# Reduction of Vehicle-Induced Vibration of Railway Bridges due to Distribution of Axle Loads through Track

Authors: Zhibin Jin; Bo Huang; Juanjuan Ren; Shiling Pei
Journal: Shock and Vibration
 (2018)

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## Abstract

Short span railway bridges are prone to resonate caused by dynamic train axle loads, which were usually modeled as moving point loads on the bridge in many numerical studies. In reality, the axle weight of the train is a spread load for the bridge deck because of the transfer of the track structure. Previous numerical studies indicated that the spread axle load distributed through the track structure significantly reduces bridge responses compared to the point load model. In this study, the reduction effect is investigated analytically by solving the moving load problem for both the point load and the spread load cases. The analytical solution reveals that bridge responses from the spread load model can be obtained by filtering bridge responses from the point load model. The filter function is exactly the Fourier transform (FT) of the load spreading function. Based on this relationship, a reduction coefficient reflecting the load spreading effect on bridge responses is derived. Through numerical examples, the accuracy of this proposed reduction coefficient is validated not only for the moving load models but also for vehicle-bridge interaction (VBI) problems.


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## Body

## 1. Introduction

The dynamic interaction between vehicle and bridge has attracted great attention in recent decades with the rapid expansion of high-speed railway construction worldwide. Currently, detailed vehicle-bridge interaction (VBI) models [1–4] considering the vibration of both the vehicle and the bridge have been developed to evaluate the bridge performance due to passing trains. A more detailed model including the track structure in the VBI system has been proposed by Zhai et al. [5].Although the VBI time-history simulation is very robust, it is very computationally expensive to be used by practicing engineers, especially in the preliminary design stage. Fortunately, closed-form solutions to some moving load (ML) problems are available; and these can provide reasonable estimation for bridge vibrations. Most of these closed-form solutions are pertaining to the vibration of the simply supported beam under moving loads. For example, Timoshenko [6] solved the moving load problem analytically for a single-point load. Fryba [7] derived the solution for a continuously distributed load. Yang et al. [8], Savin [9], Domínguez [10], and Xia et al. [11], among others, developed solutions for a group of successive point loads. On the basis of these closed-form solutions, design code style formulas have been proposed in [8–10] to estimate the peak bridge response under passing vehicles. Among these formulas, the decomposition of excitation in resonance (DER) proposed in [10] was adopted by the Eurocode [12].Needless to say, the ML model excludes the VBI effect. To make up this deficiency of the ML model, many efforts have been made to quantify the VBI effect on the bridge responses. For example, the UIC document [13] approximately accounts for the VBI effect on bridge vibration by adding some damping to the bridge structure. Doménech et al. [14] checked the accuracy of the increased damping approach in [13] and investigated the key parameters controlling the VBI effect. Museros et al. [15] provided a quantitative insight into the VBI effect on bridge vibration via numerical simulations.Besides the VBI effect, ML models do not account for the effect of the track structure on bridge responses. These effects include the following [16]: (1) the vibration of the track structure, (2) additional constraints applied on the bridge ends by the track, and (3) axle load distributed through track on the bridge deck. Several authors [17–19] concluded that the vibration of the track (the first effect) has a minor effect on bridge vibration. Rebelo et al. [20] suggested that the constraints provided by the continuous track on bridge ends (the second effect) can be represented by longitudinal springs added at bridge ends.The third effect of the track structure, redistribution of the point axle loads, has been shown to reduce the bridge responses considerably, especially for short span cases. Museros et al. [15] modeled the moving loads on the bridge as a sequence of block-distributed loads and found that the point load model may unrealistically overpredict the bridge vibration for short span bridges. They proposed two formulas to account for the reduction effect of load spreading on bridge response. Rehnström and Daniel [21] investigated the influence of various shapes of load distribution on bridge vibrations and found that the triangular load shape gives the most similar result to that of the model including rail and ballast. The UIC document [22] also provided a graph of the reduction coefficient through numerical simulations with the specific load distribution width of 2.5 m and 3 m.All these existing studies on the load spreading effect were carried out numerically in the time domain for specific load shapes. In this study, the load spreading effect will be investigated analytically in the frequency domain. This frequency domain method helps to reveal the mechanism of the vibration reduction provided by spreading of the axle load and leads to more concise formulas that are applicable to various load distribution shapes.


## 2. Distribution of Axle Load by the Track Structure

The track structure, consisting of rails, sleepers, and ballast, spreads each axle load over a finite area on the deck. The shape of load spreading on the bridge deck depends on various factors, including the location of the axle, the thickness, and the elastic modulus of the ballast, as concluded in [23]. The load spreading shape approaches a triangle when an axle locates on a single sleeper, and it changes to a trapezoid when the axle moves to the middle of two adjacent sleepers. However, it was found that the shifting of load shape from triangle to trapezoid has a very small effect on the bridge vibration [21]. Therefore, only the triangular distribution will be considered in this study.A unit axle load of triangular distribution (Figure1(a)) can be written as(1)sΔx=1−x/ww,xw∈0,1,1+x/ww,xw∈−1,0,0,else,where 2w is the load spreading width over the bridge deck, and the value of 3 m is suggested in [21] for typical ballasted tracks.Figure 1
Shapes of load distribution on the bridge deck. (a) Triangular distribution. (b) Three-block distribution in Eurocode.
(a)
(b)Eurocode (EC) [24] proposed the axle load distribution pattern in Figure 1(b), where the axle load is carried by three adjacent sleepers and each spreads its received load through the ballast as a block load. In Figure 1(b), “a” is the space between two adjacent sleepers and “b” is the width of each of the three-block loads. Although the solution procedure in this paper is applicable to any load shape (such as the load distribution on Winkler foundation), only the triangular shape (Figure 1(a)) and Eurocode load shape (Figure 1(b)) which are of practical significance will be discussed hereafter.


## 3. Bridge Vibration due to Moving Point Loads and Spread Loads

### 3.1. Equations of Motion of the Bridge due to Moving Loads

The vertical displacementyx,t of a Bernoulli–Euler beam loaded by N spread loads moving at the speed v can be described by the equation:(2)mx∂2y∂t2+∂2x2EIx∂2y∂x2+χ∂y∂t=∑k=1NFksx−vt+lkΠx,where mx, EIx, and χ are the mass per length, bending stiffness, and damping coefficient of the bridge, respectively, Fk is the load from the k−th axle of the train, sx is the function of the load shape, and lk is the distance between the k−th and the first axle, as shown in Figure 2. The function Πx=1x∈0,L;0else indicates whether the load is on the bridge or not, where L is the bridge span.Figure 2
Spacing of axles in a train.According to the modal superposition method, the bridge displacementyx,t in (2) can be expressed as(3)yx,t=∑i=1+∞qitϕix,where ϕix is the i−th mode of the bridge which is assumed to be normalized with respect to the mass of the bridge and qit is the i−th modal displacement.By substituting (3) into (2), multiplying ϕix to both sides, and then integrating with respect to x from 0 to L, the dynamic equation of the bridge is decomposed into n single-degree-of-freedom (SDOF) dynamic systems as(4)q¨i+2ζiωb,iq˙i+ωb,i2qi=pivtwithi=1,2,…,n.The right-hand side (RHS) of (4) is the i−th modal force written as(5)pivt=∑k=1N∫−∞∞Fksx−vt+lkϕxΠxdx.By definingι=vt as the distance traveled by the train at the time instant “t,” then (4) can be written as(6)v2d2qiιdι2+2ζiωb,ivdqiιdι+ωb,i2qi=piι.


### 3.2. Modal Force on Bridge from Moving Loads

By replacingvt with ι in (5), the modal force at the RHS of (6) can be written as(7)pι=∑k=1N∫−∞∞Fksx−ι+lkϕxΠxdx.For the sake of conciseness, the subscript “i” in (4) denoting the mode sequence will be omitted hereafter.Equation (7) is the sum of N integrations each corresponds to the contribution of one axle. By replacing x with x−lk for the k−th integration in (7), i.e., moving the origin of the k−th integrand rightward for lk, (7) can be written as(8)pι=∫−∞∞sx−ι∑k=1NFkϕx−lkΠx−lkdx.Since all integrations in (7) have infinite limits, the sum of N integrands with different origins of “x” can be written in the compact form of (8).The load shape for a point load is the Dirac functionδx. Thus, the model force corresponding to point loads p↓ι can be obtained by replacing s⋅ with δ⋅ in (8):(9)p↓ι=∑k=1N∫−∞∞Fkδx−ιϕx−lkΠx−lkdx=∑k=1NFkϕι−lkΠι−lk,(9a)orp↓x=∑k=1NFkϕx−lkΠx−lk.By comparing the RHSs of Equations (8) and (9a), it can be concluded that the modal force of spread loads and that of point loads is related by(10)pι=∫−∞∞sx−ιp↓xdx.The RHS of (10) represents the weighted averaging of p↓x with the weight function sx−ι. Therefore, (10) reveals that averaging the model force of point loads, using the load shape function as the weight function, leads to the model force of spread loads.Since the load spread shape is symmetrical, the load spread functionsx is even, i.e., sx−ι=sι−x. Thus, (10) can be rewritten as the following convolution form:(10a)pι=∫−∞∞sι−xp↓xdx.From the theory of Fourier transform (FT), the convolution of (10a) in the time or space domain is easier to be calculated in the frequency domain. The frequency domain counterparts of px, p↓x, and sx are the following Fourier transform as(11a)PΩ=∫−∞∞pxexpjΩxdx,(11b)P↓Ω=∫−∞∞p↓xexpjΩxdx,(11c)SΩ=∫−∞∞xexpjΩxdx,where j is the imaginary unit and Ω is space frequency with the unit of rad/m and is related to the wavelength λ by(12)Ω=2πλ.The theory of Fourier transform has proven that the convolution in the space domain is equivalent to the multiplication in the frequency domain. Therefore, from the convolution of (10a), it can be concluded that(13)PΩ=SΩP↓Ω.Equation (13) reveals that filtering the model force of the point loads gives the model force of the spread loads. And the filter function SΩ is just the Fourier transform of the load shape function sx.


### 3.3. Frequency Domain Solution to Bridge Vibration

The steady-state response of the bridge from moving spread load governed by (6) can be solved in the frequency domain. By taking the FT for both sides of (6), one gets(14)−v2Ω2+2jζωbvΩ+ωb2QΩ=PΩ,where QΩ is the FT of qι. By defining Ωb=ωb/v, where ωb is the natural frequency of the bridge, QΩ can be solved from (14) as(15)QΩ=1vΩb2PΩ1−Ω/Ωb2+2jζΩ/Ωb.Similarly, the FT of bridge vibration due to moving point loads reads(16)Q↓Ω=1vΩb2P↓Ω1−Ω/Ωb2+2jζΩ/Ωb.By comparing equations (15), (16), and (13), the bridge vibration due to moving spread loads and point loads can be related by(17)QΩ=SΩQ↓Ω.Equation (17) reveals that the bridge response due to spread loads can be easily obtained by filtering that due to point loads. This filtering process in the frequency domain is equivalent to the following weighted averaging in the time domain.(18)qι=∫−∞∞sl−xq↓xdx.Equations (17) and (18) are not dependent on neither the mode nor the natural frequency of the bridge. Thus, these equations are applicable for all configurations of bridge. From equations (17) and (18), once the time history of bridge response due to point loads is known, by filtering or weighted averaging, the bridge response due to spread loads can be obtained easily.In the above derivation, the only approximation lies in the omission of the transient response. But this approximation is acceptable, since, for short to medium span bridges traversed by long trains, the bridge vibration is dominated by the steady-state response.


### 3.4. Track Transfer Function for Spread Loads

The filter function for load shapessx in Figure 1 can be obtained by (11c) as(19)SΔΩ=1wΩ/22sin2wΩ2triangular  load,(20)SECΩ=sinbΩ/2bΩ/2⋅cos2aΩ2EC  block  load,where the dimensions “w,” “a,” and “b” are shown in Figure 1.The filter functions (19) and (20) are plotted in Figure 3 with 2w = 3 m, a = 0.65 m, and b = 0.605 m. It can be seen that the track acts as a low-pass filter. This filtering effect of track structure on bridge vibration has been observed through numerical and experimental investigations in [19]. Here, the specific filtering functions are obtained.Figure 3
Low-pass filter for load spreading effect.


### 3.5. Reduction Coefficient of Bridge Vibration due to Load Distribution through Track

According to (17) and (18), it is possible to approximate the bridge vibration due to spread loads by modifying the one from the point loads. And this approach is preferable in engineering practice, since the problem of moving point load is easy to be programmed. For simply supported bridges, closed-form solution has been obtained for the moving point load model, based on which Eurocode adopted the so-called DER formula to estimate the maximum bridge responses.From the frequency domain solution in (15) and (16), the resonant component of the bridge vibration corresponds to the space frequency Ω=Ωb, or the time frequency ω≜vΩ=vΩb≜ωb, where ωb is the natural frequency of the bridge. Previous studies [16] have shown that the bridge vibration is dominated by the resonant component. Therefore, by only including the resonant component in (17) and (18), the amplitude of bridge vibration approximates(21)qιmax≈1vΩb2PΩSΩ1−Ω/Ωb2+2jζΩ/ΩbΩ=Ωb=1vΩb2PΩbSΩb2ζspread load,(22)q↓ιmax≈1vΩb2P↓Ω1−Ω/Ωb2+2jζΩ/ΩbΩ=Ωb=1vΩb2PΩb2ζpoint load.The reduction coefficient from load spreading is defined as(23)R=qtmaxq↓tmax.By substituting (21), (22), and Ωb=ωb/v into (23), one gets(24)R≈Sωbv=S2πλb,where λb=2πv/ωb is the wavelength of excitation defined in [12] as the ratio of the vehicle speed to the bridge natural frequency. Equation (24) shows that this reduction coefficient depends solely on the wavelength of excitation, which has been noticed by Museros et al. [15].Equation (24) provides a closed-form reduction coefficient R for the load spreading effect on bridge vibration. Once the maximum bridge response from the point load is known, the maximum bridge response from the spread load model can be estimated by(25)qιmax=Rq↓ιmax=S2πλbq↓ιmax.It can be proved that the reduction coefficients for bridge displacement, velocity, and acceleration are the same.The UIC document [22] also proposed a graphical reduction coefficient for load spreading effect through numerical simulations. This graph gives two reduction curves for the specific spread width of 2.5 m and 3 m. Unlike the UIC curves, (24) is applicable to various load distribution shapes with arbitrary width. Moreover, (24) reveals the physical mechanism of vibration reduction due to load spreading.


## 3.1. Equations of Motion of the Bridge due to Moving Loads

The vertical displacementyx,t of a Bernoulli–Euler beam loaded by N spread loads moving at the speed v can be described by the equation:(2)mx∂2y∂t2+∂2x2EIx∂2y∂x2+χ∂y∂t=∑k=1NFksx−vt+lkΠx,where mx, EIx, and χ are the mass per length, bending stiffness, and damping coefficient of the bridge, respectively, Fk is the load from the k−th axle of the train, sx is the function of the load shape, and lk is the distance between the k−th and the first axle, as shown in Figure 2. The function Πx=1x∈0,L;0else indicates whether the load is on the bridge or not, where L is the bridge span.Figure 2
Spacing of axles in a train.According to the modal superposition method, the bridge displacementyx,t in (2) can be expressed as(3)yx,t=∑i=1+∞qitϕix,where ϕix is the i−th mode of the bridge which is assumed to be normalized with respect to the mass of the bridge and qit is the i−th modal displacement.By substituting (3) into (2), multiplying ϕix to both sides, and then integrating with respect to x from 0 to L, the dynamic equation of the bridge is decomposed into n single-degree-of-freedom (SDOF) dynamic systems as(4)q¨i+2ζiωb,iq˙i+ωb,i2qi=pivtwithi=1,2,…,n.The right-hand side (RHS) of (4) is the i−th modal force written as(5)pivt=∑k=1N∫−∞∞Fksx−vt+lkϕxΠxdx.By definingι=vt as the distance traveled by the train at the time instant “t,” then (4) can be written as(6)v2d2qiιdι2+2ζiωb,ivdqiιdι+ωb,i2qi=piι.


## 3.2. Modal Force on Bridge from Moving Loads

By replacingvt with ι in (5), the modal force at the RHS of (6) can be written as(7)pι=∑k=1N∫−∞∞Fksx−ι+lkϕxΠxdx.For the sake of conciseness, the subscript “i” in (4) denoting the mode sequence will be omitted hereafter.Equation (7) is the sum of N integrations each corresponds to the contribution of one axle. By replacing x with x−lk for the k−th integration in (7), i.e., moving the origin of the k−th integrand rightward for lk, (7) can be written as(8)pι=∫−∞∞sx−ι∑k=1NFkϕx−lkΠx−lkdx.Since all integrations in (7) have infinite limits, the sum of N integrands with different origins of “x” can be written in the compact form of (8).The load shape for a point load is the Dirac functionδx. Thus, the model force corresponding to point loads p↓ι can be obtained by replacing s⋅ with δ⋅ in (8):(9)p↓ι=∑k=1N∫−∞∞Fkδx−ιϕx−lkΠx−lkdx=∑k=1NFkϕι−lkΠι−lk,(9a)orp↓x=∑k=1NFkϕx−lkΠx−lk.By comparing the RHSs of Equations (8) and (9a), it can be concluded that the modal force of spread loads and that of point loads is related by(10)pι=∫−∞∞sx−ιp↓xdx.The RHS of (10) represents the weighted averaging of p↓x with the weight function sx−ι. Therefore, (10) reveals that averaging the model force of point loads, using the load shape function as the weight function, leads to the model force of spread loads.Since the load spread shape is symmetrical, the load spread functionsx is even, i.e., sx−ι=sι−x. Thus, (10) can be rewritten as the following convolution form:(10a)pι=∫−∞∞sι−xp↓xdx.From the theory of Fourier transform (FT), the convolution of (10a) in the time or space domain is easier to be calculated in the frequency domain. The frequency domain counterparts of px, p↓x, and sx are the following Fourier transform as(11a)PΩ=∫−∞∞pxexpjΩxdx,(11b)P↓Ω=∫−∞∞p↓xexpjΩxdx,(11c)SΩ=∫−∞∞xexpjΩxdx,where j is the imaginary unit and Ω is space frequency with the unit of rad/m and is related to the wavelength λ by(12)Ω=2πλ.The theory of Fourier transform has proven that the convolution in the space domain is equivalent to the multiplication in the frequency domain. Therefore, from the convolution of (10a), it can be concluded that(13)PΩ=SΩP↓Ω.Equation (13) reveals that filtering the model force of the point loads gives the model force of the spread loads. And the filter function SΩ is just the Fourier transform of the load shape function sx.


## 3.3. Frequency Domain Solution to Bridge Vibration

The steady-state response of the bridge from moving spread load governed by (6) can be solved in the frequency domain. By taking the FT for both sides of (6), one gets(14)−v2Ω2+2jζωbvΩ+ωb2QΩ=PΩ,where QΩ is the FT of qι. By defining Ωb=ωb/v, where ωb is the natural frequency of the bridge, QΩ can be solved from (14) as(15)QΩ=1vΩb2PΩ1−Ω/Ωb2+2jζΩ/Ωb.Similarly, the FT of bridge vibration due to moving point loads reads(16)Q↓Ω=1vΩb2P↓Ω1−Ω/Ωb2+2jζΩ/Ωb.By comparing equations (15), (16), and (13), the bridge vibration due to moving spread loads and point loads can be related by(17)QΩ=SΩQ↓Ω.Equation (17) reveals that the bridge response due to spread loads can be easily obtained by filtering that due to point loads. This filtering process in the frequency domain is equivalent to the following weighted averaging in the time domain.(18)qι=∫−∞∞sl−xq↓xdx.Equations (17) and (18) are not dependent on neither the mode nor the natural frequency of the bridge. Thus, these equations are applicable for all configurations of bridge. From equations (17) and (18), once the time history of bridge response due to point loads is known, by filtering or weighted averaging, the bridge response due to spread loads can be obtained easily.In the above derivation, the only approximation lies in the omission of the transient response. But this approximation is acceptable, since, for short to medium span bridges traversed by long trains, the bridge vibration is dominated by the steady-state response.


## 3.4. Track Transfer Function for Spread Loads

The filter function for load shapessx in Figure 1 can be obtained by (11c) as(19)SΔΩ=1wΩ/22sin2wΩ2triangular  load,(20)SECΩ=sinbΩ/2bΩ/2⋅cos2aΩ2EC  block  load,where the dimensions “w,” “a,” and “b” are shown in Figure 1.The filter functions (19) and (20) are plotted in Figure 3 with 2w = 3 m, a = 0.65 m, and b = 0.605 m. It can be seen that the track acts as a low-pass filter. This filtering effect of track structure on bridge vibration has been observed through numerical and experimental investigations in [19]. Here, the specific filtering functions are obtained.Figure 3
Low-pass filter for load spreading effect.


## 3.5. Reduction Coefficient of Bridge Vibration due to Load Distribution through Track

According to (17) and (18), it is possible to approximate the bridge vibration due to spread loads by modifying the one from the point loads. And this approach is preferable in engineering practice, since the problem of moving point load is easy to be programmed. For simply supported bridges, closed-form solution has been obtained for the moving point load model, based on which Eurocode adopted the so-called DER formula to estimate the maximum bridge responses.From the frequency domain solution in (15) and (16), the resonant component of the bridge vibration corresponds to the space frequency Ω=Ωb, or the time frequency ω≜vΩ=vΩb≜ωb, where ωb is the natural frequency of the bridge. Previous studies [16] have shown that the bridge vibration is dominated by the resonant component. Therefore, by only including the resonant component in (17) and (18), the amplitude of bridge vibration approximates(21)qιmax≈1vΩb2PΩSΩ1−Ω/Ωb2+2jζΩ/ΩbΩ=Ωb=1vΩb2PΩbSΩb2ζspread load,(22)q↓ιmax≈1vΩb2P↓Ω1−Ω/Ωb2+2jζΩ/ΩbΩ=Ωb=1vΩb2PΩb2ζpoint load.The reduction coefficient from load spreading is defined as(23)R=qtmaxq↓tmax.By substituting (21), (22), and Ωb=ωb/v into (23), one gets(24)R≈Sωbv=S2πλb,where λb=2πv/ωb is the wavelength of excitation defined in [12] as the ratio of the vehicle speed to the bridge natural frequency. Equation (24) shows that this reduction coefficient depends solely on the wavelength of excitation, which has been noticed by Museros et al. [15].Equation (24) provides a closed-form reduction coefficient R for the load spreading effect on bridge vibration. Once the maximum bridge response from the point load is known, the maximum bridge response from the spread load model can be estimated by(25)qιmax=Rq↓ιmax=S2πλbq↓ιmax.It can be proved that the reduction coefficients for bridge displacement, velocity, and acceleration are the same.The UIC document [22] also proposed a graphical reduction coefficient for load spreading effect through numerical simulations. This graph gives two reduction curves for the specific spread width of 2.5 m and 3 m. Unlike the UIC curves, (24) is applicable to various load distribution shapes with arbitrary width. Moreover, (24) reveals the physical mechanism of vibration reduction due to load spreading.


## 4. Reduction of Vehicle-Bridge Coupling Vibration due to Load Spreading

In conventional VBI models, the action of vehicles on the bridge is assumed to be point loads (Figure4(a)), i.e., the load distribution provided by the track structure is disregarded. The vehicle-track-bridge interaction model [5] can consider this load distribution effect, but increases the degrees of freedom of the system dramatically. In this section, a VBI model with spread loads (Figure 4(b)) is proposed to reflect the main contribution of the track structure.Figure 4
Moving oscillator models. (a) Point load. (b) Spread load.
(a)
(b)For simplicity, we only consider one moving oscillator moving on the bridge. This moving oscillator has been used successfully in assessing the effect of vehicle-bridge dynamic interaction in [25]. The equation of motion of the oscillator reads(26)M2⋅Z¨t+c1⋅Z˙t−∂yx,t∂tx=vt+k1⋅Zt−yx,tx=vt=0.For the spread load model (Figure4(b)), the motion equation of the bridge reads(27)m⋅∂2yx,t∂t2+χ⋅∂yx,t∂t+EI⋅∂4yx,t∂x4=sx−vt⋅M1+M2⋅g−M1⋅∂2yvt,t∂t2+k1⋅Zt−yvt,t+c1⋅Z˙t−∂yvt,t∂t,where M1 and M2 are mass of the wheel and the truck, respectively, Zt is the vertical displacement of the oscillator, c1 and k1 denote the damping and stiffness of the oscillator, respectively.By substituting the mode shape of (3) into (26), one obtains(28)M2⋅Z¨t+c1⋅Z˙t−ϕvtq˙t+k1⋅Zt−ϕvtqt=0.By substituting the mode shape of (3) into (27) and then integrating both sides from 0 to L with respect to x, the bridge equation in terms of its modal displacement qt reads(29)q¨t+2ζωbq˙t+ωb2qt=M1+M2⋅g−M1⋅ϕvtq¨t+k1⋅Zt−ϕvtqt+c1⋅Z˙t−ϕvtq˙t×∫0Lsx−vtϕxdx.Equations (28) and (29) are solved here using the subsystem iteration proposed in [26]. The process of the subsystem iteration is illustrated in Figure 5, where the superscript in the bracket denotes the iteration sequence. The iteration starts by assuming the oscillator to be stationary, that is, Z0t=Z˙0t=0. Then Z0t and Z˙0t are substituted into (29) from which the bridge vibration q0t and q˙0t are solved. In the following step, q0t and q˙0t are substituted into (28), and the oscillation responses Z1t and Z˙1t are obtained. This process continues until the bridge and oscillator response converges.Figure 5
Information flow of the subsystem iteration.This iteration process can be written as the following form.(30)1+M1⋅ϕvtq¨i+2ζωb+c1ϕvtq˙i+ωb2+kϕvtqi=M1+M2g+k1Zit+c1Z˙it∫0Lsx−vtϕxdx,M2⋅Z¨i+1t+c1⋅Z˙i+1t+k1⋅Zi+1t=k1qit+c1q˙itϕvt,i=0,1,2,….The superscripts “i” and “i+1” denote the i−th and the i+1−th iteration. All initial conditions of the bridge and the oscillator are assigned to zero, i.e., Zi0=0, Z˙i0=0, qi0=0, and q˙i0=0.The solution of substructure iteration algorithm can be rewritten as the following Duhamel’s integration:(31)q0t=∫0thqt,τM1+M2gdτ,(32)Zi+1t=∫0thZt,τϕvτk1qiτ+c1q˙iτdτ,(33)qi+1t=∫0thqt,τϕvτk1Ziτ+c1Z˙iτdτ,i=0,1,2,…,where hqt,τ is the impulse function of the bridge and hZt,τ is that of the oscillator.The final solution of the system is the following series:(34)qt=∑i=0∞qit,Zt=∑i=0∞Zit.VBI models using the point load and the spread load pattern are different only in the bridge impulse function. The impulse function of the point loadhq,↓t,τ and that of the spread load hqt,τ can be related approximately through (25). Therefore,(35)hqt,τ≈Rhq,↓t,τ.By substituting (35) into (32) and (33), the solutions of system response from the spread load model and the one from the point load model can be related by(36)qit≈Ri+1q↓it,(37)Zit≈RiZ↓it,i=0,1,2,….In equations (35)–(37), the subscript “↓” denotes variables correspondent to the point load model. The bridge response reduction for the VBI model by load spreading reads(38)R′=qtq↓t=∑i=0∞qit∑i=0∞q↓it.By substituting (36) and (37) into (38), the bridge response reduction for VBI model is(39)R′=∑i=0∞Ri+1q↓it∑i=0∞q↓it=Rq↓0t+∑i=1∞Riq↓itq↓0t+∑i=1∞q↓it≈R.The approximation in (39) holds since q↓it (i=1,2,3,…) are small terms compared with q↓0t and 0<R<1.Is should be pointed out that, although the proof of (39) only uses one oscillator, it can be generalized to the VBI system with multiple vehicles.


## 5. Numerical Examples

### 5.1. Response Reduction due to Spread Load for Moving Load Model

A simply supported bridge with parameters listed in Table1 is adopted to demonstrate the effect of load spreading on bridge vibrations. The train is composed of 9 identical cars with dimensions (Figure 2): lw=2.5m, la=18.0m, and lc=26.0m. The axle load of 84.378 kN is assumed to spread into a triangle with 2w=3m (Figure 1(a)) and the three-block pattern with a = 0.65 m and b = 0.605 m (Figure 1(b)), respectively.Table 1
Parameters of the simply supported bridge.
Variable
Meaning
Unit
Value
L
Bridge span
m
10
m
Mass of bridge per length
kg/m
9100
n
0
Natural frequency of the bridge
Hz
18.5
ζ
0
Damping ratio of the bridge
%
1After sweeping the train speed from 100 to 400 km/h, the bridge resonance speed was found to be 290 km/h. At this speed, the acceleration time histories at midspan of the bridge due to point loads and spread loads are shown in Figure6. Bridge acceleration was obtained using the Newmark-β method. In the following numerical simulations, only the first mode is included except where specified otherwise. It can be seen from Figure 6 that the load spreading reduces the bridge vibration considerably. The result of averaging (according to (18)) of the bridge acceleration due to point loads is also shown in Figure 6. It can be seen that, after weighted averaging, the bridge acceleration due to point loads coincides with the one due to spread loads.Figure 6
Bridge acceleration time history at resonance speed (ML model). (a) EC block load. (b) Triangular load.
(a)
(b)The Fourier amplitude spectrum of the bridge acceleration at the resonance speed (290 km/h) is shown in Figure7. There is a single peak at the spatial frequency Ω = 1.44 rad/m which corresponds to the natural frequency of the bridge: 1.44 (rad/m) × 290/3.6 (m/s)/(2π) = 18.5 Hz. This is expected since at resonance speed, the bridge vibration is dominated by its natural frequency. In Figure 7, the product of SΩQ↓Ω in (7) is also shown. It can be observed that the Fourier spectrum of bridge acceleration due to point loads Q↓Ω scaled by SΩ approximates the Fourier spectrum of bridge acceleration due to spread loads QΩ.Figure 7
Bridge acceleration spectrum at resonance speed (ML model). (a) EC block load. (b) Triangular load.
(a)
(b)Figure8 shows bridge acceleration due to point load, its weighted averaging, and that due to spread load at a nonresonance speed of 266 km/h. From Figure 8, the averaging of vibration due to point loads coincides with that due to spread loads. Figure 8 indicates even at nonresonance speeds, weighted averaging of bridge vibration from point loads still approaches that from spread loads.Figure 8
Bridge acceleration time history at nonresonance speed (ML model). (a) EC block load. (b) Triangular load.
(a)
(b)The Fourier spectrum of these accelerations is plotted in Figure9. Peaks at frequencies other than the bridge natural frequency can be observed in this spectrum plot. Similar to the resonance case, the Fourier spectrum of bridge vibration from point loads scaled by SΩ approaches that from spread loads.Figure 9
Bridge acceleration spectrum at resonance speed (ML model). (a) EC block load. (b) Triangular load.
(a)
(b)The maximum bridge accelerations at the speed range from 100 to 400 km/h are shown in Figure10. The bridge acceleration from point loads and spread loads and that due to point loads scaled by S2π/λb according to (25) are plotted. Figure 10 indicates that the bridge vibration due to spread loads can be approximated by modifying that due to point loads using the factor S2π/λb.Figure 10
Maximum bridge acceleration (ML model). (a) EC block load. (b) Triangular load.
(a)
(b)In the above illustration, only the first mode that contributes most to the bridge responses is included. The effect of spread load on the 2nd and the 3rd modes is illustrated in Figure11. From the Fourier spectrum of the bridge acceleration of the 2nd and the 3rd modes, the point load model introduces high-frequency components which are filtered out by the load spreading effect.Figure 11
Fourier spectrum of bridge acceleration for the 2nd and the 3rd modes (ML model). (a) The second mode. (b) The third mode.
(a)
(b)Figure12 shows the reduction coefficient of bridge acceleration obtained from numerical simulations and the simplified formula (25). The reduction coefficients for the 1st, the 2nd, and the 3rd modal components of the bridge acceleration are compared. It can be seen that the spread load filters out more than 80% of the contribution of the second and the third modes. From Figure 12, the load spreading filters more contents for higher modes, because the load spreading effect acts as a low-pass filter as indicated in Figure 3. And this justified the omission of higher modes when calculating bridge acceleration using the moving spread load model.Figure 12
Reduction of bridge acceleration from spread load for the 1st mode to the 3rd mode (ML model).


### 5.2. Response Reduction due to Load Spreading for Vehicle-Bridge Interaction

Load spreading through track can also reduce the vehicle-bridge dynamic responses as indicated in [19]. We deduced in Section 4 that the reduction effect for the VBI model should approximate that for the moving load model. The reduction effect of spread load for VBI system is examined in this section.The VBI system is modeled as a series of moving oscillators with their parameters shown in Figure13. The bridge parameters are taken from Table 1. The values of the vehicle parameters in this example are listed in Table 2. The train is composed of 9 vehicles, modeled as 36 moving oscillators.Figure 13
Configuration of the vehicle-bridge dynamic interaction system.Table 2
Mechanical characteristics of the high-speed train.
Item
Meaning
Unit
Passenger-car
Locomotive
l
c
Length of a vehicle
m
26.1
19.2
l
a
Distance between two trucks in one vehicle
m
0.68lc
12
2
w
Load distribution width
m
3
3
M
2
Mass of the truck
kg
9937.5
15942
M
1
Mass of the axle
kg
1583
2059
n
p
Natural frequency of the car
Hz
3.85
4.83
ζ
p
Damping ratio of the car
%
11.22
12.90The vehicle-bridge dynamic response is obtained from the subsystem iteration in Section4. In each iteration, the bridge and vehicle responses are calculated using the Newmark-β method.The maximum bridge accelerations from the VBI model using the point load model and the spread load model are plotted in Figure14. The bridge acceleration from the point load model scaled by S2π/λb according to Equation (25) is also shown. It can be concluded that, for the VBI model, the bridge response from spread loads can be approximated by modifying that from point loads using (25).Figure 14
Maximum bridge acceleration (VBI model). (a) EC block load. (b) Triangular load.
(a)
(b)


## 5.1. Response Reduction due to Spread Load for Moving Load Model

A simply supported bridge with parameters listed in Table1 is adopted to demonstrate the effect of load spreading on bridge vibrations. The train is composed of 9 identical cars with dimensions (Figure 2): lw=2.5m, la=18.0m, and lc=26.0m. The axle load of 84.378 kN is assumed to spread into a triangle with 2w=3m (Figure 1(a)) and the three-block pattern with a = 0.65 m and b = 0.605 m (Figure 1(b)), respectively.Table 1
Parameters of the simply supported bridge.
Variable
Meaning
Unit
Value
L
Bridge span
m
10
m
Mass of bridge per length
kg/m
9100
n
0
Natural frequency of the bridge
Hz
18.5
ζ
0
Damping ratio of the bridge
%
1After sweeping the train speed from 100 to 400 km/h, the bridge resonance speed was found to be 290 km/h. At this speed, the acceleration time histories at midspan of the bridge due to point loads and spread loads are shown in Figure6. Bridge acceleration was obtained using the Newmark-β method. In the following numerical simulations, only the first mode is included except where specified otherwise. It can be seen from Figure 6 that the load spreading reduces the bridge vibration considerably. The result of averaging (according to (18)) of the bridge acceleration due to point loads is also shown in Figure 6. It can be seen that, after weighted averaging, the bridge acceleration due to point loads coincides with the one due to spread loads.Figure 6
Bridge acceleration time history at resonance speed (ML model). (a) EC block load. (b) Triangular load.
(a)
(b)The Fourier amplitude spectrum of the bridge acceleration at the resonance speed (290 km/h) is shown in Figure7. There is a single peak at the spatial frequency Ω = 1.44 rad/m which corresponds to the natural frequency of the bridge: 1.44 (rad/m) × 290/3.6 (m/s)/(2π) = 18.5 Hz. This is expected since at resonance speed, the bridge vibration is dominated by its natural frequency. In Figure 7, the product of SΩQ↓Ω in (7) is also shown. It can be observed that the Fourier spectrum of bridge acceleration due to point loads Q↓Ω scaled by SΩ approximates the Fourier spectrum of bridge acceleration due to spread loads QΩ.Figure 7
Bridge acceleration spectrum at resonance speed (ML model). (a) EC block load. (b) Triangular load.
(a)
(b)Figure8 shows bridge acceleration due to point load, its weighted averaging, and that due to spread load at a nonresonance speed of 266 km/h. From Figure 8, the averaging of vibration due to point loads coincides with that due to spread loads. Figure 8 indicates even at nonresonance speeds, weighted averaging of bridge vibration from point loads still approaches that from spread loads.Figure 8
Bridge acceleration time history at nonresonance speed (ML model). (a) EC block load. (b) Triangular load.
(a)
(b)The Fourier spectrum of these accelerations is plotted in Figure9. Peaks at frequencies other than the bridge natural frequency can be observed in this spectrum plot. Similar to the resonance case, the Fourier spectrum of bridge vibration from point loads scaled by SΩ approaches that from spread loads.Figure 9
Bridge acceleration spectrum at resonance speed (ML model). (a) EC block load. (b) Triangular load.
(a)
(b)The maximum bridge accelerations at the speed range from 100 to 400 km/h are shown in Figure10. The bridge acceleration from point loads and spread loads and that due to point loads scaled by S2π/λb according to (25) are plotted. Figure 10 indicates that the bridge vibration due to spread loads can be approximated by modifying that due to point loads using the factor S2π/λb.Figure 10
Maximum bridge acceleration (ML model). (a) EC block load. (b) Triangular load.
(a)
(b)In the above illustration, only the first mode that contributes most to the bridge responses is included. The effect of spread load on the 2nd and the 3rd modes is illustrated in Figure11. From the Fourier spectrum of the bridge acceleration of the 2nd and the 3rd modes, the point load model introduces high-frequency components which are filtered out by the load spreading effect.Figure 11
Fourier spectrum of bridge acceleration for the 2nd and the 3rd modes (ML model). (a) The second mode. (b) The third mode.
(a)
(b)Figure12 shows the reduction coefficient of bridge acceleration obtained from numerical simulations and the simplified formula (25). The reduction coefficients for the 1st, the 2nd, and the 3rd modal components of the bridge acceleration are compared. It can be seen that the spread load filters out more than 80% of the contribution of the second and the third modes. From Figure 12, the load spreading filters more contents for higher modes, because the load spreading effect acts as a low-pass filter as indicated in Figure 3. And this justified the omission of higher modes when calculating bridge acceleration using the moving spread load model.Figure 12
Reduction of bridge acceleration from spread load for the 1st mode to the 3rd mode (ML model).


## 5.2. Response Reduction due to Load Spreading for Vehicle-Bridge Interaction

Load spreading through track can also reduce the vehicle-bridge dynamic responses as indicated in [19]. We deduced in Section 4 that the reduction effect for the VBI model should approximate that for the moving load model. The reduction effect of spread load for VBI system is examined in this section.The VBI system is modeled as a series of moving oscillators with their parameters shown in Figure13. The bridge parameters are taken from Table 1. The values of the vehicle parameters in this example are listed in Table 2. The train is composed of 9 vehicles, modeled as 36 moving oscillators.Figure 13
Configuration of the vehicle-bridge dynamic interaction system.Table 2
Mechanical characteristics of the high-speed train.
Item
Meaning
Unit
Passenger-car
Locomotive
l
c
Length of a vehicle
m
26.1
19.2
l
a
Distance between two trucks in one vehicle
m
0.68lc
12
2
w
Load distribution width
m
3
3
M
2
Mass of the truck
kg
9937.5
15942
M
1
Mass of the axle
kg
1583
2059
n
p
Natural frequency of the car
Hz
3.85
4.83
ζ
p
Damping ratio of the car
%
11.22
12.90The vehicle-bridge dynamic response is obtained from the subsystem iteration in Section4. In each iteration, the bridge and vehicle responses are calculated using the Newmark-β method.The maximum bridge accelerations from the VBI model using the point load model and the spread load model are plotted in Figure14. The bridge acceleration from the point load model scaled by S2π/λb according to Equation (25) is also shown. It can be concluded that, for the VBI model, the bridge response from spread loads can be approximated by modifying that from point loads using (25).Figure 14
Maximum bridge acceleration (VBI model). (a) EC block load. (b) Triangular load.
(a)
(b)


## 6. Validation of the Reduction Coefficient for Load Spreading Effect

The vibration of eight bridges different in span, frequency, and mass are calculated numerically to demonstrate the accuracy of the reduction coefficient (25). The parameters of the eight bridges are listed in Table 3. The vehicle parameters are the same as those adopted in Section 5. The axle load is assumed to be spread over 3 m as a triangular shape.Table 3
Mechanical characteristics of the eight simply supported bridges.
Span (m)
Natural frequency (Hz)
Mass per length (kg/m)
6
41.4
6400
8
26.3
10000
10
18.5
9100
12
13.0
12000
14
10.0
13000
16
8.7
13500
18
7.2
14600
20
6.0
16000The accelerations of the eight bridges due to moving point loads and spread loads obtained by numerical simulation are shown in Figure15. Figures 15(a) and 15(b) are obtained from the moving load model. Figures 15(c) and 15(15) are those from the vehicle-bridge interaction model. The reduction results for spread load according to (25) are also shown in Figure 15. It can be seen from Figure 15, for the eight bridges considered, that (25) predicts the bridge response due to spread loads very well. The reduction effect of load spreading is more obvious for shorter spans. This is easy to be understood, since the load spreading acts as a low-pass filter, and the short spans have higher natural frequencies.Figure 15
Maximum acceleration of the eight example bridges. (a) Span = 8∼12 m (ML model), (b) span = 16∼20 m (ML model), (c) span = 8∼12 m (VBI model), and (d) span = 16∼20 m (VBI model).
(a)
(b)
(c)
(d)Figure16 compares the reduction coefficients from the UIC document [22], (25), and that from numerical simulations. In Figure 16, the reduction coefficient proposed by the UIC document represents a upper bound of the numerical results, while the (25) runs through the results of numerical simulation.Figure 16
Reduction coefficient from load spreading. (a) ML model. (b) VBI model.
(a)
(b)It should be pointed out that the UIC document only gives a graphic reduction coefficient associated with specific load shape and spread lengths of 3 m and 2.5 m. Equation (25) provides a formula that depends explicitly on the wavelength of excitation and the load spread width. Further, the formula can be extended to other load spreading functions.Figure17 shows the relative error of the reduction coefficient (25) compared with the reduction obtained through numerical simulations. In producing Figure 17, only the resonance peaks which are of practical significance are accounted for. It can be seen that when the wavelength of excitation is larger than 2.7 m, the relative error given by (25) is less than 20%. At the small wavelength side, the bridge vibration is very small (Figure 15) which will not control the bridge design.Figure 17
Relative error of the reduction coefficient (25).
(a)
(b)


## 7. Conclusion

The vibration of short span railway bridges excited by passing trains was investigated analytically in this study. Moving axle loads from the passing vehicles are modeled as spread loads instead of simplified point loads, which was found to lead to overestimation of short span bridge responses.In this study, the bridge response predicted using the spread load model was compared to that from using the point load model. In the time domain, the bridge response due to spread loads is proved to be equivalent to a windowed average of the point loads responses, with the spread load shape as the moving window. In the frequency domain, the bridge response due to spread loads can be obtained by passing the point loads result through a low-pass filter. This low-pass filter is the Fourier transform of the load spreading function.Based on the low-pass filtering process, a simple reduction coefficient was proposed to account for the influence of load spreading effect on bridge vibrations. This coefficient can be calculated as the value of the low-pass filter at the wavelength of excitation, i.e., the ratio of the train speed to the bridge natural frequency. Therefore, this reduction coefficient depends only on the load spreading function and the wavelength of excitation and can be derived in closed-form.The accuracy of this reduction coefficient in estimating the effect of load spreading on bridge vibrations was validated through numerical simulations. The difference between the reduction of bridge responses given by the proposed formula and that by numerical simulations is less than 20%, provided that the wavelength of excitation is less than 2.7 m. This reduction coefficient is shown to be applicable both for the moving load model and the vehicle-bridge dynamic interaction model.This study proved the filtering effect of load spreading through the track on bridge vibration. It also provided a simple reduction coefficient to account for this effect without explicitly introducing the track structure model into ML or VBI models.



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*Source: 2431980-2018-09-12.xml*