CN206545162U - Without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull - Google Patents
Without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull Download PDFInfo
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- CN206545162U CN206545162U CN201621408443.5U CN201621408443U CN206545162U CN 206545162 U CN206545162 U CN 206545162U CN 201621408443 U CN201621408443 U CN 201621408443U CN 206545162 U CN206545162 U CN 206545162U
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Abstract
The utility model is related to one kind without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, including special-shaped arch ring, leaning tower, suspension cable, suspension rod, column, end bay arch ring, girder, special-shaped impost, special-shaped tower pier, auxiliary pier and basis, and the leaning tower is located at the right side of abnormity arch ring；One end of the suspension cable is connected with the special-shaped arch ring, and the other end is connected with the leaning tower；One end of the suspension rod is connected with the special-shaped arch ring, and the other end is connected with the girder；The arch of the special-shaped arch ring uses asymmetrical skewness conic section, and its left side radius of curvature is less than right side curvature radius.Of the present utility model to lift bridge overall appearance effect without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, while ensure that the stress balance of bridge, system is reliable, structure is safe.
Description
Technical field
The utility model belongs to bridge construction technical field, and in particular to a kind of without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull.
Background technology
Stayed-cable arch bridge is a kind of bridge structure form emerging in recent years, with span ability is strong, structure type is attractive in appearance etc.
Feature.Compared with the cable-stayed bridge of equal across footpath, the main arch ring of stayed-cable arch bridge bears fractional load, has both reduced the rope of suspension cable
Power, reduces the radical of drag-line again, so as to reduce tower height.Compared with the arch bridge of equal across footpath, cable-stayed system reduces main arch
The stress of circle, the Bending moment distribution of main arch ring is uniform, and stress is more reasonable.In addition the suspension cable in stayed-cable arch bridge enhances main arch
The wind resisting stability of vertical and horizontal is enclosed, integrally-built rigidity is improved.In a word, stayed-cable arch bridge has played rope arch interaction
Mechanical characteristic, both improved the span ability of structure, the rigidity and stability of structure improved again.
In bridge construction, suspension cable is alternatively arranged as the interim knotted rope of arch ring installation, what bridge tower can also be withheld as construction
Temporary towers, therefore construction risk had both been reduced, construction cost is reduced again.But with stayed-cable arch bridge structure and bridge type not
Disconnected deeply development, many problems are still difficult to solve, such as：（1）Because the structural system of double tower stayed-cable arch bridge is symmetrical, form
It is excessively stiff, it is difficult to meet people's chasing after to the asymmetric bridge type with dynamic aesthetic feeling such as free, flexible, lively, brisk, active
Ask；（2）Very big horizontal thrust is generated at main arch ring arch springing, it is difficult to balanced by symmetrical cable-stayed bridge system, thus needed
Larger basic and good geological conditions.Although the auxiliary primary structure member such as tie-rod can be set up in girder reduces thrust,
It is due to its complicated construction technique, it is difficult to be used widely in bridge construction field.Therefore new bridge-type structure is needed badly to occur.
Authorization Notice No. discloses a kind of cable-stayed arch bridge, including main arch for CN200996127Y utility model patent
Rib, suspension rod, suspension cable, bridge tower, side arch, end bay girder, main span bridge deck, main pier, bridge tower and main bridge positioned at main span two ends
Pier is rigidly connected, and the two ends of main arch rib are rigidly connected with two main piers respectively, the suspension cable two ends in main span respectively with bridge tower
And main arch rib is connected, the suspension cable two ends in end bay are connected with bridge tower and end bay girder respectively, main span bridge deck by suspension rod and
Main arch rib is connected, and side arch upper end is rigidly connected with end bay girder, and lower end is rigidly connected with main pier.Although the utility model is comprehensive
The characteristics of arch bridge, cable-stayed bridge, the state that rope encircles common stress can be formed, but the structure of stayed-cable arch bridge is traditional symmetrical
System, form is excessively stiff, and the horizontal thrust of the arch ring generation of arch bridge is difficult to by symmetrical cable-stayed bridge system complete equipilibrium, because
This stress is unreasonable, and overall performance and effect have much room for improvement.
The content of the invention
To solve problems of the prior art, the utility model provides a kind of without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull,
Including special-shaped arch ring, leaning tower, suspension cable, suspension rod, column, end bay arch ring, girder, special-shaped impost, special-shaped tower pier, auxiliary pier and base
Plinth, the leaning tower is located at the right side of special-shaped arch ring；One end of the suspension cable is connected with the special-shaped arch ring, the suspension cable
The other end is connected with the leaning tower；One end of the suspension rod is connected with the special-shaped arch ring, the other end of the suspension rod with it is described
Girder is connected.
In the utility model, suspension cable is arranged on the side of leaning tower, and the opposite side of leaning tower is not provided with suspension cable, i.e., without dorsal funciculus
Structure.
Preferably, the arch of the special-shaped arch ring uses asymmetrical skewness conic section, i.e., using the song of gradual change
Rate radius, its left side radius of curvature R1Less than right side curvature radius R2, i.e. R1＜ R2.Suspension rod, in across girder, special-shaped arch ring
Under effect, structure turns into that internal high order is indeterminate, outside static determinacy structural system, and structure stress is reasonable.
In any of the above-described scheme preferably, the angle α of the leaning tower and the right between girder be more than or equal to 55 ° and
Less than or equal to 70 °, i.e., 55 °≤α≤70 °.
Leaning tower is mainly compression and by curved, leaning tower by tilt the deadweight internal force produced and special-shaped arch ring and in across girder institute
The deadweight internal force sum of generation balances each other.When leaning tower inclination angle is 55 °≤α≤70 °, good stress balance can reach.
Of the present utility model is unsymmetric structure system without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, can be divided into following several structures
Form：（1）R1＜ R2, and α=55 °；（2）R1＜ R2, and 55 ° of 70 ° of ＜ α ＜；（3）R1＜ R2, and α=70 °.
The bridge of above-mentioned three kinds of structure type, on the one hand can lift the overall aesthetic property of bridge, on the other hand can protect
Demonstrate,prove two kinds of bridges stress balance, reduce auxiliary part, make its accept rationally, system it is reliable.
In any of the above-described scheme preferably, the special-shaped arch ring includes vault part, a left side across arch springing and the right side across arch springing,
It is described left across arch springing and the right two ends for being located at special-shaped arch ring respectively across arch springing, and with vault part integrally connected.Abnormity arch
Circle is also referred to as main arch ring, and its force way is based on being pressurized.
In any of the above-described scheme preferably, the leaning tower includes tower body and Ta Gen, and the tower root is located at the tower body
Bottom, and with tower body integrally connected.
In any of the above-described scheme preferably, the girder include the left side across girder, in across girder and the right across girder
Three parts, the left side across girder and described the right across girder be located at respectively it is described in across the two ends of girder, and across girder with
Integrally connected.In it is longer across girder, the left side is shorter across girder across girder and the right.In across girder by oblique suspension rod by bridge deck institute
Bearing load passes to special-shaped arch ring, and a bridge deck effect part is passed to special-shaped arch by the left side across girder by end bay arch ring
Pier, another part passes to auxiliary pier, and the right sets bearing and auxiliary pier phase in girder is across the part of encorbelmenting of girder, right-hand member
Even, the right across girder to be pressurized, it is curved based on.
In any of the above-described scheme preferably, the basis includes special-shaped impost basis, special-shaped tower pier foundation and auxiliary
Pier foundation.
In any of the above-described scheme preferably, the special-shaped impost basis is located at the bottom of special-shaped impost, the abnormity
Tower pier foundation is located at the bottom of special-shaped tower pier, and the auxiliary pier basis is located at the bottom of auxiliary pier.Special-shaped impost, special-shaped tower pier,
Auxiliary pier, can be mixed using one-piece casting respectively with special-shaped impost basis, special-shaped tower pier foundation, auxiliary pier foundation using being rigidly connected
The mode for coagulating mode, welding or the riveted steel structure of soil forms entirety.
In any of the above-described scheme preferably, the special-shaped impost is overall structure, and with end bay arch springing, a left side across arch springing
Basic three is rigidly connected with special-shaped impost, can form force balance system, its force way is based on eccentric compression.
In any of the above-described scheme preferably, the special-shaped tower pier is overall structure, and with tower root, right across arch springing and different
Shape tower pier foundation three is rigidly connected, and can form force balance system, its force way is based on eccentric compression.
In any of the above-described scheme preferably, the auxiliary pier is located at the left side across girder and/or the right across under girder
Side, and be connected by bearing with the left side across girder and/or the right across the end of girder.The left side can lead to across a part of weight of girder
Cross bearing to be accepted by auxiliary pier, another part weight passes to special-shaped impost by end bay arch ring, finally keeps stress balance.Auxiliary
Pier is based on being pressurized.
In any of the above-described scheme preferably, at least provided with horizontal on a leaning tower between the tower body above girder
At least provided with a leaning tower sill between beam, the tower body below girder.The side that the upper and lower crossbeam of leaning tower passes through integrated connection
Formula connects the tower body of both sides.Leaning tower entablature plays a part of both sides tower body above connection girder, is subjected only to the internal force under deadweight
Based on；Leaning tower sill plays a part of in connection girder lower section both sides tower body and supporting across main beam action, both bears deadweight
The load transmitted undertake again in across girder.According to actual conditions, leaning tower entablature can also be not provided with.
In any of the above-described scheme preferably, the leaning tower sill is connected across girder in being arranged at the right across girder
The lower section of socket part position.
In any of the above-described scheme preferably, at least provided with an arch ring horizontal stroke between the special-shaped arch ring below girder
Beam.Arch ring crossbeam connects the arch ring of both sides by way of integrated connection, at the same accept column transmission come concentrfated load, its by
Power mode is with by based on curved.
In any of the above-described scheme preferably, at least provided with an arch ring wind between the dome portions point of the special-shaped arch ring
Support.Arch ring wind brace connects the arch ring of both sides by way of integrated connection, and its force way is to be pressurized, based on tension.According to reality
Border situation, can also be not provided with arch ring wind brace.Suspension rod, column can further function as bridge system internal force and put down as auxiliary part
The effect of weighing apparatus.
In any of the above-described scheme preferably, the angle between the suspension rod and the girder is more than or equal to 60 ° and small
In equal to 90 °.
The suspension rod be oblique suspension rod, to the left across（Arch radius of curvature is small）Side tilt, between oblique suspension rod and girder
Angle be more than or equal to 60 ° and less than or equal to 90 °.The present invention shows that the connection of oblique suspension rod can be to master by a large amount of theory analysises
Beam produces pressure to the left, counteracts the counter-force of part bridge pier, reduces the moment of flexure that bridge pier is born, system stress is more reasonable.
Internal force of the suspension rod across girder by passes to arch ring simultaneously, and its force way is based on tension.
Arch ring internal force is passed to leaning tower by suspension cable, and its force way is based on tension.
In any of the above-described scheme preferably, the distance between adjacent two suspension rods are 5~20m.The present invention is through excessive
Amount it is demonstrated experimentally that between suspension rod use this spacing range when, to the better of bridge system internal force balance.
In any of the above-described scheme preferably, the column is arranged at the right side of special-shaped arch ring, and positioned at a left side for leaning tower
Side.
In any of the above-described scheme preferably, the column is vertical across girder with, the top of column by bearing and
Girder is connected, and the bottom of column is connected with arch ring crossbeam.It is further preferred that column bottom rigidly connects with special-shaped arch ring crossbeam
Connect.It is rigidly connected and is fixedly connected, such as the arch ring beam welding of the column of Steel Pipe Reinforced Concrete Structures and Steel Pipe Reinforced Concrete Structures can be turned into whole
Body, pours concrete inside it, makes the overall stress of column based on being pressurized.
In any of the above-described scheme preferably, at least provided with row's column between special-shaped arch ring and leaning tower.
In any of the above-described scheme preferably, often arrange in column at least provided with two root posts.
In any of the above-described scheme preferably, the distance between adjacent two root posts are 5~25m.The present invention is through excessive
Amount is it is demonstrated experimentally that when using this spacing range between column, centering is more preferable across the undertaking ability of girder, flat to bridge system internal force
Weighing apparatus is better.
In any of the above-described scheme preferably, the special-shaped arch ring uses steel construction or concrete filled steel tube.Steel
Strength of structural materials is high, and own wt is light, is readily transported and installs, it is adaptable to which span is big, height is high, the structure of carrying weight；Steel
Structural material toughness, plasticity are good, and internal organizational structure is uniform, and structural reliability is high, with good anti-seismic performance.Steel tube concrete
Soil structure has the advantages that high capacity, from heavy and light, good plasticity, endurance, impact resistance.
In any of the above-described scheme preferably, the leaning tower uses reinforced concrete structure or prestressed reinforced concrete structure.
Two kinds of structures are respectively provided with the performances such as preferable globality, durability, fire resistance, antidetonation.
In any of the above-described scheme preferably, it is described in use steel construction across girder.
In any of the above-described scheme preferably, the left side across girder and the right across girder using reinforced concrete structure or
Person's prestressed reinforced concrete structure.
In any of the above-described scheme preferably, the suspension cable is made up of parallel steel wire, steel strand wires or Carbon Fiber Cables, this
Different materials all have higher intensity and toughness.
In any of the above-described scheme preferably, the suspension rod is made up of parallel steel wire, steel strand wires or Carbon Fiber Cables.
In any of the above-described scheme preferably, the column uses reinforced concrete structure or Steel Pipe Reinforced Concrete Structures.Reinforced concrete
Structure and Steel Pipe Reinforced Concrete Structures are respectively provided with the performances such as preferable globality, durability, fire resistance, antidetonation.
In any of the above-described scheme preferably, the special-shaped impost uses reinforced concrete structure or prestressed reinforced concrete knot
Structure.
In any of the above-described scheme preferably, the special-shaped tower pier uses reinforced concrete structure or prestressed reinforced concrete knot
Structure.
In any of the above-described scheme preferably, the auxiliary pier uses reinforced concrete structure or prestressed reinforced concrete knot
Structure.
In any of the above-described scheme preferably, the basis is pile foundation, Extended chemotherapy, well foundation or other buildings
Any of engineering foundation form.Base form is selected according to actual geological conditions, its overall force way is based on being pressurized.
In any of the above-described scheme preferably, the leaning tower entablature and leaning tower sill using reinforced concrete structure,
Concrete filled steel tube, steel construction or prestressed reinforced concrete structure.
In any of the above-described scheme preferably, the arch ring crossbeam uses steel construction or concrete filled steel tube.
In any of the above-described scheme preferably, the arch ring wind brace is using steel construction or the circle being made up of steel pipe concrete material
Tube section beam or truss structure composition.The circular hollow section beam or truss structure being made up of steel pipe concrete material, with handsome in appearance, system
Make that easy for installation, structural stability is good, rigidity is big, from heavy and light, materials are economical the advantages of.
It is of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, due to using asymmetric balanced moulding, thus in city
There is high novelty in the structure type of bridge.The skew lines profile of leaning tower embodies that modern bridge is bold to be had in the present invention
The design feature of power, curve form embodies the soft and graceful design feature of the Ancient Bridges rhythm, therefore combined with the classic and modern times,
The aesthstic landscape effect coupled hardness with softness.The bridge type can have compared with Gao Jing as in the range of the key road segment 200~600m across footpaths of city
See the suggested design of effect.It is of the present utility model oblique without dorsal funciculus leaning tower compared with existing cable-stayed bridge, special-shaped arch bridge, stayed-cable arch bridge
Special-shaped arch bridge is drawn to combine the advantage of back-cable-free cable-stayed bridge and special-shaped arch bridge, its stress balance, beautiful design, while using cable
Lift-on/lift-off system, can reduce construction risk, reduction construction cost.
Construction method of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull is：Leaning tower and special-shaped arch ring right half part
Balanced cantilever construction（I.e. leaning tower uses slding form operation, and special-shaped arch ring is put down using the weight of leaning tower section with the weight of arch ring section
Weighing apparatus hangs method construction using cable button）；End bay arch ring, it is left use Full space support construction across arch springing across arch springing, the right side, special-shaped arch ring with
In closed up across the junction of girder left end；Using the lift-on/lift-off system construction left side integral erection is utilized across girder, the right across girder
Across girder in method construction, integrated connection is then formed, the internal force of suspension rod and the Suo Li of suspension cable is finally adjusted, makes in bridge structure
Power and geometry linear reach optimum state.
It is of the present utility model that there are following features without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull：（1）In work progress：Special-shaped arch ring
Left-half and right half part can use different radius of curvature, it is left across curvature half due to using balanced cantilever construction technique
Footpath is small, and the horizontal thrust that the horizontal thrust of generation can be produced with end bay arch ring balances most, and thrust-drag margin can be by basis
Undertake；Right big across radius of curvature, the horizontal thrust that the horizontal thrust of generation can be produced with leaning tower balances most, and residue is pushed away
Power can be undertaken by basis.（2）After formation system：Leaning tower by tilt the deadweight internal force produced and special-shaped arch ring and in across girder production
Raw deadweight internal force balances each other；Special-shaped arch ring is connected by suspension cable with leaning tower, while be connected further through suspension rod with across girder,
Therefore special-shaped arch ring stress balance in the presence of suspension cable, suspension rod and own wt.（3）A left side passes through across arch springing with end bay arch springing
Special-shaped impost is connected, and end bay arch ring is rigidly connected with the left side across girder, while auxiliary pier is supported on, it is different by mechanical balance
Shape impost bottom is only produced a small amount of horizontal thrust, undertaken by basis based on vertical be pressurized；Right across arch springing position passes through with leaning tower
Special-shaped tower pier is connected, and drag-line can balance the horizontal thrust that special-shaped arch ring is produced, special-shaped Ta Dun bottoms to the axle power of leaning tower tower body
Also based on vertical be pressurized, a small amount of horizontal thrust is only produced, is undertaken by basis.
Of the present utility model is the innovation knot of cable-stayed bridge and special-shaped arch bridge optimum organization without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull
Structure system.The inclination of leaning tower creates condition for balance abnormity arch, the stress of girder, is suitable for the requirement of Large Span Bridges.Tiltedly
Tower, also as cable hoisting pylon, reduces the difficulty of construction, reduces construction cost in construction；In balanced cantilever construction bar
Under part, special-shaped arch ring makes the left counter-force for producing and differing in size respectively across arch springing across arch springing and the right side, is produced respectively with side arch and leaning tower
Counter-force balance each other, alleviate to greatest extent basis uneven stress；Suspension cable assists special-shaped arch ring stress, serves tune
Whole arch rib axis, the effect for improving the rigidity of structure and the basic thrust of reduction；The auxiliary equipment such as column, side arch ensure that girder is integrally tied
Structure internal force is optimized, it is ensured that structure holistic resistant behavior is good；Special-shaped tower pier, special-shaped impost ensure that leaning tower and abnormity arch arch ring
The smoothly transition of internal force, it is to avoid stress concentration.It is of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull and equal across footpath
Stayed-cable arch bridge is compared, and all has significant advantage bridge type is attractive in appearance, in terms of the overall stress of structure.
Brief description of the drawings
Fig. 1 is to show according to the full-bridge facade of the preferred embodiment of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull
It is intended to；
Fig. 2 is the lateral facade according to the embodiment illustrated in fig. 1 of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull
Schematic diagram；
Fig. 3 is the special-shaped arch ring according to the embodiment illustrated in fig. 1 of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull
Mechanical balance schematic diagram；
Fig. 4 is the end bay arch ring according to the embodiment illustrated in fig. 1 of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull
With a left side across arch springing mechanical balance schematic diagram；
Fig. 5 is the tower root and the right side according to the embodiment illustrated in fig. 1 of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull
Across the mechanical balance schematic diagram of arch springing；
Fig. 6 is the lateral facade according to another preferred embodiment of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull
Schematic diagram；
Fig. 7 is the special-shaped impost according to the embodiment illustrated in fig. 6 of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull
And suspension rod elevational schematic view；
Fig. 8 is the special-shaped tower pier according to the embodiment illustrated in fig. 6 of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull
And column elevational schematic view.
Explanation is marked in figure：Across girder in 1- abnormity arch rings, 2- leaning towers, 3- suspension cables, 4-, the 5- left sides are across girder, and 6- is right
End bay girder, 7- abnormity imposts, 8- abnormity tower piers, 9- auxiliary piers, 10- abnormity imposts basis, 11- abnormity tower pier foundations, 12- is auxiliary
Help pier foundation, 13- vaults part, 14- is left across arch springing, 15- is right across arch springing, 16- end bay arch rings, 17- end bay arch springings, 18- tower bodies,
19- tower roots, 20- suspension rods, 21- columns, 22- leaning tower entablatures, 23- leaning tower sills, 24- arch ring crossbeams, 25- arch ring wind braces,
26- bearings.
Embodiment
In order to be further understood that content of the present utility model, this practicality is elaborated below in conjunction with specific embodiment new
Type.
Embodiment one：
As shown in figure 1, according to the embodiment of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, including abnormity arch
Circle 1, leaning tower 2, suspension cable 3, suspension rod 20, column 21, end bay arch ring 16, girder, special-shaped impost 7, special-shaped tower pier 8, the and of auxiliary pier 9
Basis, the leaning tower 2 is located at the right side of special-shaped arch ring 1；One end of the suspension cable 3 is connected with the special-shaped arch ring 1, described oblique
The other end of drag-line 3 is connected with the leaning tower 2；One end of the suspension rod 20 is connected with the special-shaped arch ring 1, the suspension rod 20
The other end is connected with the girder.
The arch of the special-shaped arch ring uses asymmetrical skewness conic section, i.e., using the radius of curvature of gradual change, its
Left side radius of curvature R1Less than right side curvature radius R2, i.e. R1＜ R2.Suspension rod, in the presence of girder, special-shaped arch ring, knot
It is configured to that internal high order is indeterminate, outside static determinacy structural system, structure stress is reasonable.The leaning tower 2 and the right across girder 6 it
Between angle α=58 °.
The special-shaped arch ring 1 includes vault part 13, a left side across arch springing 14 and the right side across arch springing 15, and the left side is across arch springing 14 and institute
State the right two ends for being located at special-shaped arch ring 1 respectively across arch springing 15, and with the integrally connected of vault part 13.The leaning tower 2 includes tower body
18 and Ta Gen 19, the tower root 19 be located at the tower body 18 bottom, and with the integrally connected of tower body 18.
The girder include the left side across girder 5, in across girder 4 and the right across the part of girder 6 three, the left side is across girder 5
With described the right in girder 6 is located at respectively across the two ends of girder 4, and across the integrally connected of girder 4 with.In it is longer across girder,
The left side is shorter across girder across girder and the right.In bridge deck institute bearing load passed to by special-shaped arch by oblique suspension rod across girder
A bridge deck effect part is passed to special-shaped impost by circle, the left side across girder by end bay arch ring, and another part passes to auxiliary
Pier, the right in girder is across girder encorbelment part, right-hand member set bearing and be connected with auxiliary pier, the right across girder to be pressurized, it is curved
Based on.
The basis includes special-shaped impost basis 10, special-shaped tower pier foundation 11 and auxiliary pier foundation 12.The special-shaped impost
Basis 10 is located at the bottom of special-shaped impost 7, and the special-shaped tower pier foundation 11 is located at the bottom of special-shaped tower pier 8, the auxiliary pier base
Plinth 12 is located at the bottom of auxiliary pier 9.Special-shaped impost, special-shaped tower pier, auxiliary pier respectively with special-shaped impost basis, special-shaped tower pier base
Plinth, auxiliary pier foundation, can be by the way of one-piece casting concrete, the mode shapes of welding or riveted steel structure using being rigidly connected
It is integral.
The special-shaped impost 7 is overall structure, and with end bay arch springing 17, a left side across arch springing 14 and basic 10 threes of special-shaped impost
It is rigidly connected, force balance system can be formed, its force way is based on eccentric compression.The special-shaped tower pier 8 is overall structure,
And be rigidly connected with tower root 19, the right side across arch springing 15 and the special-shaped three of tower pier foundation 11, force balance system, its stress side can be formed
Formula is based on eccentric compression.
The auxiliary pier 9 is located at the left side across girder 5 and/or the right across the lower section of girder 6, and by bearing 26 and the left side across
Girder 5 and/or the right are connected across the end of girder 6.The left side can be accepted across a part of weight of girder by bearing by auxiliary pier,
Another part weight passes to special-shaped impost by end bay arch ring, finally keeps stress balance.
As shown in Fig. 2 a leaning tower entablature 22 is set between tower body 18 above girder, below girder
One leaning tower sill 23 is set between tower body 18.The upper and lower crossbeam of leaning tower connects the tower body of both sides by way of integrated connection.
Leaning tower entablature plays a part of both sides tower body above connection girder, is subjected only to based on the internal force under deadweight；Leaning tower sill rises
Below to connection girder across girder transmission in conducting oneself with dignity but also undertaking not only is born in the effect and supporting of both sides tower body across main beam action
Load.The leaning tower sill 23 is connected the lower section at position in being arranged at across girder 4 and the right across girder 6.Positioned at girder
Two arch ring crossbeams 24 are set between the special-shaped arch ring 1 of lower section.Arch ring crossbeam connects the arch of both sides by way of integrated connection
Circle, while accepting the concentrfated load that column transmission comes, its force way is with by based on curved.The vault part of the special-shaped arch ring 1
One arch ring wind brace 25 is set between 13.Arch ring wind brace connects the arch ring of both sides by way of integrated connection, its force way
Based on compression, tension.Suspension rod, column can further function as the effect of bridge system internal force balance as auxiliary part.
Angle between the suspension rod and the girder is equal to 60 °.The distance between adjacent two suspension rods are 5m.It is described vertical
Post is arranged at the right side of special-shaped arch ring, and positioned at the left side of leaning tower.The column 21 is vertical across girder 4 with, the top of column 21
End is connected by bearing 26 with girder, and the bottom of column 21 is connected with arch ring crossbeam 24.It is further preferred that column bottom with it is different
Shape arch ring crossbeam is rigidly connected.It is rigidly connected and is fixedly connected, such as can be by the column of Steel Pipe Reinforced Concrete Structures and the arch of Steel Pipe Reinforced Concrete Structures
Circle beam welding is integrally formed, and is poured concrete inside it, is made the overall stress of column based on being pressurized.
Two row's columns 21 are set between special-shaped arch ring 1 and leaning tower 2, often arranges and two is set in column.Adjacent two root posts
The distance between 21 be 5m.
The special-shaped arch ring uses steel construction or concrete filled steel tube；The leaning tower is using reinforced concrete structure or pre-
Stress reinforced concrete structure；In described steel construction is used across girder；The left side uses reinforced concrete across girder and the right across girder
Structure or prestressed reinforced concrete structure；The suspension cable is made up of parallel steel wire, steel strand wires or Carbon Fiber Cables；The suspension rod by
Parallel steel wire, steel strand wires or Carbon Fiber Cables are made；The column uses reinforced concrete structure or Steel Pipe Reinforced Concrete Structures；The abnormity arch
Pier uses reinforced concrete structure or prestressed reinforced concrete structure；The special-shaped tower pier uses reinforced concrete structure or deformed bar
Concrete structure；The auxiliary pier uses reinforced concrete structure or prestressed reinforced concrete structure；The basis is pile foundation, expands base
Plinth, well foundation or other civil engineering base forms；The leaning tower entablature and leaning tower sill using reinforced concrete structure,
Concrete filled steel tube, steel construction or prestressed reinforced concrete structure；The arch ring crossbeam uses steel construction or concrete filled steel tube
Structure；The arch ring wind brace is constituted using steel construction or the circular hollow section beam or truss structure that are made up of steel pipe concrete material.
The bridge system stress equalization without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull of the present embodiment, rationally, it is reliable, its part by
Dynamic balance system is as shown in Fig. 3, Fig. 4 and Fig. 5.
In Fig. 4, F1For cushion cap bottom friction, F2Sheared for pile foundation, H1For end bay impost horizontal thrust, H2It is a left side across arch springing
Horizontal thrust；Stress balance relation is：F1+ F2=H1- H2。
In Fig. 5, F3For cushion cap bottom friction, F4Sheared for pile foundation, H3It is the right side across impost horizontal thrust, H4For leaning tower tower root
Horizontal thrust；Stress balance relation is：F3+ F4=H3- H4。
The present embodiment without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, due to using asymmetric balanced moulding, thus in city bridge
There is high novelty in the structure type of beam.The skew lines profile of leaning tower embodies that modern bridge is bold to be had in the present embodiment
The design feature of power, curve form embodies the soft and graceful design feature of the Ancient Bridges rhythm, therefore combined with the classic and modern times,
The aesthstic landscape effect coupled hardness with softness.The bridge type can have compared with Gao Jing as in the range of the key road segment 200~600m across footpaths of city
See the suggested design of effect.Compared with existing cable-stayed bridge, special-shaped arch bridge, stayed-cable arch bridge, the present embodiment without dorsal funciculus leaning tower oblique pull
Special-shaped arch bridge combines the advantage of back-cable-free cable-stayed bridge and special-shaped arch bridge, its stress balance, beautiful design, while using cable crane
Dress method, can reduce construction risk, reduction construction cost.
The construction method without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull of the present embodiment is：Leaning tower is put down with special-shaped arch ring right half part
Weigh cantilever construction（I.e. leaning tower uses slding form operation, and special-shaped arch ring utilizes the weight of leaning tower section and the weight balancing of arch ring section
Method construction is hung using cable button）；End bay arch ring, a left side use Full space support construction across arch springing, the right side across arch springing, in special-shaped arch ring with
Closed up across the junction of girder left end；Tried using the lift-on/lift-off system construction left side across girder, the right across girder using integrated stand
Across girder in construction, integrated connection is then formed, the internal force of suspension rod and the Suo Li of suspension cable is finally adjusted, makes bridge structure internal force
Optimum state is reached with geometry linear.
Embodiment two：
As shown in Fig. 6, Fig. 7 and Fig. 8, according to another implementation of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull
, annexation, stress balance principle, beneficial effect between its structure, each part etc. are identical with embodiment one, different
It is：Angle α=70 ° of leaning tower and the right between girder；Angle between suspension rod and girder is equal to 90 °；Adjacent two suspension rods it
Between distance be 20m；The distance between adjacent two root posts are 25m.
Embodiment three：
According to another embodiment of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, between its structure, each part
Annexation, stress balance principle, beneficial effect etc. it is identical with embodiment one, unlike：Leaning tower is with the right across girder
Between angle α=65 °；Angle between suspension rod and girder is equal to 70 °；The distance between adjacent two suspension rods are 10m；It is adjacent
The distance between two root posts are 20m.
Example IV：
According to another embodiment of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, between its structure, each part
Annexation, stress balance principle, beneficial effect etc. it is identical with embodiment one, unlike：Leaning tower is with the right across girder
Between angle α=60 °；Angle between suspension rod and girder is equal to 80 °；The distance between adjacent two suspension rods are 15m；It is adjacent
The distance between two root posts are 10m.
Embodiment five：
According to another embodiment of the present utility model without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, between its structure, each part
Annexation, stress balance principle, beneficial effect etc. it is identical with embodiment one, unlike：Leaning tower is with the right across girder
Between angle α=55 °；Angle between suspension rod and girder is equal to 90 °；The distance between adjacent two suspension rods are 8m；Adjacent two
The distance between root post is 15m.
It will be apparent to those skilled in the art that of the present utility model include above-mentioned reality without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull
With any combination of each several part shown by the content of the invention of new specification and embodiment part and accompanying drawing, it is limited to
Length is simultaneously described one by one for each scheme for making specification concise without these combinations are constituted.It is all in spirit of the present utility model
Within principle, any modification, equivalent substitution and improvements done etc. should be included within protection domain of the present utility model.
Claims (21)
1. a kind of without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, including special-shaped arch ring, leaning tower, suspension cable, suspension rod, column, end bay arch ring,
Girder, special-shaped impost, special-shaped tower pier, auxiliary pier and basis, the leaning tower are located at the right side of special-shaped arch ring, it is characterised in that：Institute
The one end for stating suspension cable is connected with the special-shaped arch ring, and the other end of the suspension cable is connected with the leaning tower；The suspension rod
One end is connected with the special-shaped arch ring, and the other end of the suspension rod is connected with the girder.
2. it is as claimed in claim 1 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The arch of the special-shaped arch ring
Using asymmetrical skewness conic section, its left side radius of curvature is less than right side curvature radius.
3. it is as claimed in claim 1 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The special-shaped arch ring includes vault
Partly, it is left across arch springing and right across arch springing, it is described left across arch springing and the right two ends for being located at special-shaped arch ring respectively across arch springing, and with
Vault part integrally connected.
4. it is as claimed in claim 1 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The leaning tower includes tower body and tower
Root, the tower root be located at the tower body bottom, and with tower body integrally connected.
5. it is as claimed in claim 1 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The girder includes the left side across master
Beam, in across girder and the right across the part of girder three, the left side across girder and described the right across girder be located at respectively it is described in across
The two ends of girder, and across the girder integrally connected with.
6. it is as claimed in claim 1 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The basis includes special-shaped impost
Basis, special-shaped tower pier foundation and auxiliary pier foundation.
7. it is as claimed in claim 6 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The special-shaped impost basis is located at
The bottom of special-shaped impost, the special-shaped tower pier foundation is located at the bottom of special-shaped tower pier, and the auxiliary pier basis is positioned at auxiliary pier
Bottom.
8. it is as claimed in claim 1 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The special-shaped impost is tied to be overall
Structure, and be rigidly connected with end bay arch springing, a left side across arch springing and the basic three of special-shaped impost.
9. it is as claimed in claim 1 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The special-shaped tower pier is tied to be overall
Structure, and be rigidly connected with tower root, the right side across arch springing and special-shaped tower pier foundation three.
10. it is as claimed in claim 1 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The auxiliary pier is located at the left side
Across girder and/or the right across the lower section of girder, and it is connected by bearing with the left side across girder and/or the right across the end of girder.
11. it is as claimed in claim 1 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：Tower body above girder
Between at least provided with a leaning tower entablature, at least provided with a leaning tower sill between the tower body below girder.
12. it is as claimed in claim 11 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The leaning tower sill is set
Be connected across girder and the right the lower section at position in across girder.
13. it is as claimed in claim 1 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：Abnormity below girder
At least provided with an arch ring crossbeam between arch ring.
14. it is as claimed in claim 1 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The vault of the special-shaped arch ring
At least provided with an arch ring wind brace between part.
15. it is as claimed in claim 1 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The suspension rod and the girder
Between angle be more than or equal to 60 ° and less than or equal to 90 °.
16. it is as claimed in claim 15 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：Between adjacent two suspension rods
Distance is 5~20m.
17. it is as claimed in claim 1 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The column is arranged at abnormity
The right side of arch ring, and positioned at the left side of leaning tower.
18. it is as claimed in claim 17 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：The column is with across girder
Vertically, the top of column is connected by bearing with girder, and the bottom of column is connected with arch ring crossbeam.
19. it is as claimed in claim 17 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：Special-shaped arch ring and leaning tower it
Between at least provided with row's column.
20. it is as claimed in claim 19 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：Often row column at least provided with
Two root posts.
21. it is as claimed in claim 20 without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull, it is characterised in that：Between adjacent two root posts
Distance is 5~25m.
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| CN201621408443.5U CN206545162U (en) | 2016-12-21 | 2016-12-21 | Without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201621408443.5U CN206545162U (en) | 2016-12-21 | 2016-12-21 | Without the special-shaped arch bridge of dorsal funciculus leaning tower oblique pull |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108330816A (en) * | 2018-01-15 | 2018-07-27 | 中铁大桥局集团有限公司 | A kind of asymmetric bridge pier and Curved bridge with sharp radius |
| CN109024232A (en) * | 2018-07-17 | 2018-12-18 | 中铁大桥勘测设计院集团有限公司 | A kind of novel curved shape cable-stayed bridge pylon |
| CN109024231A (en) * | 2018-07-17 | 2018-12-18 | 中铁大桥勘测设计院集团有限公司 | A kind of curve tower abnormity Cable-Stayed Bridge Structure |
| CN109468941A (en) * | 2018-07-17 | 2019-03-15 | 中铁大桥勘测设计院集团有限公司 | A kind of curve tower abnormity cable-stayed bridge and its construction method |
| CN110878518A (en) * | 2019-12-20 | 2020-03-13 | 同济大学建筑设计研究院(集团)有限公司 | Cable-stayed arch bridge |
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2016
- 2016-12-21 CN CN201621408443.5U patent/CN206545162U/en active Active
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108330816A (en) * | 2018-01-15 | 2018-07-27 | 中铁大桥局集团有限公司 | A kind of asymmetric bridge pier and Curved bridge with sharp radius |
| CN108330816B (en) * | 2018-01-15 | 2020-09-08 | 中铁大桥局集团有限公司 | Asymmetric pier and small-radius curve bridge |
| CN109024232A (en) * | 2018-07-17 | 2018-12-18 | 中铁大桥勘测设计院集团有限公司 | A kind of novel curved shape cable-stayed bridge pylon |
| CN109024231A (en) * | 2018-07-17 | 2018-12-18 | 中铁大桥勘测设计院集团有限公司 | A kind of curve tower abnormity Cable-Stayed Bridge Structure |
| CN109468941A (en) * | 2018-07-17 | 2019-03-15 | 中铁大桥勘测设计院集团有限公司 | A kind of curve tower abnormity cable-stayed bridge and its construction method |
| CN110878518A (en) * | 2019-12-20 | 2020-03-13 | 同济大学建筑设计研究院(集团)有限公司 | Cable-stayed arch bridge |
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