CN110055876A - Single pylon cable stayed bridge three-dimensional subtracts vibration-isolating system - Google Patents
Single pylon cable stayed bridge three-dimensional subtracts vibration-isolating system Download PDFInfo
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- 238000013016 damping Methods 0.000 claims abstract description 71
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 claims abstract description 56
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 53
- 239000010959 steel Substances 0.000 claims abstract description 53
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- 229910052742 iron Inorganic materials 0.000 claims abstract description 28
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- 229910000754 Wrought iron Inorganic materials 0.000 claims description 14
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- 230000033001 locomotion Effects 0.000 claims description 13
- 238000010276 construction Methods 0.000 claims description 10
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- 238000005299 abrasion Methods 0.000 claims 1
- 238000013461 design Methods 0.000 abstract description 25
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- 238000002955 isolation Methods 0.000 abstract description 4
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- 238000006243 chemical reaction Methods 0.000 description 2
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Classifications
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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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- 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
- E01D19/04—Bearings; Hinges
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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
- E01D19/04—Bearings; Hinges
- E01D19/042—Mechanical bearings
Abstract
The present invention relates to a kind of single pylon cable stayed bridge three-dimensionals to subtract vibration-isolating system, including longitudinal damping restraint device, lateral damper restriction device, vertical restraint device and bidirectionally limited device；The longitudinal damping restraint device is speed relationship type, is arranged between bridge tower and girder；The transverse direction damper restriction device is displacement relationship type, is arranged between bridge tower and girder；The vertical restraint device is arranged between bridge tower, bridge pier and girder, and Bidirectional slide bridle iron is used at bridge tower and auxiliary pier, has the super-high wear-resistant friction that can bear earthquake course under cyclic loading secondary；Using longitudinal, Bidirectional slide elastoplasticity steel damping shock absorption bridle iron at transition pier；The bidirectionally limited device is arranged between bridge tower and girder, bridge pier and girder using longitudinally, laterally limited block.The present invention is designed using three-dimensional seismic isolation design and position limitation protection, can be effectively reduced structure respectively to seismic response, be realized structural seismic performance target, it is ensured that structure is safe, durable, economical, and is easy to conserve.
Description
Technical field
The invention belongs to bridge earthquake resistance technical fields, and in particular to a kind of single pylon cable stayed bridge three-dimensional subtracts vibration-isolating system.
Background technique
With the continuous development of Bridges in Our Country building technology, single pylon cable stayed bridge has occupied larger specific gravity in cable-stayed bridge, especially
Situations such as it is for some special alpine terrains, inland river navigable river, city cross-line traffic, single pylon cable stayed bridge has certain
Adaptability, and can be together with surroundings, moulding is unique graceful.It is oblique relative to the comparable double tower of main span across footpath simultaneously
For drawing bridge, main bridge length is shorter, and cost is more advantageous.
The antidetonation system of existing single pylon cable stayed bridge mainly includes tower Liang Dun consolidation system, horizontal elastic restraint system and damping
Constraint system three categories.
Tower Liang Dun consolidation system Xia Ta, beam are not provided with any connection component between pier, rigid structure are formed between three, significantly
The longitudinal rigidity of structure is increased, one first order mode of structure is mainly shown as the vertical bending vibration of girder, and binding site is in earthquake
Under will generate biggish internal force, especially when earthquake intensity is higher or lower king-post strut is shorter, this internal force can not by displacement be released
It puts.Antidetonation demand, material can only be met by increasing the method for king-post sectional dimension, structural reinforcement and basic scale in design
Dosage is by the requirement far beyond static design, so that engineering construction investment increased costs, difficulty of construction is increased.
It is generally realized pair by setting spring level drag-line between horizontal elastic restraint system Xia Ta and beam or pier and beam
The constraint of structure, elastomeric cords have certain influence to the response of the force model of structure, need to calculate separately its to structural static and
Seismic response influences, and the reaction of both comprehensive structural internal force, displacement and elastic restraint itself, to choose suitable elasticity
Rigidity.The amount of calculation needed under this system is larger, although elastomeric cords have preferable limitation to beam-ends and tower top displacement
Effect, but since its own can not provide additional energy consumption effect, interior force-responsive of the bridge tower under earthquake is larger, at bridge
In high seismic intensity area, when geological process control structure designs, horizontal elastic restraint system also will be unable to well adapt to antidetonation
Demand.
Damper restriction system be between Ta Heliang, between pier and beam by setting dynamic damping device come control structure
Internal force and displacement.The prior art usually by cable-stayed bridge along bridge to being designed as half floating or fully floating system, direction across bridge bridge tower and
Constraint fixation is carried out at bridge pier.It is described in detail below: single-directional sliding support or Bidirectional slide branch are set between bridge tower and girder
Lateral wind-resistant support is arranged in seat between girder side and bridge tower, and unidirectional sliding branch is in addition arranged at auxiliary pier and transition pier
Horizontal Seismic block is arranged in seat or bidirectional sliding support in transition pier between two sides and girder side.Only as earthquake resistant construction
Between bridge tower thwart beam and girder along bridge to installation fluid viscous damper.It can satisfy only tower under above-mentioned conventional support system
Design requirement of the cable-stayed bridge under normal operating condition, but only be likely to realize folk prescription in support secondary using super-high wear-resistant friction
To (along bridge to) Aseismatic Design target, and do not have for direction across bridge Aseismatic Design and earthquake resistant construction, direction across bridge can not be adapted to
Seismic response, sliding support, wind-resistant support, telescopic device and do not protected effectively along bridge to damping unit etc. in earthquake
Shield, all can accordingly be damaged after shake, and the repairs amount such as replacing time, telescopic device and maintenance damping unit is huge, fail completely
Realize that special construction this for single pylon cable stayed bridge is each in " Seismic Design of Highway Bridges detailed rules and regulations " (JTG/T B02-01-2008)
Grade fortification under anti-seismic performance target, i.e., be not able to satisfy bridge under E1 geological process it is not damaged or be not required to repair can continue
Using being not required to repair under, E2 geological process or simply repaired the Seismic Design Requirements that can be continued to use.
Summary of the invention
The purpose of the present invention is to provide a kind of single pylon cable stayed bridge three-dimensionals to subtract vibration-isolating system, (longitudinally, which uses three-dimensional
Laterally, vertically) seismic isolation design and position limitation protection design, can effectively reduce structure respectively to seismic response, improve the antidetonation of structure
Ability complies fully with " Seismic Design of Highway Bridges detailed rules and regulations " (JTG/T B02-01-2008) regulation, really realizes Long span oblique pull
The anti-seismic performance target of bridge, it is safe, durable, economical to ensure structure, and be easy to conserve.
Realize the technical solution of the object of the invention are as follows: a kind of single pylon cable stayed bridge three-dimensional subtracts vibration-isolating system, including longitudinal damping
Restraint device, lateral damper restriction device, vertical restraint device and bidirectionally limited device.
The longitudinal damping restraint device is speed relationship type, is arranged between bridge tower and girder；The laterally damping is about
It gets one's things ready and is set to displacement relationship type, be arranged between bridge tower and girder；The vertical restraint device is arranged in bridge tower and girder, bridge pier
Between girder, Bidirectional slide bridle iron, support friction pair coefficient of friction≤0.01,50km line are used at bridge tower and auxiliary pier
Rate of wear≤5 μm/km, using longitudinal, Bidirectional slide elastoplasticity steel damping shock absorption bridle iron at transition pier；It is described bidirectionally limited
Device is arranged between bridge tower and girder, bridge pier and girder using longitudinally, laterally limited block.
Further, the longitudinal damping restraint device is speed relationship type, mechanical relationship are as follows: F=CVα
In formula, F is damping force, and C is damped coefficient, and V is speed of related movement, and α is characterization damper nonlinear characteristic
Damping exponent.
Further, for the longitudinal damping restraint device using horizontal positioned longitudinal viscous damper, one end passes through anchor
Gu rod iron is connect with bridge tower, one end is welded entirely with girder.
Further, the lateral damper restriction device is to be displaced related fashioned iron damping unit.
Further, the lateral damper restriction device is arranged between bridge tower and girder, one using lateral steel damper
End is connect by anchoring rod iron with bridge tower, and one end is bolted with girder.
Further, the vertical restraint device include bridge tower Bidirectional slide bridle iron, auxiliary pier Bidirectional slide bridle iron,
Transition pier longitudinal sliding motion elastoplasticity steel damping shock absorption bridle iron and Bidirectional slide elastoplasticity steel damping shock absorption bridle iron.
Further, in the vertical restraint device, bridge tower Bidirectional slide bridle iron lie in a horizontal plane in bridge tower and girder it
Between, lower end is connect by anchoring rod iron with bridge tower, upper end and Main Girder Welding；Auxiliary pier Bidirectional slide bridle iron lies in a horizontal plane in auxiliary
It helps between pier and girder, lower end is connect by anchoring rod iron with auxiliary pier, upper end and Main Girder Welding；Transition pier longitudinal direction, two-way cunning
Plasticity of moving steel damping shock absorption bridle iron lies in a horizontal plane in two between transition pier and girder, and lower end passes through anchoring rod iron and transition
Pier connection, upper end and Main Girder Welding.
Further, the longitudinally, laterally limited block is reinforced concrete structure or steel construction, and surface is covered with rubber
Cushion.
Compared with prior art, the present invention is that three-dimensional subtracts vibration-isolating system, can overcome three quasi-tradition antidetonation body of single pylon cable stayed bridge
Technological deficiency present in system (tower Liang Dun consolidates system, horizontal elastic restraint system and damper restriction system) conventional design, together
When meet structural static design and Seismic Design Requirements, specific advantage it is as follows:
(1) under geological process, the system makes bridge tower and girder become a kind of longitudinal and transverse two-way removable system, perpendicular
To can also provide operative constraint, structure can be greatly reduced respectively to seismic response, effectively improve structural seismic capacity, really realize knot
Structure anti-seismic performance target --- bridge is not subject to any damage under E1 geological process, can continue to use without maintenance, E2 geological process
Lower bridge main body structure and support do not damage, and only need to simply repair local steel damping element can be used continuously, thus significantly
It reduces later period dimension and supports difficulty and expense, significantly improve safety, durability and the economy of structure；
(2) each being substantially reduced to seismic response of structure can accordingly reduce tower, pier construction size and basic scale, reduce
Project total cost；
(3) direction across bridge no longer needs to that wind-resistant support is separately provided between bridge tower, girder, and steel damper initial stiffness can meet simultaneously
Seismic isolation design demand under wind force proofing design demand and geological process under Static behavior, so as to avoid lateral wind-resistant support in earthquake
In suffer damage, saved project cost and O&M expense；
(4) use of the secondary bridle iron of super-high wear-resistant friction can ensure that support high speed, high temperature fortune in seismic force initial action
It is dynamic lower will not premature degradation, can be with the long-acting synergistic effect of damper restriction device, reduction seismic response makes to subtract vibration-isolating system and sufficiently send out
The effect of waving；
(5) elastoplasticity steel damping shock absorption bridle iron has the function of both common bridle iron and elastoplasticity steel damper concurrently, and two
The integrated design of person keeps installation more simple and fast, and can effectively save bearing and installation space, reduces lower part and basic work
Cheng Liang is particularly suitable for the case where master, access bridge transition pier are without bent cap.
Detailed description of the invention
Fig. 1 is single pylon cable stayed bridge general arrangement.
Fig. 2 is the dynamic finite element computation model figure of Fig. 1.
Fig. 3 is that single pylon cable stayed bridge subtracts vibration-isolating system general arrangement plan in Fig. 1.
Fig. 4 is that structure direction across bridge constrains schematic diagram at bridge tower in Fig. 3.
Fig. 5 is longitudinal direction fluid viscous damper half elevation schematic diagram at bridge tower in Fig. 3.
Fig. 6 is bridge tower longitudinal spacing block half elevation schematic diagram at bridge tower in Fig. 3.
Fig. 7 is that structure direction across bridge constrains schematic diagram at transition pier in Fig. 3.
Fig. 8 is elastoplasticity steel damping supporting seat floor map in Fig. 7.
Appended drawing reference in figure: bridge tower Bidirectional slide ball shaped steel bearing 1, longitudinal fluid viscous damper 2, lateral steel damper
3, bridge tower longitudinal spacing block 4, auxiliary pier Bidirectional slide ball shaped steel bearing 5, transition pier longitudinal sliding motion elastoplasticity steel damping shock absorption
Ball shaped steel bearing 6-1, transition pier Bidirectional slide elastoplasticity steel damping shock absorption ball shaped steel bearing 6-2, transition pier cross spacing block
7, girder 8, bridge tower support pier bracket 9, transition pier 10, bridge tower support pier 11, auxiliary pier 12, steel damping element 13, bearing pad stone
14, rubber buffer bed course 15.
Specific embodiment
Single pylon cable stayed bridge three-dimensional of the present invention subtracts each component part of vibration-isolating system and working mechanism is as follows:
(1) longitudinal damping restraint device
Half floating system or fully floating system that the structural system that the system single pylon cable stayed bridge uses separates for tower beam, it is suitable
Bridge is connected between bridge tower and girder by setting longitudinal damping restraint device.Longitudinal damping restraint device should ensure that in quiet battle array
Additional damping force is not provided under the effects of wind, carload, temperature and shrinkage and creep, does not change the dynamic characteristics of structure,
And damping force appropriate, the energy especially under geological process are provided to structure under dynamic response (such as seismic force and automobile braking force)
Preferable control beam end displacement, tower beam relative displacement, reduce tower bottom and Internal force of foundation.
The mechanical relationship of longitudinal damping restraint device are as follows: F=CVα
In formula, F is damping force, and C is damped coefficient, and V is speed of related movement, and α is characterization damper nonlinear characteristic
Damping exponent.
It can be seen that given longitudinal damping restraint device is the interdependent type of speed, and when relative velocity is zero between tower beam, damping
Power is also zero, otherwise when its relative velocity is larger, damping force is also bigger, to realize effective control to seismic force.
Itself drag of longitudinal damping restraint device quantity=earthquake load demand/damper restriction device.
(2) lateral damper restriction device
Pass through setting displacement relationship type transverse direction steel damping unit connection between the system direction across bridge bridge tower and girder.Laterally
Hysteretic behavior is clear under steel damping unit power, and yield force is determined by the earthquake response of rarely occurred earthquake flowering structure, yield displacement
2~5cm is taken, so that structure is had the lateral confinement rigidity resisted under the Static behaviors such as wind load, while meeting each component and meeting more
It is not damaged under earthquake.
Itself drag of lateral damper restriction device quantity=earthquake load demand/damper restriction device.
(3) vertical restraint device
The system single pylon cable stayed bridge be arranged at bridge tower and auxiliary pier along bridge to the slidable bridle iron of direction across bridge,
The slide displacements of different directions measures static load operating condition, maximum value in earthquake load operating condition the two, while having certain turn
Dynamic function.Friction pair as support nuclear structure, which should ensure that, can bear bridge structure whole vertical load and on ground
Shake low-friction coefficient (coefficient of friction≤0.01), the high-wear resistance (50km line rate of wear≤5 μm/km) under course under cyclic loading
And excellent high temperature resistant and corrosion resistance, while having both shock-damping energy-dissipating effect.Longitudinal sliding motion and two-way is set at transition pier
Elastoplasticity steel damping shock absorption bridle iron is slided, support body two sides are equipped with lateral steel damping element, and damping element passes through uniqueness
Shape design and mild steel used to make, energy consumption effect is good, and effective damping ratio is high, and safety plug is arranged on support, both can guarantee just
It is often used under operating condition and provides enough using rigidity, and be able to achieve the reduction of rigidity under earthquake operating condition, reach and subtract shock insulation function.
(4) bidirectionally limited device
As earthquake resistant construction, longitudinally, laterally limited block, block is arranged in the system between tower, beam between He Dun, beam
Static load operating condition, earthquake load operating condition sum of the two are taken with structure interval, and there are the surplus capacity of 3~5cm, the limiting blocks
Block is reinforced concrete structure or steel construction, and surface is covered with rubber buffer bed course.Guarantee to be more than set up defences earthquake or damping dress
When setting failure, girder maximum displacement can be also limited, main, access bridge beam body is avoided mutually to collide, fall beam, support and expansion joint
Damage.
It is of the invention to subtract that vibration-isolating system is higher especially suitable for place earthquake intensity, the biggish only tower of bridge tower horizontal rigidity is oblique
Bridge structure is drawn, the various bridge-type structures of longitudinal and transverse, vertical seismic isolation design requirement are also widely applied to.The use of the system
Keep structure stress more reasonable, clear, be safe, durable, the economic guarantee of structure, has broad application prospects and well
Promotional value.
Specific embodiments of the present invention are described with reference to the accompanying drawing.
Embodiment
As shown in Figure 1 and Figure 2, the present embodiment is the single pylon cable stayed bridge of main span across footpath 220m.Bridge earthquake resistance sets up defences classification as A
Class, seismic fortification intensity are 7 degree, and fortification against earthquakes is designed by 8 degree of requirements, and Architectural site partition is IV class, belong to earthquake not
Sharp location；And the bridge Navigation in Navigable clear height is only 7m, main pier body is shorter, and Yu Kangzhen is also unfavorable.
(1) ground motion parameter
It is reported according to science of bridge building seismic safety evaluation for engineering sites, this engineering ground is located at THE LOWER YANGTZE VALLEY-South Yellow Sea earthquake
In band.Near field region in history there is no crossing ruinous earthquake, but in being occurred in history in regional scope, macroseism and far field
Macroseism once causes different degrees of influence to this engineering ground.
Using the probabilistic method of seismic risk analysis, the bedrock ground motion decaying for selecting and determining suitable this area is closed
System, has carried out seismic risk analysis calculating to this place, after Uncertainty correction, has obtained 50 Annual exceeding probability of place
63%, 10%, 2% bedrock ground motion horizontal direction peak accelerator value is 0.025g, 0.075g and 0.135g.Utilize live wave
Quiet, the kinetic parameter of speed test, Resonant Column experimental result and this engineering ground soil are imitated through Soil Layer During An Earthquake reaction and earthquake motion
Analytical calculation is answered, comprehensive analysis soil layer response result, " Earthquake In China moves parameter zoning map " (GB18306-2015) obtain
It see the table below to engineering ground earth's surface seismic design parameter.
1 engineering ground earth's surface seismic design parameter table of table
According to " Seismic Design of Highway Bridges detailed rules and regulations " (JTG/T B02-01-2008), using more vibration shape spectrum method methods,
Nonlinear time-history analysis method has carried out antiseismic Calculation, grinds by damping parameter sensibility analysis and damping unit preferred arrangement
Study carefully, the results showed that vibration-isolating system is subtracted using three-dimensional of the invention, under E1 and E2 geological process, bridge is in elastic working
State meets anti-seismic performance requirement.
As shown in Fig. 3-Fig. 8, it is as follows that embodiment subtracts vibration-isolating system concrete composition:
(1) 4 set of longitudinal fluid viscous damper 2 is horizontal positioned, and one end is connect by anchoring rod iron with bridge tower support pier 11,
It is welded entirely with girder 8 one end；
(2) 2 sets of lateral steel dampers 3 are arranged between bridge tower support pier bracket 9 and girder 8, and one end passes through anchoring rod iron
It is connect with support pier bracket 9, one end is bolted with girder 8；
(3) 2 bridge tower Bidirectional slide ball shaped steel bearings 1 are lain in a horizontal plane between bridge tower support pier 11 and girder 8, and lower end is logical
It crosses anchoring rod iron to connect with bridge tower support pier 11, upper end and girder 8 weld, and 2 auxiliary pier Bidirectional slide ball shaped steel bearings 5 are horizontal
It is placed between auxiliary pier 12 and girder 8, lower end is connect by anchoring rod iron with auxiliary pier 12, and upper end and girder 8 weld；
(4) 2 transition pier longitudinal sliding motions, 2 transition pier Bidirectional slide elastoplasticity steel damping shock absorption ball shaped steel bearing 6-1,
6-2 is lain in a horizontal plane in respectively between two transition piers 10 and girder 8, and lower end is connect by anchoring rod iron with transition pier 10, upper end
It is welded with girder 8, support body two sides are equipped with lateral steel damping element 13；
4,4 transition pier cross spacing blocks 7 of (5) 4 bridge tower longitudinal spacing blocks are separately fixed at bridge tower by welding
Support pier 11,10 corresponding position girder of transition pier, 8 beam bottom, and respectively with 11 top support pinner 14 of support pier, transition pier 10 it
Between setting meet the structure interval of maximum allowable displacement, surface is covered with rubber buffer bed course 15.
Subtract each device particular technique parameter of vibration-isolating system or material be as follows:
(1) bridge uses half floating system, and it is as follows that longitudinal fluid viscous damper 2 calculates preferred parameter: damped coefficient C=
2000kN/(m/s)0.3, Rate Index α is 0.3, and damping force F maximum value is 1605kN, range S=± 500mm.
(2) yield force of the lateral steel damper 3 under E1 earthquake is 7940kN, and the yield force under E2 earthquake is 9320kN
(corresponding maximum displacement 190mm)；Yield force of elastoplasticity steel damping shock absorption ball shaped steel bearing 6-1, the 6-2 under E1 earthquake be
1700kN, the yield force under E2 earthquake are 2200kN (corresponding maximum displacement 140mm).Bullet is kept under steel damping unit E1 earthquake
Sex work state enters yield situation, dissipation seismic energy under E2 earthquake.
(3) bridge tower Bidirectional slide ball shaped steel bearing 1 rubs secondary using modified ultra-high molecular weight polyethylene material, longitudinal to allow
Displacement ± 400mm laterally allows displacement ± 200mm；Auxiliary pier Bidirectional slide ball shaped steel bearing 5 rubs secondary using modified superelevation point
Sub- weight northylen material longitudinally allows displacement ± 400mm, laterally allows displacement ± 200mm.
(4) longitudinal sliding motion elastoplasticity steel damping shock absorption ball shaped steel bearing 6-1 longitudinally allows displacement ± 400mm, laterally allows
Displacement ± 5mm；Bidirectional slide elastoplasticity steel damping shock absorption ball shaped steel bearing 6-2 longitudinally allows displacement ± 400mm, laterally allows position
Shifting ± 200mm.
(5) bridge tower longitudinal spacing block 4 designs maximum allowable displacement 550mm；Transition pier cross spacing block 7, design is most
Allow greatly to be displaced 200mm.
It should be understood that longitudinal damping restraint device described in embodiment is not limited to fluid viscous damper；It is described
Lateral steel damping unit is not limited to C-type steel damper, can be damped and be substituted by any type of mild steel；The Bidirectional slide ball-type
Bridle iron friction pair material is not limited to modified ultra-high molecular weight polyethylene material, can by meet earthquake course under cyclic loading its
Remaining super-high wear-resistant material substitution；The elastoplasticity steel damping supporting seat also can transform to current bridge and subtract shock insulation bridle iron with all kinds of.
And it is of the invention to subtract vibration-isolating system and be used cooperatively with big displacement multi-directional deflection telescopic device, with ensure after shaking structure not by
Damage, it is only necessary to simple to repair local steel damping element.
Claims (8)
1. a kind of single pylon cable stayed bridge three-dimensional subtracts vibration-isolating system, which is characterized in that about including longitudinal damping restraint device, lateral damping
Bundle device, vertical restraint device and bidirectionally limited device；
The longitudinal damping restraint device is speed relationship type, is arranged between bridge tower and girder；The transverse direction damper restriction dress
It is set to displacement relationship type, is arranged between bridge tower and girder；The vertical restraint device is arranged in bridge tower and girder, bridge pier and master
Between beam, Bidirectional slide bridle iron, support friction pair coefficient of friction≤0.01, the abrasion of 50km line are used at bridge tower and auxiliary pier
Rate≤5 μm/km, using longitudinal, Bidirectional slide elastoplasticity steel damping shock absorption bridle iron at transition pier；The bidirectionally limited device
Using longitudinally, laterally limited block, it is arranged between bridge tower and girder, bridge pier and girder.
2. single pylon cable stayed bridge three-dimensional according to claim 1 subtracts vibration-isolating system, which is characterized in that the longitudinal damping constraint
Device is speed relationship type, mechanical relationship are as follows: F=CVα
In formula, F is damping force, and C is damped coefficient, and V is speed of related movement, and α is the damping for characterizing damper nonlinear characteristic
Index.
3. single pylon cable stayed bridge three-dimensional according to claim 1 or 2 subtracts vibration-isolating system, which is characterized in that the longitudinal damping
Using horizontal positioned longitudinal viscous damper, one end is connect by anchoring rod iron with bridge tower restraint device, one end and girder into
The full welding of row.
4. single pylon cable stayed bridge three-dimensional according to claim 1 subtracts vibration-isolating system, which is characterized in that the transverse direction damper restriction
Device is to be displaced related fashioned iron damping unit.
5. single pylon cable stayed bridge three-dimensional according to claim 1 or 4 subtracts vibration-isolating system, which is characterized in that the laterally damping
Restraint device is arranged between bridge tower and girder using lateral steel damper, and one end is connect by anchoring rod iron with bridge tower, one end
It is bolted with girder.
6. single pylon cable stayed bridge three-dimensional according to claim 1 subtracts vibration-isolating system, which is characterized in that the vertical restraint device
Including bridge tower Bidirectional slide bridle iron, auxiliary pier Bidirectional slide bridle iron, transition pier longitudinal sliding motion elastoplasticity steel damping shock absorption steel
Support and Bidirectional slide elastoplasticity steel damping shock absorption bridle iron.
7. single pylon cable stayed bridge three-dimensional according to claim 1 or 6 subtracts vibration-isolating system, which is characterized in that the vertical constraint
In device, bridge tower Bidirectional slide bridle iron is lain in a horizontal plane between bridge tower and girder, and lower end is connect by anchoring rod iron with bridge tower,
Upper end and Main Girder Welding；Auxiliary pier Bidirectional slide bridle iron is lain in a horizontal plane between auxiliary pier and girder, and lower end passes through anchoring steel
Stick is connect with auxiliary pier, upper end and Main Girder Welding；Transition pier is longitudinal, Bidirectional slide elastoplasticity steel damping shock absorption bridle iron level is put
It sets at two between transition pier and girder, lower end is connect by anchoring rod iron with transition pier, upper end and Main Girder Welding.
8. single pylon cable stayed bridge three-dimensional according to claim 1 subtracts vibration-isolating system, which is characterized in that described longitudinally, laterally to limit
Position block is reinforced concrete structure or steel construction, and surface is covered with rubber buffer bed course.
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| CN112948921A (en) * | 2021-02-02 | 2021-06-11 | 中铁大桥勘测设计院集团有限公司 | Method for determining longitudinal constraint rigidity of tower beam of three-tower cable-stayed bridge and optimizing foundation |
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