CN108930222A - Camber consolidates triangle arch bridge - Google Patents
Camber consolidates triangle arch bridge Download PDFInfo
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- CN108930222A CN108930222A CN201810788425.1A CN201810788425A CN108930222A CN 108930222 A CN108930222 A CN 108930222A CN 201810788425 A CN201810788425 A CN 201810788425A CN 108930222 A CN108930222 A CN 108930222A
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
Abstract
The invention discloses a kind of cambers to consolidate triangle arch bridge, is mainly made of arch rib (1), girder (2), flexible suspension rod (5) and crossbar (6)；The flexible suspension rod (5) is arranged between arch rib (1) and girder (2)；Wherein: rigid brace component is additionally provided between arch rib (1) and girder (2), the rigid brace component is mainly formed by two rigid braces (3) are inverted V shaped, i.e., this two rigid braces (3) and girder (2) form triangular structure；Brace horizontal-associate (4) are additionally provided between this two rigid braces.It is constrained in the present invention using triangle pair arch rib and girder, while improving the Line stiffness of girder, so that the overall stiffness of structure increases substantially, and arch bridge obvious problem of " seesaw " effect when being acted on by half-span load can be greatly reduced.
Description
Technical field
The invention belongs to a kind of arch bridge system, and in particular to a kind of camber consolidates triangle arch bridge.
Background technique
Arch bridge is with a long history, early in B.C. 1300 or so Greece Mycenae areas there have been stone arch bridge blank,
Ancient Chinese is even more fine work in world's bridge treasure-house by the stone arch bridge of representative of The Zhaozhou Bridge.Nowadays, arch bridge early has become China
A kind of very extensive bridge type is used on highway, and also there is great realistic meaning to the research of arch-type structure Just because of this.
The difference of arch bridge and beam bridge is not only in that shape, it is often more important that in terms of stress performance.By mechanical knowledge it is found that
Under vertical uniform load q, beam will be acted on only by vertical counter-force at bearing, and be encircleed under vertical uniform load q, will at bearing
Collective effect by horizontal and vertical counter-force simultaneously.The reaction force of this horizontal reacting force, referred to as horizontal thrust.Due to water
The effect for power of redressing, the moment of flexure for encircleing receiving is much smaller by the beam than identical across footpath, to be mostly in the shape for bearing axial compressive force
State.In this way, arch bridge can use the materials such as steel, armored concrete not only to build, but also can also be according to its loading characteristic, using suitable
Close pressure-bearing and the poor masonry material of tensile property is built.
Arch bridge is that the bridge type for being most amenable to time test and economic span bridge type or structure applied widely are made
Type bridge type the most abundant.Arch bridge form is varied, construction is different.Masonry arch bridge, steel can be divided into according to bridge construction material
Reinforced concrete arch bridge, CFST Arch Bridge and steel arch bridge etc.；Simple system arch bridge and group can be divided into according to structural system type
Zoarium system arch bridge；Linear according to the use of arch ring axis is divided into Arch Bridge, arch bridges and catenary arch bridge etc.；According to
Arch ring section form can be divided into plate arch, ribbed arch, double curvature arch and box arch；It can according to position of the bridge deck in superstructure facade
To be divided into Deck Arch Bridges, half-through arch bridge and lower bearing arch bridge；It can be divided into according to whether to substructure exposure level thrust
There are thrust arch bridge and non-thrust arched bridge.
Arch bridge is a kind of most common bridge pattern in China, and as many as style, quantity is big, is the hat of various bridge types, special
It is not highway bridge, according to incompletely statistics, 7% is arch bridge in the highway bridge in China.All kinds of arch bridges of Contemporary Chinese at present across
It remains world record on degree, such as the current maximum stone arch bridge of world's upper span, is the Jincheng, Shanxi that China is built up in nineteen ninety
Danhe Bridge, across footpath is up to 146 meters；The reinforced concrete arch bridge of current first across footpath in the world is the weight that China was built up in 1997
Wanxian Yangtze river long span arch bridge is celebrated, across footpath is up to 420 meters；The current first Shanghai Lu Pu built up for China in 2003 across steel arch bridge in the world
Bridge, across footpath is up to 550 meters；On April 29th, 2009, Chongqing is open to traffic towards the Tianmen Yangtze Bridge, becomes the first in the world Long span at one stroke
Arch bridge, across footpath is up to 552 meters.
Currently, arch bridge application obtained considerable technological progress, still, with engineering practice be increasing and science
Research gradually deeply, arch bridge due to the feature in its structure and stress there is also problems have it is to be solved.Firstly, with arch
The continuous breakthrough of spanning degree, arch rib become the critical issue in arch bridge design as its stability of bending component, it usually needs
Guarantee the stability of super-large span arch bridge by the way that the measures such as powerful crossbar, increase ratio of rise to span are arranged.Secondly, in recent years
The construction of China express railway proposes strict requirements to the rigidity of railway arch bridge, and arch bridge " is lifted up when by half load action
Seesaw " effect is fairly obvious, greatlys restrict the raising of train running speed, and so that arch bridge is obtained higher rigidity is to mention
The important topic of high bullet train travel speed and road-ability.Finally, when arch bridge across footpath increases, lateral and vertical base
Quickly, especially base-supporting flexible suspension rod encircles for frequency decline.How how to be based on persistently setting according to the new design concept of science of bridge building
Meter method makes the arch structure obtain mechanical property just to comply with the needs of era development, continues arch bridge in keen competition
It keeps on top and obtains tremendous development, be bridge worker's facing challenges.
Summary of the invention
It is an object of the invention to solve outstanding problem existing for existing arch bridge, propose that a kind of new arch bridge --- camber is solid
Triangle arch bridge is tied, the good mechanical characteristic of arch bridge has been fully retained, in the case where increase material is few, makes structural strength
Bearing capacity, dynamic characteristics, stability greatly improve, while also having certain aesthetic values.
To achieve the goals above, the invention adopts the following technical scheme:
A kind of camber consolidation triangle arch bridge, is mainly made of arch rib, girder, flexible suspension rod and crossbar；Described
Flexible suspension rod is arranged between arch rib and girder；Wherein: rigid brace component is additionally provided between arch rib and girder, described is rigid
Property brace component mainly by two rigidity, brace is inverted V shaped forms, i.e., this two rigid braces and girder form triangular structure；
Brace horizontal-associate is additionally provided between this two rigid braces.It is constrained in the present invention using triangle pair arch rib and girder, together
The Line stiffness of Shi Tigao girder efficiently solves arch bridge by half-span load so that the overall stiffness of structure increases substantially
" seesaw " effect obvious problem when effect；And the load acted on girder follows following Path of Force Transfer: girder → soft
Property sunpender/rigidity brace → arch rib → basis.
Illustrate as a preferred solution of the present invention, is respectively equipped with five rigid brace components in the two sides of girder, and
The top of this five rigid brace components is fixedly arranged at respectively at 1/6,2/6,3/6,4/6, the 5/6 of arch rib.I.e. in arch rib and girder
Between increase several waist edges of the rigid brace as triangle, and using girder as bottom edge, form five triangles, and three
Arch rib is divided into six parts by five angular vertex.
Illustrate as another preferred embodiment of the invention, is respectively equipped with three rigid brace groups in the two sides of girder
Part, and the top of these three rigid brace components is fixedly arranged at respectively near the 1/4 of arch rib, 2/4,3/4 vicinity.
As a further explanation of the present invention, the shape of the brace horizontal-associate is "-" type, horizontal K-type or rice word
Type.It is connected in the waist edge of triangular structure by brace horizontal-associate to improve its Line stiffness.
As a further explanation of the present invention, the arch rib uses steel construction or steel-concrete combined structure；Described is rigid
Property brace and brace horizontal-associate are all made of steel construction.When the arch rib does not tilt, for common arch；The arch rib slopes inwardly
When, it is CFST X-type arch.
The arrangement of flexible suspension rod is identical in the method for arranging of traditional arch bridge as it in the present invention；Arch rib can be according to reality
Border needs the packet concrete at arch springing.
Advantages of the present invention:
1. the rigidity of structure is big.Several waist edges of the rigid brace as triangle are increased between arch rib and girder, and
Using girder as bottom edge, five triangles are formed；The waist edge of the triangle is connected to improve its Line stiffness, simultaneously by horizontal-associate
The Line stiffness for improving girder, so that the overall stiffness of structure increases substantially.
2. stability is good.Camber of the invention consolidates in the face of triangle arch bridge, lateral stability increases, especially
It is stability in plane.
3. dynamic characteristics is improved.Camber consolidation triangle arch bridge dynamic characteristics of the invention is very significantly improved,
High speed traveling and it can guarantee comfort.
4. structural strength is high.Under Moving Loads, the deformation of structure is greatly reduced, therefore its stress is much smaller than common arch
Bridge.
5. camber consolidation triangle arch bridge ratio of rise to span of the invention can be done small as far as possible, to substantially reduce rise, reduce
Difficulty of construction, while being conducive to earthquake-resistant structure again.
6. camber consolidation triangle arch bridge of the invention can greatly reduce " seesaw " effect when by half load action.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of an embodiment (flexible suspension rod is arranged vertically) in the present invention.
Fig. 2 is the structural schematic diagram of another embodiment (flexible suspension rod inclination arrangement) in the present invention.
Fig. 3 is the overlooking structure diagram of Fig. 1, Fig. 2.
Fig. 4 is the relation schematic diagram of arch and pressure line.
Fig. 5 is the side-play amount schematic diagram of arch.
Fig. 6 is stress diagram of the arch rib under dead load.
Fig. 7 is deformation pattern of the arch rib under dead load.
Fig. 8 is displacement envelope diagram of the arch rib under Moving Loads.
Fig. 9 is non-protects to power system to the schematic diagram for encircleing stable influence.
Figure 10 is arch rib transversely deforming schematic diagram.
Figure 11 is girder transversely deforming schematic diagram.
Appended drawing reference: 1- arch rib, 2- girder, 3- rigidity brace, 4- brace horizontal-associate, 5- flexible suspension rod, 6- crossbar.
Specific embodiment
Now in conjunction with Fig. 1-Figure 11, mechanics principle and its structure of the invention are illustrated:
1. camber consolidation triangle arch bridge illustrates at bridge
By normal flexible arched bridge pre-stressed boom Cheng Qiaohou, then rigid brace and brace horizontal-associate are installed, therefore this structure does not increase
Difficulty of construction.
2. the setting of rigid brace
2.1 arch rib moment of flexure map analysis
The major advantage of arch bridge is to reduce moment of flexure using arch, becomes the structure of small eccentric pressure.Its by
Power feature are as follows: vault is acted on by sagging moment, and arch springing is acted on by hogging moment, is inflection point, under normal circumstances, arch axis at 1/4 and 3/4
When line uses catenary, the relationship between three-hinged arch dead load pressure line is as shown in Figure 4.It can according to " 5 coincidence methods "
Determine m value, by vault moment of flexure be zero and the symmetric condition of dead load is known, the dead load that vault only passes through centroid of section pushes away
Power Hg, corresponding moment Md=0, shear Qd=0.
In Fig. 4, by ∑ MA=0, it obtains
By ∑ MB=0, it obtains
Hgy1/4-∑M1/4=0
By the H of formula (1-1)gAbove formula is substituted into, can be obtained
In formula: ∑ Mj--- moment of flexure of the semiarch dead load to arch springing section；
∑Ml/4--- moment of flexure of the dead load of vault to span of arch l/4 point region to the section l/4.
Constant section catenary encircles main arch ring dead load to the moment M of l/4 and arch springing sectionl/4、MjIt can be by " arch bridge " table
(III) -19 checks in.It acquiresIt later, can be by following formula reverse m, it may be assumed that
The m value of spandrel arch bridge is still determined by successive approximation method.First assume a m value, makes arch, cloth of mapping
Spandrel construction is set, then torque ∑ M of the dead load of calculating arch ring and spandrel construction to l/4 and arch springing sectionl/4With ∑ Mj,
Y is found out according to formula (1-2)l/4/ f, then using formula (1-3) calculate m value, be not inconsistent with the m value of hypothesis such as, then should in the hope of m value
It as new assumed value, recalculates, until the two until.It should be noted that the arch of spandrel arch is determined in aforementioned manners,
It is only kept at 5 points with its three-hinged arch dead load pressure line to be overlapped, other sections, arch and three-hinged arch dead load pressure line
There is different degrees of deviation.Calculating proves, the point from vault to l/4, general pressure line is on arch；And from l/4 point to
Arch springing, pressure line is then mostly under arch.The deviation of arch and corresponding three-hinged arch dead load pressure line is similar to one
A sine wave (Fig. 5).
It is obtained by mechanical knowledge, the deviation of pressure line and arch can generate additional internal force in arch.Static determinacy three is cut with scissors
Arch, the deviation moment M in each sectionpCan the disagreement value A y with three-hinged arch pressure line and arch in the section indicate (Mp=Hg
×Δy)；For fixed arch, deviate the size of moment of flexure, cannot be indicated with the deviation value of three-hinged arch pressure line and arch, and answers
With deviation value MpAs load, the deviation moment of fixed arch is calculated.By structural capacity Xue Zhi, load action is in basic structure
The redundant force for causing elastic center is
In formula:
Mp--- three-hinged arch dead load pressure line deviates moment of flexure caused by arch, Mp=Hg×Δy；
The deviation value [as shown in figure (5)] of Δ y --- three-hinged arch dead load pressure line and arch.
By scheme (5) as it can be seen that Δ y has just have it is negative, along full arch integrateNumerical value it is little, known by formula (1-4), Δ X1Number
It is worth smaller.IfThen Δ X1=0.It is learnt by calculating, the Δ X determined by formula (1-5)2Perseverance is positive value (pressure).Arbitrarily
The deviation moment of flexure (Fig. 5) in section is
Δ M=Δ X1-ΔX2×y+Mp (1-6)
In formula: y --- using elastic center as the arch axis ordinate of origin (being positive upwards).
For vault, arch springing section, Mp=0, deviateing moment of flexure is
In formula: ys--- the distance of elastic center to vault.
Open web type hingless arch bridge, the arch determined using " 5 coincidence methods ", the dead load pressure with corresponding three-hinged arch
The line of force vault, two l/4 and 5 points of two arch springings coincidence, and with the dead load pressure line of fixed arch (abbreviation dead load pressure
Line) actually and there is no 5 points coincidence relationships.By formula (1-7) as it can be seen that since arch and dead load pressure line have partially
From all producing deviation moment of flexure in vault, arch springing.Research has shown that, the deviation moment of flexure Δ M of vaultdIt is negative, and the deviation of arch springing is curved
Square Δ MjIt is positive, it is just opposite with the symbol of this two sections control moment.The fact that illustrate, in spandrel arch bridge, with " five
The arch arch axis that point coincidence method " determines deviates moment of flexure and is all advantageous to vault, arch springing.Thus, the arch of open web type fixed arch
Axis, it is more reasonable with arch ratio dead load pressure line.By analyze above it is found that due to A, C moment of flexure effect, can
Draw close arch to pressure line.
The analysis of 2.2 change of arch costal shape
Stress diagram and deformation pattern difference of the arch rib under dead load are as shown in Figure 6,7, maximum distortion position hair
Life is at C；Displacement envelope diagram of the arch rib under Moving Loads is as shown in figure 8, its maximum distortion occurs at B.Thus may be used
See, under dead load, the weak location of arch rib is at vault, and under Moving Loads, weak location is near 1/4,3/4
Vicinity.
The selection of 2.3 obligatory points
In conjunction with the above arch rib stress and deformation behaviour, double of arch rib chooses B, C as elastic restraint point, can reduce arch rib change
Shape, and it is essentially identical with normal flexible arched bridge pre-stressed boom stress under dead load state, arch is not destroyed.In addition,
Since angular displacement and displacement of the lines are larger near the end of main beam of camber consolidation arch bridge, therefore obligatory point should be also set in the position.
In conclusion the present invention is only increasing several rigid braces as triangle between arch rib and girder
Waist edge, and using girder as bottom edge, five triangles are formed, arch rib and girder are constrained, while the line for improving girder is rigid
Degree, so that the overall stiffness of structure increases substantially, and has been fully retained stress characteristic of the arch rib under dead load state.
3. the Line stiffness of triangle waist edge
In order to improve the Line stiffness of triangle waist edge, horizontal-associate is set between two waist edges, to can guarantee the part of component
Stability.
4. non-protect of newly-increased component is analyzed to power positive-effect
By being analyzed above it is found that the rigid brace of camber consolidation triangle arch bridge not only improves the deformation of reduction arch rib, again
Arch rib stability can be improved.Improving stability in plane is it will be apparent that the impact analysis of opposite external stability is as follows:
Similar with conventional flex arched bridge pre-stressed boom, influence of the working condition of web member and sunpender to this paper arch bridge stability is not allowed
Ignore.For the present invention, when Cross deformation occurs for arch rib (Fig. 9), rigid brace is become by the horizontal restraint that girder applies
At lateral tilt, the horizontal component of generation has the tendency that slowing down arch rib occurs lateral bucking, and non-orienting force effect is front at this time
's.After arch rib tilting, sunpender and rigid brace run-off the straight, as shown in Figure 10, Figure 11, pulling force T produces outward girder
Horizontal component, be allowed to occur lateral bending deformation ub(x), inside horizontal component H (x) and to arch rib is produced:
Wherein,
In view of girder Out-of Plane Stiffness (EIby) it is much larger than arch rib, therefore approximation takes EIby=∞, then ubIt is close to 0, formula (2-2)
It can be simplified to:
And this paper arch bridge is additionally arranged 6 pairs of rigid braces, it is non-protect acted on to power it is more obvious, so that lateral stability is also
It improves.
The principle 5. camber consolidation triangle arch bridge integrally cooperates
Arch rib is as compression member with small eccentricity, for the beam of same span, there is higher vertical rigidity, camber consolidation
The girder of triangle arch bridge due to sunpender and rigid brace effect and become the continuous beam by multiple spot elastic restraint, it is vertical rigid
Degree becomes larger and can cooperate with arch rib, is linked together by rigid member, to form the big structure of a rigidity, in turn
Make structure that there is better globality.
Structure of the invention is designed below with reference to Fig. 1,2 and embodiment and is further described.
Embodiment:
The present embodiment camber consolidation triangle arch bridge span arrangement with Bossden bridge (2.76 hundred million yuan of gross investment)
It is identical.Specifically: camber consolidation triangle arch bridge is mainly made of arch rib 1, girder 2, flexible suspension rod 5 and crossbar 6；It is described
Flexible suspension rod 5 be arranged between arch rib 1 and girder 2；Wherein: rigid brace component is additionally provided between arch rib 1 and girder 2,
Mainly by two rigidity, brace 3 is inverted V shaped forms for the rigid brace component, i.e., this two rigid braces 3 and the formation of girder 2
Triangular structure；Brace horizontal-associate 4 is additionally provided between this two rigid braces.Five have been respectively equipped with just in the two sides of girder 2
Property brace component, and the top of this five rigid brace components is fixedly arranged at 1/6,2/6,3/6,4/6, the 5/6 of arch rib 1 respectively
Place.It is constrained using triangle pair arch rib and girder, while improving the Line stiffness of girder, so that the overall stiffness of structure is substantially
Degree improves, and efficiently solves the problems, such as that arch bridge " seesaw " effect when being acted on by half-span load is obvious.Camber consolidates triangle
The good mechanical characteristic of arch bridge has been fully retained in shape arch bridge, in the case where increase material is few, makes structural strength bearing capacity, moves
Force characteristic, stability greatly improve, while also having certain aesthetic values.
It is different according to the arrangement of flexible suspension rod, there is following two scheme:
Scheme one uses above-mentioned structure type, and arrangement is as shown in Figure 1, i.e. flexible suspension rod is arranged vertically, main arch ratio of rise to span
It is 1/5.5,5 triangles is set.Compared with Bossden bridge: this programme increases 5 triangles, this materials increases by 5%, but
Structure stress of arch costal level is lower, rigidity is big, stability is good, therefore structure entirety materials are reduced.Therefore, with Bossden bridge
It compares, camber consolidation triangle arch bridge has saved altogether 5% expense.In addition, camber consolidation triangle arch bridge rigidity improves
50%, stability improves 60%, and the frequency that in plane vibration occurs for the first time improves 55%.
Scheme two uses above-mentioned structure type, and arrangement is as shown in Fig. 2, i.e. flexible suspension rod inclination arrangement, main arch ratio of rise to span
It is 1/6,5 triangles is set.Compared with Bossden bridge: this programme increases 5 triangles, and flexible suspension rod is elongated, this use
Material increases by 6%, but structure stress of arch costal level is lower, rigidity is big, stability is good, therefore structure entirety materials are reduced.Therefore,
Compared with Bossden bridge, camber consolidation triangle arch bridge has saved altogether 4.5% expense.In addition, camber consolidation triangle arch
Bridge rigidity improves 60%, and stability improves 80%, and the frequency that in plane vibration occurs for the first time improves 65%.
Embodiment technical parameter contrast table
| Expense saves (%) | Rigidity improves (%) | Stability improves (%) | The frequency (%) of in plane vibration occurs for the first time | |
| Scheme one | 5 | 50% | 60% | 55% |
| Scheme two | 4.5 | 60% | 80% | 65% |
Claims (6)
1. a kind of camber consolidates triangle arch bridge, mainly by arch rib (1), girder (2), flexible suspension rod (5) and crossbar (6) group
At；The flexible suspension rod (5) is arranged between arch rib (1) and girder (2)；It is characterized by: between arch rib (1) and girder
Be additionally provided with rigid brace component, the rigid brace component is mainly formed by two rigid braces (3) are inverted V shaped, i.e., this two
Root rigidity brace (3) and girder (2) form triangular structure；Horizontal-associate (4) are additionally provided between this two rigid braces.
2. camber according to claim 1 consolidates triangle arch bridge, it is characterised in that: distinguish in the two sides of girder (2)
If there are five rigid brace component, and the top of this five rigid brace components be fixedly arranged at respectively arch rib (1) 1/6,2/6,
3/6, at 4/6,5/6.
3. camber according to claim 1 consolidates triangle arch bridge, it is characterised in that: distinguish in the two sides of girder (2)
If there are three rigid brace components, and the top of these three rigid brace components be fixedly arranged at respectively the 1/4 of arch rib (1) nearby,
2/4,3/4 vicinity.
4. camber according to claim 1 to 3 consolidates triangle arch bridge, it is characterised in that: the brace horizontal-associate
(4) shape is "-" type, horizontal K-type or rice font.
5. camber according to claim 1 to 3 consolidates triangle arch bridge, it is characterised in that: the arch rib (1) is adopted
With steel construction or steel-concrete combined structure；The rigid brace (3) and brace horizontal-associate (4) is all made of steel construction.
6. camber according to claim 1 to 3 consolidates triangle arch bridge, it is characterised in that: the arch rib (1) is no
When inclination, for common arch；It is CFST X-type arch when the arch rib (1) slopes inwardly.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113073535A (en) * | 2021-04-06 | 2021-07-06 | 长江勘测规划设计研究有限责任公司 | Structural system for improving transverse stability of single arch and construction method thereof |
| CN114635372A (en) * | 2022-03-21 | 2022-06-17 | 武汉理工大学 | Multi-tower suspension bridge reinforcing structure for overcoming middle tower effect |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113073535A (en) * | 2021-04-06 | 2021-07-06 | 长江勘测规划设计研究有限责任公司 | Structural system for improving transverse stability of single arch and construction method thereof |
| CN114635372A (en) * | 2022-03-21 | 2022-06-17 | 武汉理工大学 | Multi-tower suspension bridge reinforcing structure for overcoming middle tower effect |
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