CN110276111A - The roadability analysis method and device of bridge floor - Google Patents
The roadability analysis method and device of bridge floor Download PDFInfo
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- CN110276111A CN110276111A CN201910483978.0A CN201910483978A CN110276111A CN 110276111 A CN110276111 A CN 110276111A CN 201910483978 A CN201910483978 A CN 201910483978A CN 110276111 A CN110276111 A CN 110276111A
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Abstract
The present invention provides a kind of roadability analysis methods of bridge floor under wind environment, comprising: models to predetermined bridge, determines a model bridge；Wind tunnel test is carried out to the model bridge, by laying the wind speed on sensor measurement bridge floor under each lane different height, calculates equivalent wind speed Ue.And two concept characterization bridge structures of wind speed reduction coefficient λ and torque reduction coefficient γ are introduced to the weakening effect of lateral wind.The present invention is based on the wind tunnel experiments on model bridge, wind speed reduction coefficient and torque reduction system are introduced, the calculation formula of driving inclination and sideslip critical wind velocity based on above-mentioned parameter has been derived, and combines specification pertinent regulations, the evaluation method of roadability is given, the safety of driving is improved.
Description
Technical field
The present invention relates to the roadability analysis methods of roadability analysis field more particularly to a kind of bridge floor
And device.
Background technique
With the rapid development of social economy and transportation, more and more Longspan Bridges are established, wherein
Quite a few belongs to the bridge across broad rivers or bay.Due to demand of opening the navigation or air flight, often bridge floor is high for this Longspan Bridge
Cheng Gao, bridge floor design wind speed are high, it means that the vehicle travelled on bridge will suffer from bigger effect of Side Wind.Under effect of Side Wind,
Not only comfort substantially reduces the vehicle of traveling, while there is also the safety problems such as inclination and sideslip.Longspan Bridge often belongs to
In Class I highway, passing vehicle is many kinds of, and travel speed is fast, this influence for making crosswind stable to vehicle driving becomes very
It is prominent.In general, vehicle roll is only second to car crass in all traffic accidents, is the traffic accident to bring about great losses
One of.
Domestic and foreign scholars have carried out a degree of research to wind environment around bridge down train safety issue, and achieve one
A little research achievements.Air partition is to solve one of bridge floor traffic safety and the effective means of comfort, and bridge floor is driven a vehicle after air partition is arranged
The improvement of wind environment and roadability evaluation method are still worth further research.
Summary of the invention
(1) technical problems to be solved
It is above-mentioned to solve the purpose of the present invention is to provide the roadability analysis method and device of a kind of bridge floor
At least one of technical problem.
(2) technical solution
The embodiment of the invention provides a kind of roadability analysis methods of bridge floor, comprising:
Predetermined bridge is modeled, determines a model bridge；
Wind tunnel test is carried out to the model bridge, equivalent wind speed of the driving on the model bridge is determined, calculates wind
Fast reduction coefficient and torque reduction coefficient；
For specific vehicle, its stress model under wind environment is taken out according to its size and mechanical characteristic, to described
Vehicle is rolled and is breakked away analysis, calculate and roll by the wind speed reduction coefficient and torque reduction coefficient critical wind velocity with
Sideslip critical wind velocity；
The stability analysis result of the driving is determined by the practical lateral wind speed comparison of the critical wind velocity and bridge.
In some embodiments of the invention, wind tunnel test is carried out to the model bridge, determines driving in the model
Equivalent wind speed U on bridgee, calculation of wind speed reduction coefficient and torque reduction coefficient, comprising:
The model bridge is placed in wind1 tunnel laboratory；
The selected curve air partition combined with the maintaining roadway railing of the model bridge；
The bridge floor wind profile of Construction State, railing state and air partition state is tested respectively, thus described in obtaining
Equivalent wind speed Ue。
In some embodiments of the invention, the inclination critical wind velocity U is determined0, comprising:
According to the equivalent wind speed UeDetermine nondimensional wind speed reduction coefficient λ；
Determine the nondimensional torque reduction coefficient γ that lateral wind generates；
The force analysis for roll to the driving critical state, according to the wind speed reduction coefficient λ and nondimensional
Torque reduction coefficient γ determines the inclination critical wind velocity U0With sideslip critical wind velocity U '0。
In some embodiments of the invention, the equivalent wind speed UeMeet formula: zr
For height equivlent, u (z) is the average lateral wind speed at z-height；
The wind speed reduction coefficient λ meets formula:
U is lateral arrives stream wind speed, and r (z)=u (z)/U, λ are the reduction wind speed at z height；
The nondimensional torque reduction coefficient γ meets formula:
In some embodiments of the invention, the force analysis for roll to the driving critical state, according to described
Wind speed reduction coefficient λ and nondimensional torque reduction coefficient γ determines the inclination critical wind velocity U0, comprising:
When the inclination critical state of the driving, drive a vehicle moment resulting from sidesway MSWith meet train stability torque MGMeet formula:
MS≤MG；MSAnd MGMeet respectively:
In formula: ρ is atmospheric density, and G is the self weight of driving, CSFor the crosswind force coefficient of driving,For the roll force of driving
Moment coefficient, α are the deck transverse slope of the model bridge, and L is the length of driving；
Roll critical wind velocity U0Meet formula:
In some embodiments of the invention, the sideslip critical wind velocity U ' is determined0, comprising:
The force analysis of sideslip critical state is carried out to the driving, determines the condition for preventing breakking away；
According to the wind speed reduction coefficient λ, pneumatic cross force F is determinedSWith aerodynamic drag FD；
According to the bridge floor adhesive force F of the drivingf, determine pneumatic cross force FSWith aerodynamic drag FD, determine that the sideslip faces
Boundary's wind velocity U '0。
In some embodiments of the invention, described to prevent the condition breakked away from referring toFor driving
The aerodynamic drag being subject to, FfFor the bridge floor adhesive force that driving tire is subject to, FSWFor the cross force being subject to of driving a vehicle；
Resulting side force FS=FSWcosα-G sinα；
Drive a vehicle the cross force F being subject toSWWith aerodynamic drag FDMeet respectively: AsFor driving
Lateral front face area, AfFor the positive front face area of driving, V is the travel speed of driving, CDFor the aerodynamic drag system of driving
Number, Ff=μSG cosα；
In some embodiments of the invention, wind-tunnel examination is carried out to the model bridge by single test section reflow type wind-tunnel
It tests, a length of 24m of test section of the list test section reflow type wind-tunnel, width 5.4m, a height of 3m, wind speed range is 0~30m/s；
And/or
The maintaining roadway rail height is 1.25m, and air partition height is 3m, and ventilative rate is 75%；And/or
The predetermined bridge is modeled by pre-determined model geometry scaling factor, determines the model bridge.
In some embodiments of the invention, the stability analysis result of the driving includes:
Work as UeWhen > Ua, highway closing；
Work as Ue< Ua, U < U0And U < U '0, highway is open, and traffic safety is current；
Work as Ue< Ua, U > U0And U < U '0, highway is open, and driving has the risk rolled, and driving reduction of speed is current；
Work as Ue< Ua, Ue< U0And U > U '0, highway is open, and driving has the risk breakked away, and driving reduction of speed is current,
Wherein, UaTo standardize defined closing highway network speed.
The present invention also provides a kind of roadability analytical equipments of bridge floor, comprising:
Memory, for storing executable instruction；
Processor for executing the executable instruction, and executes following operation:
Predetermined bridge is modeled, determines a model bridge；
Wind tunnel test is carried out to the model bridge, determines equivalent wind speed U of the driving on the model bridgee, roll
Critical wind velocity U0, sideslip critical wind velocity U '0；
According to the sideslip critical wind velocity U '0, equivalent wind speed Ue, lateral arrives stream wind speed U and roll critical wind velocity U0, determine
The stability analysis result of the driving.
(3) beneficial effect
The roadability analytical equipment of bridge floor of the invention has at least the following advantages compared to the prior art:
1, wind tunnel experiment is carried out to the driving on model bridge, passes through nondimensional wind speed reduction coefficient and torque reduction system
The environment of the wind-engaging of number evaluation driving has derived the calculation formula of driving inclination and sideslip critical wind velocity based on above-mentioned parameter,
And specification pertinent regulations are combined, the evaluation method of roadability is given, the safety of driving is improved；
2, wind speed reduction coefficient, the torque reduction coefficient for obtaining bridge floor, can more accurately describe bridge structure to crosswind
Inhibition, ensure that bridge floor roadability evaluation accuracy.
Detailed description of the invention
Fig. 1 is the step schematic diagram of the roadability analysis method of the bridge floor of the embodiment of the present invention；
Fig. 2 is main beam section layout drawing；
Fig. 3 is that driving rolls stress diagram；
Fig. 4 is driving sideslip stress diagram；
Fig. 5 (a) is that the double-decker bus based on test result rolls critical wind velocity calculated result figure；
Fig. 5 (b) is the double-decker bus bridge floor equivalent wind speed calculated result figure based on test result；
Fig. 6 (a) to Fig. 6 (d) is respectively the double-decker bus based on test result in main line face, wet road surface, snow road surface and ice
It breaks away under road surface and analyzes result.
Specific embodiment
To make the objectives, technical solutions, and advantages of the present invention clearer, below in conjunction with specific embodiment, and reference
Attached drawing, the present invention is described in more detail.
The embodiment of the invention provides a kind of roadability analysis method of bridge floor, Fig. 1 is the embodiment of the present invention
Bridge floor roadability analysis method step schematic diagram, as shown in Figure 1, the method comprising the steps of:
S1, wind tunnel test is carried out to the model bridge, determines equivalent wind speed of the driving on the model bridge, calculates
Wind speed reduction coefficient and torque reduction coefficient
S2, it is directed to specific vehicle, its stress model under wind environment is taken out according to its size and mechanical characteristic；
S3, rolled and breakked away to the vehicle analysis, passes through the wind speed reduction coefficient and torque reduction coefficient meter
Calculate and roll critical wind velocity and sideslip critical wind velocity.
S4, the stability analysis result that the driving is determined by the practical lateral wind speed comparison of critical wind velocity and bridge
In step sl, predetermined bridge is the double rope face steel box girder stayed-cable bridges of single column, span 230+230m, tower height 51.8m,
For bridge floor height design basis wind speed close to 60m/s, main beam section is Plate of Flat Steel Box Girder, deck-molding 3.3m, deck-siding 37.3m.
Bridge floor drives a vehicle wind environment test in wind tunnel laboratory progress, which is single test section reflow type wind-tunnel, test section
Long 24m, wide 5.4m, high 3m, wind speed range are 0~30m/s.Model geometric scaling factor is 1: 25.It is selected by wind tunnel test early period
Type, the selected curve air partition combined with maintaining roadway railing, rail height 1.25m, air partition height is 3m, and ventilative rate is
75%.The bridge floor wind profile of Construction State, railing state and air partition state is tested respectively in test.Wind speed acquisition
It using 5 Cobra probes while carrying out, sample frequency 200Hz, sample length 1024mm, the test wind 10m/s, tries
It tests the wind angle of attack and angle of wind deflection is 0 °.
It is theoretical according to air-flow flow-disturbing, when air flows through bridge main beam section, it often will form certain thickness boundary-layer, it is empty
Gas velocity also changes therewith.Lateral wind speed is in uneven distribution above bridge floor, in the certain altitude range of bridge floor,
Form specific wind profile.In addition, the bridge floors such as railing, crash barrier, air partition accessory structure can further change main beam section sky
Gas flow-disturbing situation, bridge floor boundary layer thickness will also significantly increase, and wind profile is more complicated.
For a kind of specific vehicle, its stress model under crosswind environment is taken out, it is rolled and is breakked away
Analysis calculates by the wind speed reduction coefficient λ and torque reduction coefficient γ and rolls critical wind velocity U0, sideslip critical wind velocity
U′0；According to the inclination critical wind velocity U0, sideslip critical wind velocity U '0, compared with practical lateral wind speed, determine the driving
Stability analysis result.
In step s 2, the specific vehicle of the driving of the embodiment of the present invention can for double-decker bus (or other vehicles,
This is not restricted), shape is approximate rectangular, therefore, driving stability analysis in can use rectangular block represent driving as
Force analysis object.Fig. 3 is stress diagram when driving rolls.In figure, B is driving width, and H is ride height；
In step s3, for the ease of the checking effect of Fast Evaluation bridge floor accessory structure, present invention introduces wind speed reductions
The concept of coefficient.According to lateral aerodynamics equivalence principle, the equivalent wind speed within the scope of bridge floor certain altitude be may be calculated as:Zr is height equivlent in formula, it is contemplated that ride height is usually no more than 4.5m, equivalent
Height can use 4.5m.U (z) is the average lateral wind speed at z-height.
Nondimensional wind speed reduction coefficient can indicate are as follows:U is side in formula
To arrives stream wind speed, r (z)=u (z)/U is the reduction wind speed at z-height.
In addition, it is contemplated that lateral wind can also generate certain moment resulting from sidesway, similarly, we also introduce torque reduction system
Several concepts.According to pneumatic moment resulting from sidesway equivalence principle, nondimensional torque reduction coefficient can be indicated are as follows:
Tables 1 and 2 lists wind speed reduction in 4.5m altitude range at 1~6 center of lane under different structure state respectively
The calculated result of coefficient and torque reduction coefficient.
Table 1
| Configuration state | L1 | L2 | L3 | L4 | L5 | L6 |
| Construction | 0.997 | 0.963 | 0.971 | 0.956 | 0.947 | 0.936 |
| Railing | 0.852 | 0.790 | 0.767 | 0.741 | 0.715 | 0.673 |
| Air partition | 0.711 | 0.624 | 0.584 | 0.542 | 0.515 | 0.487 |
Table 2
| Configuration state | L1 | L2 | L3 | L4 | L5 | L6 |
| Construction | 1.041 | 1.042 | 1.048 | 1.037 | 1.026 | 1.010 |
| Railing | 0.945 | 0.909 | 0.876 | 0.848 | 0.804 | 0.733 |
| Air partition | 0.675 | 0.604 | 0.544 | 0.480 | 0.436 | 0.394 |
The wind load for acting on driving vehicle mainly has aerodynamic drag, pneumatic cross force, aerodynamic lift and pneumatic inclination
Torque, pneumatic pitching moment and Pneumatic rocking torque.In modern vehicle designs, general requirement will be designed to negative lift, to increase
The contact force of tire and ground guarantees that driving has enough stability when running at high speed.Pneumatic pitching moment is by pneumatically rising
Power, which is unevenly distributed, to be caused, and in the lesser situation of aerodynamic lift, corresponding pneumatic pitching moment is also smaller.In general, pneumatically
Lift only influences 5% or so of vehicle launch resultant force.Therefore, can ignore in effect of Side Wind down train stability analysis pneumatic
Lift and pneumatic pitching moment, and be relatively safe.The vehicle of traveling will generate two class stability under effect of Side Wind and ask
Topic: rolling and breaks away.Causing the aerodynamic moment rolled is mainly the gentle dynamic moment resulting from sidesway of pneumatic cross force；Cause to break away pneumatic
If advocating pneumatic cross force.And microbus or double-decker bus are worst in effect of Side Wind down train stability, for this purpose, of the invention
Embodiment is using double-decker bus as research object, on the basis of wind speed reduction coefficient and torque reduction coefficient, has derived driving hair
Critical wind velocity calculation formula when raw inclination and sideslip.
MSFor moment resulting from sidesway of driving a vehicle caused by the gentle dynamic moment resulting from sidesway of pneumatic cross force, MGThe driving provided for driving self weight
Stabilizing moment.It is expert at held stationary in vehicle driving process, the condition not rolled is: MS≤MG(4), wherein side occurs for driving
When the critical state inclined is that above formula equal sign is set up, corresponding lateral wind speed is to roll critical wind velocity.Based on the embodiment of the present invention
The wind speed reduction coefficient and torque reduction coefficient of proposition, driving moment resulting from sidesway and train stability torque can respectively indicate are as follows:
ρ is atmospheric density in formula, can use 1.225kg/m3, G is driving self weight, CSFor drive a vehicle crosswind force coefficient,For row
Vehicle moment resulting from sidesway coefficient, α are deck transverse slope, and L is driving length.It is critical that inclination is can be obtained into formula (5) substitution formula (4)
Wind speed, expression formula are as follows:
Fig. 4 is stress diagram when driving is breakked away.In figure, FSWFor suffered cross force of driving a vehicle, mainly with come
It is related with lateral front face area of driving a vehicle to flow crosswind wind speed.FDFor suffered aerodynamic drag of driving a vehicle, wind speed mainly is travelled with driving
Positive front face area is related with driving a vehicle.FfIt is mainly attached with driving self weight and bridge floor for bridge floor adhesive force suffered by driving tire
Coefficient it is related.It is expert at held stationary in vehicle driving process, the condition of (preventing from breakking away) of not occurring to break away is:In formula, FSFor the resulting side force being subject to of driving a vehicle, mainly drawn by cross force and driving self weight component
It rises, can be calculated as follows:
FS=FSWcosα-G sinα(8)。
When the critical state breakked away of driving a vehicle is that above formula equal sign is set up, corresponding lateral wind speed is sideslip critical wind velocity
U′0.Based on the wind speed reduction coefficient that the embodiment of the present invention proposes, drive a vehicle the cross force F being subject toSwWith aerodynamic drag FDTable can be distinguished
It is shown as:A in formulaSFor the lateral front face area of driving, AfFor the positive windward side of driving
Product, V are the travel speed of driving, CDFor the pneumatic drag coefficient of driving.The bridge floor adhesive force being subject to of driving a vehicle can be counted as the following formula
It calculates: Ff=μSG cosα(10)。
Formula (8), formula (9) and formula (10) are substituted into formula (7), driving sideslip critical wind velocity U ' can be obtained0, such as following formula institute
Show:
In step s 4, it is computing object by double-decker bus, analyzes different structure state down train stability, and provides double
Passage condition of the layer bus on bridge.Main calculating parameter value are as follows: double-decker bus length is 12m, width 2.48m, height
Degree is 4.5m, and empty mass is 14.42 tons, and crosswind force coefficient is 1.24, and resistance coefficient is -0.11, and moment resulting from sidesway coefficient is
0.17, upstream lane deck transverse slope is 0.2%, and downstream lane deck transverse slope is -0.2%." highway bridge wind force proofing design specification "
Middle regulation, when lateral wind speed is more than predetermined lateral wind velocity U a (25m/s), highway must close stopping operation.For this purpose, comprehensive
It closes and considers predetermined lateral wind speed in specification, rolls critical wind velocity and sideslip critical wind velocity, the criterion of bridge floor safe passing are as follows:
Work as UeWhen > 25m/s, highway closing；
Work as Ue< 25m/s, U < U0And U < U '0, highway is open, and traffic safety is current；
Work as Ue< 25m/s, U > U0And U < U '0, highway is open, and driving has the risk rolled, and driving reduction of speed is logical
Row；
Work as Ue< 25m/s, Ue< U0And U > U '0, highway is open, and driving has the risk breakked away, and driving reduction of speed is logical
Row.
Fig. 5 (a) is that the double-decker bus based on test result rolls critical wind velocity calculated result figure, and Fig. 5 (b) is based on examination
The double-decker bus bridge floor equivalent wind speed calculated result figure for testing result, as shown in Fig. 5 (a) and Fig. 5 (b), under all configuration states,
It rolls critical wind velocity at the center L1~L6 of lane to be sequentially increased, this shows that the lane most easily rolled is upstream outermost lane
At L1.In addition, rolling the minimum 35.7m/s of critical wind velocity, the minimum 38.0m/s of railing state, air partition state under Construction State
Minimum 45.0m/s, it can be seen that, compared to Construction State and railing state, driving rolls critical wind after air partition is arranged in bridge floor
26% and 18% is respectively increased in speed.In conclusion air partition state rolls critical wind velocity maximum, railing shape under three kinds of configuration states
State is taken second place, and Construction State is minimum, this shows most easily to roll under Construction State, and air partition structure can significantly improve driving
Critical wind velocity is rolled, roadability is improved.It is corresponded to from Fig. 5 (b) as can be seen that rolling critical wind velocity under all configuration states
Bridge floor equivalent wind speed be apparently higher than specification allow predetermined lateral wind velocity U a (25m/s), i.e., in bridge floor normal operation
Double-decker bus will not occur and roll accident.
In summary, it is contemplated that inclination accident most easily occurs for double-decker bus, it can therefore be concluded that jackshaft of the embodiment of the present invention
Inclination accident will not occur when beam normal operation.In addition, driving inclination accident, and wind most easily occur for bridge floor upstream outermost lane
Barrier structure can effectively improve inclination critical wind velocity, improve roadability.
Four kinds of road conditions are considered in analysis in addition, driving is breakked away, and are main line face, wet road surface, snow road surface and ice road surface respectively.No
It is as shown in table 3 with bridge floor attachment coefficient value under pavement behavior." People's Republic of China's traffic route safety law " regulation high speed
Highway or Class I highway ice and snow weather drive a vehicle speed limit as 60km/h, therefore main line face and wet road surface running vehicle travel speed in analysis
Value 100km/h, and avenge road surface and ice road surface running vehicle travel speed value 60km/h.
Table 3
| Pavement behavior | Main line face | Wet road surface | Avenge road surface | Ice road surface | Pavement behavior | Main line face |
| Attachment coefficient | 0.7 | 0.5 | 0.15 | 0.07 | Attachment coefficient | 0.7 |
Fig. 6 (a) to Fig. 6 (d) is respectively the double-decker bus based on test result in main line face, wet road surface, snow road surface and ice
Under road surface, the calculated result figure of sideslip critical wind velocity and its bridge floor equivalent wind speed is shown from Fig. 6 (a) to Fig. 6 (d), with driving
Inclination result is similar, and under all pavement behaviors, sideslip critical wind velocity is sequentially increased at the center L1~L6 of lane, this shows most easily to send out
The raw lane breakked away is at upstream outermost lane L1.By taking the face of main line as an example, Construction State sideslip critical wind velocity is minimum
49.3m/s, the minimum 57.7m/s of railing state, the minimum 69.2m/s of air partition state, it can be seen that, compared to Construction State and
Railing state, 40% and 20% is respectively increased in driving sideslip critical wind velocity after air partition is arranged in bridge floor.It is similar with result is rolled, three
Under kind configuration state, air partition state sideslip critical wind velocity is maximum, and railing state is taken second place, and Construction State is minimum, this shows shape of constructing
It most easily breaks away under state, and air partition structure can significantly improve sideslip critical wind velocity, improves roadability.In addition, from
Fig. 6 (b) is as can be seen that the corresponding bridge floor equivalent wind speed of sideslip critical wind velocity on the road surface main line Mian Heshi is significantly greater than 25m/
S, this shows under the above running speed, and skidding accident will not occur for double-decker bus.However, the sideslip on snow road surface and ice road surface faces
Wind speed corresponding bridge floor equivalent wind speed in boundary's is respectively less than 25m/s, this shows the meeting when bridge floor equivalent wind speed is greater than sideslip critical wind velocity
It can be with safety when skidding accident occurs, but being less than sideslip critical wind velocity.
As it can be seen that roadability is gradually increased from upstream lane to downstream lane, upstream outermost lane roadability
Worst, downstream outermost lane roadability is best.
The another aspect of the embodiment of the present invention additionally provides a kind of roadability analytical equipment of bridge floor, comprising:
Memory, for storing executable instruction；
Processor for executing the executable instruction, and executes following operation:
Predetermined bridge is modeled, determines a model bridge；
Wind tunnel test is carried out to the model bridge, determines equivalent wind speed U of the driving on the model bridgee, roll
Critical wind velocity U0, sideslip critical wind velocity U '0；
According to the sideslip critical wind velocity U '0, equivalent wind speed Ue, predetermined lateral wind velocity U a, lateral arrives stream wind speed U and inclination
Critical wind velocity U0, determine the stability analysis result of the driving.
To sum up, the roadability analysis method and device of bridge floor of the invention, to the driving wind on model bridge
Hole experiment has been derived by the environment of nondimensional wind speed reduction coefficient and torque reduction coefficient evaluation driving wind based on above-mentioned
The driving of parameter rolls and the calculation formula of sideslip critical wind velocity, and combines specification pertinent regulations, gives roadability
Evaluation method improves the safety of driving.
It unless there are known entitled phase otherwise anticipates, the numerical parameter in this specification and appended claims is approximation, energy
Characteristic changing needed for the content of enough bases through the invention is resulting.Specifically, all be used in specification and claim
The middle content for indicating composition, the number of reaction condition etc., it is thus understood that repaired by the term of " about " in all situations
Decorations.Under normal circumstances, the meaning expressed refers to include by specific quantity ± 10% variation in some embodiments, some
± 5% variation in embodiment, ± 1% variation in some embodiments, in some embodiments ± 0.5% variation.
Furthermore "comprising" does not exclude the presence of element or step not listed in the claims." one " located in front of the element
Or "one" does not exclude the presence of multiple such elements.
Particular embodiments described above has carried out further in detail the purpose of the present invention, technical scheme and beneficial effects
It describes in detail bright, it should be understood that the above is only a specific embodiment of the present invention, is not intended to restrict the invention, it is all
Within the spirit and principles in the present invention, any modification, equivalent substitution, improvement and etc. done should be included in guarantor of the invention
Within the scope of shield.
Claims (10)
1. a kind of roadability analysis method of bridge floor, comprising:
Predetermined bridge is modeled, determines a model bridge；
Wind tunnel test is carried out to the model bridge, determines equivalent wind speed of the driving on the model bridge, calculation of wind speed folding
Subtract coefficient and torque reduction coefficient；
For specific vehicle, its stress model under wind environment is taken out according to its size and mechanical characteristic, to the vehicle
Rolled and breakked away analysis, is calculated and is rolled critical wind velocity by the wind speed reduction coefficient and torque reduction coefficient and break away
Critical wind velocity；
The stability analysis result of the driving is determined by the practical lateral wind speed comparison of the critical wind velocity and bridge.
2. the roadability analysis method of bridge floor according to claim 1, wherein carried out to the model bridge
Wind tunnel test determines equivalent wind speed U of the driving on the model bridgee, calculation of wind speed reduction coefficient and torque reduction coefficient,
Include:
The model bridge is placed in wind1 tunnel laboratory；
The selected curve air partition combined with the maintaining roadway railing of the model bridge；
The bridge floor wind profile of Construction State, railing state and air partition state is tested respectively, to obtain described equivalent
Wind velocity Ue。
3. the roadability analysis method of bridge floor according to claim 2, wherein determine the critical wind of inclination
Fast U0, comprising:
According to the equivalent wind speed UeDetermine nondimensional wind speed reduction coefficient λ；
Determine the nondimensional torque reduction coefficient γ that lateral wind generates；
The force analysis for roll to the driving critical state, according to the wind speed reduction coefficient λ and nondimensional torque
Reduction coefficient γ determines the inclination critical wind velocity U0With sideslip critical wind velocity U '0。
4. the roadability analysis method of bridge floor according to claim 3, wherein the equivalent wind speed UeMeet
Formula:Zr is height equivlent, and u (z) is the average lateral wind speed at z-height；
The wind speed reduction coefficient λ meets formula:
U is lateral arrives stream wind speed, and r (z)=u (z)/U, λ are the reduction wind speed at z-height；
The nondimensional torque reduction coefficient γ meets formula:
5. the roadability analysis method of bridge floor according to claim 3, wherein rolled to the driving
The force analysis of critical state determines the inclination according to the wind speed reduction coefficient λ and nondimensional torque reduction coefficient γ
Critical wind velocity U0, comprising:
When the inclination critical state of the driving, drive a vehicle moment resulting from sidesway MSWith meet train stability torque MGMeet formula: MS≤MG；
MSAnd MGMeet respectively:
In formula: ρ is atmospheric density, and G is the self weight of driving, CSFor the crosswind force coefficient of driving,For the moment resulting from sidesway system of driving
Number, α are the deck transverse slope of the model bridge, and L is the length of driving；
Roll critical wind velocity U0Meet formula:
6. the roadability analysis method of bridge floor according to claim 3, wherein determine the critical wind that breaks away
Fast U '0, comprising:
The force analysis of sideslip critical state is carried out to the driving, determines the condition for preventing breakking away；
According to the wind speed reduction coefficient λ, pneumatic cross force F is determinedDWith aerodynamic drag FD；
According to the bridge floor adhesive force F of the drivingf, determine pneumatic cross force FSWith aerodynamic drag FD, determine the critical wind that breaks away
Fast U '0。
7. the roadability analysis method of bridge floor according to claim 6, wherein the condition for preventing from breakking away
Refer toFDFor the aerodynamic drag being subject to of driving a vehicle, FfFor the bridge floor adhesive force that driving tire is subject to, FSWFor row
The cross force that vehicle is subject to；
Resulting side force FS=FSWcosα-G sinα；
Drive a vehicle the cross force F being subject toSWWith aerodynamic drag FDMeet respectively:ASFor the side of driving
To front face area, AfFor the positive front face area of driving, V is the travel speed of driving, CDFor the pneumatic drag coefficient of driving, Ff
=μsG cosα；
8. the roadability analysis method of bridge floor according to claim 2, wherein pass through single test section reflow type
Wind-tunnel carries out wind tunnel test, a length of 24m of test section of the list test section reflow type wind-tunnel to the model bridge, and width is
5.4m, a height of 3m, wind speed range are 0~30m/s；And/or
The maintaining roadway rail height is 1.25m, and air partition height is 3m, and ventilative rate is 75%；And/or
The predetermined bridge is modeled by pre-determined model geometry scaling factor, determines the model bridge.
9. the roadability analysis method of bridge floor according to claim 3, wherein the analysis of stability of the driving
Analysing result includes:
Work as UeWhen > Ua, highway closing；
Work as Ue< Ua, U < U0And U < U '0, highway is open, and traffic safety is current；
Work as Ue< Ua, U > U0And U < U '0, highway is open, and driving has the risk rolled, and driving reduction of speed is current；
Work as Ue< Ua, Ue< U0And U > U '0, highway is open, and driving has the risk breakked away, and driving reduction of speed is current, wherein
UaTo standardize defined closing highway network speed.
10. a kind of roadability analytical equipment of bridge floor, comprising:
Memory, for storing executable instruction；
Processor for executing the executable instruction, and executes following operation:
Predetermined bridge is modeled, determines a model bridge；
Wind tunnel test is carried out to the model bridge, determines equivalent wind speed U of the driving on the model bridgee, roll critical wind
Fast U0, sideslip critical wind velocity U '0；
According to the sideslip critical wind velocity U '0, equivalent wind speed Ue, lateral arrives stream wind speed U and roll critical wind velocity U0, described in determination
The stability analysis result of driving.
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