CN203684064U - Wind-induced vibration suppression structure for square pylon with bevel edges - Google Patents

Abstract

A wind-induced vibration suppression structure for square pylon with bevel edges is used for effectively improving the galloping safety of the square pylon. The wind-induced vibration suppression structure comprises the square pylon (10) with four corner bevel edge surfaces (11); flow guiding plates (20) are fixedly mounted on the bevel edge surfaces (11) through mounting members (21), and extend in the length directions of the bevel edge surfaces (11); the cross sections of the flow guiding plates (20) are circular arc-shaped.

Description

The square bridge tower wind-induced vibration of chamfering suppresses structure

Technical field

The utility model bridge, particularly the square bridge tower wind-induced vibration of a kind of chamfering suppresses structure.

Background technology

Bridge tower is the important component part of bridge, highly can enlarge markedly along with the increase of spanning.For the bridge tower structure in Loads of Long-span Bridges, more blunt when its section form, structure is more soft, and quality is light, when damping is low, under natural wind effect, will easily occur galloping problem.Galloping is one of wind vibrational of 4 kinds of Main Morphologies of bridge, and other 3 kinds are respectively flutter, buffeting and vortex-induced vibration.Wherein galloping and flutter are all the self-excited vibration with diversity, for example, and galloping mainly occurs in elongated flexible structure (bridge tower), that a kind of beam wind of producing because of air-flow self-priming effect is to significantly vibration, this vibration is found in icing electric wire at first, the ripple of vibrational excitation transmits fast between two electric poles, amplitude can reach 10 times of the diameter of wire, just as flying horse benz, is therefore called galloping.Because galloping and flutter are similar, vibration all has emissivity, and destruction is large, so once occur to cause serious catastrophic effect.Famous old Tacoma suspension bridge (OldTacoma NarrowsBridge) wind that for example occurs in the U.S. for 1940 is ruined accident, be exactly that a kind of typical full-bridge by the unstable initiation of flutter destroys disaster, similarly, if there is galloping in bridge tower, also likely cause the destruction of full tower, and then affect the safety of whole bridge.Therefore in Longspan Bridge design, be necessary the galloping problem of its bridge tower paid attention to and study, and for the poor bridge tower structure of galloping stability, find out effective, economic damping measure and have very important significance.

The engineering measure that suppresses bridge wind-induced vibration (comprising bridge tower galloping) can be divided into mechanical measure and aerodynamic countermeasure.Mechanical measure is mainly to improve bridge construction damping by composed of external damping device, thereby reach the object that reduces and suppress wind-induced vibration, gulf, Tokyo rainbow bridge just passes through mechanical measure---HMD(HybridMassDamper in bridge tower climbing-form construction) damper, effectively suppressed the wind-induced vibration of bridge tower, but the shortcoming of mechanical measure is to need to safeguard and increase extra engineering cost; Aerodynamic countermeasure is to arrange or add some guiding devices by the profile of appropriate change bridge to improve flow around body, thereby reach the object that suppresses wind-induced vibration, aerodynamic countermeasure can be eliminated driving source, there is reliable operation, do not need to safeguard, expense is low, the wind of real bridge shake control in application very extensive.

Wind tunnel test be research greatly across very important and irreplaceable means of, tall and slender structure aerodynamic performance, wind tunnel test mainly comprises full-bridge aeroelastic model test (being exactly full tower aerodynamic model test for bridge tower), Segment Model test and tie rod model testing.Comparatively speaking, aerodynamic model test and Segment Model developing test more ripe, study more, application also wider.

For the galloping research of bridge tower, carry out Quan Taqi bullet model wind tunnel test and can directly record the wind vibrational response condition of bridge tower, just can easily directly judge the galloping stability of this bridge tower: if do not observe bridge tower vibration Divergent Phenomenon, illustrate this bridge tower in test wind speeds are in galloping stable state, can there is not galloping; If the beam wind of obviously observing bridge tower is to oscillation phenomenon significantly, and amplitude can increase and increase rapidly with wind speed, just can think that this bridge tower has entered vibration divergent state, and galloping has occurred, and bridge tower can directly be determined enter the critical wind velocity of divergent state, i.e. galloping critical wind velocity.But there is any to merit attention, for ensureing the similar of bridge tower model structure quiet power behavior and prototype (being actual bridge tower), in the design of Quan Taqi bullet model, except needing, meeting geometric profile similar, also should to meet the uniformity of elastic parameter, inertial parameter, weight parameter, sticky parameter and damping parameter and actual bridge tower.

By the slow test of Segment Model, and utilize classical DenHartog(Deng Hatuo) certainly Chang Chizhen theory can further investigate the galloping performance of bridge tower equally, but Segment Model must meet the similar of profile and prototype in design, and model geometric scaling factor should not be less than 1:100, guarantee Segment Model result of the test and prototype consistent.Can record bridge tower Segment Model suffered mean resistance FD and average lift FL under system of wind axes according to the force balance device in wind-tunnel, just can calculate the resistance coefficient C of bridge tower under system of wind axes according to following formula _dwith lift coefficient C _l:

$C_D=F_D/\left(\frac{1}{2}\mathrm{\ρ}{v}^2\mathrm{Bl}\right);C_L=F_L/\left(\frac{1}{2}\mathrm{\ρ}{v}^2\mathrm{Bl}\right)$

In formula: l representative model length; The width of B representative model windward side; V represents incoming flow wind speed, is provided with special measuring wind speed instrument in wind-tunnel; ρ represents the density of air.According to DenHartog galloping mechanism, the galloping stability of bridge tower can be judged by following formula:

$s=\frac{d{C}_L}{\mathrm{d\α}}+C_D$

Wherein, s is called galloping force coefficient.If s >=0, bridge tower, in stable state, there will not be galloping unstable phenomenon; If s < 0, may there is galloping in bridge tower, and now, can derive bridge tower and be about to enter the critical wind velocity of galloping divergent state according to Chang Chizhen theory certainly:

$v_{\mathrm{cr}}=-\frac{4\mathrm{m\&xi;\&omega;}}{\mathrm{\&rho;B}}\&CenterDot;\frac{1}{s}$

In formula, m represents bridge tower linear mass; ζ is the damping ratio of bridge tower beam wind to vibration; ω is the circular frequency of bridge tower vibration; ρ, B meaning are the same, represent respectively atmospheric density and bridge tower windward side width; S is galloping force coefficient.By bridge tower galloping critical wind velocity v _crexpression formula can find out: negative s less (absolute value that is s is larger), bridge tower galloping critical wind velocity v _crvalue also less, the possibility that galloping occurs is also just larger, i.e. bridge tower galloping stability is poorer; Otherwise, negative s larger (absolute value that is s is less), bridge tower galloping stability is better, and (this is also very easy to understand, consider ultimate limit state: if negative s increases gradually, no longer be less than 0 until increase to, according to DenHartog criterion, no longer may there is galloping in bridge tower now, and galloping stability is also just best certainly).

There is the advantages such as good looking appearance, structure are slim and graceful, easy construction with only pillar bridge tower of the square sectional form of chamfering, application to some extent in actual bridge, but the galloping critical wind velocity of the square bridge tower of chamfering is lower, has serious galloping safety issue.Taking be arranged as 152.4m+304.8m+152.4m (by foot unit conversion) across footpath certain abroad at the two rope faces three of a double tower of building across steel box girder stayed-cable bridge as example, its both sides bridge tower is only pole structure of chamfering square-section.Wherein be positioned at the bridge tower overall height 157.3m (516 feet) in west side, upper king-post strut is 18 feet × 18 feet of prismatic 5.5m × 5.5m(), wherein chamfering length of side 0.3m(1 foot); Middle king-post is changed to Ta Liang land from bottom, anchor-hold district linearity, is of a size of 6.4 × 6.4m(21 foot × 21 foot), chamfering length of side 1.2m(4 foot); Then linear change, to tower basal cross section, is of a size of 9.3 × 9.3m(30.5 foot × 30.5 foot), chamfering length of side 4.1m(13.5 foot).By carrying out the full tower aeroelastic model wind tunnel test of west side bridge tower, find that the galloping critical wind velocity of this bridge tower only has 30m/s in 0.5% structural damping ratio situation, this wind speed is not too high, sometimes can meet by land.And the test of Section model wind tunnel taking west side bridge tower upper king-post strut typical section as prototype, same further to confirm that the galloping force coefficient s value of bridge tower under some wind angle shows as negative, illustrate that bridge tower has the possibility of generation galloping unstability at these wind angle places; And the s value of bridge tower minimum has reached-6.5, compare with some easy s values that galloping structure occurs of listing in " highway bridge wind force proofing design specification ", the s(-6.5 of the square bridge tower of chamfering) also calculate and done very little numerical value, be in close proximity in the normal s value that the H type cross section structure of galloping can occur under wind speed of meeting.In a word, do not add the square bridge tower galloping of the chamfering stability extreme difference of any engineering measure, have serious galloping safety problem.

Utility model content

Technical problem to be solved in the utility model is to provide the square bridge tower wind-induced vibration of a kind of chamfering and suppresses structure, effectively to improve the galloping safety of the square bridge tower of chamfering.

It is as follows that the utility model solves the technical scheme that its technical problem adopts:

The square bridge tower wind-induced vibration of chamfering of the present utility model suppresses structure, comprise the square bridge tower of chamfering with four bight fillet surfaces, feature is: on described fillet surface, fixedly mount deflector by installation component, deflector extends along fillet surface length direction, and its cross section is circular arc.

The beneficial effects of the utility model are, can significantly improve the galloping critical wind velocity of the square bridge tower of chamfering, increase bridge tower in the galloping unsteady wind galloping force coefficient value interior to angular region, can effectively improve the galloping safety of the square bridge tower of chamfering, and then the safety that has improved bridge construction; Simple in structure, be easy to construction.

Brief description of the drawings

This manual comprises following accompanying drawing:

Fig. 1 is the sectional schematic diagram that the square bridge tower wind-induced vibration of the utility model chamfering suppresses structure;

Fig. 2 be along K in Fig. 1 to partial view;

Fig. 3 is the enlarged drawing of local A in Fig. 1;

Fig. 4 a～figure e is that abroad certain is building general arrangement and the typical section dimensional drawing across cable stayed bridge west side bridge tower greatly, wherein Fig. 4 a is the elevation of bridge tower, Fig. 4 b is the side view of bridge tower, Fig. 4 c is king-post B-B cross dimensions figure, Fig. 4 d is king-post C-C cross dimensions figure, Fig. 4 e is king-post D-D cross dimensions figure, and in figure, dimensional units is mm;

Fig. 5 is the definition schematic diagram of wind angle;

Fig. 6 is the wind-induced vibration displacement root-mean-square value of the square bridge tower of chamfering under each wind angle that the do not add any engineering measure change curve with wind speed;

Fig. 7 adds the rear bridge tower of the utility model structure and does not add the wind-induced vibration situation comparison diagram of any engineering measure bridge tower under 0 ° of wind angle;

Fig. 8 is the change curve of the square bridge tower aerodynamic coefficient of chamfering in 0 °～45 ° wind angle intervals that does not add any engineering measure;

Fig. 9 is the change curve of the square bridge tower galloping of chamfering force coefficient in 0 °～45 ° wind angle intervals that does not add any engineering measure;

Figure 10 is the aerodynamic coefficient that adds bridge tower after the utility model structure and the do not add any engineering measure bridge tower variation comparison diagram in-20 °～20 ° wind angle intervals;

Figure 11 is the galloping force coefficient that adds bridge tower after the utility model structure and the do not add any engineering measure bridge tower variation comparison diagram in-20 °～20 ° wind angle intervals;

Figure 12 is the variation comparison diagram of aerodynamic coefficient in-20 °～20 ° wind angle intervals that adds different radii size circular blast baffle bridge tower;

Figure 13 is the variation comparison diagram of galloping force coefficient in-20 °～20 ° wind angle intervals that adds different radii size circular blast baffle bridge tower;

Member shown in figure, position and corresponding mark: the square bridge tower 10 of chamfering, fillet surface 11, deflector 20, installation component 21, fillet surface width L, arc radius R.

Detailed description of the invention

Below in conjunction with drawings and Examples, the utility model is further illustrated.

With reference to Fig. 1, Fig. 2 and Fig. 3, the square bridge tower wind-induced vibration of chamfering suppresses structure, comprises the square bridge tower 10 of chamfering with four bight fillet surfaces 11.On described fillet surface 11, fixedly mount deflector 20 by installation component 21, deflector 20 extends along fillet surface 11 length directions, and its cross section is circular arc.

With reference to Fig. 3, as one preferred embodiment, the arc radius R of described deflector 20 equates with fillet surface 11 width L, and its central angle θ is 60 °, and installation component 21 is 1/2 of fillet surface 11 width L perpendicular to the height of fillet surface 11.

Below taking certain abroad the main bridge of building bridge be the two rope faces three of a double tower test to contrast by the wind-induced vibration of gas bullet model as example across steel box girder stayed-cable bridge add the utility model structure after bridge tower and do not add any engineering measure bridge tower wind-induced vibration situation.This spanning footpath is arranged as 152.4m+304.8m+152.4m, and both sides bridge tower is only pole structure of chamfering square-section.With reference to Fig. 3, be wherein positioned at the bridge tower overall height 157.3m in west side, upper king-post strut is uniform section 5.5m × 5.5m, wherein fillet surface width be 0.3m(Fig. 4 c, Fig. 4 d); Middle king-post is changed to Ta Liang land from anchor-hold district bottom linearity, and sectional dimension is 6.4 × 6.4m, fillet surface width be 1.2m(Fig. 4 e); Then linear change is to tower basal cross section, and sectional dimension is 9.3 × 9.3m, and fillet surface width is 4.1m.

Taking above-mentioned west side bridge tower as prototype, make the aeroelastic model of full tower according to the geometry scaling factor of 1:80, and in wind-tunnel, carried out the wind-induced vibration test of gas bullet model.This gas bullet model has met the condition for consistence of geometric parameter, elastic parameter, inertial parameter and weight parameter in design, so can ensure the consistent of the quiet power behavior of model structure and prototype bridge tower.Because bridge tower section is typical bluff body, sticky parameter condition not obvious to affect its fluidised form of streaming similar, therefore loosened the condition of similarity of sticky parameter; And be to obtain the more significant wind phenomenon of shaking to have adopted less damping, the structural damping ratio of bridge tower model is adjusted to 0.5%.

Because wind angle is an important parameter that affects bridge tower galloping performance, so carried out the wind-induced vibration test of bridge tower in 0 °, 5 °, 30 °, 45 ° ,-5 ° and-15 ° of six kinds of wind angle situations.Wherein the definition of wind angle as shown in Figure 5: incoming flow wind is defined as to 0 ° of wind angle perpendicular to the bevel edge of chamfering square-section; And incoming flow wind is defined as to 45 ° of wind angles perpendicular to the right-angle side in cross section.Before test in bridge tower top layout acceleration transducer, this sensor can record the acceleration root-mean-square value of tower top wind-induced vibration, accordingly and then can extrapolate the displacement root-mean-square value of tower top wind-induced vibration under each wind speed.

Fig. 6 is that under different wind angles, tower top displacement root-mean-square value is with the situation of change of wind speed, and in figure, wind speed, displacement are all scaled to actual bridge tower by similarity criterion.Can find out that the bridge tower that do not add any engineering measure has occurred oscillating divergent phenomenon under 0 °, 5 ° and-5 ° of wind angles.Especially under the effect of 0 ° of wind angle incoming flow, tower top displacement is in the time of the wind speed of 30m/s, just there is very precipitous growth trend (root-mean-square value of displacement has just increased to 700mm left and right by 50mm left and right in very little wind speed limit increase), and continue to increase with wind speed, the vibration of tower top is always very violent, in test wind speeds are, maximum displacement root-mean-square value can reach 900mm, and this amplitude is very large.Can think that significant galloping phenomenon has appearred in bridge tower under 0 ° of wind angle, and the critical wind velocity that enters galloping divergent state only has 30m/s, this air speed value is not very too high, sometimes can meet by land, obviously can not meet the requirement of the general wind force proofing design of structure.So do not add, the square bridge tower galloping of the chamfering of any engineering measure critical wind velocity is low, galloping poor stability, has serious galloping safety problem.

For effectively suppressing the wind-induced vibration of the square bridge tower of chamfering, improve bridge tower galloping stability.The upper king-post strut part of bridge tower add wind of the present utility model shake suppress structure, with reference to Fig. 1, Fig. 2, cross section is installed on four bight fillet surfaces of upper king-post strut and has been the deflector of circular arc, and the arc radius R of deflector has been taken as to the value (be R=L) equal with fillet surface width L.Then carried out adding the wind-induced vibration test of the posttectonic bridge tower of the utility model under 0 ° of the poorest wind angle of galloping stability.Result is if Fig. 7 is as shown, adding the utility model constructs the Oscillation Amplitude of later bridge tower under the effect of 0 ° of wind angle incoming flow and is obviously inhibited, below 60m/s wind speed, substantially do not observed the phenomenon of wind-induced vibration, only have and increase to 65m/s when above when wind speed, bridge tower vibration is aggravation gradually, has the trend that enters divergent state, the 30m/s when not adding any measure the galloping critical wind velocity value of the square bridge tower of chamfering is described, more than can be promoted to and add the posttectonic 65m/s of the utility model.

In a word, the aeroelastic effect test of full tower proves: the utility model structure can effectively suppress the wind-induced vibration of the square bridge tower of chamfering, and can significantly promote the galloping critical wind velocity of bridge tower, improves bridge tower galloping safety.

In order further to utilize DenHartog, certainly galloping performance and the utility model of the square bridge tower of Chang Chizhen theoretical evaluation chamfering are constructed the effect of improving to galloping stability, taking the upper king-post strut typical section of above-mentioned west side bridge tower as prototype (with reference to Fig. 4), make Segment Model according to the geometry scaling factor of 1:40 again.Consider the real size (2.4m wide × 2.0m is high) of carrying out Section model wind tunnel test section section, the length of Segment Model is taken as to 2.0m.Segment Model in design, make in strict guarantee its profile and prototype similar, so both aerodynamic coefficients can meet coherence request.

First with 1 ° of angle for a change step-length carried out the slow test of bridge tower Segment Model within the scope of 0 °～45 ° wind angles, the wherein definition mode of wind angle and consistent (referring to Fig. 5) in aerodynamic model test, can record the resistance coefficient C of bridge tower under each wind angle _dwith lift coefficient C _l(Fig. 8), find C _lin 0 °～6 ° wind angle intervals, having an obvious descending branch (is dC _l/ (d α) < 0), galloping force coefficient s is likely negative value.According to formula s=dC _l/ (d α)+C _dfurther make the change curve (Fig. 9) at galloping force coefficient box haul angle, find out that s is less than 0 in 0 °～5 ° wind angle intervals, and reach minimum at 0 ° of wind angle place, approximate-6.5.Illustrate that the square bridge tower of chamfering exists the possibility of galloping unstability in 0 °～5 ° wind angle intervals, and minimum at the galloping critical wind velocity at 0 ° of wind angle place.By Segment Model slow test and according to the certainly theoretical income analysis result of Chang Chizhen of DenHartog, meet completely with the experimental phenomena drawing by aeroelastic model.

If continue to install the utility model structure on bridge tower Segment Model, on four fillet surfaces of Segment Model, add the deflector (with reference to Fig. 1, Fig. 2) of circular section, and situation during with aerodynamic model test is identical, first the arc radius R of deflector is taken as to the value equating with fillet surface width L, has then carried out adding the utility model and constructed later bridge tower Segment Model slow test.Because the galloping unsteady wind of the square bridge tower of chamfering is to concentrating between angular region near 0 ° of angle, think that more intuitively embodying the utility model constructs the result that affects on bridge tower aerodynamic coefficient and galloping performance, for the slow test that adds the rear bridge tower of the utility model structure, all in-20 °～20 ° wind angle intervals, carry out.Aerodynamic coefficient result of the test (Figure 10) shows: when not adding any engineering measure, add the posttectonic bridge tower resistance coefficient of the utility model C _dvalue obviously reduces, lift coefficient C _lbecome mitigation (i.e. negative dC in the downward trend of descending branch _lit is large that the value of/(d α) becomes).According to C _d, C _lchange curve further make the variation comparison diagram that adds bridge tower galloping force coefficient s before and after the utility model structure, referring to Figure 11.Can find out, in-5 °～5 ° wind angle intervals of the square bridge tower galloping of chamfering unstable (being s < 0), add structure of the present utility model and can make bridge tower s value be increased, wherein increase trend at the worst 0 ° of wind angle place of bridge tower galloping particularly evident: s value-6.5 having increased to and add the utility model posttectonic-4.5 when not adding any measure.So according to DenHartog galloping mechanism, the utility model structure can effectively improve the galloping critical wind velocity of bridge tower.This confirms the utility model structure again can play significant improvement effect to the galloping stability of the square bridge tower of chamfering.

For further studying the deflector arc radius size in the utility model structure, on the rule that affects of the square bridge tower galloping of chamfering improved stability effect.Respectively two kinds of deflectors of arc radius R=(2/3) L and R=(4/3) L are added on four fillet surfaces being located at Segment Model, then carried out the slow test of bridge tower Segment Model in-20 °～20 ° wind angle intervals after additional these two kinds of size deflectors, and comparing by result of the test and while adding the circular blast baffle of R=L above (Figure 12), find resistance coefficient C _dvalue reduce with the increase of radius R; Lift coefficient C _lin the downward trend of descending branch, first tend towards stability with the increase of radius, after increase and become precipitous with the continuation of radius again.Only from C _d, C _lchange curve on also badly directly determine the size of the radius R rule that affects on the square bridge tower galloping of chamfering stability, so continue to make the bridge tower galloping force coefficient s comparison diagram after additional three kinds of radius size deflectors, as shown in figure 13.Can find out, may occur in the wind angle interval of galloping unstability (being galloping force coefficient s < 0): for same wind angle place, when when R=L, the s value of bridge tower is greater than R=(2/3) L; But when R=(4/3) s value when L is less than R=L on the contrary.Taking the worst 0 ° of wind angle place of bridge tower galloping as example: bridge tower galloping force coefficient s=-4.5 while adding the circular blast baffle of R=(2/3) L; In the time of R=L, s=-2.8, while being greater than R=(2/3) L; And in the time that R increases to (4/3) L, s=-3.5, on the contrary large when the R=L; But a bit merit attention in addition, add after three kinds of size deflectors the s value of bridge tower and be all greater than while not adding any measure-6.5.

In sum, the circular blast baffle that adds three kinds of sizes all can effectively improve the square bridge tower galloping of chamfering critical wind velocity, improve the galloping stability of bridge tower; But appropriateness increases the radius of circular blast baffle, can to make to improve effect more remarkable, if but radius is excessive, can cause improving on the contrary the reduction of effect; In the utility model structure, the optimal size of deflector arc radius is R=L, and arc radius size equates with fillet surface width.

Claims (2)

1. the square bridge tower wind-induced vibration of chamfering suppresses structure, comprise the square bridge tower of chamfering (10) with four bight fillet surfaces (11), it is characterized in that: described fillet surface (11) is upper by installation component (21) fixed installation deflector (20), deflector (20) extends along fillet surface (11) length direction, and its cross section is circular arc.

2. the square bridge tower wind-induced vibration of chamfering as claimed in claim 1 suppresses structure, it is characterized in that: the arc radius (R) of described deflector (20) equates with fillet surface (11) width (L), its central angle (θ) is 60 °, and installation component (21) is 1/2 of fillet surface (11) width (L) perpendicular to the height of fillet surface (11).

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