CN206591415U - Continuous cable arch bridge - Google Patents
Continuous cable arch bridge Download PDFInfo
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- CN206591415U CN206591415U CN201720185229.6U CN201720185229U CN206591415U CN 206591415 U CN206591415 U CN 206591415U CN 201720185229 U CN201720185229 U CN 201720185229U CN 206591415 U CN206591415 U CN 206591415U
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- arch
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- girder
- towing rope
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Abstract
The utility model discloses a kind of continuous cable arch bridge, is mainly made up 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；Arch springing, the arch springing of side arch and the lower section of short tower in main arch are provided with basic pier；The two ends of main push-towing rope are anchored on the arch springing of the side of bridge both sides arch respectively, and the top braces main push-towing rope of short tower；Between main arch and girder, side arch girder between and the main push-towing rope and girder in main arch region between be respectively 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 the stability of main arch, side arch stress, increase main arch and side arch.The horizontal component of main push-towing rope participates in the horizontal thrust that balance side arch is produced, the horizontal thrust that the horizontal thrust of main arch is then encircleed by side is balanced, continuous cable arch bridge reasonable stress of the present utility model, have the advantages that high capacity, span ability be big, good in economic efficiency, good appearance, be particularly suitable for use in soft clay area and applied to multi-functional bridge.
Description
Technical field
The utility model belongs to the co-operative system of a kind of arch bridge and suspended-cable structure, and in particular to a kind of continuous cable arch bridge.
Background technology
Arch structure is that based on compression, 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 is acted on, so it is 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 profile is also more attractive in appearance, and it is among bridge structure using quite extensive.Arch bridge is in China
Using there is long history, got splendidness achievement, it is great it is representational be Zhao state stone arch for being built in 605 years or so Christian era
Bridge.Span with the renewal arch bridge of material is also gradually increasing.Current arch bridge presses the 4 class arch bridges that the construction material of main arch is divided
Across footpath note down in China, they are main span footpath 146m Shanxi Dan He new bridges (stone arch bridge), the ten thousand of main span footpath 420m respectively
State (county) Yangtze Bridge (reinforced concrete arch bridge), the main span footpath 460m Wu Gorge Yangtze Bridge (CFST Arch Bridge) and main span
Footpath 552m Chongqing ChaoTianMen Bridge (steel arch bridge).It can be seen that although the improvement of material can improve the across footpath of arch bridge,
It is that this improve is that have limitation, the stress form of arch bridge in itself determines that its span ability is not too large.With arch bridge across
Footpath increases, and it is conducted oneself with dignity and horizontal thrust can increase, so as to cause the substructure quantities of arch bridge to increase, operating expenses increases；
The stability of other arch bridge can also be reduced with the increase of across footpath, so it does not have advantage in Large Span Bridges, even
It is inapplicable.
Suspension bridge structure has that stress performance is good, span ability big, light and handy attractive in appearance, shock resistance is strong, structure type is various
And to landform adaptability it is good the features such as, in hindrance to traffics such as many leap great rivers, high mountain gorge, bay harbours,
Often as preferred bridge type.Suspension bridge is mainly by component groups such as king-tower, main push-towing rope, stiff girder, suspension rod, saddle, cord clip, anchorages
Into according to whether there is anchorage 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 because the limitation in its own structure is difficult to apply on the suspension bridge of large span.Generally, greatly across
In the type selecting of footpath bridge, it is more suitable for building earth anchor suspension bridge.But generally conventional formula earth anchored suspension bridge, it is necessary to build body
Accumulate huge anchorage 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 turn into the difficult point of engineering；Earth anchored suspension bridge anchorage and Anchor Foundation occupy the considerable part of construction costs, turn into
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.
Utility model content
The purpose of this utility model is to combine arch bridge and suspension cable there is provided one kind for the deficiencies in the prior art
The advantage of structure, bridge deck load are by arch rib and the continuous cable arch bridge of cable shared.Cable is both bearing carrier, is played again
The effect of horizontal thrust produced by complete equipilibrium or partial equilibrium arch rib.Continuous cable arch bridge reasonable stress of the present utility model,
Have the advantages that high capacity, span ability be big, good in economic efficiency, good appearance, be particularly suitable for use in soft clay area and be applied to
Multi-functional bridge.
To achieve these goals, the utility model employs following technical scheme：
A kind of continuous cable arch bridge, is mainly made up of main arch, side arch, main push-towing rope, hoist cable, short tower and girder；Described short tower is set
The arch springing intersection encircleed on the arch springing of main arch and side；The lower section of arch springing, the arch springing of side arch and short tower in main arch is provided with basis
Pier；The two ends of described main push-towing rope are anchored on the arch springing of the side of bridge both sides arch respectively, and the top braces main push-towing rope of short tower；
Between described main arch and girder, side is encircleed between girder and respectively arrangement is provided between the main push-towing rope and girder in main arch region
Hoist cable, makes hoist cable of a part of load of girder between main push-towing rope and girder reach main push-towing rope, 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, increase main arch, the stability of side arch；Main push-towing rope
Horizontal component participate in the horizontal thrust that balance side arch is produced, the horizontal thrust that the horizontal thrust of main arch is then encircleed by side is balanced.
In the utility model, 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.Main span load is by main arch and main push-towing rope shared, end bay lotus
Carry and undertaken completely by side arch, side arch is both supporting member, plays a part of anchorage again；Cable is both supporting member, and tie-rod is played again
Effect.Under dead load, while arch produce horizontal thrust and dorsal funciculus Horizontal Tension while arch springing at balance, main arch generation
Horizontal force (short tower has this when the being eccentric tower) three that horizontal thrust, the horizontal thrust of side arch generation, short tower are handed down is in master
Encircle and balanced at arch springing, structure is in without thrust rating；Under live loading, basic pier bears thrust and by greatly balancing.When
, it is necessary to ensure that short tower is only acted on by vertical force by increasing dorsal funciculus tension force when end bay across footpath is smaller, but increase dorsal funciculus tension force meeting
So that the vertical force component of dorsal funciculus increases rapidly, and increase construction cost.Therefore, short tower can be set to bias in this case
Tower, on the premise of ensureing that short tower moment of flexure is zero, can make dorsal funciculus tension force keep constant, so as to reduce the negative of the basic pier of side arch
Load.
Further illustrate, 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 main arch and main push-towing rope averraged the load of bridge deck, be of the present utility model excellent
Select scheme.Under the utility model general plotting, can according to actual conditions, i.e., the horizontal thrust produced according to main arch and main push-towing rope
The difference of Horizontal Tension carrys out the arrangement of Reasonable adjustment suspension rod, main arch and main push-towing rope is shared the load of bridge deck jointly.
Further illustrate, be common arch when described main arch and side arch are not tilted；Described main arch and side arch slope inwardly
When, it is CFST X-type arch.
Further illustrate, described main arch and side arch are steel construction, concrete structure or steel-concrete combined structure；Described
Main push-towing rope and hoist cable respectively use steel strand wires；Described basic pier is reinforced concrete structure.
Further illustrate, the bottom of the arch springing of described main arch, the arch springing of side arch and short tower is consolidated with basic pier.
Further illustrate, described short tower is using usual tower or eccentric tower.
Advantage of the present utility model：
1. a bridge is on the premise of arch bridge superiority is kept, arch is both supporting member, plays a part of anchorage again；Cable is both
Supporting member, plays tie-rod effect again.The load of bridge deck alleviates arch rib stress and change by cable and arch rib shared
Shape, so that arch rib section area is reduced, while the horizontal thrust that arch rib is produced also is greatly reduced.
2. cable serves unloading effect to the arch ring of less stable, and the non-orienting force effect of the system is more aobvious
Write, this increases considerably the stability of structure, and new effective way is provided for arch structure span.
3. cable arch bridge reasonable stress, have the advantages that high capacity, span ability be big, good in economic efficiency, good appearance, it is special
Shi Yongyu not soft clay area and multi-functional bridge.
4. easy construction, short time limit.
Brief description of the drawings
Elevation of the present utility model in Fig. 1.
Fig. 2-Fig. 5 is continuous cable arch bridge force analysis figure.
Reference：1- main arch；Encircle on 2- sides；3- main push-towing ropes；4- hoist cables；The short towers of 5-；6- girders.
Embodiment
Mechanics and its structural principle
Mechanics of the present utility model and its structural principle are illustrated with reference to 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, and arch is both supporting member, again
Play a part of anchorage；Cable is both supporting member, and tie-rod effect is played again.Under dead load, the horizontal thrust that side arch is produced
Balanced with dorsal funciculus Horizontal Tension at the arch arch springing of side, the horizontal thrust of main arch generation, the horizontal thrust of side arch generation, short tower are descended
Horizontal force (having this when short tower the is eccentric short tower) three come is balanced at main arch arch springing, and structure is in without 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 can by a smaller horizontal force and one compared with
The collective effect of big vertical force, as shown in Fig. 2 FXFor the horizontal force suffered by short tower, FyFor the vertical force suffered by short tower, L0To be short
Top of tower, to the length in direction section, to simplify calculating, is ignored short tower deadweight, is now analyzed as follows along bridge：
It is that zero can release the line of eccentricity equation of making a concerted effort of short tower by resultant moment as shown in Fig. 2 take square to centroid point：
Then short tower is to the arbitrary section length in direction along bridge：
L (z)=2f (z)+L0 (2)
(1) formula is substituted into (2) formula to understand：
If keep short tower area A it is constant if can release the width line function of short tower and be：
Analysis shows, when short tower centroidal line meets (1) formula, short tower is under external force effect as shown in Figure 2, in without curved
Square state and only by responsive to axial force.In the case of short tower deadweight is not considered, its line of eccentricity is linear function, if keeping short tower to cut
Face area is constant, and its wide line is hyperbola (as shown in Figure 3), it is ensured that material is fully utilized.
When considering short tower deadweight, it is analyzed as follows：
It is same to keep area A constant when considering short tower deadweight, it is assumed that short tower height is H.As shown in figure 4, by pier decile
Into n deciles, the trapezoidal use fillet rectangle of each fillet curl is approximate, and the length of each rectangle is：
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 can release that coordinate is iterative to be:
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) is：
P (z)=aqT (11)
In formula：
A=(a0,a1,···,ak) (12)
Q=(1, z, zk) (13)
A matrixes can be obtained by following formula：
From formula (11) and formula (14):
Obtain J minimum value, need in formula (15) to a derivations,
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 obtained by formula (21), therefore bias line function f (z) can be with polynomial expression：
F (z) ≈ P (z)=(zTz)-1zTxqT (22)
The condition of convergence of approximate function is：
R=| Pn(z)-Pn-1(z) | ＜ ε (23)
P in formulanAnd P (z)n-1(z) it is respectively approximation polynomial that short tower is divided into the timesharing such as n deciles and n-1.Degree of fitting can
It is defined as：
When r is close to 1, it is believed that can be by good approximate function.Now, arbitrary section length is：
L (z)=2 (zTz)-1zTxqT+L0 (25)
Because the area of section A of short tower keeps constant, therefore：
2yi·(2xi+L0)=A (26)
It can be released by formula (8) and formula (26)：
Similarly, width line function g (z) can be expressed as with multinomial Q (z)：
G (x) ≈ Q (z)=(zTz)-1zTyqT (28)
Matrix q and matrix z are shown in formula (13) and formula (19) respectively in formula, and
Similarly arbitrary section width is represented by：
W (z)=2 | (zTz)-1zTyqT| (42)
In summary, when the angle of main push-towing rope and the right and left of short tower is different, short tower is by vertical force and horizontal force
Effect, using the above method short tower can be made to be in free from moment, now referred to as eccentric short tower.
Structure design of the present utility model is further described with reference to the accompanying drawings and examples.
Embodiment：
The span arrangement of the cable arch bridge of the present embodiment is identical with 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 up of main arch 1, side arch 2, main push-towing rope 3, hoist cable 4, short tower 5 and girder 6；Described short tower 5 is located at
The arch springing intersection of the arch springing of main arch 1 and side arch 2；Arch springing, the arch springing of side arch 2 and the lower section of short tower 5 in main arch 1 are provided with base
Plinth pier；The two ends of described main push-towing rope 3 are anchored on the arch springing of the side of bridge both sides arch 2 respectively, and the top braces of short tower 5
Main push-towing rope 3；Between described main arch 1 and girder 6, side arch 2 and girder 6 between and the main push-towing rope 3 and girder 6 in the region of main arch 1 between
Respectively arrangement is provided with hoist cable 4, hoist cable of a part of load of girder 6 between main push-towing rope 3 and girder 6 is reached main push-towing rope 3, another
Fractional load by main arch 1, while encircle 2 and girder 6 between hoist cable reach main arch 1, while encircle 2, alleviate main arch 1, side arch 2 stress,
Increase main arch 1, the stability of side arch 2.The horizontal component of main push-towing rope 3 participates in the horizontal thrust that balance side arch 2 is produced, the water of main arch 1
The horizontal thrust balance of horizontal sliding Li Zebian arches 2.
Scheme one：Using above-mentioned structure type, main arch rise-span ratio is 1/5, and cable sag ratio is 1/10；Scheme two：Together
Sample uses above-mentioned structure type, but rise-span ratio is 1/6；Cable sag ratio is 1/13.
According to conventional design, the arch rib that area of section need to be set larger is computed, compared with Lugol's iodine, scheme one
Major arch rib stress reduce 30%, therefore arch rib area reduce 30%, this expense is to save 0.61 hundred million yuan；Scheme one needs increase
Cable and short tower, this expense are 0.1 hundred million.Therefore, compared with Lugol's iodine, scheme, which has altogether, has saved 0.51 hundred million.While major arch rib
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 is to save 0.52 hundred million yuan；Scheme two need to increase cable and short tower, and 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 by main arch（1）, side arch（2）, main push-towing rope（3）, hoist cable（4）, short tower（5）
And girder（6）Composition；Described short tower（5）It is located at main arch（1）Arch springing and side arch（2）Arch springing intersection；In main arch（1）'s
Arch springing, side arch（2）Arch springing and short tower（5）Lower section be provided with basic pier；Described main push-towing rope（3）Two ends be anchored at respectively
The side arch of bridge both sides（2）Arch springing on, and short tower（5）Top braces main push-towing rope（3）；Described main arch（1）And girder（6）
Between, side arch（2）With girder（6）Between and main arch（1）The main push-towing rope in region（3）With girder（6）Between respectively arrangement be provided with
Hoist cable（4）, make girder（6）A part of load by main push-towing rope（3）With girder（6）Between hoist cable reach main push-towing rope（3）, another part
Load is by main arch（1）, side arch（2）And girder（6）Between hoist cable reach main arch（1）, side arch（2）, alleviate main arch（1）, side
Arch（2）Stress, increases main arch（1）, side arch（2）Stability；Main push-towing rope（3）Horizontal component participate in balance side arch（2）Produce
Horizontal thrust, main arch（1）Horizontal thrust then encircleed by side（2）Horizontal thrust balance.
2. continuous cable arch bridge according to claim 1, it is characterised in that：Main push-towing rope（3）And girder（6）Between hoist cable and
Main arch（1）And girder（6）Between hoist cable be staggeredly arranged.
3. continuous cable arch bridge according to claim 1, it is characterised in that：Described main arch（1）With side arch（2）Do not tilt
When, it is common arch；Described main arch（1）With side arch（2）It is CFST X-type arch during inward slant.
4. continuous cable arch bridge according to claim 1, it is characterised in that：Described main arch（1）With side arch（2）For steel knot
Structure, concrete structure or steel-concrete combined structure；Described main push-towing rope（3）And hoist cable（4）Respectively use steel strand wires；Described base
Plinth pier is reinforced concrete structure.
5. continuous cable arch bridge according to claim 1, it is characterised in that：Described main arch（1）Arch springing, side arch（2）'s
Arch springing and short tower（5）Bottom with basic pier consolidate.
6. continuous cable arch bridge according to claim 1, it is characterised in that：Described short tower（5）Using usual tower or partially
Heart tower.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720185229.6U CN206591415U (en) | 2017-02-28 | 2017-02-28 | Continuous cable arch bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720185229.6U CN206591415U (en) | 2017-02-28 | 2017-02-28 | Continuous cable arch bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206591415U true CN206591415U (en) | 2017-10-27 |
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ID=60125633
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720185229.6U Withdrawn - After Issue CN206591415U (en) | 2017-02-28 | 2017-02-28 | Continuous cable arch bridge |
Country Status (1)
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| CN (1) | CN206591415U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106758749A (en) * | 2017-02-28 | 2017-05-31 | 广西大学 | Continuous cable arch bridge |
-
2017
- 2017-02-28 CN CN201720185229.6U patent/CN206591415U/en not_active Withdrawn - After Issue
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106758749A (en) * | 2017-02-28 | 2017-05-31 | 广西大学 | Continuous cable arch bridge |
| CN106758749B (en) * | 2017-02-28 | 2019-05-14 | 广西大学 | Continuous cable arch bridge |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20171027 Effective date of abandoning: 20190514 |