CN206941363U - A kind of long-span arch bridge bridge floor beam supporting system - Google Patents
A kind of long-span arch bridge bridge floor beam supporting system Download PDFInfo
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- CN206941363U CN206941363U CN201720500565.5U CN201720500565U CN206941363U CN 206941363 U CN206941363 U CN 206941363U CN 201720500565 U CN201720500565 U CN 201720500565U CN 206941363 U CN206941363 U CN 206941363U
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- floor beam
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- column
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Abstract
It the utility model is related to a kind of long-span arch bridge bridge floor beam supporting system, including bridge floor beam, arch rib, spandrel column, intercostal stull, suspension rod, border pier, skewback, arch rib both ends are connected on skewback, bridge floor beam is connected by spandrel column, intercostal stull and suspension rod with arch rib, bridge floor beam both ends are connected with border pier, it is characterised in that：Row constraint of going forward side by side is connected by corresponding bearing between bridge floor beam and spandrel column, row constraint of going forward side by side is connected by corresponding bearing between bridge floor beam and intercostal stull.The utility model is using " longitudinal component affixed+spacing+horizontal multiple spot drag-line damping of longitudinal elasticity " bridge floor beam supporting system, constraint between bridge floor beam and spandrel column, intercostal stull is realized using the bearing of various different structure functions, take full advantage of the design feature of this type arch bridge, special structure tectonic sieving need not be carried out, bridge floor beam longitudinal damping device and cross spacing block need not be set, the its static performance of structure is good, and vertical, horizontal has excellent anti-seismic performance.
Description
Technical field
A kind of long-span arch bridge bridge floor beam supporting system is the utility model is related to, is held suitable for large span, super-span
Formula or Deck Arch Bridges bridge floor beam, the bridge floor beam supporting system excellent earthquake resistance, belong to science of bridge building building field.
Background technology
Arch bridge bridge floor beam supporting system is arch bridge bridge floor beam (bridge floor beam of long-span arch bridge typically uses steel girder) and arch
The way of restraint between upper structure；The structural support system of Deck Arch Bridges refers to the constraint side between girder and spandrel column
Formula, the structural support system of half-through arch bridge refer to the way of restraint between girder and suspension rod, spandrel column, intercostal stull.Arch
Using vertical constraint between bridge crane bar and bridge floor beam, indulge bridge to direction across bridge without constraint.
For large span half-through or Deck Arch Bridges, set between spandrel column, intercostal stull and bridge floor beam
Vertical bridge mainly has following two to support pattern：The first is vertical bridge to without constraint；Second is to indulge bridge to whole constraints.Existing
Have in engineering technology, the first support pattern is mainly realized by tetrafluoro slide plate laminated rubber bearing, second of support pattern
Mainly realized by bridge steel support.
The first vertical bridge is due to spandrel structure to bridge floor beam without longitudinal restraint to the advantages of support pattern, bridge floor beam
Length travel is to structure second inner force very little caused by the spandrel structures such as spandrel column, the static(al) and good seismic performance of structure；But
Its shortcoming is also obvious：1) under the effect of temperature, carload, Longitudinal Wind and rarely occurred earthquake, the beam-ends longitudinal direction position of bridge floor beam
Move larger, need to set larger beam-ends retractor device, 2) the column generally use of long-span arch bridge is long vertical from the steel column of heavy and light
The stability problem of post is more prominent, generally requires to be significantly increased the sectional dimension of spandrel column, 3) bridge floor beam length travel is big,
The short steeve rigidity of half-through arch bridge is larger, sensitive to displacement, and being also easy to produce suspension rod fatigue problem causes bridge floor supporting system to fail.
And the vertical bridge of bridge floor beam make use of and be stood on arch to whole constraints due to spandrel structure to support pattern for second of vertical bridge
The thrust stiffness of rod structure itself, the length travel of bridge floor beam is smaller, the stability of arch greatly improved upper long column, preferably
Solves the fatigue problem of half-through arch bridge short steeve；Its shortcoming is：1) in the presence of temperature, carload, Longitudinal Wind,
The length travel of bridge floor beam is very big to structure second inner force caused by short column, and short column generally requires to carry out complicated structural strengthening
Design, 2) rarely occurred earthquake effect under, the structural-load-carrying capacity of short column be often difficult to meet design requirement, it is necessary to arch rib with
Longitudinal damping device costly is set between bridge floor beam or increasingly complex rotating hinge construction is set in short column bottom,
To discharge the length travel at the top of short column, but the construction is unfavorable for the durability of bridge structure, and the construction for increasing structure is difficult
Degree.
In existing engineering technology, direction across bridge support pattern is transverse direction between spandrel column, intercostal stull and bridge floor beam
Constraint.The specific implementation of support pattern mainly has following two：1) setting fixation or one-way movable bridle iron, 2) set tetrafluoro to slide
Plate laminated rubber bearing, it is restrainer, cross spacing block is set between bridge floor beam and spandrel structure.The lateral support side
Formula can meet the force request of structural static, but due to not using seismic isolation design, in the rare chance compared with highlight lines area
Shake effect under, bridle iron, cross spacing block will undertake very big horizontal force, the damage to bridle iron and girder construction compared with
Greatly, so as to influenceing the normal use of bridge structure.
For large span half-through or Deck Arch Bridges, a kind of rational bridge floor beam supporting system is researched and developed, further
Its static performance and anti-seismic performance of structure are improved, is very necessary.
The content of the invention
The utility model is intended to be directed to large span half-through or Deck Arch Bridges, proposes a kind of more rational bridge floor beam branch
Hold system.The utility model is using " longitudinal component affixed+spacing+horizontal multiple spot drag-line damping of longitudinal elasticity " bridge floor beam supporting mass
System, the constraint between bridge floor beam and spandrel column, intercostal stull is realized using the bearing of various different structure functions, fully
The design feature of this type arch bridge is make use of, without carrying out special structure tectonic sieving, without setting bridge floor beam longitudinal damping
Device and cross spacing block, its static performance of structure is good, and vertical, horizontal has excellent anti-seismic performance.
What the technical solution of the utility model was realized in：
A kind of long-span arch bridge bridge floor beam supporting system, including bridge floor beam, arch rib, spandrel column, intercostal stull, suspension rod,
Border pier, skewback, arch rib both ends are connected on skewback, and bridge floor beam is connected by spandrel column, intercostal stull and suspension rod with arch rib,
Bridge floor beam both ends are connected with border pier, it is characterised in that：Gone forward side by side between bridge floor beam and spandrel column by corresponding bearing to connect
Row constraint, row constraint of going forward side by side is connected by corresponding bearing between bridge floor beam and intercostal stull.
It is to connect the concrete structure for row constraint of going forward side by side by corresponding bearing between described bridge floor beam and spandrel column：One
Long column is connected by fixed drag-line shock-absorbing spherical support with bridge floor beam on the arch of side, and short column passes through unidirectional on the arch of homonymy
Type drag-line shock-absorbing spherical support is connected with bridge floor beam；On the arch of opposite side long column by lateral type drag-line shock-absorbing spherical support with
Bridge floor beam is connected, and short column is connected by two-way type drag-line shock-absorbing spherical support with bridge floor beam on the arch of homonymy.
Pass through active type drag-line shock-absorbing spherical support or fixed high-damping rubber between described bridge floor beam and intercostal stull
Glue bearing connects row constraint of going forward side by side.The horizontal thrust stiffness and high resistant that the length travel of bridge floor beam is provided by encircleing upper long column
The spacing constraint of longitudinal elasticity that Buddhist nun's rubber support provides effectively is limited.
Described active type drag-line shock-absorbing spherical support is：Lateral type drag-line shock-absorbing spherical support, one-way type drag-line damping
Spherical bearing or two-way type drag-line shock-absorbing spherical support.
It is connected and carries out about by one-way type or two-way type conventional ball type bridle iron between described bridge floor beam and border pier
Beam.
Vertical bridge to：Fixed constraint is set between the upper long column of bridge floor beam and arch of the same side, between bridge floor beam and the upper short column of arch
Active constraint is set.The system can improve the stability of the upper long column of arch；After longitudinal restraint release at the top of short column, it is tied
Structure stress is good；It is vertical in horizontal thrust stiffness and the intercostal stull that the length travel of bridge floor beam is provided by encircleing upper long column
Effectively limited to elastic spacing constraint.
Direction across bridge：Side sets fixed constraint between bridge floor beam and spandrel column, and opposite side sets active constraint.Seldom meeting
Under geological process, fixed constraint can be changed into active constraint, friction and drag-line dampening assembly dissipation bridge floor using active constraint
Beam energy, traction cable can limit the excessive seismic response displacement of bridge floor beam.In normal operating conditions and low earthquake intensity earthquake shape
Under state, traction cable does not play a role, and the function phase of bridge floor beam support and conventional ball type bridle iron is same.
Elastic spacing is set to constrain between bridge floor beam and intercostal stull.For large span half-through arch bridge, to enter one
The length travel of step limitation bridge floor beam, can set elastic spacing to constrain between bridge floor beam and intercostal stull.Design is using solid
Sizing high-damp rubber support realizes its binding function, and the bearing has Structural Energy Dissipation effect simultaneously.
For large span half-through or Deck Arch Bridges, the utility model has advantages below：
1) the effectively length travel of limitation bridge floor beam, the fatigue behaviour of short steeve is improved；
2) solves the stability problem of the upper long column of arch, the structure stress of short column is reasonable on arch；
3) seismic isolation design is used, bridge structure is respectively provided with excellent anti-seismic performance in vertical, horizontal, can in highlight lines
Earthquake region domain uses；
4) spandrel structure can use conventional configurations to design, without setting bridge floor beam longitudinal damping device costly,
Effectively reduce the stroke of bridge floor beam beam-ends big displacement retractor device, good economy performance.
Brief description of the drawings
Fig. 1 is the facade layout drawing of bridge floor beam supporting system 1/2 of the present utility model.
Fig. 2 is the floor plan of bridge floor beam supporting system 1/2 of the present utility model.
1- bridge floor beams, 2- arch ribs, 3- suspension rods, 4- skewbacks, 5- border piers, 61-1# spandrel columns, 62-2# spandrel columns,
63-3# spandrel columns, 64-4# spandrel columns, 65-5# spandrel columns, 66-6# spandrel columns, 71-1# intercostal stulls, 72-2# ribs
Between stull, 8- fixed high-damp rubber supports, 91- fixed drag-line shock-absorbing spherical supports, 92- lateral type drag-line shock-absorbing balls
Type bearing, 93- one-way type drag-line shock-absorbing spherical supports, 94- two-way type drag-line shock-absorbing spherical supports, 101- one-way type conventional ball types
Bridle iron, 102- two-way type conventional ball type bridle irons,
It is expressed as bi-directional movable bearing；
It is expressed as longitudinally-moving bearing；
It is expressed as laterally movable bearing；
It is expressed as hold-down support.
Embodiment
With reference to accompanying drawing, the utility model will be further described.It is important to point out that the implementation case is served only for this
Utility model is further described, it is impossible to be interpreted as the limitation to scope of protection of the utility model, below in conjunction with the accompanying drawings in
It is expanded on further exemplified by example approach.Lateral type drag-line shock-absorbing spherical support, one-way type drag-line damping used in the utility model
Spherical bearing, two-way type drag-line shock-absorbing spherical support, fixed high-damp rubber support, fixed drag-line shock-absorbing spherical support
It is existing bearing product.
As shown in Figure 1 and Figure 2, the utility model includes bridge floor beam 1, arch rib 2, spandrel column, intercostal stull, suspension rod 3, friendship
Boundary's pier 5, skewback 4, the both ends of arch rib 2 are connected on skewback 4, and bridge floor beam 1 passes through spandrel column, intercostal stull and suspension rod 3 and arch rib
2 connections, the both ends of bridge floor beam 1 are connected with border pier 5.Connect and carry out by corresponding bearing between bridge floor beam 1 and spandrel column
The concrete structure of constraint is：Long column (61,62,63) passes through fixed drag-line shock-absorbing spherical support 91 and bridge floor on the arch of side
Beam 1 is connected, and short column (64,65,66) is connected by one-way type drag-line shock-absorbing spherical support 93 with bridge floor beam 1 on the arch of homonymy；
Long column (61,62,63) is connected by lateral type drag-line shock-absorbing spherical support 92 with bridge floor beam 1 on the arch of opposite side, homonymy
Short column (64,65,66) is connected by two-way type drag-line shock-absorbing spherical support 94 with bridge floor beam 1 on arch.Described bridge floor beam 1
Row constraint of going forward side by side, bridge floor beam 1 and intercostal stull are connected by lateral type drag-line shock-absorbing spherical support between intercostal stull 71
Fixed high-damp rubber support 8 is set to connect row constraint of going forward side by side, the length travel of bridge floor beam passes through long on arch stand between 72
The spacing constraint of longitudinal elasticity that the horizontal thrust stiffness and high-damp rubber support that post provides provide effectively is limited.
Side is passed through by one-way type conventional ball type bridle iron 101, opposite side between described bridge floor beam 1 and border pier 5
The connected row constraint of going forward side by side of two-way type conventional ball type bridle iron 102.
Vertical bridge to：Fixed constraint is set between the upper long column of bridge floor beam and arch of the same side, between bridge floor beam and the upper short column of arch
Active constraint is set.The system can improve the stability of the upper long column of arch；After longitudinal restraint release at the top of short column, it is tied
Structure stress is good；It is vertical in horizontal thrust stiffness and the intercostal stull that the length travel of bridge floor beam is provided by encircleing upper long column
Effectively limited to elastic spacing constraint.
Direction across bridge：Side sets fixed constraint between bridge floor beam and spandrel column, and opposite side sets active constraint.Seldom meeting
Under geological process, fixed constraint can be changed into active constraint, friction and drag-line dampening assembly dissipation bridge floor using active constraint
Beam energy, traction cable can limit the excessive seismic response displacement of bridge floor beam.In normal operating conditions and low earthquake intensity earthquake shape
Under state, traction cable does not play a role, and the function phase of bridge floor beam support and conventional ball type bridle iron is same.
As shown in Figure 1 and Figure 2, this example is main span 519m (calculating across footpath) half-through steel truss arch bridge, and main bridge is used and pushed away entirely
Power fixed arch, bridge floor overall with 27.3m, calculating load are-I grade of highway, the bedrock ground motion peak of 50 Annual exceeding probability level 2%
It is worth for 0.144g.Arch rib 2 uses spatial variable cross section truss structure, and bridge floor beam 1 uses lattice steel reinforced concrete combination beam, spandrel column
It is highly 2.4m~54.0m using Steel bent frame structure.Bridge floor beam 1 is supported on suspension rod 3, intercostal stull and spandrel column, bridge floor
Beam support System Design is as follows：
Fixed drag-line damping ball-type branch is set in direction across bridge side between bridge floor beam 1 and the upper long column (61,62,63) of arch
Seat 91, model LSQZ5000GD drag-line damping ball shaped steel bearings, lateral type drag-line shock-absorbing spherical support 92 is set in opposite side,
Model LSQZ5000HX drag-line damping ball shaped steel bearings；Bridge floor beam 1 is with encircleing above between short column (64,65,66), intercostal stull 71
The setting one-way type drag-line shock-absorbing spherical support 93 in direction across bridge side, model LSQZ5000DX drag-line damping ball shaped steel bearings,
In opposite side, two-way type drag-line shock-absorbing spherical support 94, model LSQZ5000SX drag-line damping ball shaped steel bearings are set.Drag-line
Ultimate bearing capacity 2000KN, drag-line travel displacement amount ± 100mm, sliding support horizontal displacement ± 100mm, inhaul cable damping support saddle
Shear-pin horizontal shear strength be 1000KN.
Fixed high-damp rubber support 8, model HDR5000GD are set between bridge floor beam 1 and intercostal stull 72, if
Meter allows shear displacemant to be ± 250mm, bearing horizontal rigidity K=4000KN/m.
Side is set to be designed as one-way type conventional ball type bridle iron 101 at transition pier 5, it is general that opposite side is designed as two-way type
The vertical bridge of logical ball shaped steel bearing 102, one-way type conventional ball type bridle iron and two-way type conventional ball type bridle iron to horizontal displacement ±
350mm。
The design technical parameter that above-mentioned bearing uses determines according to the quiet of bridge structure, power force analysis.
Bearing meets《Bridge spherical bearing》(GB/T 17955-2009)、《Rubber support：Bridge seismic isolation rubber support》
The related request of standards such as (GB 20688.2-2006).
Claims (5)
1. a kind of long-span arch bridge bridge floor beam supporting system, including bridge floor beam, arch rib, spandrel column, intercostal stull, suspension rod, friendship
Boundary's pier, skewback, arch rib both ends are connected on skewback, and bridge floor beam is connected by spandrel column, intercostal stull and suspension rod with arch rib, bridge
Face beam both ends are connected with border pier, it is characterised in that：Connect and carry out by corresponding bearing between bridge floor beam and spandrel column
Constraint, row constraint of going forward side by side is connected between bridge floor beam and intercostal stull by corresponding bearing.
A kind of 2. long-span arch bridge bridge floor beam supporting system according to claim 1, it is characterised in that：Described bridge floor beam
It is to connect the concrete structure for row constraint of going forward side by side by corresponding bearing between spandrel column：Long column passes through solid on the arch of side
Sizing drag-line shock-absorbing spherical support is connected with bridge floor beam, on the arch of homonymy short column by one-way type drag-line shock-absorbing spherical support and
Bridge floor beam is connected；Long column is connected by lateral type drag-line shock-absorbing spherical support with bridge floor beam on the arch of opposite side, the arch of homonymy
Upper short column is connected by two-way type drag-line shock-absorbing spherical support with bridge floor beam.
A kind of 3. long-span arch bridge bridge floor beam supporting system according to claim 1, it is characterised in that：Described bridge floor beam
It is connected and carries out about by active type drag-line shock-absorbing spherical support or fixed high-damp rubber support between intercostal stull
Beam, the length travel of bridge floor beam pass through the longitudinal direction that arch horizontal thrust stiffness and high-damp rubber support that above long column provides provide
Elastic spacing constraint is effectively limited.
A kind of 4. long-span arch bridge bridge floor beam supporting system according to claim 3, it is characterised in that：Described active type
Drag-line shock-absorbing spherical support is：Lateral type drag-line shock-absorbing spherical support, one-way type drag-line shock-absorbing spherical support or two-way type drag-line
Shock-absorbing spherical support.
A kind of 5. long-span arch bridge bridge floor beam supporting system according to claim 1, it is characterised in that：Described bridge floor beam
It is connected row constraint of going forward side by side by one-way type or two-way type conventional ball type bridle iron between border pier.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720500565.5U CN206941363U (en) | 2017-05-05 | 2017-05-05 | A kind of long-span arch bridge bridge floor beam supporting system |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720500565.5U CN206941363U (en) | 2017-05-05 | 2017-05-05 | A kind of long-span arch bridge bridge floor beam supporting system |
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| CN206941363U true CN206941363U (en) | 2018-01-30 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108691265A (en) * | 2018-08-06 | 2018-10-23 | 中铁二院工程集团有限责任公司 | A kind of half-through arch bridge |
| CN114351570A (en) * | 2022-01-27 | 2022-04-15 | 北京交通大学 | Transverse equivalent TMD damping control system |
-
2017
- 2017-05-05 CN CN201720500565.5U patent/CN206941363U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108691265A (en) * | 2018-08-06 | 2018-10-23 | 中铁二院工程集团有限责任公司 | A kind of half-through arch bridge |
| CN114351570A (en) * | 2022-01-27 | 2022-04-15 | 北京交通大学 | Transverse equivalent TMD damping control system |
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