Study on the Influence of Wind Fairing Parameters on the Aerodynamic Performance of Long-Span Double-Deck Steel Truss Suspension Bridge

: A long-span double-deck steel truss suspension bridge is easy to produce vortex-induced vibration (VIV) at low air velocity, which affects bridge service life. Additional aerodynamic measures play a role in suppressing VIV by changing the aerodynamic shape, which is a common control method. As the main aerodynamic measure to suppress the VIV response, wind fairing is widely used in engineering practice. In order to obtain the optimal additional position and shape parameters of the fairing, Huangjuetuo Yangtze River Bridge is the research target. Through the combination of a wind tunnel test and numerical simulation, the VIV response of the original and fairing section is studied. Based on data analysis, it is revealed that these additional fairings to the upper chord can significantly reduce the VIV response. When the shape parameters of the fairing are h/D = 1/4 and l/D = 1, the VIV inhibition efficiency is the highest, which can reach 65.51%. By analyzing the flow distribution, it can be seen that VIV is caused mainly by vortex separation in the upper bridge board area. Although this wind fairing does not change the original vortex shedding forms, it changes the first separation point and movement direction of the airflow, making the vortex scale generated by the airflow smaller and the vorticity lower, thus effectively suppressing VIV.


Introduction
Long-span bridges' modal frequency is always low, and vortex shedding is easy to occur when gas flows around the surface of the main girder, resulting in VIV.VIV has a limiting nature, although it cannot cause serious consequences such as bridge collapse caused by a divergent flutter of the bridge [1,2].However, VIV has the characteristics of a low starting wind speed, large amplitude response and high frequency, which can easily cause the fatigue failure of a bridge's structure and affect structural safety.Also, a large VIV can easily cause social panic [3].For example, China's Xihoumen Bridge [4] and Humen Bridge [5], Denmark's Great Belt Bridge [6], and Canada's Lions' Gate Bridge [7] all have VIV phenomena, so it is necessary to conduct special research on the VIV of long-span bridges.
The double-deck steel truss girder is a common girder form of a long-span suspension bridge, which can not only save line resources but also has excellent traffic capacity [8,9].Studies have shown that when wind stream flows through a bridge's cross-section, it will generate obvious vortex generation, merging and shedding, resulting in periodic aerodynamic force [10][11][12][13].Therefore, compared with the general single-deck main girder form, the aerodynamic shape of the more complex double-deck steel truss girder section has a greater hidden danger of VIV [14].Right now, studies on the VIV of long-span doubledeck steel truss suspension bridges have been comparatively scarce, but the number of long-span bridges with double-layer deck truss girders as the main girder is increasing, and the problem of VIV is also becoming increasingly prominent [15,16].Therefore, explorations on double-deck steel truss suspension bridge VIV should be given more attention.
A wind fairing is an additional aerodynamic measure widely used in bridge engineering.This additional aerodynamic measure is a kind of bridge VIV control method.Its principle is to change the aerodynamic shape by adding an additional structure so as to improve aerodynamic performance.Bai et al. [17] studied the inhibition effect of the angle and eccentric position of a fairing on the VIV of a п-type composite girder.Regarding a small-size fairing, the results show that its VIV inhibition effectiveness is better than that of a large-size fairing.Li et al. [18] explored how impact affects the fairing angle on the VIV performance of a streamlined trapezoidal box girder by numerical simulation.According to the simulation's outcome, changing the fairing angle can significantly affect VIV performance, and the maximum amplitude of VIV decreases with a decrease in the fairing angle.
In the existing research, more attention has been paid to the impact of fairings on the aerodynamic characteristics of a box girder as well as a п-girder, and many valuable conclusions have been obtained.However, there are relatively few studies on the optimization of the fairing parameters of long-span double-deck steel truss suspension bridges, and most of them only consider the influence of ±3 • and 0 • conventional wind attack angles, and the case of a large ±5 • angle is rarely considered.Due to the large differences in the structural system, section form and dynamic performance of an actual long-span double-deck truss bridge, it is necessary to carry out a wind tunnel test and numerical simulation research when there is a big difference between the bridge terrain and the bridge structure system.In order to effectively suppress VIV, Huangjuetuo Yangtze River Bridge is chosen as the research target, and we carry out a wind tunnel test and numerical simulation to test aerodynamic performance under different fairing parameters at 0 • , ±3 • and ±5 • so as to obtain the optimal aerodynamic optimization measures and the vibration inhibition mechanism of the fairing.The research results can provide an effective reference for the design of the same type of bridge in the future.

Parameters of Wind Fairing
In order to find out the optimal aerodynamic shape of a fairing section and analyze how impact affects the aerodynamic performance of a double-deck steel truss bridge, a wind fairing is studied and analyzed according to different layout positions and shape parameters.Firstly, the fairing is set at different positions, and the optimal fairing arrangement position is obtained through an performance evaluation index.Then, based on this, different shapes of the fairing are designed, and the optimal fairing parameters are obtained by comparing them with each other.There are six working conditions of C1~C6 designed according to the position of the fairing, as shown in Figure 1, which are an upper chord wind fairing, web rod wind fairing, lower chord wind fairing, upper chord wind fairing + lower chord wind fairing, upper chord wind fairing + web rod wind fairing, and web rod wind fairing + lower chord wind fairing.
When setting the shape parameters of the fairing, the height, D, of the truss section is taken as the quantitative variable, and the horizontal size, l, of fairing and the relative height, h, of the fairing are taken as the variables.A total of nine working conditions of F1~F9 are set, in which the h/D value is 3/4, 1/2, and 1/4, and the l/D value is 1/2, 2/3, and 1.In Figures 2 and 3, the specific parameters of the fairing and its transverse section can be seen.When setting the shape parameters of the fairing, the height, D, of the truss section is taken as the quantitative variable, and the horizontal size, l, of fairing and the relative height, h, of the fairing are taken as the variables.A total of nine working conditions of F1~F9 are set, in which the h/D value is 3/4, 1/2, and 1/4, and the l/D value is 1/2, 2/3, and 1.In Figures 2 and 3, the specific parameters of the fairing and its transverse section can be seen.When setting the shape parameters of the fairing, the height, D, of the truss section is taken as the quantitative variable, and the horizontal size, l, of fairing and the relative height, h, of the fairing are taken as the variables.A total of nine working conditions of F1~F9 are set, in which the h/D value is 3/4, 1/2, and 1/4, and the l/D value is 1/2, 2/3, and 1.In Figures 2 and 3, the specific parameters of the fairing and its transverse section can be seen.When setting the shape parameters of the fairing, the height, D, of the truss section is taken as the quantitative variable, and the horizontal size, l, of fairing and the relative height, h, of the fairing are taken as the variables.A total of nine working conditions of F1~F9 are set, in which the h/D value is 3/4, 1/2, and 1/4, and the l/D value is 1/2, 2/3, and 1.In Figures 2 and 3, the specific parameters of the fairing and its transverse section can be seen.

VIV Evaluation Indicator
The setting of wind fairing measures changes the aerodynamic shape.Different crosssection aerodynamic shapes affect bridge VIV response, resulting in peak points of different heights in the VIV curve.To more intuitively evaluate the inhibition effect of different fairing parameters on VIV, we introduce parameter η to represent the inhibition effect of VIV.The expression of the VIV inhibition efficiency η is as follows: In the formula, y0 and θ0 represent the maximum VIV amplitude of the original section, respectively, while yi and θi represent the maximum VIV amplitude of the section with the set fairing, respectively.If η is positive, this indicates that the setting of the fairing has an inhibitory effect on VIV.If η is negative, this means that the setting of the fairing increases the VIV response.The larger the η, the better the fairing inhibition effect.

Aerodynamic Performance Optimization Process Based on Wind Fairing Parameters
By means of a wind tunnel test and numerical simulation, the optimization process of the aerodynamic shape of the main girder section with different fairing parameters as variables is shown in Figure 4. Firstly, a three-dimensional finite element model is established and its structural dynamic characteristics are calculated.The natural frequency, equivalent mass, vibration mode and other information are obtained.In accordance with this, the VIV test is designed, and the VIV response curves corresponding to different wind attack angles are obtained.In order to obtain the optimal position of the fairing, the vibration test is carried out under different working conditions with the position of the fairing as the variable, and the corresponding vibration inhibition efficiency is calculated.At the optimal fairing arrangement position, a variety of working conditions are further designed with different fairing size parameters for the numerical simulation.The vibration inhibition mechanism of the fairing is analyzed and the optimal fairing parameters are selected so as to obtain the optimal aerodynamic performance under fairing measures.

VIV Evaluation Indicator
The setting of wind fairing measures changes the aerodynamic shape.Different crosssection aerodynamic shapes affect bridge VIV response, resulting in peak points of different heights in the VIV curve.To more intuitively evaluate the inhibition effect of different fairing parameters on VIV, we introduce parameter η to represent the inhibition effect of VIV.The expression of the VIV inhibition efficiency η is as follows: In the formula, y 0 and θ 0 represent the maximum VIV amplitude of the original section, respectively, while y i and θ i represent the maximum VIV amplitude of the section with the set fairing, respectively.If η is positive, this indicates that the setting of the fairing has an inhibitory effect on VIV.If η is negative, this means that the setting of the fairing increases the VIV response.The larger the η, the better the fairing inhibition effect.

Aerodynamic Performance Optimization Process Based on Wind Fairing Parameters
By means of a wind tunnel test and numerical simulation, the optimization process of the aerodynamic shape of the main girder section with different fairing parameters as variables is shown in Figure 4. Firstly, a three-dimensional finite element model is established and its structural dynamic characteristics are calculated.The natural frequency, equivalent mass, vibration mode and other information are obtained.In accordance with this, the VIV test is designed, and the VIV response curves corresponding to different wind attack angles are obtained.In order to obtain the optimal position of the fairing, the vibration test is carried out under different working conditions with the position of the fairing as the variable, and the corresponding vibration inhibition efficiency is calculated.At the optimal fairing arrangement position, a variety of working conditions are further designed with different fairing size parameters for the numerical simulation.The vibration inhibition mechanism of the fairing is analyzed and the optimal fairing parameters are selected so as to obtain the optimal aerodynamic performance under fairing measures.

Simple Bridge Description
As the world's largest spanning highway-railway suspension bridge under construc tion [19], the Huangjuetuo Yangtze River Bridge is located in a subtropical humid mon soon climate zone and is greatly affected by the monsoon climate.The bridge is located in the Jiangbei District of Chongqing, China, and spans the Yangtze River.Due to the large span of the bridge and the harsh conditions of the wind on the river, the flow of the wind attack angle is easily affected.Therefore, it is particularly important to carry out wind resistance design.The bridge facade is shown in Figure 5.In addition to the web member along the bridge axis, the transverse section of the bridge experiences almost no change The bridge's typical transverse section can be seen in Figure 6.

Simple Bridge Description
As the world's largest spanning highway-railway suspension bridge under construction [19], the Huangjuetuo Yangtze River Bridge is located in a subtropical humid monsoon climate zone and is greatly affected by the monsoon climate.The bridge is located in the Jiangbei District of Chongqing, China, and spans the Yangtze River.Due to the large span of the bridge and the harsh conditions of the wind on the river, the flow of the wind attack angle is easily affected.Therefore, it is particularly important to carry out wind resistance design.The bridge facade is shown in Figure 5.In addition to the web member, along the bridge axis, the transverse section of the bridge experiences almost no change.The bridge's typical transverse section can be seen in Figure 6.

Simple Bridge Description
As the world's largest spanning highway-railway suspension bridge under construction [19], the Huangjuetuo Yangtze River Bridge is located in a subtropical humid monsoon climate zone and is greatly affected by the monsoon climate.The bridge is located in the Jiangbei District of Chongqing, China, and spans the Yangtze River.Due to the large span of the bridge and the harsh conditions of the wind on the river, the flow of the wind attack angle is easily affected.Therefore, it is particularly important to carry out wind resistance design.The bridge facade is shown in Figure 5.In addition to the web member along the bridge axis, the transverse section of the bridge experiences almost no change The bridge's typical transverse section can be seen in Figure 6.

Simple Bridge Description
As the world's largest spanning highway-railway suspension bridge under construction [19], the Huangjuetuo Yangtze River Bridge is located in a subtropical humid monsoon climate zone and is greatly affected by the monsoon climate.The bridge is located in the Jiangbei District of Chongqing, China, and spans the Yangtze River.Due to the large span of the bridge and the harsh conditions of the wind on the river, the flow of the wind attack angle is easily affected.Therefore, it is particularly important to carry out wind resistance design.The bridge facade is shown in Figure 5.In addition to the web member, along the bridge axis, the transverse section of the bridge experiences almost no change.The bridge's typical transverse section can be seen in Figure 6.

Calculation of Structural Dynamic Characteristics
So as to ensure that the segment model can accurately simulate the vibration of the actual bridge under wind load, it is necessary to obtain accurate structural dynamic characteristics such as the natural frequency, equivalent mass and vibration mode of the bridge.Therefore, it is necessary to establish a three-dimensional finite element model that can fully reflect the dynamic effect of the structure.In Figure 7, the finite element model can be seen.For the benefit of clarifying the load and position of the loading point during the calculation, the stiffening girder is equivalent to 'single main girder' [20][21][22][23] by the principle of stiffness equivalence.The specific parameters of the main modes of the bridge are shown in Table 1, and the main modes are shown in Figure 8.

Calculation of Structural Dynamic Characteristics
So as to ensure that the segment model can accurately simulate t actual bridge under wind load, it is necessary to obtain accurate struct acteristics such as the natural frequency, equivalent mass and vibr bridge.Therefore, it is necessary to establish a three-dimensional finite e can fully reflect the dynamic effect of the structure.In Figure 7, the fin can be seen.For the benefit of clarifying the load and position of the lo the calculation, the stiffening girder is equivalent to 'single main gird principle of stiffness equivalence.The specific parameters of the main m are shown in Table 1, and the main modes are shown in Figure 8.

Calculation of Structural Dynamic Characteristics
So as to ensure that the segment model can accurately simulate the vibration of the actual bridge under wind load, it is necessary to obtain accurate structural dynamic characteristics such as the natural frequency, equivalent mass and vibration mode of the bridge.Therefore, it is necessary to establish a three-dimensional finite element model that can fully reflect the dynamic effect of the structure.In Figure 7, the finite element model can be seen.For the benefit of clarifying the load and position of the loading point during the calculation, the stiffening girder is equivalent to 'single main girder' [20][21][22][23] by the principle of stiffness equivalence.The specific parameters of the main modes of the bridge are shown in Table 1, and the main modes are shown in Figure 8.

Wind Tunnel Test of Main Girder Section with Wind Fairing Measures
After the preliminary preparation, the wind tunnel test is made in the DC wind tunnel laboratory of Chongqing University.This wind tunnel layout can be seen in Figure 9.It is 15 m long, 2.4 m wide, and 1.8 m high at the wind tunnel test section.In addition, the incoming flow in the wind tunnel laboratory is a uniform flow with low turbulence, and the wind speed adjustment range is 0.5 m/s~35 m/s, and turbulence, velocity field deviation, and other indicators meet the needs of this test.

Vortex-Induced Vibration Test of Original Section
Considering the laboratory conditions, segment model size and quality, the model scale ratio is selected as 1:55.In the VIV test, through the spring suspension system, the segment model can move vertically and rotate around the cross-section axis.A three-dimensional fluctuating wind speed measuring instrument is used to accurately measure the real-time wind speed of the flow field.A laser displacement sensor is used to measure and record the dynamic response of the bridge segment model.A slope measuring instrument is used to check the wind attack angle of the segment model.A high-frequency force balance is used to measure the three-component force of the segmental model.The specific test model is shown in Figure 10.

Wind Tunnel Test of Main Girder Section with Wind Fairing Measures
After the preliminary preparation, the wind tunnel test is made in the DC wind tunnel laboratory of Chongqing University.This wind tunnel layout can be seen in Figure 9.It is 15 m long, 2.4 m wide, and 1.8 m high at the wind tunnel test section.In addition, the incoming flow in the wind tunnel laboratory is a uniform flow with low turbulence, and the wind speed adjustment range is 0.5 m/s~35 m/s, and turbulence, velocity field deviation, and other indicators meet the needs of this test.

Wind Tunnel Test of Main Girder Section with Wind Fairing Mea
After the preliminary preparation, the wind tunnel test is made i nel laboratory of Chongqing University.This wind tunnel layout can It is 15 m long, 2.4 m wide, and 1.8 m high at the wind tunnel test secti incoming flow in the wind tunnel laboratory is a uniform flow with low wind speed adjustment range is 0.5 m/s~35 m/s, and turbulence, velo and other indicators meet the needs of this test.

Vortex-Induced Vibration Test of Original Section
Considering the laboratory conditions, segment model size and scale ratio is selected as 1:55.In the VIV test, through the spring susp segment model can move vertically and rotate around the cross-secti mensional fluctuating wind speed measuring instrument is used to the real-time wind speed of the flow field.A laser displacement sensor and record the dynamic response of the bridge segment model.A slop ment is used to check the wind attack angle of the segment model.A h balance is used to measure the three-component force of the segmental test model is shown in Figure 10.The vibration test of the original cross-section model at five wind attack angles (α) of 0°, ±3°, and ±5° is carried out.The wind attack angle is the angle between the wind direction and the longitudinal axis of the bridge.The angle that increases lift is positive and the opposite is negative.The test wind speed is 0~10 m/s, and the corresponding real bridge wind speed is 0~44.8m/s.The wind speed growth step is 0.08 m/s, and the corresponding wind speed of the real bridge is 0.36 m/s.When VIV may occur, the sampling frequency is encrypted, and the wind speed growth step is reduced to 0.04 m/s, corresponding to the actual bridge wind speed of 0.18 m/s.Each time, the displacement of model is recorded after the vibration is stable.The sampling time is 30 s, and the amplitude is the mean value of the vibration time history.
Through the vibration test, a variety of curves of VIV amplitude with the original section (C0) can be seen in Figure 11.The specific test values are shown in Table 2. Compared with +3°, the maximum amplitudes of the vertical bending and torsional VIV increase significantly at +5°.The maximum amplitude of vertical bending VIV increased by 30.0%, while the maximum amplitude of torsional VIV at high air velocity and low air velocity increased by 16.6% and 12.7%, respectively.In addition, the onset air velocity of vertical bending VIV is slightly advanced, while its locking interval extent is evidently increased.The onset air velocity of torsional VIV is evidently delayed, while its locking interval extent is also slightly increased.According to the test result, the wind attack angle plays a significant role in VIV response.The transverse section is more prone to VIV with a larger amplitude and longer locking range at a large attack angle.

α
VIV Type Maximum Amplitude Corresponding Real Speed Frequency The vibration test of the original cross-section model at five wind attack angles (α) of 0 • , ±3 • , and ±5 • is carried out.The wind attack angle is the angle between the wind direction and the longitudinal axis of the bridge.The angle that increases lift is positive and the opposite is negative.The test wind speed is 0~10 m/s, and the corresponding real bridge wind speed is 0~44.8m/s.The wind speed growth step is 0.08 m/s, and the corresponding wind speed of the real bridge is 0.36 m/s.When VIV may occur, the sampling frequency is encrypted, and the wind speed growth step is reduced to 0.04 m/s, corresponding to the actual bridge wind speed of 0.18 m/s.Each time, the displacement of model is recorded after the vibration is stable.The sampling time is 30 s, and the amplitude is the mean value of the vibration time history.
Through the vibration test, a variety of curves of VIV amplitude with the original section (C0) can be seen in Figure 11.The vibration test of the original cross-section model at five wind attack angles (α) of 0°, ±3°, and ±5° is carried out.The wind attack angle is the angle between the wind direction and the longitudinal axis of the bridge.The angle that increases lift is positive and the opposite is negative.The test wind speed is 0~10 m/s, and the corresponding real bridge wind speed is 0~44.8m/s.The wind speed growth step is 0.08 m/s, and the corresponding wind speed of the real bridge is 0.36 m/s.When VIV may occur, the sampling frequency is encrypted, and the wind speed growth step is reduced to 0.04 m/s, corresponding to the actual bridge wind speed of 0.18 m/s.Each time, the displacement of model is recorded after the vibration is stable.The sampling time is 30 s, and the amplitude is the mean value of the vibration time history.
Through the vibration test, a variety of curves of VIV amplitude with the original section (C0) can be seen in Figure 11.The specific test values are shown in Table 2. Compared with +3°, the maximum amplitudes of the vertical bending and torsional VIV increase significantly at +5°.The maximum amplitude of vertical bending VIV increased by 30.0%, while the maximum amplitude of torsional VIV at high air velocity and low air velocity increased by 16.6% and 12.7%, respectively.In addition, the onset air velocity of vertical bending VIV is slightly advanced, while its locking interval extent is evidently increased.The onset air velocity of torsional VIV is evidently delayed, while its locking interval extent is also slightly increased.According to the test result, the wind attack angle plays a significant role in VIV response.The transverse section is more prone to VIV with a larger amplitude and longer locking range at a large attack angle.The specific test values are shown in Table 2. Compared with +3 • , the maximum amplitudes of the vertical bending and torsional VIV increase significantly at +5 • .The maximum amplitude of vertical bending VIV increased by 30.0%, while the maximum amplitude of torsional VIV at high air velocity and low air velocity increased by 16.6% and 12.7%, respectively.In addition, the onset air velocity of vertical bending VIV is slightly advanced, while its locking interval extent is evidently increased.The onset air velocity of torsional VIV is evidently delayed, while its locking interval extent is also slightly increased.According to the test result, the wind attack angle plays a significant role in VIV response.The transverse section is more prone to VIV with a larger amplitude and longer locking range at a large attack angle.The 60 • equilateral triangle fairing is selected as the research object, and the influence of the fairing's location on the VIV response is studied.According to the inhibition efficiency of VIV under various conditions, the optimal location of the fairing on the main girder section is obtained.The wind attack angle is set to +3 • and +5 • , and the test air velocity range is 0~10 m/s.According to the specific test conditions, the fairing test model is set as shown in Figure 12.

Vortex-Induced Vibration Test of Cross-Section with Wind Fairing Measures
The 60° equilateral triangle fairing is selected as the research object, and the influence of the fairing's location on the VIV response is studied.According to the inhibition efficiency of VIV under various conditions, the optimal location of the fairing on the main girder section is obtained.The wind attack angle is set to +3° and +5°, and the test air velocity range is 0~10 m/s.According to the specific test conditions, the fairing test model is set as shown in Figure 12.Through the VIV inhibition test of the wind fairing, various VIV curves of six working conditions under two angles are obtained, as shown in Figures 13 and 14  Through the VIV inhibition test of the wind fairing, various VIV curves of six working conditions under two angles are obtained, as shown in Figures 13 and 14, separately (the wind speed and amplitude are transformed into real bridge values).

Vortex-Induced Vibration Test of Cross-Section with Wind Fairing Measures
The 60° equilateral triangle fairing is selected as the research object, and the influence of the fairing's location on the VIV response is studied.According to the inhibition efficiency of VIV under various conditions, the optimal location of the fairing on the main girder section is obtained.The wind attack angle is set to +3° and +5°, and the test air velocity range is 0~10 m/s.According to the specific test conditions, the fairing test model is set as shown in Figure 12.Through the VIV inhibition test of the wind fairing, various VIV curves of six working conditions under two angles are obtained, as shown in Figures 13 and 14  The VIV inhibition efficiency is shown in Figure 15 (the inhibition efficiency of torsional VIV is the average of the inhibition efficiency of the main and minor locking intervals).The VIV inhibition efficiency is shown in Figure 15 (the inhibition efficiency of torsional VIV is the average of the inhibition efficiency of the main and minor locking intervals).Upon conducting a comprehensive comparison of the six fairing conditions, it can be seen that the influence of the fairing measures on the vibration inhibition of the vertical bending VIV is much greater than the influence on the torsional VIV.The highest inhibition efficiency of vertical bending VIV is 71.51%, the lowest is 3.20%, and the average is 34.80%.The highest inhibition efficiency of torsional VIV is 54.73%, the lowest is 0.32%, and the average is 25.34%.C1, C4, and C5 conditions are able to efficiently inhibit vertical bending and torsional VIV responses, but compared with the C1 condition, the VIV inhibition efficiency on the C4 and C5 conditions is not significantly improved.Therefore, the C1 working condition is the optimal working condition, that is, the upper chord is the optimal fairing addition position.The average inhibition efficiency of vertical bending VIV at two angles is 62.46%, and the average inhibition efficiency of torsional VIV is 42.89%.Regarding the vertical bending VIV, it is speculated that the vortex zone of the upper board dominates.

Influence of Wind Fairing Parameters on Vortex-Induced Vibration
For the benefit of finding out optimal wind fairing parameters, based on the optimal position of the fairing (upper chord), the vertical bending VIV response as well as the fairing influence mechanism on the main girder under different parameters are studied by means of numerical simulation.

Establishment of 2D CFD Model
The CFD geometric model uses the same scale ratio as the test model.The geometric model of main girder cross-section with wind fairing measures can be seen in Figure 16.Upon conducting a comprehensive comparison of the six fairing conditions, it can be seen that the influence of the fairing measures on the vibration inhibition of the vertical bending VIV is much greater than the influence on the torsional VIV.The highest inhibition efficiency of vertical bending VIV is 71.51%, the lowest is 3.20%, and the average is 34.80%.The highest inhibition efficiency of torsional VIV is 54.73%, the lowest is 0.32%, and the average is 25.34%.C1, C4, and C5 conditions are able to efficiently inhibit vertical bending and torsional VIV responses, but compared with the C1 condition, the VIV inhibition efficiency on the C4 and C5 conditions is not significantly improved.Therefore, the C1 working condition is the optimal working condition, that is, the upper chord is the optimal fairing addition position.The average inhibition efficiency of vertical bending VIV at two angles is 62.46%, and the average inhibition efficiency of torsional VIV is 42.89%.Regarding the vertical bending VIV, it is speculated that the vortex zone of the upper board dominates.

Influence of Wind Fairing Parameters on Vortex-Induced Vibration
For the benefit of finding out optimal wind fairing parameters, based on the optimal position of the fairing (upper chord), the vertical bending VIV response as well as the fairing influence mechanism on the main girder under different parameters are studied by means of numerical simulation.

Establishment of 2D CFD Model
The CFD geometric model uses the same scale ratio as the test model.The geometric model of main girder cross-section with wind fairing measures can be seen in Figure 16.
fairing influence mechanism on the main girder under different parameters are studied by means of numerical simulation.

Establishment of 2D CFD Model
The CFD geometric model uses the same scale ratio as the test model.The geometric model of main girder cross-section with wind fairing measures can be seen in Figure 16.Reasonable meshing is the key to the success of a numerical simulation [26].The total number of grids of the two-dimensional section model generated in the simulation is about 78.5 × 10 4 , and the specific grid division is shown in Figure 18.

Irrelevant Verification
For the purpose of ensuring the veracity of the CFD calculation outcome, the computational time step, the mesh quantity and the position independence of the web member are verified for the original two-dimensional model [27][28][29][30][31][32].
(1) Time step independence verification Five time steps of 1 × 10 −3 s, 5 × 10 −4 s, 1 × 10 −4 s, 5 × 10 −5 s, and 1 × 10 −5 s are used to Reasonable meshing is the key to the success of a numerical simulation [26].The total number of grids of the two-dimensional section model generated in the simulation is about 78.5 × 10 4 , and the specific grid division is shown in Figure 18.Reasonable meshing is the key to the success of a numerical simulation [26].The total number of grids of the two-dimensional section model generated in the simulation is about 78.5 × 10 4 , and the specific grid division is shown in Figure 18.

Irrelevant Verification
For the purpose of ensuring the veracity of the CFD calculation outcome, the computational time step, the mesh quantity and the position independence of the web member are verified for the original two-dimensional model [27][28][29][30][31][32].

Irrelevant Verification
For the purpose of ensuring the veracity of the CFD calculation outcome, the computational time step, the mesh quantity and the position independence of the web member are verified for the original two-dimensional model [27][28][29][30][31][32].
(1) Time step independence verification Five time steps of 1 × 10 −3 s, 5 × 10 −4 s, 1 × 10 −4 s, 5 × 10 −5 s, and 1 × 10 −5 s are used to calculate the drag, lift, and torque coefficients (C D , C L , and C M ) of the model at +3 • and 10.0 m/s real bridge wind speed.The independence of the time step is verified by the average value (C) and standard deviation (σ) of the three-force coefficient [33][34][35][36][37].The specific results are shown in Table 3.The mean and standard deviation of 1 × 10 −3 and 5 × 10 −4 are significantly higher than those of the other three groups.On the basis of 1 × 10 −4 , the time step is further reduced, and the calculation results have no significant change.Therefore, in the numerical simulation, the time step is 1 × 10 −4 s, the calculation step is 1×10 5 steps, and the total calculation time is 10 s.
(2) Grid number independence verification Four grid numbers of 39.3 × 10 4 , 78.5 × 10 4 , 98.0 × 10 4 and 117.6 × 10 4 are selected to calculate the three-force coefficients of the model under +3 • and 10.0 m/s real bridge wind speed, and the independence of the grid number is verified.The specific results are shown in Table 4. On the basis of 78.5 × 10 4 grids, the number of grids is further increased, and the calculation results have no significant change.Increasing the number of grids improves the calculation accuracy but greatly increases the amount of calculation, so the number of grids for the numerical simulation is controlled at about 78.5 × 10 4 .
(3) The position independence of the web member section verification The three cross-sections of F1, F2, and F3 are intercepted, and the three-force coefficients of the model at +3 • and 10.0 m/s real bridge wind speed are calculated, respectively, and the independence of the web member is verified by C and σ.The transverse sections of F1, F2, and F3 are shown in Figure 19, where d is the interval from the web member core to the upper chord core.These verification results of irrelevance are shown in Table 5.
cients of the model at +3° and 10.0 m/s real bridge wind speed are calculated, respectively, and the independence of the web member is verified by C and σ .The transverse sections of F1, F2, and F3 are shown in Figure 19, where d is the interval from the web member core to the upper chord core.These verification results of irrelevance are shown in Table 5.The difference in the static three-force coefficients under the three web sections obtained by numerical simulation is within 5%.Therefore, the F2 transverse section is selected in the numerical simulation.

Simulation of Vortex-Induced Vibration under Different Wind Fairing Parameters
In order to explore the optimal shape parameters of the fairing, 18 different wind speeds, two different wind attack angles, and nine different cross-section parameters of the fairing are numerically simulated.The wind speed range is 1.00~1.68m/s, and the wind speed step is 0.04 m/s at +3 • and +5 • .
Through numerical simulation, various curves of different working conditions are obtained as shown in Figure 20.The corresponding vibration inhibition efficiency of wind fairing conditions is shown in Table 6.
From the overall working conditions, when the ratio of h to D is fixed, the greater the ratio of l to D, the higher the vertical bending VIV inhibition efficiency.On the contrary, when the ratio of l to D is fixed, the larger the ratio of h to D, the lower the vertical bending VIV inhibition efficiency is.The VIV inhibition efficiency at +3 • is higher than that at +5 • .The VIV inhibition efficiency of D9 is the highest, with an average of 63.01%.The VIV inhibition efficiency of D3 is the lowest, with an average of 34.16%.
To explore the mechanism of a wind fairing to inhibit VIV, these upper board stream area changes at the original section and the F3 cross-section at +5 • are analyzed as seen in Figure 21.
the fairing are numerically simulated.The wind speed range is 1.00~1.68m/s, and the wind speed step is 0.04 m/s at +3° and +5°.
Through numerical simulation, various curves of different working conditions are obtained as shown in Figure 20.The corresponding vibration inhibition efficiency of wind fairing conditions is shown in Table 6.From the overall working conditions, when the ratio of h to D is fixed, the greater the ratio of l to D, the higher the vertical bending VIV inhibition efficiency.On the contrary, when the ratio of l to D is fixed, the larger the ratio of h to D, the lower the vertical bending VIV inhibition efficiency is.The VIV inhibition efficiency at +3° is higher than that at +5°.The VIV inhibition efficiency of D9 is the highest, with an average of 63.01%.The VIV inhibition efficiency of D3 is the lowest, with an average of 34.16%.
To explore the mechanism of a wind fairing to inhibit VIV, these upper board stream area changes at the original section and the F3 cross-section at +5° are analyzed as seen in Figure 21.Compared with the original section, the first separation point of this air stream in the F3 section moves forward to the tip of the wind fairing.Subsequently, the airflow is rectified by the fairing during the flow to the upper bridge board, thereby significantly reducing the energy of the shear layer.The upper airflow is attached to the upper surface of the fairing, and a small part of the shunt is dispersed into a small-sized vortex after cross over the anti-collision railing slit, while most of the shunt occurs via the secondary separation on the upper side of the railing, resulting in a smaller W1 vortex than the original section scale.Meanwhile, this lower-side airflow produces vortex separation along the lower surface of the fairing.Not only the scale but also the vorticity of W2 vortex are significantly reduced comparable to the original cross-section, and airflow as well as the attachment point on the lower side of the upper bridge board are significantly moved backward com- Compared with the original section, the first separation point of this air stream in the F3 section moves forward to the tip of the wind fairing.Subsequently, the airflow is rectified by the fairing during the flow to the upper bridge board, thereby significantly reducing the energy of the shear layer.The upper airflow is attached to the upper surface of the fairing, and a small part of the shunt is dispersed into a small-sized vortex after cross over the anti-collision railing slit, while most of the shunt occurs via the secondary separation on the upper side of the railing, resulting in a smaller W1 vortex than the original section scale.Meanwhile, this lower-side airflow produces vortex separation along the lower surface of the fairing.Not only the scale but also the vorticity of W2 vortex are significantly reduced comparable to the original cross-section, and airflow as well as the attachment point on the lower side of the upper bridge board are significantly moved backward compared to the original cross-section.Airflow moves slowly along the lower side of the upper bridge board to the leeward side.Accompanying this, it produces a W3 vortex which is basically as same as the original section scale but has a lower vorticity.Although this wind fairing does not change the vortex shedding forms of the original section, it changes the first separation point of the airflow, as well as movement direction, so that the vortex scale generated by the airflow is smaller and the vorticity is lower, thus effectively suppressing the VIV.

Conclusions
Making Huangjuetuo Yangtze River Bridge a research target, the VIV performance of the main girder section with wind fairing measures is tested by the section model wind tunnel test, and the optimal fairing arrangement position is found.Combined with CFD numerical simulation, the vibration inhibition efficiency and influence mechanism of different fairing parameters on VIV are analyzed, and the influence of fairing parameters on the aerodynamic performance of the long-span double-deck steel truss suspension bridge is realized.From the aspects of VIV response and flow field distribution, the following conclusions are drawn: (1) Through the wind tunnel test, at +3 • and +5 • wind attack angles, with the addition of wind speed, at the original section of the main girder, what first occurs is the vertical bending VIV, then two torsional VIV with different maximum amplitudes occur, and the peak value of VIV at +5 • is higher than that at +3 • .(2) By the VIV test, how impact affects the wind fairing position on VIV is studied.The upper chord is determined to be the optimal position of the fairing.Under two wind attack angle conditions, the average inhibition efficiency of vertical bending VIV is 62.46%, while the average inhibition efficiency of torsional VIV is 42.89%.It can be seen that the inhibition effect of the fairing on vertical bending VIV is greater than that of torsional VIV.Among them, the maximum inhibition efficiency of vertical bending VIV is 71.51%, the minimum is 3.20%, and the average is 34.80%.The highest inhibition efficiency of torsional VIV is 54.73%, the lowest is 0.32%, and the average is 25.34%.(3) Based on the optimal position of the wind fairing, the height, D, of the truss section is taken as the quantitative value, and the horizontal size, l, of the fairing and the relative height, h, of the fairing are taken as the variables.A total of nine kinds of fairing conditions are set up for numerical simulation.When h/D = 1/4 and l/D = 1, the optimal fairing parameters are attained.From the airflow field distribution, these vortex zones around the upper board dominate vertical bending VIV.Therefore, the upper chord fairing weakens the energy of the shear layer by advancing the airflow separation point, breaking the vortex and reducing the vortex size to suppress VIV so as to achieve the purpose of optimizing the aerodynamic performance of the main girder.

Data Availability Statement:
The data presented in this study are available on request from the corresponding author.

Figure 4 .
Figure 4. Aerodynamic shape optimization process for main girder section.

Figure 4 .
Figure 4. Aerodynamic shape optimization process for main girder section.

Figure 4 .
Figure 4. Aerodynamic shape optimization process for main girder section.

Figure 4 .
Figure 4. Aerodynamic shape optimization process for main girder section.

Figure 9 .
Figure 9. Wind tunnel layout.4.1.Vortex-Induced Vibration Test of Original SectionConsidering the laboratory conditions, segment model size and quality, the model scale ratio is selected as 1:55.In the VIV test, through the spring suspension system, the segment model can move vertically and rotate around the cross-section axis.A three-dimensional fluctuating wind speed measuring instrument is used to accurately measure the real-time wind speed of the flow field.A laser displacement sensor is used to measure and record the dynamic response of the bridge segment model.A slope measuring instrument is used to check the wind attack angle of the segment model.A high-frequency force balance is used to measure the three-component force of the segmental model.The specific test model is shown in Figure10.
mensional fluctuating wind speed measuring instrument is used to accurately measure the real-time wind speed of the flow field.A laser displacement sensor is used to measure and record the dynamic response of the bridge segment model.A slope measuring instrument is used to check the wind attack angle of the segment model.A high-frequency force balance is used to measure the three-component force of the segmental model.The specific test model is shown in Figure10.

Figure 10 .
Figure 10.(a) Integral segment model; (b) local enlargement of the segment model.

Figure 10 .
Figure 10.(a) Integral segment model; (b) local enlargement of the segment model.

Figure 10 .
Figure 10.(a) Integral segment model; (b) local enlargement of the segment model.

Figure 16 .
Figure 16.Geometric model of the main girder section setting fairing.

Figure 16 .
Figure 16.Geometric model of the main girder section setting fairing.This numerical simulation domain is composed of a near-wall rigid motion region + a dynamic grid region + a background grid region.According to Figure17, boundary conditions are strictly set.The turbulence model uses an SST k-ω model.The model blocking rate in the calculation region is 0.5%.It meets the permitted model requirement of 5%[24,25].

Figure 17 .
Figure 17.Calculation domain dimension and boundary condition setting.

Figure 18 .
Figure 18.Mesh division of calculation domain.

Figure 17 .
Figure 17.Calculation domain dimension and boundary condition setting.

Buildings 2024 ,
14, x FOR PEER REVIEW 11 of 17This numerical simulation domain is composed of a near-wall rigid motion region + a dynamic grid region + a background grid region.According to Figure17, boundary conditions are strictly set.The turbulence model uses an SST k-ω model.The model blocking rate in the calculation region is 0.5%.It meets the permitted model requirement of 5%[24,25].

Figure 17 .
Figure 17.Calculation domain dimension and boundary condition setting.

Figure 18 .
Figure 18.Mesh division of calculation domain.

Figure 18 .
Figure 18.Mesh division of calculation domain.

Figure 19 .
Figure 19.(a) Schematic representation of cross-section selection; (b) half-section of main girder.

Table 1 .
Major mode parameters of bridge.

Table 1 .
Major mode parameters of bridge.

Table 1 .
Major mode parameters of bridge.

Table 2 .
Major VIV modes of bridge.

Table 2 .
Major VIV modes of bridge.
4.2.Vortex-Induced Vibration Test of Cross-Section with Wind Fairing Measures

Table 3 .
Time step independence verification calculation results.

Table 4 .
Mesh number independence verification calculation results.

Table 5 .
Web position independence verification calculation results.