundation engineering amount of anchorage structures is very big,
Often become the difficult point of engineering；Earth anchored suspension bridge anchorage and Anchor Foundation occupy the considerable part of project cost, become
Influence the importance of Suspension bridge structure economy；In urban area or tourist district, bulky anchorage is built, to the beautification of the environment
Sight can also have a negative impact.
Summary of the invention
It is an object of the invention to be directed to the deficiencies in the prior art, a kind of combination arch bridge and suspended-cable structure are provided
The advantages of, bridge deck load by arch rib and cable shared continuous cable arch bridge.Cable be both bearing carrier and completely
The effect of horizontal thrust caused by balance or partial equilibrium arch rib.Continuous cable arch bridge reasonable stress of the invention has carrying
The advantages that power is high, span ability is big, good in economic efficiency, good appearance, especially suitable for soft clay area and is applied to Multifunctional bridge
Beam.
To achieve the goals above, the invention adopts the following technical scheme:
A kind of continuous cable arch bridge is mainly made of main arch, side arch, main push-towing rope, hoist cable, short tower and girder；The short tower is set
In the arch springing intersection that the arch springing of main arch and side encircle；Basis is equipped in the lower section of the arch springing of main arch, the arch springing that side is encircleed and short tower
Pier；The both ends of the main push-towing rope are anchored at respectively on the arch springing of side arch of bridge two sides, and the top braces main push-towing rope of short tower；
Between the main arch and girder, it is respectively arranged between Bian Gongyu girder and and is equipped between the main push-towing rope and girder in main arch region
Hoist cable, makes a part of load of girder reach main push-towing rope by the hoist cable between main push-towing rope and girder, and another part load is encircleed by main arch, side
Hoist cable between girder reaches main arch, side arch, alleviates main arch, side arch stress, increases the stability of main arch, side arch；Main push-towing rope
Horizontal component participate in balance side arch generate horizontal thrust, the horizontal thrust of main arch then by side arch horizontal thrust balance.
In the present invention, the load acted on girder follows following Path of Force Transfer: girder → hoist cable → main arch, side arch and
Main push-towing rope → short tower and basic pier → balance or partial equilibrium.For main span load by main arch and main push-towing rope shared, end bay load is complete
It is undertaken entirely by side arch, side arch is both the effect of supporting member and anchorage；Cable is both supporting member and tie-rod effect.
Under dead load, while arch generate horizontal thrust and dorsal funciculus Horizontal Tension while arch springing at balance, main arch generation level
Horizontal force (short tower has this when the being eccentric tower) three that thrust, the horizontal thrust of side arch generation, short tower hand down is encircleed in main arch
It is balanced at foot, structure is in no thrust rating；Under live loading, basic pier bears thrust and by greatly balancing.Work as end bay
When across footpath is smaller, need to guarantee by increasing dorsal funciculus tension that short tower is only acted on by vertical force, but increase dorsal funciculus tension to make
The vertical force component of dorsal funciculus increases rapidly, and increases construction cost.Therefore, eccentric tower can be set by short tower in this case,
Under the premise of guaranteeing short tower moment of flexure is zero, dorsal funciculus tension can be made to remain unchanged, to reduce the burden of the basic pier of side arch.
It further illustrates, the hoist cable between hoist cable and main arch and girder between main push-towing rope and girder is staggeredly arranged.
The hoist cable of the same side, which mutually staggers, to be evenly arranged, and it is preferred side of the invention that main arch and main push-towing rope, which averraged the load of bridge deck,
Case., can according to the actual situation under present general inventive concept, i.e., the Horizontal Tension of the horizontal thrust and main push-towing rope that are generated according to main arch
Difference reasonably adjust the arrangement of sunpender, so that main arch and main push-towing rope is shared the load of bridge deck jointly.
It further illustrates, when the main arch and side arch do not tilt, for common arch；The main arch and side arch slope inwardly
When, it is CFST X-type arch.
It further illustrates, the main arch and side arch are steel construction, concrete structure or steel-concrete combined structure；Described
Steel strand wires are respectively adopted in main push-towing rope and hoist cable；The basic pier is reinforced concrete structure.
It further illustrates, arch springing, the arch springing of side arch and the bottom of short tower of the main arch are consolidated with basic pier.
It further illustrates, the short tower is using usual tower or eccentric tower.
Advantages of the present invention:
1. bridge is under the premise of keeping arch bridge superiority, arch is both the effect of supporting member and anchorage；Cable is both
Supporting member, and play the role of tie-rod.The load of bridge deck alleviates arch rib stress and change by cable and arch rib shared
Shape, to reduce arch rib section area, while the horizontal thrust that arch rib generates also is greatly reduced.
2. the cable arch ring poor to stability plays the role of unloading, and the non-orienting force effect of the system is more aobvious
It writes, this increases considerably the stability of structure, provides new effective way for arch structure span.
3. cable arch bridge reasonable stress has many advantages, such as that bearing capacity is high, span ability is big, good in economic efficiency, good appearance, special
It Shi Yongyu not soft clay area and multi-functional bridge.
4. easy for construction, short time limit.
Detailed description of the invention
Elevation of the invention in Fig. 1.
Fig. 2-Fig. 5 is continuous cable arch bridge force analysis figure.
Appended drawing reference: 1- main arch；The side 2- arch；3- main push-towing rope；4- hoist cable；The short tower of 5-；6- girder.
Specific embodiment
Mechanics and its structural principle
Mechanics and its structural principle of the invention are illustrated in conjunction with Fig. 2-Fig. 5:
1. continuous cable arch bridge stress characteristic
Main span load is undertaken by arch rib completely by arch rib and cable shared, end bay load, arch be both supporting member and
Play the role of anchorage；Cable is both supporting member and tie-rod effect.Under dead load, the horizontal thrust of side arch generation
It is balanced at the arch arch springing of side with dorsal funciculus Horizontal Tension, the horizontal thrust of main arch generation, the horizontal thrust of side arch generation, short tower descend
Horizontal force (having this when short tower the is eccentric short tower) three come balances at main arch arch springing, and structure is in no thrust rating；
Under live loading, pier bears thrust and by greatly balancing.
2. eccentric short tower mechanics principle
When the angle of main push-towing rope and the right and left of short tower is different, short tower will receive a smaller horizontal force and one compared with
The collective effect of big vertical force, as shown in Fig. 2, FXFor horizontal force suffered by short tower, FyFor vertical force suffered by short tower, L0It is short
Top of tower, to the length in direction section, to simplify the calculation, is ignored short tower self weight, is now analyzed as follows along bridge:
It is the zero resultant force line of eccentricity equation that can release short tower by resultant moment as shown in Fig. 2, taking square to centroid point:
Then short tower is along bridge to the arbitrary section length in direction are as follows:
L (z)=2f (z)+L0 (2)
(1) formula is substituted into known to (2) formula:
If keep short tower area A it is constant if can release the width line function of short tower are as follows:
Analysis shows short tower is under external force as shown in Figure 2, in without curved when short tower centroidal line meets (1) formula
Square state and only by responsive to axial force.When not considering the self weight of short tower, line of eccentricity is linear function, if short tower is kept to cut
Face area is constant, and wide line is hyperbola (as shown in Figure 3), it is ensured that material is fully utilized.
When considering the self weight of short tower, it is analyzed as follows:
It is same to keep area A constant when considering the self weight of short tower, it is assumed that short tower height is H.As shown in figure 4, by pier equal part
At n equal part, each fillet curl is trapezoidal approximate with fillet rectangle, the length of each rectangle are as follows:
As shown in figure 5, taking slider to analyze, to OiSquare is taken, is zero from resultant moment；
By formula (5) and formula (6), it is iterative coordinate can be released are as follows:
zi=zi-1+ Δ, (i=0,1 ..., n) (7)
In formula,
z0=0, x0=0 (9)
According to least square method, eccentric line function f (z) can be approximate with multinomial P (z), it is assumed that P (z) are as follows:
P (z)=aqT (11)
In formula:
A=(a0,a1,…,ak) (12)
Q=(1, z ..., zk) (13)
A matrix can be found out by following formula:
From formula (11) and formula (14):
Find out the minimum value of J, need in formula (15) to a derivation,
Matrix form:
It can be exported by formula (7), formula (8) and formula (17):
zTZa=zTx (18)
In formula:
From formula (18):
A=(zTz)-1zTx (21)
Coefficient matrix a can be found out by formula (21), therefore bias line function f (z) can use polynomial expression are as follows:
F (z) ≈ P (z)=(zTz)-1zTxqT (22)
The condition of convergence of approximate function are as follows:
R=| Pn(z)-Pn-1(z) | < ε (23)
P in formulan(z) and Pn-1(z) it is respectively approximation polynomial that short tower is divided into the timesharing such as n equal part and n-1.Degree of fitting can
Is defined as:
When r is close to 1, it is believed that can be by good approximate function.At this time, arbitrary section length are as follows:
L (z)=2 (zTz)-1zTxqT+L0 (25)
Since the area of section A of short tower is remained unchanged:
2yi·(2xi+L0)=A (26)
It can be released by formula (8) and formula (26):
Similarly, width line function g (z) can be indicated with multinomial Q (z) are as follows:
G (x) ≈ Q (z)=(zTz)-1zTyqT (28)
Matrix q and matrix z is shown in formula (13) and formula (19) respectively in formula, and
Similarly arbitrary section width may be expressed as:
W (z)=2 | (zTz)-1zTyqT| (42)
In conclusion short tower is by vertical force and horizontal force when the angle of main push-towing rope and the right and left of short tower is different
Effect, short tower can be made to be in free from moment using the above method, be referred to as eccentric short tower at this time.
Structure of the invention is designed with reference to the accompanying drawings and examples and is further described.
Embodiment:
The span arrangement of the cable arch bridge of the present embodiment is identical as Lugol's iodine (6.4 hundred million yuan of gross investment).As shown in Figure 1,
A kind of continuous cable arch bridge is mainly made of main arch 1, side arch 2, main push-towing rope 3, hoist cable 4, short tower 5 and girder 6；The short tower 5 is located at
The arch springing intersection of the arch springing of main arch 1 and side arch 2；Base is equipped in the arch springing, the arch springing of side arch 2 and the lower section of short tower 5 of main arch 1
Plinth pier；The both ends of the main push-towing rope 3 are anchored at respectively on the arch springing of side arch 2 of bridge two sides, and the top braces of short tower 5
Main push-towing rope 3；Between the main arch 1 and girder 6, between side arch 2 and girder 6 and between the main push-towing rope 3 and girder 6 in 1 region of main arch
It is respectively arranged equipped with hoist cable 4, a part of load of girder 6 is made to reach main push-towing rope 3 by the hoist cable between main push-towing rope 3 and girder 6, it is another
Fractional load encircles 2 by main arch 1, when encircleing the hoist cable between 2 and girder 6 and reaching main arch 1, alleviates main arch 1, side 2 stress of arch,
Increase the stability of main arch 1, side arch 2.The horizontal component of main push-towing rope 3 participates in the horizontal thrust that balance side arch 2 generates, the water of main arch 1
The horizontal thrust balance of flat-pushing Li Zebian arch 2.
Scheme one: using above-mentioned structure type, and main arch rise-span ratio is 1/5, and cable sag ratio is 1/10；Scheme two: same
Sample uses above-mentioned structure type, but rise-span ratio is 1/6；Cable sag ratio is 1/13.
According to conventional design, the biggish arch rib of area of section need to be set, be computed, compared with Lugol's iodine, scheme one
Major arch rib stress reduce 30%, therefore arch rib area reduces 30%, this expense saves 0.61 hundred million yuan；Scheme one needs to increase
Cable and short tower, this expense are 0.1 hundred million.Therefore, compared with Lugol's iodine, scheme has saved altogether 0.51 hundred million.Major arch rib simultaneously
Axle power reduces 40%, and stability bearing capacity improves 60%.
It is computed, compared with Lugol's iodine, the major arch rib stress of scheme two reduces 25%, therefore arch rib area is reduced
25%, this expense saves 0.52 hundred million yuan；Scheme two need to increase cable and short tower, this expense is 0.1 hundred million.Therefore, with Lu Pu great
Bridge is compared, and scheme two has saved 0.42 hundred million altogether.Major arch rib axle power reduces 30% simultaneously, and stability bearing capacity improves 50%.
Embodiment technical parameter contrast table
| Expense saves (hundred million yuan) | Major arch rib axle power reduces (%) | Stability bearing capacity improves (%) | |
| Scheme one | 0.51 | 40 | 60 |
| Scheme two | 0.42 | 30 | 50 |
Claims (6)
1. a kind of continuous cable arch bridge, it is characterised in that: mainly encircle (2), main push-towing rope (3), hoist cable (4), short tower (5) by main arch (1), side
It is formed with girder (6)；The short tower (5) is located at the arch springing of main arch (1) and the arch springing intersection of side arch (2)；In main arch (1)
The lower section of arch springing, the arch springing of side arch (2) and short tower (5) is equipped with basic pier；The both ends of the main push-towing rope (3) are anchored at respectively
On the arch springing of the side arch (2) of bridge two sides, and the top braces main push-towing rope (3) of short tower (5)；The main arch (1) and girder (6)
Between, be respectively arranged and be equipped between side arch (2) and girder (6) and between the main push-towing rope (3) and girder (6) in main arch (1) region
Hoist cable (4) makes a part of load of girder (6) reach main push-towing rope (3), another part by the hoist cable between main push-towing rope (3) and girder (6)
Load encircles (2) by main arch (1), when encircleing the hoist cable between (2) and girder (6) and reaching main arch (1), alleviates main arch (1), side
Encircle (2) stress, increases the stability of main arch (1), side arch (2)；The horizontal component of main push-towing rope (3) participates in what balance side arch (2) generated
Horizontal thrust, the horizontal thrust of main arch (1) are then balanced by the horizontal thrust of side arch (2).
2. continuous cable arch bridge according to claim 1, it is characterised in that: hoist cable between main push-towing rope (3) and girder (6) and
Hoist cable between main arch (1) and girder (6) is staggeredly arranged.
3. continuous cable arch bridge according to claim 1, it is characterised in that: the main arch (1) and side arch (2) do not tilt
When, for common arch；It is CFST X-type arch when the main arch (1) and side arch (2) slope inwardly.
4. continuous cable arch bridge according to claim 1, it is characterised in that: (2) are encircleed as steel knot in the main arch (1) and side
Structure, concrete structure or steel-concrete combined structure；Steel strand wires are respectively adopted in the main push-towing rope (3) and hoist cable (4)；The base
Plinth pier is reinforced concrete structure.
5. continuous cable arch bridge according to claim 1, it is characterised in that: (2) are encircleed on the arch springing of the main arch (1), side
The bottom of arch springing and short tower (5) is consolidated with basic pier.
6. continuous cable arch bridge according to claim 1, it is characterised in that: the short tower (5) is using usual tower or partially
Heart tower.
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| CN201710113235.5A CN106758749B (en) | 2017-02-28 | 2017-02-28 | Continuous cable arch bridge |
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| CN201710113235.5A CN106758749B (en) | 2017-02-28 | 2017-02-28 | Continuous cable arch bridge |
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| CN106758749B true CN106758749B (en) | 2019-05-14 |
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN87104935A (en) * | 1987-07-16 | 1988-09-21 | 孙又能 | Arch-cable bridge |
| CN1904209A (en) * | 2006-07-28 | 2007-01-31 | 中铁工程设计咨询集团有限公司 | Three span continuous rigid structure steel arched bridge |
| KR20090009517A (en) * | 2007-07-20 | 2009-01-23 | 코스피 주식회사 | The long span structure and this construction technique which synthesized an arch and a under tension |
| CN101379246A (en) * | 2006-02-07 | 2009-03-04 | 毛罗·巴斯基耶里 | Single span suspended deck arch bridge |
| CN206591415U (en) * | 2017-02-28 | 2017-10-27 | 广西大学 | Continuous cable arch bridge |
-
2017
- 2017-02-28 CN CN201710113235.5A patent/CN106758749B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN87104935A (en) * | 1987-07-16 | 1988-09-21 | 孙又能 | Arch-cable bridge |
| CN101379246A (en) * | 2006-02-07 | 2009-03-04 | 毛罗·巴斯基耶里 | Single span suspended deck arch bridge |
| CN1904209A (en) * | 2006-07-28 | 2007-01-31 | 中铁工程设计咨询集团有限公司 | Three span continuous rigid structure steel arched bridge |
| KR20090009517A (en) * | 2007-07-20 | 2009-01-23 | 코스피 주식회사 | The long span structure and this construction technique which synthesized an arch and a under tension |
| CN206591415U (en) * | 2017-02-28 | 2017-10-27 | 广西大学 | Continuous cable arch bridge |
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Inventor after: Xie Xiaoli Inventor after: Yu Zecheng Inventor after: Deng Xiaokang Inventor after: Fu Yuanjie Inventor after: Wang Bo Inventor after: Sun Changjun Inventor after: Qin Xia Inventor after: Hao Tianzhi Inventor after: Meng Lihe Inventor after: Xiang Guibing Inventor before: Xie Xiaoli Inventor before: Wang Bo Inventor before: Sun Changjun Inventor before: Qin Xia Inventor before: Hao Tianzhi Inventor before: Meng Lihe Inventor before: Xiang Guibing Inventor before: Yu Zecheng |
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Effective date of registration: 20200715 Address after: No. 647 Dongxing Avenue, Port District, Fangchenggang City, Guangxi Zhuang Autonomous Region Patentee after: Guangxi Hengzheng Construction Engineering Quality Inspection Co.,Ltd. Address before: 530004 No. 100, University Road, the Guangxi Zhuang Autonomous Region, Nanning Patentee before: GUANGXI University |