CN208830144U - A kind of constraint system of railway suspension bridge girder steel - Google Patents
A kind of constraint system of railway suspension bridge girder steel Download PDFInfo
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- CN208830144U CN208830144U CN201821564047.0U CN201821564047U CN208830144U CN 208830144 U CN208830144 U CN 208830144U CN 201821564047 U CN201821564047 U CN 201821564047U CN 208830144 U CN208830144 U CN 208830144U
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Abstract
The utility model discloses a kind of constraint systems of railway suspension bridge girder steel, it further include the longitudinally-moving support being equipped at abutment and bridge tower, laterally movable support, hold-down support and lateral damper including the vertical support and longitudinal damper being equipped at abutment and bridge tower.The utility model eliminates central button measure, is changed to carry out support longitudinal spacing constraint using laterally movable support and hold-down support, can not only resist train braking and starting effect, and reduce girder steel length travel；The utility model eliminates beam wind support, is changed to carry out support cross spacing constraint using longitudinally-moving support and hold-down support, can not only resist beam wind displacement, and reduce Sarasota stress；The utility model is also additionally arranged lateral damper, not only can effectively reduce girder steel lateral displacement, reduces amplitude up to 70% or more, also can effectively reduce bridge tower, girder steel earthquake stress.
Description
Technical field
The utility model relates to technical field of bridge engineering, in particular to a kind of constraint system of railway suspension bridge girder steel.
Background technique
Suspension bridge is widely applied in highway bridge construction as a kind of maximum bridge type of span ability, and foreign countries also build
Suspension bridge is shared at several rail-roads.Suspension bridge is mainly made of funicular system, Sarasota, anchorage and stiff girder, wherein stiff girder
Girder steel is generally used, vertical mobile load, temperature, wind-force and seismic loading are primarily subjected to.
Hoist cable, Sarasota or pier (platform) connection in the girder steel and funicular system of suspension bridge.The constraint system of suspension bridge girder steel
Refer to that girder steel is vertical, horizontal and vertical constraint condition, mainly there is vertical support, beam wind support, longitudinal damper and center button etc.
Measure.Vertical support is mainly transferred to load on girder steel on bridge pier (abutment) or bridge tower, the general only limitation vertical position of girder steel
It moves, also there is the way for replacing support using sunpender at bridge tower；The setting of beam wind support is in girder steel transverse direction, under wind action
Girder steel lateral displacement limits lateral displacement when being more than limit value；Longitudinal damper be installed on occur relative displacement bridge member it
Between, in the static load slowly applied, such as the effects of temperature, carload under, can Free Transform, in the dynamic lotus of snap action
Carry, such as the effects of automobile vibration, earthquake, fluctuating wind under, generate the vibration control apparatus of damping force and dissipation energy；Center button is set
The measure in span centre drop shot rope connection main push-towing rope and girder steel is set, for reducing girder steel length travel, improves drop shot rope stress.
Railway construction in China is in booming period, and railway need to use more across deep Grand Canyon or across great rivers
The bridge type of Long span, suspension bridge are undoubtedly the important selection across railroad bridge greatly.Compare highway bridge, railroad bridge load weight,
Train speed is high, dynamic effect is strong, brake force and startup power is also bigger and frequency is also high, pact of the highway suspension bridge to girder steel
Beam condition is no longer desirable for railway suspension bridge.For example, braking force of train or startup power are limited only with longitudinal damper, if column
Vehicle is braked daily and is started once, and the accumulative stroke of longitudinal damper is up to the limit after 5 years；Beam wind support is set on Sarasota
It is displaced to limit wind, huge lateral seismic force can also be passed to Sarasota simultaneously by lateral wind-resistant support.
Utility model content
The purpose of the utility model is to overcome the above-mentioned deficiencies in the presence of the prior art, provide a kind of railway suspension bridge
The constraint system of girder steel.
In order to achieve the above-mentioned object of the invention, the utility model provides following technical scheme:
A kind of constraint system of railway suspension bridge girder steel, including the vertical support being equipped at abutment and bridge tower and longitudinal resistance
Buddhist nun's device further includes the longitudinally-moving support being equipped at abutment and bridge tower, laterally movable support, hold-down support and laterally damping
Device.
The support of the utility model not only includes the vertical support for transmitting girder steel vertical force, further includes for resisting column
Vehicle brake force and startup power, while the laterally movable support of girder steel length travel is reduced, it lives for resisting the longitudinal direction of crosswind force
Dynamic support, and the hold-down support of laterally movable support and the effect of longitudinally-moving support is had both simultaneously.It further, is being more than design
Under geological process, when steel beam bearing releases vertical and horizontal limit constraint, the utility model is improved and is alleviated by damper
Bridge seismic response not only includes the longitudinal damper for reducing the length travel of geological process lower girder steel, further include for
It reduces the lateral displacement of geological process lower girder steel and improves the lateral damper of bridge tower, girder steel earthquake stress.
The utility model eliminates central button measure, and it is vertical to be changed to carry out support using laterally movable support and hold-down support
It is constrained to limit, train braking and starting effect can not only be resisted, and reduce girder steel length travel；The utility model eliminates
Beam wind support is changed to be carried out support cross spacing constraint using longitudinally-moving support and hold-down support, can not only resist cross
It is aweather displaced, and reduces Sarasota stress；The utility model is also additionally arranged lateral damper, not only can effectively reduce girder steel transverse direction
Displacement reduces amplitude up to 70% or more, also can effectively reduce bridge tower, girder steel earthquake stress.By windmill bridge Dynamic Coupling Analysis,
There is good dynamic characteristics and train property out of shape using the railway suspension bridge of the constraint system.
Preferably, the laterally movable support and hold-down support are installed at bridge tower, and all Abutments are respectively mounted
There are longitudinally-moving support and vertical support.Bridge tower is located at the middle part of clue bridge, and laterally movable support and hold-down support are mounted on
Middle part is more advantageous to it and plays a role.
Preferably, the laterally movable support and hold-down support are installed only at a bridge tower, another bridge tower is then installed
There are longitudinally-moving support and vertical support.
Preferably, girder steel winds up plane and girder steel lower edge plane is mounted on the lateral damper, to reduce transverse direction
Displacement.
Preferably, the girder steel wind up plane each bridge tower/Abutment be symmetrically installed there are two it is described laterally damping
Device；The girder steel lower edge plane is only symmetrically installed there are two the lateral damper at each bridge tower.
Preferably, the girder steel lower edge plane is also equipped with the longitudinal damper.
Preferably, the girder steel lower edge plane is symmetrically installed in each bridge tower/Abutment there are two the longitudinal damping
Device.
Preferably, the longitudinal damper uses a kind of fluid viscous damper for adding free inching gear, adds certainly
Train braking can avoid by the longitudinal damper of fine motion and start the adverse effect generated to it, and can obviously reduce girder steel longitudinal direction
Displacement reduces amplitude up to 80% or more.
Specifically, the fluid viscous damper for adding free inching gear includes fluid viscous dampers and freedom
Inching gear, the free inching gear include the cylinder body being connected with fluid viscous dampers, and the other end hydrant of cylinder body connects
The sleeve that the outer surface of the T-type block body being connected to, the cylinder body and T-type block body is socketed with, what the other end bolt of the sleeve had
Connection ring；
The T-type block body includes cylinder and baffle, and the diameter of the baffle is greater than the diameter of the cylinder；
The inside of the sleeve is fixed with the active block stop of circular ring shape, and the internal diameter of the active block stop is mutually fitted with the cylinder
Match, and the internal diameter of the active block stop is less than the diameter of the baffle, the internal diameter of the active block stop is less than the outer of the cylinder body
Diameter, the active block stop can slide between cylinder body and baffle with sleeve.
When installation, hingedly with structural support (such as abutment or bridge tower) by one end of fluid viscous dampers, it will connect
One end of ring is connected with beam body.By the sliding of active block stop, brake load and traffic load can be avoided to liquid well
Body fluid linking damper generates disturbance, greatly reduces fluid viscous dampers and produces under daily train braking and Driving Loading
Raw accumulated travel, while the influence that temperature deformation generates damper durability can also be taken into account, it will substantially reduce
The abrasion loss of damper seal, the service life of more currently common fluid viscous dampers is long, while also realizing liquid viscid resistance
Buddhist nun's device is exclusively used in the damping effect of earthquake load.
Preferably, one end of the lateral damper and longitudinal damper is mounted at abutment/bridge tower, and the other end is mounted on
In girder steel beam body, so as to partial offset beam body relative to the relative motion of abutment/bridge tower.
The invention also discloses a kind of railway suspension bridge girder steels, are equipped with a kind of any constraint system.
Compared with prior art, the utility model has the beneficial effects that
The support of the utility model not only includes the vertical support for transmitting girder steel vertical force, further includes for resisting column
Vehicle brake force and startup power, while the laterally movable support of girder steel length travel is reduced, it lives for resisting the longitudinal direction of crosswind force
Dynamic support, and the hold-down support of laterally movable support and the effect of longitudinally-moving support is had both simultaneously.It further, is being more than design
Under geological process, when steel beam bearing releases vertical and horizontal limit constraint, the utility model is improved and is alleviated by damper
Bridge seismic response not only includes the longitudinal damper for reducing the length travel of geological process lower girder steel, further include for
It reduces the lateral displacement of geological process lower girder steel and improves the lateral damper of bridge tower, girder steel earthquake stress.
The utility model eliminates central button measure, and it is vertical to be changed to carry out support using laterally movable support and hold-down support
It is constrained to limit, train braking and starting effect can not only be resisted, and reduce girder steel length travel；The utility model eliminates
Beam wind support is changed to be carried out support cross spacing constraint using longitudinally-moving support and hold-down support, can not only resist cross
It is aweather displaced, and reduces Sarasota stress；The utility model is also additionally arranged lateral damper, not only can effectively reduce girder steel transverse direction
Displacement reduces amplitude up to 70% or more, also can effectively reduce bridge tower, girder steel earthquake stress.By windmill bridge Dynamic Coupling Analysis,
There is good dynamic characteristics and train property out of shape using the railway suspension bridge of the constraint system.
Detailed description of the invention:
Fig. 1 is the facade layout drawing of railway suspension bridge.
Fig. 2 is support layout drawing of the girder steel at abutment and bridge tower.
Fig. 3 is that girder steel winds up damper arrangement figure of the plane at abutment and bridge tower.
Fig. 4 is damper arrangement figure of the girder steel lower edge plane at abutment and bridge tower.
Fig. 5 is the structural schematic diagram for adding the fluid viscous damper of free inching gear.
Fig. 6 is the front view of T-type block body.
Fig. 7 is the side view of T-type block body.
Fig. 8 is the scheme of installation for adding the fluid viscous damper of free inching gear.
Marked in the figure: 1-0# abutment, 2-1# bridge tower, 3-2# bridge tower, 4-3# abutment；
10-0# abutment longitudinally-moving support, 11-1# bridge tower hold-down support, 12-2# bridge tower longitudinally-moving support, 13-3#
Abutment longitudinally-moving support, 14-0# abutment vertical support, the laterally movable support of 15-1# bridge tower, 16-2# bridge tower vertical support,
17-3# abutment vertical support；
The first lateral damper of 20-0# abutment, the first lateral damper of 21-1# bridge tower, the laterally damping of 22-2# bridge tower first
Device, the first lateral damper of 23-3# abutment, the second lateral damper of 24-0# abutment, the second lateral damper of 25-1# bridge tower,
The second lateral damper of 26-2# bridge tower, the second lateral damper of 27-3# abutment；
30-0# abutment first longitudinal direction damper, 31-1# bridge tower first longitudinal direction damper, the damping of 32-2# bridge tower first longitudinal direction
Device, 33-3# abutment first longitudinal direction damper, 34-0# abutment second longitudinal direction damper, 35-1# bridge tower second longitudinal direction damper,
36-2# bridge tower second longitudinal direction damper, 37-3# abutment second longitudinal direction damper；
41-1# bridge tower third lateral damper, 42-2# bridge tower third lateral damper, the laterally damping of 43-1# bridge tower the 4th
Device, the 4th lateral damper of 44-2# bridge tower；
5- adds the fluid viscous damper of free inching gear, 51- fluid viscous dampers, 52- cylinder body, 53-T type
Block body, 531- cylinder, 532- baffle, 54- sleeve, 541- active block stop, 55- connection ring, 56- cylinder body one, 57- cylinder body two；
6- beam body, 7- bridge tower.
Specific embodiment
The utility model is described in further detail below with reference to test example and specific embodiment.But it should not be by this
The range for being interpreted as the above-mentioned theme of the utility model is only limitted to embodiment below, all to be realized based on the content of the present invention
Technology belongs to the scope of the utility model.
A kind of constraint system of railway suspension bridge girder steel, including support and damper, support packet are equipped at abutment and bridge tower
Vertical support, longitudinally-moving support, laterally movable support and hold-down support are included, damper includes longitudinal damper and laterally damping
Device.
Specifically, as shown in Figure 1, railway suspension bridge described in the present embodiment includes 0# abutment 1,1# bridge tower 2,2# bridge tower 3
With 3# abutment 4.As shown in Fig. 2, the support restraint of railway suspension bridge girder steel includes: the 0# abutment longitudinal direction being equipped at 0# abutment 1
Movable bearing support 10 and 0# abutment vertical support 14；The 1# bridge tower hold-down support 11 and 1# bridge tower being equipped at 1# bridge tower 2 are laterally living
Dynamic support 15；The 2# bridge tower longitudinally-moving support 12 and 2# bridge tower vertical support 16 being equipped at 2# bridge tower 3；At 3# abutment 4
The 3# abutment longitudinally-moving support 13 and 3# abutment vertical support 17 being equipped with.
Vertical support (including 0# abutment vertical support 14,2# bridge tower vertical support 16 and 3# abutment vertical support 17) is main
To transmit the vertical force of girder steel；1# bridge tower hold-down support 11 and the laterally movable support 15 of 1# bridge tower are used to resist braking force of train
And startup power, while reducing girder steel length travel；1# bridge tower hold-down support 11,0# abutment longitudinally-moving support 10,2# bridge tower are vertical
It is used to resist crosswind force to movable bearing support 12 and 3# abutment longitudinally-moving support 13.
As shown in figure 3, winding up plane equipped with lateral damper, specifically, including being equipped at 0# abutment 1 in girder steel
The first lateral damper of 0# abutment 20 and the second lateral damper of 0# abutment 24；The 1# bridge tower first being equipped at 1# bridge tower 2 is horizontal
To damper 21 and the second lateral damper of 1# bridge tower 25；22 He of the first lateral damper of 2# bridge tower being equipped at 2# bridge tower 3
The second lateral damper of 2# bridge tower 26；The first lateral damper of 3# abutment 23 and 3# abutment second being equipped at 3# abutment 4 are horizontal
To damper 27.
As shown in figure 4, longitudinal damper and lateral damper are equipped in girder steel lower edge plane, specifically, girder steel lower edge is flat
The longitudinal damper that face is equipped with includes that the 0# abutment first longitudinal direction damper 30 being equipped at 0# abutment 1 and 0# abutment second are vertical
To damper 34；The 1# bridge tower first longitudinal direction damper 31 and 1# bridge tower second longitudinal direction damper 35 being equipped at 1# bridge tower 2；
The 2# bridge tower first longitudinal direction damper 32 and 2# bridge tower second longitudinal direction damper 36 being equipped at 2# bridge tower 3；It is set at 3# abutment 4
Some 3# abutment first longitudinal direction dampers 33 and 3# abutment second longitudinal direction damper 37.The lateral damping that girder steel lower edge plane is equipped with
Device includes the 1# bridge tower third lateral damper 41 and the 4th lateral damper 43 of 1# bridge tower being equipped at 1# bridge tower 2；In 2# bridge
The 2# bridge tower third lateral damper 42 and the 4th lateral damper 44 of 2# bridge tower being equipped at tower 3.
In the case where being more than design geological process, support lifts restrictions constraint, damper performance leading role.Damper is used to change
Kind and alleviation bridge seismic response, wherein longitudinal damper 30~37 is used to reduce the length travel of geological process lower girder steel, horizontal
To damper 20~27 and 40~43 be used to reduce geological process lower girder steel lateral displacement and improve bridge tower, girder steel earthquake by
Power.Longitudinal damper 30~37 use a kind of fluid viscous damper 5 for adding free inching gear, can avoid train braking and
Starting and temperature have an adverse effect to it.
As shown in Figure 5 and Figure 8, the fluid viscous damper 5 for adding free inching gear includes and structural support
(abutment or bridge tower 7) hinged fluid viscous dampers 51 and free inching gear, the free inching gear includes cylinder body
52, T-type block body 53, sleeve 54, sleeve 54 are hinged by connection ring 55 with girder steel beam body 6.
One end of cylinder body 52 is connected with 51 hydrant of fluid viscous dampers, and the other end is connect with 53 hydrant of T-type block body, is such as schemed
Shown in 6- Fig. 7, the T-type block body 53 includes cylinder 531 and baffle 532, and the diameter of the baffle 532 is greater than the cylinder 531
Diameter.Sleeve 54 is set in the outer surface of the cylinder body 52 and T-type block body 53, and the inside of the sleeve 54 is fixed with activity
Block 541, the active block stop 541 are an integral molding structure part with the sleeve 54, and the active block stop 541 is equipped with for middle part
The cirque structure of through-hole.The diameter of the through-hole is adapted with the cylinder 531, and the diameter of the through-hole is less than the gear
The diameter of plate 532, the diameter of the through-hole are less than the outer diameter of the cylinder body 52, and the active block stop 541 can exist with sleeve 54
It is slided between cylinder body 52 and baffle 532.
Fluid viscous dampers 51 have the performance of conventional liq fluid linking damper, can be in temperature and concrete shrinkage and creep
Lower Free Transform, plays the role of oscillation damping and energy dissipating under biggish dynamic loading.
Under dynamic load function, relative displacement is generated between bridge beam body 6 and bridge tower 7 or abutment, while driving connection
Ring 55 and sleeve 54 connect the rigid body formed, are formed by rigid body relative to cylinder body 52 and T-type block body 53 and slide, sleeve
Active block stop 541 on 54 moves in the cavity gap d that cylinder body 52 and baffle 532 are formed.When the opposite position that vibration is caused
When shifting further increases, active block stop 541 will push against one end end of cylinder body 52 or baffle 532, if caused by structural vibration
When relative displacement further increases, since active block stop 541 has fully pushed against one end end of cylinder body 52 or baffle 532,
The cylinder body 1 of fluid viscous dampers 51 and 2 57 inside of cylinder body generate stretching or compressive deformation at this time, to offset vibration.It is dynamic
Power load can show as train braking and traffic load, temperature load (considering by dynamic load), earthquake load.
The cavity gap d that cylinder body 52 and baffle 532 are formed can be set to a fixed value, the size of gap d according to
Structural vibration reduction needs to be thought of as deformation caused by deformation caused by train travel and braking or temperature load or two kinds
The combined effect of load.For the biggish service life for improving damper, combination effect generally may be considered as.
It is larger that relative displacement is generated under seismic loading, between bridge beam body 6 and bridge tower 7 or abutment, acutely the company of drive
It connects ring 55 and sleeve 54 connects the rigid body formed, be formed by rigid body with cylinder body 52 and T-type block body 53 and generate relative motion, by
Make bridge beam body 6 and bridge much smaller than geological process in the cavity gap d that one end of cylinder body 52 and one end of baffle 532 are formed
Relative shift between tower 7 or abutment, active block stop 541 will push against one end or the gear of cylinder body 52 during moving back and forth
One end of plate 532 drives the cylinder body 1 of fluid viscous dampers 51 and cylinder body 2 57 to generate stretching or compressive deformation, in liquid
The cylinder body 1 of fluid linking damper 51 and 2 57 inside of cylinder body generate earthquake energy during stretching or compressive deformation,
Play the effect of vibration damping.
Above embodiments are only to illustrate the utility model and not limit technical solution described in the utility model, to the greatest extent
Pipe this specification has been carried out detailed description to the utility model referring to above-mentioned each embodiment, but the utility model not office
It is limited to above-mentioned specific embodiment, therefore any pair of the utility model is modified or equivalent replacement；And all do not depart from it is practical
The technical solution and its improvement of novel spirit and scope, should all cover in the scope of the claims of the utility model.
Claims (10)
1. a kind of constraint system of railway suspension bridge girder steel, including the vertical support being equipped at abutment and bridge tower and longitudinal damping
Device, which is characterized in that further include the longitudinally-moving support being equipped at abutment and bridge tower, laterally movable support, hold-down support and
Lateral damper.
2. a kind of constraint system of railway suspension bridge girder steel according to claim 1, which is characterized in that described laterally movable
Support and hold-down support are installed at bridge tower, and each Abutment is mounted on longitudinally-moving support and vertical support.
3. a kind of constraint system of railway suspension bridge girder steel according to claim 2, which is characterized in that described laterally movable
Support and hold-down support are installed only at a bridge tower, another bridge tower is then equipped with longitudinally-moving support and vertical support.
4. a kind of constraint system of railway suspension bridge girder steel according to claim 1, which is characterized in that girder steel winds up plane
The lateral damper is mounted on girder steel lower edge plane.
5. a kind of constraint system of railway suspension bridge girder steel according to claim 4, which is characterized in that the girder steel winds up
Plane is symmetrically installed in each bridge tower/Abutment there are two the lateral damper；The girder steel lower edge plane is only each
The lateral damper there are two being symmetrically installed at bridge tower.
6. a kind of constraint system of railway suspension bridge girder steel according to claim 5, which is characterized in that the girder steel lower edge
Plane is symmetrically installed in each bridge tower/Abutment there are two the longitudinal damper.
7. a kind of constraint system of railway suspension bridge girder steel according to claim 1, which is characterized in that the longitudinal damping
Device uses a kind of fluid viscous damper for adding free inching gear.
8. a kind of constraint system of railway suspension bridge girder steel according to claim 7, which is characterized in that described to add freedom
The fluid viscous damper of inching gear includes fluid viscous dampers and free inching gear, the free inching gear packet
Include the cylinder body being connected with fluid viscous dampers, the T-type block body that the other end hydrant of cylinder body is connected with, the cylinder body and T-type
The sleeve that the outer surface of block body is socketed with；
The T-type block body includes cylinder and baffle, and the diameter of the baffle is greater than the diameter of the cylinder；
The inside of the sleeve is fixed with the active block stop of circular ring shape, and the internal diameter of the active block stop is adapted with the cylinder,
And the internal diameter of the active block stop is less than the diameter of the baffle, the internal diameter of the active block stop is less than the outer diameter of the cylinder body,
The active block stop can slide between cylinder body and baffle with sleeve.
9. the constraint system of -8 any a kind of railway suspension bridge girder steels according to claim 1, which is characterized in that the cross
It is mounted at abutment/bridge tower to one end of damper and longitudinal damper, the other end is mounted in girder steel beam body.
10. a kind of railway suspension bridge girder steel, which is characterized in that equipped with a kind of constraint system as described in claim 1-9 is any.
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| CN201821564047.0U CN208830144U (en) | 2018-09-25 | 2018-09-25 | A kind of constraint system of railway suspension bridge girder steel |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109056516A (en) * | 2018-09-25 | 2018-12-21 | 中铁二院工程集团有限责任公司 | A kind of constraint system of railway suspension bridge girder steel |
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2018
- 2018-09-25 CN CN201821564047.0U patent/CN208830144U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109056516A (en) * | 2018-09-25 | 2018-12-21 | 中铁二院工程集团有限责任公司 | A kind of constraint system of railway suspension bridge girder steel |
| CN109056516B (en) * | 2018-09-25 | 2024-01-30 | 中铁二院工程集团有限责任公司 | Restraint system of railway suspension bridge girder steel |
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