CN106284056A - Longspan Bridge elastoplasticity shock mitigation system - Google Patents
Longspan Bridge elastoplasticity shock mitigation system Download PDFInfo
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- CN106284056A CN106284056A CN201610799620.5A CN201610799620A CN106284056A CN 106284056 A CN106284056 A CN 106284056A CN 201610799620 A CN201610799620 A CN 201610799620A CN 106284056 A CN106284056 A CN 106284056A
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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
- E01D19/00—Structural or constructional details of bridges
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Abstract
The present invention relates to a kind of Longspan Bridge elastoplasticity shock mitigation system, it include damping rustling sound that elastoplasticity damping rope constitutes to horizontal viscous damper；It is right that damping rope has two, the every pair of damping rope one end be anchored in on the anchor block of the girder one-piece casting of described bridge, the other end is anchored on the king-tower king-post of opposite side, two pairs of damping ropes are arranged symmetrically, viscous damper one end is anchored at the bottom of the beam of described girder, and the other end is anchored on the beam of main tower of described bridge.Shock mitigation system can provide enough constraint rigidity and bearing capacity under normal usage, and possesses enough deformabilities and power consumption under the conditions of macroseism, it is possible to significantly improves the anti-seismic performance of meizoseismal area Longspan Bridge.
Description
Technical field
The invention belongs to science of bridge building structural damping technical field, relate to a kind of Longspan Bridge elastoplasticity shock mitigation system.
Background technology
Longspan Bridge belongs to major motor vehicle foundation engineering, for secondary disaster after minimizing shake, ensures transportation lifeline safety,
Its seismic seeurity can not look down upon.Along with China's Western Resource Development Strategy and the enforcement of " one with a road " national strategy,
High-intensity earthquake region, active fault region construction Longspan Bridge have become inevitable current demand.Put into practice card in a large number
Bright: use suitable subtract, shock design is the effective ways improving Longspan Bridge anti-seismic performance, by pier-beam, tower-beam
Suitable seismic isolation measure is set Deng junction, and allows certain relative displacement, can significantly reduce and be transferred to substructure
Inertia force, it is achieved structural earthquake internal force balances with the mutual of dynamic respond.
At present, conventional subtract, earthquake isolating equipment can be divided into two classes: one is velocity correlation type, and such as viscous damper etc., principle is
The damping utilizing liquid viscosity to provide is consumed energy, but does not provide rigidity, retrains the structure boundary under statical condition and does not substantially have
Have an impact, under dynamic condition due to it in there is phase contrast with structural response on force-responsive, the most also significant will not increase knot
The stress of structure；Two is displacement relationship type, such as steel damping supporting seat, lead core rubber support, high-damping bearing etc., mainly utilizes material
Surrender Hysteresis Behavior absorbs energy, possesses initial stiffness and yield force, when its yield force more than under normal operating condition
Imperial palace force-responsive and less than the interior force-responsive under earthquake, the most both can provide the restriction behavior under regular service conditions, again can be
Deformation and energy dissipation behavior after bigger bending is provided under seismic condition.
Meizoseismal area Longspan Bridge uses floating system design at vertical bridge to general, normally makes because himself rigidity can meet
By demand, damping device many selections velocity correlation type Viscous fluid damper, to provide necessary power consumption, most over nearly 20 years
Longspan Bridge all be use this design system.But at direction across bridge, owing to considering the Static behaviors such as wind load, tower-beam,
Pier-beam junction needs to provide powerful constraint normally to use requirement to meet, and wherein at tower-beam, the bearing capacity of attachment means needs
Ask general up to hundreds of tons；And under geological process, when employing subtract, shock design time, the biggest deformation demand will be produced, especially
It is relative displacement between tower-beam, the typically magnitude up to tens centimetres to tens centimetres.In existing displacement relationship type antivibrator,
Most widely used is steel antivibrator, but typically cannot meet large bearing capacity and the requirement of big displacement capacity simultaneously, and its low week is tired
The labor life-span is affected significantly by the initial microdefect of material and structure, and the requirement to using environment and regular maintenance is the highest；Rubber
The product of class then vertical bearing capacity is typically small, and durability is poor simultaneously.Therefore, the most most Longspan Bridges is horizontal
Subtract, shock design is all still limited between pier-beam, between tower-beam be all use non-the subtracting of lateral wind-resistant support, shock insulation connects
Pattern, this materially increases the seismic force demand of bridge tower and destroys risk.Weng-An Dili in Greece world-famous
Father-in-law's bridge, for overcoming severe earthquake action have employed horizontal viscous damper at direction across bridge and sacrifice the damping modes of device combination, but
Large-tonnage is sacrificed device (350 tons) and is constructed complicated, expensive, additionally, large-tonnage is sacrificed when device occurs to rupture knot
The shock effect of structure is still not clear.
Elastic cable is a kind of elastic spacing attachment means, do not provide energy dissipation capacity, Longspan Bridge in early days indulge bridge to
Aseismatic Design has certain application.Such as day real name port central authorities bridge is provided with longitudinal steel hinge line drag-line between tower beam and controls
Length travel.Elastic cable is typically made up of high-tensile steel wires or steel strand wires, therefore can provide bigger bearing capacity easily；
But its effective elasticity displacement is then controlled by rope length, the 0.8% of maximum flexibility deformation generally effective rope length, when needing bigger rope
During deformation, the rope length of needs is the longest.Applicant proposes first by elastic cable and viscous damping in Yongning Yellow River Bridge designs
Device combination for the design of bridge horizontal shock-absorbing successful Application, wherein elastic cable employing finished product suspension cable.But by horizontal bridge width
Restriction, its maximum distortion only meet ± 26cm.To this end, applicant proposes the design of elastoplasticity damping rope, it is allowed to have concurrently
Large bearing capacity and large deformation ability, be also equipped with certain energy dissipation capacity simultaneously, so increase substantially subtract, seismic isolation technology is at Gao Lie
Adaptability in degree earthquake areas Longspan Bridge, subtracts for Longspan Bridge, shock design provides new solution.But,
Current elastic cable and finished product suspension cable, its potential stress weak link is anchor head, does not ensures that it has stable moulding
Sexual behaviour；Secondly, suspension cable and general suspension cable for bridge lateral cushioning effect exist the biggest in stress
Difference, it has higher requirement to connecting structure such as rotation etc., is objectively required for purpose of design and the use of damping rope
Require the product that research and development are new.
Summary of the invention
It is an object of the invention to provide a kind of Longspan Bridge elastoplasticity shock mitigation system under the conditions of macroseism, its tool
There is stable plastic property, there is large bearing capacity and large deformation ability, adapt to the anti-loosening under the big corner of bitter end and low stretching force
Tectonic sieving, has excellent against weather and low-maintenance requirement.
For reaching above-mentioned purpose, the solution that the present invention uses is: provide a kind of Longspan Bridge elastoplasticity damping system
System: it includes that (11) and horizontal viscous damper (12) are formed by the damping rustling sound that elastoplasticity damping rope is constituted；Damping rope has
Two pairs, the every pair of damping rope one end be anchored in on the anchor block (14) of girder (13) one-piece casting of described bridge, other end anchor
Being fixed on the king-tower king-post (15) of opposite side, two pairs of damping ropes are arranged symmetrically, and viscous damper (12) one end is anchored in described
At the bottom of the beam of girder (13), the other end is anchored on the beam of main tower (16) of described bridge.
It is preferred that described elastoplasticity damping rope is between described girder (13) and king-tower, auxiliary pier or transition pier.
It is preferred that described bridge is the beam bridge of cable-stayed bridge, suspension bridge, arch bridge or large span.
Described elastoplasticity damping rope, it is characterised in that: include that anchorage zone (1), redundancy rope silk strengthen section (2) and effective rope
Section (3), redundancy rope silk strengthens section (2) and is arranged between anchorage zone (1) and effective rope section (3).At anchorage zone (1) and redundancy rope silk
Redundancy rope silk (4) is increased so that the rope silk quantity that anchorage zone (1) and redundancy rope silk strengthen in section (2) is greater than in strengthening section (2)
The effectively quantity of the effective rope silk (5) in rope section (3), redundancy rope silk (4) is blocked in effective rope section (3), forms anchorage zone
(4) resistance to tension that, redundancy rope silk strengthens between section (2) and effective rope section (3) is differential.
It is preferred that damping rope also includes that pressure rings (6), redundancy rope silk (4) and effective rope silk (5) are logical in pressure rings (6)
Cross the pressure distribution in control pressure rings (6), it is achieved the effectively change gradually of rope silk stress.
It is preferred that anchorage zone (1) has the spherical hinged-support of punching (7).
It is preferred that be also cased with hot extrusion PE protective jacket (8) outside damping rope.
It is preferred that damping rope also includes U-shaped support (9) and rope body protection cuff (10).
The Longspan Bridge elastoplasticity shock mitigation system that the present invention proposes, for meizoseismal area Longspan Bridge tower beam direction across bridge
Subtract, shock design provides solution the most simple, economic, efficient, and it has the beneficial effect that:
1) elastoplasticity damping rope has large bearing capacity and the advantage of large deformation ability concurrently, can either provide sufficient initial stiffness
To meet the constraint requirements under normal operating condition, under the conditions of macroseism, may also provide bigger deformability and certain simultaneously
Energy dissipation capacity；
2) the deformability resilience in comparison rope of elastoplasticity drag-line can improve to more than 3 times, can be allowed to for adapt to bigger,
Higher geological process, it is also possible to reduce rope long, therefore has preferably adaptation for various bridge width and geological process intensity
Property；
3) elastoplasticity damping rigging has the durability identical with suspension cable and low-maintenance requirement, and its strength of materials utilization rate
Height, lighter in weight, connecting structure is simple and reliable, and it is convenient to change, and the most also has more preferable economy；
In a word, present invention is mainly used for Longspan Bridge direction across bridge Aseismatic Design, be particularly suited for highlight lines area, possess
Outstanding macroseism adaptability.
Accompanying drawing explanation
The present invention is further described with embodiment below in conjunction with the accompanying drawings.
Fig. 1 is that elastoplasticity damping rope redundancy rope silk strengthens design drawing.
Fig. 2 is the elastoplasticity U-shaped support of damping rope and rope body protection ferrule designs figure.
Fig. 3 is that elastoplasticity damping rope is for concrete deck cable stayed bridge elevation.
Fig. 4 is that elastoplasticity damping rope is for concrete deck cable stayed bridge three-view diagram.
In figure: 1-anchorage zone, 2-redundancy rope silk strengthens section, 3-effective rope section, 4-redundancy rope silk, 5-effective rope silk, and 6-presses
Power ring, the spherical hinged-support of 7-, 8-PE protective jacket, 9-U type support, 10-rope body protection cuff, 11-elastoplasticity damping rustling sound pair,
The horizontal viscous damper of 12-, 13-girder, 14-anchor block, 15-king-tower king-post, 16-beam of main tower, 17-bridle iron, 18-is longitudinally
Viscous damper.
Detailed description of the invention
Below in conjunction with the accompanying drawings the volume detailed description of the invention of the present invention is described further.
As depicted in figs. 1 and 2, the anchor-hold of the elastoplasticity damping rope of the present invention uses Redundancy Design, anchorage zone 1 He
Effectively add a redundancy rope silk between rope section 3 and strengthen section 2.It is greater than effectively in anchorage zone and the rope silk quantity strengthened in section
Rope silk quantity, redundancy rope silk 4 blocks in effective rope section, forms anchorage zone and the tension energy strengthened between section 2 and effective rope section 3
Power is differential, and then avoids potential weakness and destroy link generation in anchorage zone or enhancing section.Redundancy rope silk 4 and effective rope silk
5 in pressure rings 6 by controlling the pressure distribution in pressure rings 6, it is achieved the effectively change gradually of rope silk stress, and then avoided
In effect rope section, the stress collection of high tensile steel wire neutralizes brittle failure so that the plastic property of steel wire is fully played, and then obtains steady
Fixed plastic property.
Test shows: by the maximum strain of the drag-line of such scheme design up to 2.5%, it can be seen that, elastoplasticity drag-line
Deformability resilience in comparison rope can improve to more than 3 times, in conjunction with the large bearing capacity feature of drag-line, it can be made to have large bearing capacity concurrently
With the feature of large deformation ability, action of strong earthquake is had more preferable adaptability.
During as it was previously stated, damping rope is arranged on direction across bridge, Suo Changhui is limited by bridge is wide.Floating in longitudinal direction
System Design, damping rope must also adapt to the length travel that girder is produced by temperature, earthquake effect, and this makes the rope of damping rope
End corner is by much larger than general suspension cable.The present invention have employed the design side of the spherical hinged-support of punching 7 at bitter end anchoring
Case.Additionally, due to the stress level that damping rope is under normal operating condition is the highest, for preventing stress relaxation or the biggest
Sag, have also been devised U-shaped support 9 and rope body protection cuff 10.
The protection of damping rope uses the hot extrusion PE protective jacket 8 identical with suspension cable, therefore can have identical with suspension cable
Against weather and low maintenance, this compares viscous damper, steel antivibrator and rubber-like cushioning product will have the biggest proposing
High.
As shown in Figures 3 and 4, have employed horizontal shock-absorbing design, the shock mitigation system of employing between certain concrete deck cable stayed bridge tower beam
Elastoplasticity damping rustling sound, 11 (arranging in pairs) and horizontal viscous damper 12 are made up of.It is two right that damping rope has, every damping
Suo Yiduan is anchored in on the anchor block 14 of girder 13 one-piece casting, and the other end is anchored on the king-tower king-post 15 of opposite side, and two
Bar damping rope is arranged symmetrically.Viscous damper 12 one end is anchored at the bottom of the beam of girder 13, and the other end is anchored in beam of main tower 16
On.As can be seen from Figure 4, damping rustling sound to 11 and horizontal viscous damper 12 and bridle iron 17 and longitudinal direction viscous damper 18 at sky
Between harmonious in layout, do not conflict.
As a kind of conversion of the embodiment of the present invention, king-tower parameter (profile, sectional dimension etc.), the cloth of elastoplasticity damping rope
Seated position all can be designed adjusting as required.
As a kind of conversion of the embodiment of the present invention, elastoplasticity damping rope may be used between girder and king-tower, it is also possible to
It is applied between girder and auxiliary pier, transition pier.
As another conversion of the embodiment of the present invention, bridge structure may belong to cable-stayed bridge, suspension bridge, arch bridge, it is possible to
To be the beam bridge in large span (50m and above single span are across footpath).
The above-mentioned description to embodiment is not the restriction to the present invention program, and therefore, protection scope of the present invention is not only
It is limited only to above-described embodiment, any the most pro forma rather than substantial various repair according to being only done by present inventive concept
Change and improve, as long as structure comprises the damping form of elastoplasticity damping rope, being regarded as falling within the scope and spirit of the invention.
Claims (8)
1. a Longspan Bridge elastoplasticity shock mitigation system, it is characterised in that it includes the damping rope that elastoplasticity damping rope is constituted
Rope is to (11) and horizontal viscous damper (12)；It is two right that damping rope has, and every pair of damping rope one end is anchored in and described bridge
On the anchor block (14) of girder (13) one-piece casting, the other end is anchored on the king-tower king-post (15) of opposite side, two pairs of damping ropes
Being arranged symmetrically, viscous damper (12) one end is anchored at the bottom of the beam of described girder (13), and the other end is anchored in described bridge
On beam of main tower (16).
Longspan Bridge elastoplasticity shock mitigation system the most according to claim 1, it is characterised in that: described elastoplasticity damping
Rope is between described girder (13) and king-tower, auxiliary pier or transition pier.
Bridge Seismic system the most according to claim 1, it is characterised in that: described bridge is cable-stayed bridge, suspension bridge, arch bridge
Or the beam bridge of large span.
Longspan Bridge elastoplasticity shock mitigation system the most according to claim 1, it is characterised in that: described elastoplasticity damping
Rope includes that anchorage zone (1), redundancy rope silk strengthen section (2) and effective rope section (3), and redundancy rope silk strengthens section (2) and is arranged on anchorage zone
(1) and between effective rope section (3)；Redundancy rope silk (4) is increased so that anchoring in anchorage zone (1) and redundancy rope silk strengthen section (2)
District (1) and redundancy rope silk strengthen the quantity of effective rope silk (5) that the rope silk quantity in section (2) is greater than in effective rope section (3), superfluous
Yu Suosi (4) blocks in effective rope section (3), forms anchorage zone (4), between redundancy rope silk enhancing section (2) and effective rope section (3)
Resistance to tension differential.
Longspan Bridge elastoplasticity shock mitigation system the most according to claim 4, it is characterised in that: described elastoplasticity damping
Rope also includes pressure rings (6), described redundancy rope silk (4) and effective rope silk (5) in pressure rings (6) by control pressure rings (6)
Interior pressure distribution, it is achieved the effectively change gradually of rope silk stress.
Longspan Bridge elastoplasticity shock mitigation system the most according to claim 4, it is characterised in that: anchorage zone has in (1)
The spherical hinged-support of punching (7).
Longspan Bridge elastoplasticity shock mitigation system the most according to claim 4, it is characterised in that: also overlap outside described damping rope
There is hot extrusion PE protective jacket (8).
Longspan Bridge elastoplasticity shock mitigation system the most according to claim 4, it is characterised in that: described damping rope also includes
U-shaped support (9) and rope body protection cuff (10).
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| CN201610799620.5A CN106284056B (en) | 2016-08-31 | 2016-08-31 | Longspan Bridge elastoplasticity shock mitigation system |
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| CN201610799620.5A CN106284056B (en) | 2016-08-31 | 2016-08-31 | Longspan Bridge elastoplasticity shock mitigation system |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109610301A (en) * | 2019-01-29 | 2019-04-12 | 中铁二院工程集团有限责任公司 | Nearly tomography bridge damping energy consumption three-dimensional limit metal damping unit and installation method |
| CN110175426A (en) * | 2019-05-31 | 2019-08-27 | 中铁二院工程集团有限责任公司 | Railroad bridge Elasto-plastic Metal limits shock absorption energy consuming device design method |
| CN111560830A (en) * | 2020-04-21 | 2020-08-21 | 中铁武汉勘察设计研究院有限公司 | Bridge without fixed support |
| CN111560831A (en) * | 2020-04-21 | 2020-08-21 | 中铁武汉勘察设计研究院有限公司 | Continuous bridge without fixed support |
| CN112900231A (en) * | 2021-01-18 | 2021-06-04 | 同济大学 | Elastic-plastic central buckle device of large-span suspension bridge |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109610301A (en) * | 2019-01-29 | 2019-04-12 | 中铁二院工程集团有限责任公司 | Nearly tomography bridge damping energy consumption three-dimensional limit metal damping unit and installation method |
| CN109610301B (en) * | 2019-01-29 | 2023-08-04 | 中铁二院工程集团有限责任公司 | Damping energy consumption three-way limiting metal damping device for near-fault bridge and installation method |
| CN110175426A (en) * | 2019-05-31 | 2019-08-27 | 中铁二院工程集团有限责任公司 | Railroad bridge Elasto-plastic Metal limits shock absorption energy consuming device design method |
| CN111560830A (en) * | 2020-04-21 | 2020-08-21 | 中铁武汉勘察设计研究院有限公司 | Bridge without fixed support |
| CN111560831A (en) * | 2020-04-21 | 2020-08-21 | 中铁武汉勘察设计研究院有限公司 | Continuous bridge without fixed support |
| CN112900231A (en) * | 2021-01-18 | 2021-06-04 | 同济大学 | Elastic-plastic central buckle device of large-span suspension bridge |
| CN112900231B (en) * | 2021-01-18 | 2022-04-19 | 同济大学 | Elastic-plastic central buckle device of large-span suspension bridge |
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| CN106284056B (en) | 2017-12-05 |
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Effective date of registration: 20210220 Address after: 100011 No. 88, Anding outside street, Dongcheng District, Beijing No. 1008 Patentee after: CHINA ROAD & BRIDGE Corp. Patentee after: TONGJI University Address before: 100011 No. 88, Anding outside street, Dongcheng District, Beijing No. 1008 Patentee before: CHINA ROAD & BRIDGE Corp. |
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