# Dynamic Responses of Simply Supported Girder Bridges to Moving Vehicular Loads Based on Mathematical Methods

Authors: Qingfei Gao; Zonglin Wang; Binqiang Guo; Chuang Chen
Journal: Mathematical Problems in Engineering
 (2014)

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## Abstract

For dynamic responses of highway bridges to moving vehicles, most of studies focused on single-factor analysis or multifactor analysis based on full factorial design. The defect of the former one is that it has no consideration of interaction effects, while that of the latter one is that it has large calculation. To avoid these defects, simplified theoretical derivations are presented at first; then some numerical simulations based on the proposed method of the orthogonal experimental design in batches have been done by our own program VBCVA. According to simplified theoretical derivations, three factors (κ, γ, and α) are proved as the most important factors to determine dynamic responses. Based on the modal synthesis method, the program VBCVA has been introduced in detail. Then on the basis of the orthogonal experimental design, both main effects and interaction effects are studied. The results show that, for different indices of dynamic responses, the influences of each factor are not the same. Additionally, the interaction effects have proved to be so small that they can be neglected. In the end, this method provides a good way to obtain more rational empirical formulas of the DLA and other dynamic responses, which may be adopted in the revision of codes for design and evaluation.


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## Body

## 1. Introduction

Research on the dynamic analysis of the vehicle-bridge coupled vibration system is an important issue in civil engineering [1]. As for this problem, three methods are used in general, including the theoretical derivation, dynamic loading test, and numerical simulation.As moving vehicles on the bridge vary in both time and space, the problem becomes more complex. And it has been noted more than 100 years before. A lot of researchers tried to obtain the effects of moving load on various elements, components, and structures based on theoretical derivations. It had been well reviewed by Frýba [2]. In 1989, an analytical-numerical method was presented that could be used to determine the dynamic behavior of beams, with different boundary conditions, carrying a moving mass [3].The specification about impact factor or dynamic load allowance in most of design codes was obtained based on the dynamic loading test. The first thorough investigation of highway bridge dynamic loading was conducted from 1922 to 1928 by an ASCE committee (10 bridges) [4]. In the years 1958 to 1981, the Section Concrete Structure of the EMPA performed load tests on 356 bridges, and 226 static and dynamic tests on slab and beam-type highway bridges were of interest at last [5]. In Canada, three large scale series tests were completed. Firstly, a group of 52 bridges known to vibrate was selected for test in the years 1956 to 1957. Secondly, many tests were completed on continuous concrete bridges in the years 1969 to 1971. Thirdly, a total of 27 bridges were selected in 1980, which was the main basis of the design code OHBDC [6]. In China, the specification in current code was obtained from the test data of 7 simply supported girder bridges [7]. In Korea, from 1995 to 2007, a total of 256 bridges, of which span varied from 10 m to 160 m, were tested and analyzed to suggest new design criteria for an impact factor which was based on a natural frequency rather than the span length [8].However, not all researchers can study the problem by dynamic fielding tests due to the budgets limitations. In recent years, with the development of computers, numerical simulation studies are widely used. The dynamic behavior of simple-span [9] and continuous [10] highway bridges under moving vehicles were studied based on a method of analysis which idealized the bridge as a single beam and represents the vehicle as a multiaxle sprung load. Wang et al. [11] studied the dynamic behavior of multigirder bridges, which was modeled as a grillage beam system, due to vehicles with 7 and 12 degrees of freedom (H20-44 truck and HS20-44 truck) moving across rough bridge decks. A general and efficient method was proposed for the resolution of the dynamic interaction problem between a bridge, discretized by a three-dimensional finite element model, and a dynamic system of vehicles running at a prescribed speed [12]. To study the interaction problem of large complicated bridges with various types of running vehicles, a fully computerized approach for assembling equations of motion of any types of coupled vehicle-bridge system [13]. Apart of this, many researchers focused on more complicated modeling of the vehicle-bridge system [14–16], which are much more similar with the actual conditions.According to the review of existing literature, the defects and shortages are listed as follows.(i)
The vehicle-bridge coupled model is oversimplified, especially in theoretical derivation. And it is largely different from the actual conditions.(ii)
The selection of influence factors is subjective, and it lacks sufficient theoretical basis. As for one problem, the understanding from different engineers may be largely different, even if opposite.(iii)
The interaction effects are seldom studied in the dynamic analysis of the bridge to moving vehicles. Most of studies focused on main effects.(iv)
Abundant calculations are needed in the method of full factorial design, which has been used for multifactors problem before.(v)
The impact factor in current code is the function of single parameter. It has been proved not rational and should be revised.Therefore, the method of orthogonal experimental design in batches has been proposed in this paper. It can be used for studying both the main effects and the interaction effects. Meanwhile, due to the processing in batches, it greatly reduces the calculation cost. To make a good understanding of the vehicle-bridge system and to obtain the basis of the selection of some important factors, two simplified models are discussed at first. As a basic calculation tool, which will be more consistent with the actual condition, our own program VBCVA is described in detail. At last, using the proposed method, the influences of twelve common factors and some of their interaction effects on dynamic responses of the vehicle-bridge coupled system are discussed.For safety of bridges, the impact factor is usually adopted to account for the dynamic responses induced by moving vehicles. However, there are many different names [17], which are always confused in the research and engineering application. So we should restate it here. In this study, two terms are used, the dynamic load allowance (DLA, η) and the impact factor (IF, μ). And the definitions of them can be given by
(1)η=1+μ=yd,max⁡ys,max⁡
in which the yd,max⁡ and ys,max⁡ denote, respectively, the maximum value of the dynamic response and the static response. It has to be noted that the position of the vehicle where the maximum dynamic response occurs is different from that related with the maximum static response in general.In addition, for comfort analysis of pedestrians and passengers or drivers, the vibration accelerations of the bridge and the vehicle are adopted, because a large number of researchers have obtained the conclusion that the comfort of people is mainly determined by the acceleration [18–22].


## 2. Theoretical Derivation on Simplified Models

Theoretical derivation on simplified models does not quite agree with the actual situation, but it is one of the best ways to determine the key parameters and their influences on the dynamic responses. And, according to the derivation, the physical meanings may be more obvious, which will be good guidance for design and evaluation on dynamic performance of the highway bridge to moving vehicular loads. Consequently, in the beginning of this study, the dynamic responses of a simply supported girder bridge traversed by a single moving constant load and a moving sprung mass which are deduced and discussed, respectively.


### 2.1.  Simply Supported Girder Bridges Traversed by a Single Moving Constant Load

Of the wide range of problems involving vibration of structures subjected to a moving load, the easiest one to tackle is that of dynamic responses in a simply supported girder bridge (or a simply supported beam), traversed by a constant force moving at uniform speed [23]. This classical case was first solved by Krylov [24], then by Timoshenko [25]. Other solutions worthy of mention are those by Inglis [26] and Koloušek and McLean [27].If the weight of the vehicle is far smaller than that of the bridge, the inertia force of the vehicle can be ignored. Then the vehicle-bridge coupled system can be simplified as a simply supported girder bridge traversed by a single moving constant load (Figure1).Figure 1
A single moving constant load.Based on the theory of the structural dynamics, the governing equation of the bridge can be given by(2)m∂2ub(x,t)∂t2+c∂ub(x,t)∂t+EI∂4ub(x,t)∂x4=Pδ(x-vt)0≤vt≤L
in which the P denotes the constant force, L, m, c, I, E, ub, x, t, andv denote, respectively, the span length, mass per unit length, damping, moment of inertia, elasticity modulus, displacement, location, time, and the moving speed. And δ is the Dirac-delta function.The initial displacement and velocity are assumed as zero. As for simply supported girder bridge, the sine functions can be assumed as the mode shapes(φn(x)). Also, the dynamic displacement and the bending moment in the support section are zero. Based on the mode superposition method, the dynamic displacement of the bridge can be given by
(3)ub(x,t)=∑n=1N1n42PL3/(π4EI)(2ξbnαn)2+(1-αn2)2×{×[2ξbnαncos⁡ωcnt+(2ξbn2+αn2-1)αn1-ξbn2sinωcnt][(1-αn2)sinωdnt-2ξbnαncos⁡ωdnt]+e-ξbnωbnt[αn1-ξbn2sinωcnt2ξbnαncos⁡ωcnt+(2ξbn2+αn2-1)×αn1-ξbn2sinωcnt]}sinnπxL,
where ξbn is the damping ratio corresponding to the nth mode shape and ωbn, ωcn, and ωdn are, respectively, the nth natural frequency of the bridge without damping and with damping and the disturbance frequency which is dependent on the speed of the moving vehicle and the nth mode shape of the bridge. And N is the number of all considered mode shapes. Furthermore, an important nondimensional parameter αn is introduced. The relations of these parameters are listed as follows:(4a)ξbn=c2mωbn,(4b)ωbn=(nπL)2EIm,(4c)ωcn=ωbn1-ξbn2,(4d)ωdn=nπvL,(4e)αn=ωdnωbn=nπvωbnL.According to (3), if the damping of the bridge is ignored, the dynamic displacement can be simplified as
(5)ub(x,t)=∑n=1N1n42PL3/π4EI1-αn2×sinnπxL[sinωdnt-αnsinωbnt].
It can be seen from (5) that there are two parts in the dynamic displacement of the simply supported girder bridge traversed by a single moving constant load. One part is the forced vibration related to the speed of the moving load, and the other part is the free vibration of the bridge itself.If the speed of moving load is zero, but the force vibration in (5) is still retained, the static displacement of the bridge (us) is obtained as
(6)us(x,xp)=∑n=1N1n42PL3π4EIsinnπxLsinnπxpL,
where x and xp are, respectively, the locations of the bridge section and the load.In accordance with theory of structural statics [28], the accurate static displacement can be given by
(7)us(x,xp)={PL36EI(1-xpL)[1-(1-xpL)2-(xL)2]xL,0≤x≤xp,PL36EI[(xL-xpL)3+(1-xpL)(2-xpL)xpLxL-(xL)3(xL-xpL)3],xp<x≤L.
Considering the symmetry, four sections of the bridge are selected, and the comparison of (6) and (7) is plotted in Figure 2.Figure 2
Comparison of static displacement.Figure2 shows that they are almost the same. And the assumption of sine functions being thought as mode shapes is verified rational enough in another aspect:
(8)φn(x)=sinnπxL.


### 2.2. A Simply Supported Girder Bridge Traversed by a Moving Sprung Mass

Due to neglect of the mass of the vehicle in the section above, coupled vibration in the vehicle-bridge system is not considered. To make a good comprehension of this effect, a simply supported girder bridge traversed by a moving sprung mass has been adopted in this section [29] (Figure 3).Figure 3
A moving sprung mass.In Figure3, the moving vehicle has been simplified as a sprung mass, including the mass of vehicle body mv and the mass of the wheel mt. The vehicle body and the wheel are connected with a spring and a damper. Also, it is assumed that the wheel is contacted with the bridge all the time. In addition, the bridge is thought to be vibrated based on only the first mode shape. Likewise, there is no initial vibration of the bridge, and the damping of the bridge is ignored.Respectively, based on the theory of structural dynamics, the governing equations of the vehicle body and the bridge can be given by(9a)mvu¨v+c(u˙v-u˙c)+k(uv-uc)=0,(9b)m*u¨b+k*ub=p*,where uc is the displacement of the contact point and m*, k*, and p* are, respectively, generalized mass, stiffness, and load of the bridge. And all of these parameters can be calculated by the following equations:(10a)φ(x)=sinπxL,(10b)uc(t)=ub(t)sinπvtL,(10c)u˙c=πvLubcos⁡πvtL+u˙bsinπvtL,(10d)u¨c=-(πvL)2ubsinπvtL+2πvLu˙bcos⁡πvtL+u¨bsinπvtL,(10e)p=k(uv-uc)+c(u˙v-u˙c)-mtg-mtu¨c-mvg,(10f)m*=∫0Lmφ2(x)dx=12mL,(10g)k*=∫0LEI[φ′′(x)]2dx=π4EI2L3,(10h)p*=∫0Lpφ(x)dx.Substituting ((10c)~(10h)) into (9b) and combining (9a) and (9b), then(11)[mv00mL2+mtsin2πvtL]{u¨vu¨b}+[c-csinπvtL-csinπvtLπvLsinπvtL(csinπvtL+2mtcos⁡πvtL)]{u˙vu˙b}+[k-ksinπvtL-cπvLcos⁡πvtL-ksinπvtLsinπvtL[(k-mt(πvL)2)sinπvtL+cπvLcos⁡πvtL]+π4EI2L3]{uvub}={0-(mt+mv)gsinπvtL}.In general, the mass of the wheel is much less than that of the vehicle body, so it can be ignored. And when the damping of the vehicle is neglected, (11) can be simplified as
(12)[mv00mL2]{u¨vu¨b}+[k-ksinπvtL-ksinπvtLksin2πvtL+π4EI2L3]{uvub}={0-(mt+mv)gsinπvtL}.Obviously, the fundamental frequency and the maximum static displacement of the vehicle and the bridge can be given by(13a)ωv=kmv,(13b)ωb=k*m*,(14a)
u
v
s
,
max
⁡
=
m
v
g
k
,
(14b)
u
b
s
,
max
⁡
=
m
v
g
k
*
.In accordance with the current codes, the dynamic load allowance (DLA,η) is defined as the ratio of the maximum dynamic response and the maximum static response. And the impact factor (IF, μ) in the code of China (JTG D60-2004) is equal to DLA subtracted by one as follows: (15a)ηv=uvmvg/k=uvωv2g=1+μv,(15b)ηb=ubmvg/k*=ubωb22κg=1+μb,where κ is the ratio between the mass of the vehicle and that of the bridge. Besides, another two important nondimensional parameters are introduced here: (16a)κ=mvmb=mvmL,(16b)α=ωdωb=πv/Lωb,(16c)γ=ωvωb.Then (12) can be written as
(17)[1ωv2002κγ4ωv2]{η¨vη¨b}+[1-2κγ2sinαωvtγ-2κγ2sinαωvtγ4κ2γ4sin2αωvtγ+2κγ2]{ηvηb}={0-2κγ2sinαωvtγ}.It can be seen from (17) that the most significant parameters that influenced the IF or the DLA of the bridge are ωv, κ, α, and γ.Now, the influence of the natural frequency of the vehicle is discussed in detail. Equation (17) shows that the influence effect has two parts, including the term 1/ωv2 in the mass matrix and the term ωvt in the stiffness matrix. Obviously, when the natural frequency changes, due to the characteristics of the sine function, only the time corresponding to the maximum response has changed other than the maximum value itself. In addition, for fixed value of κ, α, and γ, the maximum dynamic load allowance can be obtained. And then the corresponding accelerations are written as(18a)u¨b=Aωv2ub,(18b)u¨v=Bωv2uv,where A and B are only dependent on the values of κ, α, and γ, other than the frequency ωv. Then the first part of (17) is not related to the frequency, as the frequency has disappeared when the mass matrix is multiplied by the acceleration vector.Totally, based on simplified model and derivation above, the most significant influence parameters may beκ, α, and γ, defined in (16a) to (16c).


## 2.1.  Simply Supported Girder Bridges Traversed by a Single Moving Constant Load

Of the wide range of problems involving vibration of structures subjected to a moving load, the easiest one to tackle is that of dynamic responses in a simply supported girder bridge (or a simply supported beam), traversed by a constant force moving at uniform speed [23]. This classical case was first solved by Krylov [24], then by Timoshenko [25]. Other solutions worthy of mention are those by Inglis [26] and Koloušek and McLean [27].If the weight of the vehicle is far smaller than that of the bridge, the inertia force of the vehicle can be ignored. Then the vehicle-bridge coupled system can be simplified as a simply supported girder bridge traversed by a single moving constant load (Figure1).Figure 1
A single moving constant load.Based on the theory of the structural dynamics, the governing equation of the bridge can be given by(2)m∂2ub(x,t)∂t2+c∂ub(x,t)∂t+EI∂4ub(x,t)∂x4=Pδ(x-vt)0≤vt≤L
in which the P denotes the constant force, L, m, c, I, E, ub, x, t, andv denote, respectively, the span length, mass per unit length, damping, moment of inertia, elasticity modulus, displacement, location, time, and the moving speed. And δ is the Dirac-delta function.The initial displacement and velocity are assumed as zero. As for simply supported girder bridge, the sine functions can be assumed as the mode shapes(φn(x)). Also, the dynamic displacement and the bending moment in the support section are zero. Based on the mode superposition method, the dynamic displacement of the bridge can be given by
(3)ub(x,t)=∑n=1N1n42PL3/(π4EI)(2ξbnαn)2+(1-αn2)2×{×[2ξbnαncos⁡ωcnt+(2ξbn2+αn2-1)αn1-ξbn2sinωcnt][(1-αn2)sinωdnt-2ξbnαncos⁡ωdnt]+e-ξbnωbnt[αn1-ξbn2sinωcnt2ξbnαncos⁡ωcnt+(2ξbn2+αn2-1)×αn1-ξbn2sinωcnt]}sinnπxL,
where ξbn is the damping ratio corresponding to the nth mode shape and ωbn, ωcn, and ωdn are, respectively, the nth natural frequency of the bridge without damping and with damping and the disturbance frequency which is dependent on the speed of the moving vehicle and the nth mode shape of the bridge. And N is the number of all considered mode shapes. Furthermore, an important nondimensional parameter αn is introduced. The relations of these parameters are listed as follows:(4a)ξbn=c2mωbn,(4b)ωbn=(nπL)2EIm,(4c)ωcn=ωbn1-ξbn2,(4d)ωdn=nπvL,(4e)αn=ωdnωbn=nπvωbnL.According to (3), if the damping of the bridge is ignored, the dynamic displacement can be simplified as
(5)ub(x,t)=∑n=1N1n42PL3/π4EI1-αn2×sinnπxL[sinωdnt-αnsinωbnt].
It can be seen from (5) that there are two parts in the dynamic displacement of the simply supported girder bridge traversed by a single moving constant load. One part is the forced vibration related to the speed of the moving load, and the other part is the free vibration of the bridge itself.If the speed of moving load is zero, but the force vibration in (5) is still retained, the static displacement of the bridge (us) is obtained as
(6)us(x,xp)=∑n=1N1n42PL3π4EIsinnπxLsinnπxpL,
where x and xp are, respectively, the locations of the bridge section and the load.In accordance with theory of structural statics [28], the accurate static displacement can be given by
(7)us(x,xp)={PL36EI(1-xpL)[1-(1-xpL)2-(xL)2]xL,0≤x≤xp,PL36EI[(xL-xpL)3+(1-xpL)(2-xpL)xpLxL-(xL)3(xL-xpL)3],xp<x≤L.
Considering the symmetry, four sections of the bridge are selected, and the comparison of (6) and (7) is plotted in Figure 2.Figure 2
Comparison of static displacement.Figure2 shows that they are almost the same. And the assumption of sine functions being thought as mode shapes is verified rational enough in another aspect:
(8)φn(x)=sinnπxL.


## 2.2. A Simply Supported Girder Bridge Traversed by a Moving Sprung Mass

Due to neglect of the mass of the vehicle in the section above, coupled vibration in the vehicle-bridge system is not considered. To make a good comprehension of this effect, a simply supported girder bridge traversed by a moving sprung mass has been adopted in this section [29] (Figure 3).Figure 3
A moving sprung mass.In Figure3, the moving vehicle has been simplified as a sprung mass, including the mass of vehicle body mv and the mass of the wheel mt. The vehicle body and the wheel are connected with a spring and a damper. Also, it is assumed that the wheel is contacted with the bridge all the time. In addition, the bridge is thought to be vibrated based on only the first mode shape. Likewise, there is no initial vibration of the bridge, and the damping of the bridge is ignored.Respectively, based on the theory of structural dynamics, the governing equations of the vehicle body and the bridge can be given by(9a)mvu¨v+c(u˙v-u˙c)+k(uv-uc)=0,(9b)m*u¨b+k*ub=p*,where uc is the displacement of the contact point and m*, k*, and p* are, respectively, generalized mass, stiffness, and load of the bridge. And all of these parameters can be calculated by the following equations:(10a)φ(x)=sinπxL,(10b)uc(t)=ub(t)sinπvtL,(10c)u˙c=πvLubcos⁡πvtL+u˙bsinπvtL,(10d)u¨c=-(πvL)2ubsinπvtL+2πvLu˙bcos⁡πvtL+u¨bsinπvtL,(10e)p=k(uv-uc)+c(u˙v-u˙c)-mtg-mtu¨c-mvg,(10f)m*=∫0Lmφ2(x)dx=12mL,(10g)k*=∫0LEI[φ′′(x)]2dx=π4EI2L3,(10h)p*=∫0Lpφ(x)dx.Substituting ((10c)~(10h)) into (9b) and combining (9a) and (9b), then(11)[mv00mL2+mtsin2πvtL]{u¨vu¨b}+[c-csinπvtL-csinπvtLπvLsinπvtL(csinπvtL+2mtcos⁡πvtL)]{u˙vu˙b}+[k-ksinπvtL-cπvLcos⁡πvtL-ksinπvtLsinπvtL[(k-mt(πvL)2)sinπvtL+cπvLcos⁡πvtL]+π4EI2L3]{uvub}={0-(mt+mv)gsinπvtL}.In general, the mass of the wheel is much less than that of the vehicle body, so it can be ignored. And when the damping of the vehicle is neglected, (11) can be simplified as
(12)[mv00mL2]{u¨vu¨b}+[k-ksinπvtL-ksinπvtLksin2πvtL+π4EI2L3]{uvub}={0-(mt+mv)gsinπvtL}.Obviously, the fundamental frequency and the maximum static displacement of the vehicle and the bridge can be given by(13a)ωv=kmv,(13b)ωb=k*m*,(14a)
u
v
s
,
max
⁡
=
m
v
g
k
,
(14b)
u
b
s
,
max
⁡
=
m
v
g
k
*
.In accordance with the current codes, the dynamic load allowance (DLA,η) is defined as the ratio of the maximum dynamic response and the maximum static response. And the impact factor (IF, μ) in the code of China (JTG D60-2004) is equal to DLA subtracted by one as follows: (15a)ηv=uvmvg/k=uvωv2g=1+μv,(15b)ηb=ubmvg/k*=ubωb22κg=1+μb,where κ is the ratio between the mass of the vehicle and that of the bridge. Besides, another two important nondimensional parameters are introduced here: (16a)κ=mvmb=mvmL,(16b)α=ωdωb=πv/Lωb,(16c)γ=ωvωb.Then (12) can be written as
(17)[1ωv2002κγ4ωv2]{η¨vη¨b}+[1-2κγ2sinαωvtγ-2κγ2sinαωvtγ4κ2γ4sin2αωvtγ+2κγ2]{ηvηb}={0-2κγ2sinαωvtγ}.It can be seen from (17) that the most significant parameters that influenced the IF or the DLA of the bridge are ωv, κ, α, and γ.Now, the influence of the natural frequency of the vehicle is discussed in detail. Equation (17) shows that the influence effect has two parts, including the term 1/ωv2 in the mass matrix and the term ωvt in the stiffness matrix. Obviously, when the natural frequency changes, due to the characteristics of the sine function, only the time corresponding to the maximum response has changed other than the maximum value itself. In addition, for fixed value of κ, α, and γ, the maximum dynamic load allowance can be obtained. And then the corresponding accelerations are written as(18a)u¨b=Aωv2ub,(18b)u¨v=Bωv2uv,where A and B are only dependent on the values of κ, α, and γ, other than the frequency ωv. Then the first part of (17) is not related to the frequency, as the frequency has disappeared when the mass matrix is multiplied by the acceleration vector.Totally, based on simplified model and derivation above, the most significant influence parameters may beκ, α, and γ, defined in (16a) to (16c).


## 3. Program for Vehicle-Bridge Coupled Vibration Analysis

Based on their own advantages of existing generalized commercial software ANSYS and MATLAB, the program VBCVA (Vehicle-Bridge Coupled Vibration Analysis) has been developed by our own research group. It is used for vibration and dynamic analysis of the vehicle-bridge coupled system. Upon the modal synthesis method, the bridge model is found by ANSYS, while the vehicle model and the roughness model are established by MATLAB.


### 3.1. Bridge Equations

According to the theory of structural dynamics [30], the governing equation of the bridge can be given by
(19)[Mb]{U¨b}+[Cb]{U˙b}+[Kb]{Ub}={Fb}
in which the {Fb} denotes the load vector induced by the moving vehicles and [Mb], [Cb], and [Kb] denote, respectively, the mass matrix, damping matrix, and stiffness matrix. Furthermore, {Ub} is the displacement of the bridge, the first derivative of the displacement is the vibration velocity, and the second derivative of the displacement is the vibration acceleration. It is worth noting that all these symbols and this equation are described in Cartesian coordinate system.As there are various types of highway bridges and they are much more complicated with the increasing technology, the accurate modeling of the bridge may be difficult to realize by our own written program. In addition, this will hinder the generalization and the development of that program. And the limitation can be obviously seen when the equations of various types of bridges are different. Therefore, the modal synthesis method has been adopted. Another advantage of this translation is the reduction of the degree number:(20){Ub}=[Φ]{Zb},
where [Φ] is the mode shape matrix of the bridge and [Zb] is the coordinate in the modal coordinate system, which denotes the contribution of every mode shapes.Substituting (20) into (19), premultiplied by the transposed matrix of the mode shapes, the following equation is obtained:
(21)[MB]{Z¨b}+[CB]{Z˙b}+[KB]{Zb}={FB},
where [MB], [CB], [KB], and {FB} are mass matrix, damping matrix, stiffness matrix, and load vector in the modal coordinate system. They are given by(22a)[MB]=[Φ]T[Mb][Φ],(22b)[CB]=[Φ]T[Cb][Φ],(22c)[KB]=[Φ]T[Kb][Φ],(22d)[FB]=[Φ]T[Fb].For convenience in application, the matrix of mode shape obtained from ANSYS is normalized. Then the following matrixes are used in the program VBCVA:(23a)[MB]=[1⋯0⋮⋱⋮0⋯1],(23b)[CB]=[2ξ1ω1⋯0⋮⋱⋮0⋯2ξnωn],(23c)[KB]=[ω12⋯0⋮⋱⋮0⋯ωn2],where ξn and ωn are the damping ratio and the natural frequency of the nth mode shape.


### 3.2. Vehicle Equations

Actually, the moving vehicle can be looked at as a vibration system with multidegrees of freedom. In this study, D’Alembert’s principle is used for deducing dynamic equations of spatial vehicle models. And the position induced by the static weight of the vehicle is selected as the reference position [31].The schematic plot of the vehicle model can be seen in Figure4. If the number of axles is n, the degree of freedom (dof) is 2n+3, including the vertical dof Zs1, pitching dof Zs2, swung dof Zs3 of the vehicle body, and the vertical dof of every wheels. It can be seen from the Figure 3 that
(24)ai=XG-di,i=1,2,…n,bi=YG-wi,i=1,2
in which XG and YG are the coordinates of the centre-of-gravity of the vehicle and ai and bi denote, respectively, the distance from the wheel to the centre in longitudinal and transverse direction. Furthermore, di is the distance from the wheel to the front axle in longitudinal direction, and wi is the wheel space.Schematic plot of the vehicle model.
(a)
Elevation view
(b)
Front viewThere are some assumptions on the vehicle model. The wheel and the bridge will contact with each other all the time. Only vertical effects between the vehicle and the bridge are considered, while longitudinal and transverse effects are ignored. The vehicle body and all wheels are assumed as rigid bodies with corresponding mass, while the spring and the damper are linear [32].Then the vehicle equation can be given by(25)[MV]{Z¨V}+[CV]{Z˙V}+[KV]{ZV}={FV}
in which the {FV} denotes the load vector induced by the bridge and [MV], [CV], and [KV] denote, respectively, the mass matrix, damping matrix, and stiffness matrix of the vehicle. Furthermore, {ZV} is the displacement of the vehicle, the first derivative of the displacement is the vibration velocity, and the second derivative of the displacement is the vibration acceleration. They are listed as follows. It has to be noted that the stiffness matrix [KV] is just similar with the damping matrix [CV], replacing the symbol c with the symbol k:(26a)
[
M
V
]
=
diag
⁡
{
m
s
,
J
y
,
J
x
,
m
t
1
,
m
t
2
,
…
,
m
t
2
n
}
,
(26b)
{
Z
V
}
=
{
Z
s
1
,
Z
s
2
,
Z
s
3
,
Z
t
1
,
Z
t
2
,
…
,
Z
t
2
n
}
T
=
{
{
Z
s
}
{
Z
t
}
}
,
(26c)
{
F
V
}
=
{
0,0
,
0
,
k
t
1
Δ
1
+
c
t
1
Δ
˙
1
,
k
t
2
Δ
2
+
c
t
2
Δ
˙
2
,
…
,
k
t
2
n
Δ
2
n
+
c
t
2
n
Δ
˙
2
n
}
T
,
(26d)
[
C
V
]
=
[
C
V
11
C
V
12
C
V
21
C
V
22
]
,
[
C
V
11
]
=
[
∑
i
=
1
n
c
s
2
i
-
1
+
c
s
2
i
-
∑
i
=
1
n
a
i
(
c
s
2
i
-
1
+
c
s
2
i
)
-
∑
i
=
1
n
(
b
1
c
s
2
i
-
1
+
b
2
c
s
2
i
)
-
∑
i
=
1
n
a
i
(
c
s
2
i
-
1
+
c
s
2
i
)
∑
i
=
1
n
a
i
2
(
c
s
2
i
-
1
+
c
s
2
i
)
-
∑
i
=
1
n
(
b
1
a
i
c
s
2
i
-
1
+
b
2
a
i
c
s
2
i
)
-
∑
i
=
1
n
(
b
1
c
s
2
i
-
1
+
b
2
c
s
2
i
)
-
∑
i
=
1
n
(
b
1
a
i
c
s
2
i
-
1
+
b
2
a
i
c
s
2
i
)
∑
i
=
1
n
(
b
1
2
c
s
2
i
-
1
+
b
2
2
c
s
2
i
)
]
,
[
C
V
12
]
=
[
-
c
s
1
-
c
s
2
⋯
-
c
s
2
n
a
1
c
s
1
a
1
c
s
2
⋯
a
n
c
s
2
n
-
b
1
c
s
1
-
b
2
c
s
2
⋯
-
b
2
c
s
2
n
]
,
[
C
V
21
]
=
[
-
c
s
1
a
1
c
s
1
-
b
1
c
s
1
-
c
s
2
a
1
c
s
2
-
b
2
c
s
2
⋮
⋮
⋮
-
c
s
2
n
a
n
c
s
2
n
-
b
1
c
s
2
n
]
,
[
C
V
22
]
=
[
c
s
1
+
c
t
1
0
⋯
0
0
c
s
2
+
c
t
2
⋯
0
⋮
⋮
⋱
⋮
0
0
⋯
c
s
2
n
+
c
t
2
n
]
.


### 3.3. Coupled Equations

The interaction force between the bridge and the vehicle can be considered from two aspects. One is the force of the vehicleFti induced by the vibration of the bridge, and the other one is the force of the bridge Fbi caused by the vehicle, including the static weight and the dynamic force:(27a)Fti=-ktiΔi-ctiΔ˙i,(27b)Fbi=FGi-Fti,where FGi denotes the sum of two parts, the first part is the gravity of the ith wheel itself, and the other part is the distribution of the weight of the vehicle body on the ith wheel. And Δi is the relative displacement of the contact point between the ith wheel and the bridge. Also, the first derivative of the displacement is the vibration velocity. They can be obtained by
(28)Δi=Zti(t)-Ubi(x,t)-ri(x),Δ˙i=Z˙ti-Ubi′x˙-U˙bi-ri′x˙=Z˙ti-Ubi′V-U˙bi-ri′V
in which the Zti denotes the vertical displacement of the ith wheel and Ubi and Ubi′ denote, respectively, the vertical displacement and the rotation of the bridge at the location of the contact point. And, ri is the vertical roughness, and V is the speed of the moving vehicle.Coupled equations of the vehicle-bridge vibration system can be obtained by the combination of the bridge equation and the vehicle equation above. They are listed as follows:(29)[[Mvs]ns×ns[Mvst]ns×nt[0]ns×nm[Mvts]nt×ns[Mvt]nt×nt[0]nt×nm[0]nm×ns[0]nm×nt[MB]nm×nm]{{Z¨s}ns{Z¨t}nt{Z¨b}nm}+[[Cvs]ns×ns[Cvst]ns×nt[0]ns×nm[Cvts]nt×ns[Cvt]nt×nt[CBt]nt×nm[0]nm×ns[CBt]nm×ntT[CB+CBV]nm×nm]×{{Z˙s}ns{Z˙t}nt{Z˙b}nm}+[[Kvs]ns×ns[Kvst]ns×nt[0]ns×nm[Kvts]nt×ns[Kvt]nt×nt[KBt2]nt×nm[0]nm×ns[KBt1]nm×nt[KB+KBV]nm×nm]×{{Zs}ns{Zt}nt{Zb}nm}={F}nv+nm,(30a)
[
C
B
t
]
=
[
ϕ
1
(
1
)
c
t
1
ϕ
2
(
1
)
c
t
1
⋯
ϕ
n
m
(
1
)
c
t
1
ϕ
1
(
2
)
c
t
2
ϕ
2
(
2
)
c
t
2
⋯
ϕ
n
m
(
2
)
c
t
2
⋮
⋮
⋱
⋮
ϕ
1
(
n
t
)
c
t
n
t
ϕ
2
(
n
t
)
c
t
n
t
⋯
ϕ
n
m
(
n
t
)
c
t
n
t
]
,
(30b)
[
C
B
+
C
B
V
]
=
[
C
1
+
∑
i
=
n
m
ϕ
1
(
i
)
c
t
i
ϕ
1
(
i
)
∑
i
=
n
m
ϕ
1
(
i
)
c
t
i
ϕ
2
(
i
)
⋯
∑
i
=
n
m
ϕ
1
(
i
)
c
t
i
ϕ
n
m
(
i
)
∑
i
=
n
m
ϕ
2
(
i
)
c
t
i
ϕ
1
(
i
)
C
2
+
∑
i
=
n
m
ϕ
2
(
i
)
c
t
i
ϕ
2
(
i
)
⋯
∑
i
=
n
m
ϕ
2
(
i
)
c
t
i
ϕ
n
m
(
i
)
⋮
⋮
⋱
⋮
∑
i
=
n
m
ϕ
n
m
(
i
)
c
t
i
ϕ
1
(
i
)
∑
i
=
n
m
ϕ
n
m
(
i
)
c
t
i
ϕ
2
(
i
)
⋯
C
n
m
+
∑
i
=
n
m
ϕ
n
m
(
i
)
c
t
i
ϕ
n
m
(
i
)
]
,
(30c)
[
K
B
t
1
]
=
-
[
k
t
1
ϕ
1
(
1
)
k
t
2
ϕ
1
(
2
)
⋯
k
t
n
t
ϕ
1
(
n
t
)
k
t
1
ϕ
2
(
1
)
k
t
2
ϕ
2
(
2
)
⋯
k
t
n
t
ϕ
2
(
n
t
)
⋮
⋮
⋱
⋮
k
t
1
ϕ
n
m
(
1
)
k
t
2
ϕ
n
m
(
2
)
⋯
k
t
n
t
ϕ
n
m
(
n
t
)
]
,
(30d)
[
K
B
t
2
]
=
[
K
B
t
1
]
T
-
V
[
c
t
1
ϕ
1
′
(
1
)
c
t
1
ϕ
2
′
(
1
)
⋯
c
t
1
ϕ
n
m
′
(
1
)
c
t
2
ϕ
1
′
(
2
)
c
t
2
ϕ
2
′
(
2
)
⋯
c
t
2
ϕ
n
m
′
(
2
)
⋮
⋮
⋱
⋮
c
t
n
t
ϕ
1
′
(
n
t
)
c
t
n
t
ϕ
2
′
(
1
)
⋯
c
t
n
t
ϕ
n
m
′
(
n
t
)
]
=
-
[
k
t
1
ϕ
1
(
1
)
+
V
c
t
1
ϕ
1
′
(
1
)
k
t
2
ϕ
1
(
2
)
+
V
c
t
1
ϕ
2
′
(
1
)
⋯
k
t
n
t
ϕ
1
(
n
t
)
+
V
c
t
1
ϕ
n
m
′
(
1
)
k
t
1
ϕ
2
(
1
)
+
V
c
t
2
ϕ
1
′
(
2
)
k
t
2
ϕ
2
(
2
)
+
V
c
t
2
ϕ
2
′
(
2
)
⋯
k
t
n
t
ϕ
2
(
n
t
)
+
V
c
t
2
ϕ
n
m
′
(
2
)
⋮
⋮
⋱
⋮
k
t
1
ϕ
n
m
(
1
)
+
V
c
t
n
t
ϕ
1
′
(
n
t
)
k
t
2
ϕ
n
m
(
2
)
+
V
c
t
n
t
ϕ
2
′
(
1
)
⋯
k
t
n
t
ϕ
n
m
(
n
t
)
+
V
c
t
n
t
ϕ
n
m
′
(
n
t
)
]
,
(30e)
[
K
B
+
K
B
V
]
=
[
K
1
+
∑
i
=
n
m
ϕ
1
(
i
)
(
k
t
i
ϕ
1
(
i
)
+
V
c
t
i
ϕ
1
′
(
i
)
)
⋯
∑
i
=
n
m
ϕ
1
(
i
)
(
k
t
i
ϕ
n
m
(
i
)
+
V
c
t
i
ϕ
n
m
′
(
i
)
)
⋮
⋱
⋮
∑
i
=
n
m
ϕ
n
m
(
i
)
(
k
t
i
ϕ
1
(
i
)
+
V
c
t
i
ϕ
1
′
(
i
)
)
⋯
K
n
m
+
∑
i
=
n
m
ϕ
n
m
(
i
)
(
k
t
i
ϕ
n
m
(
i
)
+
V
c
t
i
ϕ
n
m
′
(
i
)
)
]
,
(30f)
{
F
}
=
[
{
0
}
n
s
k
t
1
r
1
+
V
c
t
1
r
′
⋮
k
t
n
t
r
n
t
+
V
c
t
n
t
r
n
t
′
-
∑
i
=
n
m
ϕ
1
(
i
)
[
(
m
s
i
+
m
t
i
)
g
+
k
t
i
r
i
+
V
c
t
i
r
i
′
]
-
∑
i
=
n
m
ϕ
2
(
i
)
[
(
m
s
i
+
m
t
i
)
g
+
k
t
i
r
i
+
V
c
t
i
r
i
′
]
⋮
-
∑
i
=
n
m
ϕ
n
m
(
i
)
[
(
m
s
i
+
m
t
i
)
g
+
k
t
i
r
i
+
V
c
t
i
r
i
′
]
]
,
where the mn denotes the number of selected mode shapes and nv, ns, and nt denote, respectively, the total number of dof of all vehicles, the number of dof of the vehicle body of all vehicles, and the number of dof of all wheels. Other symbols are the same as before.


### 3.4. Solution of Coupled Equations

When a vehicle goes across the bridge, the position of the contact point changes with time. Therefore, the coupled equations are time-varying system of differential equations. And it is difficult to obtain the closed-form solutions. But they can be solved by some numerical methods, such as the central difference method, Newmark method, Wilson-θ method, and so on [33–35]. Wilson-θ method has been adopted in this study. It is a self-stabilization method, which is independent on the integration step and the shortest period [36, 37]. And it also can be looked at as the modified linear acceleration method.It is assumed that the acceleration during the period [ti, ti+θΔt] is linearly varied. Firstly, the vibration of the system at the time of ti+θΔt is calculated based on the linear acceleration method, and then the vibration of the system at the time of ti+Δt is deduced using the interpolation formula. And it is worth noting that this method has been verified unconditionally stable if the parameter θ is larger than 1.37.Based on the assumption of linear acceleration, the acceleration during this period [ti, ti+θΔt] is given by(31a)u¨(ti+τ)=u¨(ti)+τθΔt[u¨(ti+θΔt)-u¨(ti)].
According to the integration, the vibration velocity and the dynamic displacement can be shown as follows:
(31b)u˙(ti+τ)=u˙(ti)+τu¨(ti)+τ22θΔt[u¨(ti+θΔt)-u¨(ti)],(31c)u(ti+τ)=u(ti)+τu˙(ti)+12τ2u¨(ti)+τ36θΔt[u¨(ti+θΔt)-u¨(ti)].When the time τ is equal to θΔt, the corresponding vibration velocity and the dynamic displacement are(32a)u˙(ti+θΔt)=u˙(ti)+θΔtu¨(ti)+θΔt2[u¨(ti+θΔt)-u¨(ti)],(32b)u(ti+θΔt)=u(ti)+θΔtu˙(ti)+(θΔt)26[u¨(ti+θΔt)+2u¨(ti)].To solve (32a) and (32b), the acceleration and the dynamic displacement at the time of ti+θΔt can be listed as follows:(33a)u¨(ti+θΔt)=6(θΔt)2[u(ti+θΔt)-u(ti)]-6θΔtu˙(ti)-2u¨(ti),(33b)u˙(ti+θΔt)=3θΔt[u(ti+θΔt)-u(ti)]-2u˙(ti)-θΔt2u¨(ti).Of course, at the time ofti+θΔt, the following vibration equation of the system should be satisfied:
(34)mu¨(ti+θΔt)+cu˙(ti+θΔt)+ku(ti+θΔt)=P(ti+θΔt)
in which the load vector P(ti+θΔt) can be obtained by the method of linear extrapolation:
(35)P(ti+θΔt)=P(ti)+θ[P(ti+Δt)-P(ti)].Substituting (33a), (33b), and (35) into (34) and rearranging, the following equation is obtained:
(36)k-u(ti+θΔt)=P-(ti+θΔt),
where(37a)k-=k+6(θΔt)2m+3θΔtc(37b)P-(ti+θΔt)=Pi+θ(Pi+1-Pi)+[6(θΔt)2u(ti)+6θΔtu˙(ti)+2u¨(ti)]m+[3θΔtu(ti)+2u˙(ti)+θΔt2u¨(ti)]c.According to solving (36), the dynamic displacement at the time of ti+θΔt (u(ti+θΔt)) can be known. Substituting u(ti+θΔt) into (33a), the acceleration at the time of ti+θΔt can be obtained. Then substituting it into (31a) and using the designation τ=Δt, the acceleration at the time of ti+Δt is gained as(38a)u¨(ti+Δt)=6θ3(Δt)2[u(ti+θΔt)-u(ti)]-6θ2Δtu˙(ti)+(1-3θ)u¨(ti).Similarly, using the designationsθ=1 and τ=Δt, the vibration velocity and the dynamic displacement at the time of ti+Δt are listed as follows:
(38b)u˙(ti+Δt)=u˙(ti)+Δt2[u¨(ti+Δt)+u¨(ti)],(38c)u(ti+Δt)=u(ti)+Δtu˙(ti)+(Δt)26[u¨(ti+Δt)+2u¨(ti)].


### 3.5. Roughness Model

In both design and evaluation, pavement roughness is the primary factor affecting the dynamic performances of the bridge traversed by the designated vehicles [38]. And, in the dynamic responses analysis of highway bridges under moving vehicles, it is considered to be a cause of vehicle vibration [39]. Deng and Cai have proposed that, due to the road surface deterioration of existing bridges, the calculated impact factors form field measurements could be higher than the values specified in design codes that mainly target new bridge design [15]. So it is necessary to include the pavement roughness in our own program.There are two methods to take the roughness into account, field measurement and numerical simulation. As for the former way, it is measured generally by one of the following two methods, that is, (1) by using a profilometer or (2) by calculating pavement roughness backwards from vibration data of the well-researched dynamic properties of the vehicle [36]. Nowadays, based on much data from the field measurement, more researchers begin to admit the fact that the roughness is a realization of a random process that can be described by a power spectral density (PSD) function. And the pavement roughness model proposed by Hwang and Nowak [40] has been adopted in this study.Typical PSD function can be approximated by an exponential function:(39)S(γ)=αγ-βγL<γ<γU
in which the α denotes roughness coefficient and γ, γL, γU, and β denote, respectively, spatial frequency (m−1), lower limit, upper limit, and spectral shape index. It is assumed that the pavement roughness can be modeled as a stationary Gaussian random process. Therefore, it can be generated by an inverse Fourier transform:
(40)X(t)=∑i=1N4S(γi)Δγcos⁡⁡(γit-θi),
where S(γi) is PSD function and θi is random number uniformly distributed from 0 to 2π.The process of generating pavement roughness is listed as follows:(41a)Δγ=γU-γLN,(41b)γk=γL+(k-0.5)Δγk=1,2,…,N,(41c)S(γk)=αγk-β,(41d)ak2=4S(γk)Δγ,(41e)h(x)=∑k=1Nakcos⁡(2πγkx-θk)in which the x denotes the position in the longitudinal direction of the bridge, h(x) is the roughness, and N is the sampling number.Considering common seen speeds of vehicles in highway bridges, the lower and upper limits of the spatial frequency are specified as 0.05 m−1 and 3.00 m−1 [7]. Furthermore, N is usually equal to 512, and the spectral shape index β is 2 in general. Also, the selected value of the roughness coefficient α can be seen in Table 1.Table 1
Roughness coefficientα.
Condition
Roughness coefficientα
Very good
α
<
0.24
×
10
-
6
Good
0.24
×
10
-
6
<
α
≤
1.0
×
10
-
6
Average
1.0
×
10
-
6
<
α
≤
4.0
×
10
-
6
Poor
4.0
×
10
-
6
<
α
≤
16.0
×
10
-
6
Very poor
α
>
16.0
×
10
-
6As for different conditions, five typical pavement roughness examples are obtained using the program VBCVA. And the results are plotted in Figure5.Five pavement roughness examples.
(a)
Very good (α=0.20×10-6)
(b)
Good (α=0.60×10-6)
(c)
Average (α=2.50×10-6)
(d)
Poor (α=10.0×10-6)
(e)
Very poor (α=20.0×10-6)In addition, the relation between the maximum amplitude of the roughness sample and the roughness coefficient is studied. It can be seen from Figure6 that they are square relation, which is consistent with ((41a), (41b), (41c), (41d), and (41e)).Figure 6
Relation analysis of roughness.


### 3.6. Flowchart of the Program

Due to various types of bridges, the modal synthesis method is adopted in the program VBCVA for general use. At first, the dynamic characteristics of the highway bridge, including natural frequencies and mode shapes, are obtained based on the finite element model (FEM) built by the commercial software ANSYS. Meanwhile, the data files for vehicles are prepared by another commercial software MATLAB. Then the coupled equations are calculated using the Wilson-θ method [41]. It is developed following the flowchart in Figure 7.Figure 7
Flowchart of the program VBCVA.To supplement the application of this program, it is necessary to emphasize that the data files preparation includes bridge data (frequencies, mode shapes, damping ratios, and coordinates of nodes), pavement roughness model, and vehicle data (vehicle type, speed, number, and initial location). Also, controlling parameters mainly meansθ in the method of Wilson-θ and the integration step. After all calculations, the postprocessing is done by MATLAB, including plots of dynamic responses of the designated degree of the bridge or vehicles.The program can be used for calculating the cases of multilanes and multivehicles (both in longitudinal direction and in transverse direction). Also, the number of axles or vehicles is not limited. Furthermore, the validity and the rationality have been verified by some numerical and experimental results from the existing papers [42]. Therefore, this program has to be thought of as convenient and powerful enough for the analysis of the vehicle-bridge coupled vibration problem.


## 3.1. Bridge Equations

According to the theory of structural dynamics [30], the governing equation of the bridge can be given by
(19)[Mb]{U¨b}+[Cb]{U˙b}+[Kb]{Ub}={Fb}
in which the {Fb} denotes the load vector induced by the moving vehicles and [Mb], [Cb], and [Kb] denote, respectively, the mass matrix, damping matrix, and stiffness matrix. Furthermore, {Ub} is the displacement of the bridge, the first derivative of the displacement is the vibration velocity, and the second derivative of the displacement is the vibration acceleration. It is worth noting that all these symbols and this equation are described in Cartesian coordinate system.As there are various types of highway bridges and they are much more complicated with the increasing technology, the accurate modeling of the bridge may be difficult to realize by our own written program. In addition, this will hinder the generalization and the development of that program. And the limitation can be obviously seen when the equations of various types of bridges are different. Therefore, the modal synthesis method has been adopted. Another advantage of this translation is the reduction of the degree number:(20){Ub}=[Φ]{Zb},
where [Φ] is the mode shape matrix of the bridge and [Zb] is the coordinate in the modal coordinate system, which denotes the contribution of every mode shapes.Substituting (20) into (19), premultiplied by the transposed matrix of the mode shapes, the following equation is obtained:
(21)[MB]{Z¨b}+[CB]{Z˙b}+[KB]{Zb}={FB},
where [MB], [CB], [KB], and {FB} are mass matrix, damping matrix, stiffness matrix, and load vector in the modal coordinate system. They are given by(22a)[MB]=[Φ]T[Mb][Φ],(22b)[CB]=[Φ]T[Cb][Φ],(22c)[KB]=[Φ]T[Kb][Φ],(22d)[FB]=[Φ]T[Fb].For convenience in application, the matrix of mode shape obtained from ANSYS is normalized. Then the following matrixes are used in the program VBCVA:(23a)[MB]=[1⋯0⋮⋱⋮0⋯1],(23b)[CB]=[2ξ1ω1⋯0⋮⋱⋮0⋯2ξnωn],(23c)[KB]=[ω12⋯0⋮⋱⋮0⋯ωn2],where ξn and ωn are the damping ratio and the natural frequency of the nth mode shape.


## 3.2. Vehicle Equations

Actually, the moving vehicle can be looked at as a vibration system with multidegrees of freedom. In this study, D’Alembert’s principle is used for deducing dynamic equations of spatial vehicle models. And the position induced by the static weight of the vehicle is selected as the reference position [31].The schematic plot of the vehicle model can be seen in Figure4. If the number of axles is n, the degree of freedom (dof) is 2n+3, including the vertical dof Zs1, pitching dof Zs2, swung dof Zs3 of the vehicle body, and the vertical dof of every wheels. It can be seen from the Figure 3 that
(24)ai=XG-di,i=1,2,…n,bi=YG-wi,i=1,2
in which XG and YG are the coordinates of the centre-of-gravity of the vehicle and ai and bi denote, respectively, the distance from the wheel to the centre in longitudinal and transverse direction. Furthermore, di is the distance from the wheel to the front axle in longitudinal direction, and wi is the wheel space.Schematic plot of the vehicle model.
(a)
Elevation view
(b)
Front viewThere are some assumptions on the vehicle model. The wheel and the bridge will contact with each other all the time. Only vertical effects between the vehicle and the bridge are considered, while longitudinal and transverse effects are ignored. The vehicle body and all wheels are assumed as rigid bodies with corresponding mass, while the spring and the damper are linear [32].Then the vehicle equation can be given by(25)[MV]{Z¨V}+[CV]{Z˙V}+[KV]{ZV}={FV}
in which the {FV} denotes the load vector induced by the bridge and [MV], [CV], and [KV] denote, respectively, the mass matrix, damping matrix, and stiffness matrix of the vehicle. Furthermore, {ZV} is the displacement of the vehicle, the first derivative of the displacement is the vibration velocity, and the second derivative of the displacement is the vibration acceleration. They are listed as follows. It has to be noted that the stiffness matrix [KV] is just similar with the damping matrix [CV], replacing the symbol c with the symbol k:(26a)
[
M
V
]
=
diag
⁡
{
m
s
,
J
y
,
J
x
,
m
t
1
,
m
t
2
,
…
,
m
t
2
n
}
,
(26b)
{
Z
V
}
=
{
Z
s
1
,
Z
s
2
,
Z
s
3
,
Z
t
1
,
Z
t
2
,
…
,
Z
t
2
n
}
T
=
{
{
Z
s
}
{
Z
t
}
}
,
(26c)
{
F
V
}
=
{
0,0
,
0
,
k
t
1
Δ
1
+
c
t
1
Δ
˙
1
,
k
t
2
Δ
2
+
c
t
2
Δ
˙
2
,
…
,
k
t
2
n
Δ
2
n
+
c
t
2
n
Δ
˙
2
n
}
T
,
(26d)
[
C
V
]
=
[
C
V
11
C
V
12
C
V
21
C
V
22
]
,
[
C
V
11
]
=
[
∑
i
=
1
n
c
s
2
i
-
1
+
c
s
2
i
-
∑
i
=
1
n
a
i
(
c
s
2
i
-
1
+
c
s
2
i
)
-
∑
i
=
1
n
(
b
1
c
s
2
i
-
1
+
b
2
c
s
2
i
)
-
∑
i
=
1
n
a
i
(
c
s
2
i
-
1
+
c
s
2
i
)
∑
i
=
1
n
a
i
2
(
c
s
2
i
-
1
+
c
s
2
i
)
-
∑
i
=
1
n
(
b
1
a
i
c
s
2
i
-
1
+
b
2
a
i
c
s
2
i
)
-
∑
i
=
1
n
(
b
1
c
s
2
i
-
1
+
b
2
c
s
2
i
)
-
∑
i
=
1
n
(
b
1
a
i
c
s
2
i
-
1
+
b
2
a
i
c
s
2
i
)
∑
i
=
1
n
(
b
1
2
c
s
2
i
-
1
+
b
2
2
c
s
2
i
)
]
,
[
C
V
12
]
=
[
-
c
s
1
-
c
s
2
⋯
-
c
s
2
n
a
1
c
s
1
a
1
c
s
2
⋯
a
n
c
s
2
n
-
b
1
c
s
1
-
b
2
c
s
2
⋯
-
b
2
c
s
2
n
]
,
[
C
V
21
]
=
[
-
c
s
1
a
1
c
s
1
-
b
1
c
s
1
-
c
s
2
a
1
c
s
2
-
b
2
c
s
2
⋮
⋮
⋮
-
c
s
2
n
a
n
c
s
2
n
-
b
1
c
s
2
n
]
,
[
C
V
22
]
=
[
c
s
1
+
c
t
1
0
⋯
0
0
c
s
2
+
c
t
2
⋯
0
⋮
⋮
⋱
⋮
0
0
⋯
c
s
2
n
+
c
t
2
n
]
.


## 3.3. Coupled Equations

The interaction force between the bridge and the vehicle can be considered from two aspects. One is the force of the vehicleFti induced by the vibration of the bridge, and the other one is the force of the bridge Fbi caused by the vehicle, including the static weight and the dynamic force:(27a)Fti=-ktiΔi-ctiΔ˙i,(27b)Fbi=FGi-Fti,where FGi denotes the sum of two parts, the first part is the gravity of the ith wheel itself, and the other part is the distribution of the weight of the vehicle body on the ith wheel. And Δi is the relative displacement of the contact point between the ith wheel and the bridge. Also, the first derivative of the displacement is the vibration velocity. They can be obtained by
(28)Δi=Zti(t)-Ubi(x,t)-ri(x),Δ˙i=Z˙ti-Ubi′x˙-U˙bi-ri′x˙=Z˙ti-Ubi′V-U˙bi-ri′V
in which the Zti denotes the vertical displacement of the ith wheel and Ubi and Ubi′ denote, respectively, the vertical displacement and the rotation of the bridge at the location of the contact point. And, ri is the vertical roughness, and V is the speed of the moving vehicle.Coupled equations of the vehicle-bridge vibration system can be obtained by the combination of the bridge equation and the vehicle equation above. They are listed as follows:(29)[[Mvs]ns×ns[Mvst]ns×nt[0]ns×nm[Mvts]nt×ns[Mvt]nt×nt[0]nt×nm[0]nm×ns[0]nm×nt[MB]nm×nm]{{Z¨s}ns{Z¨t}nt{Z¨b}nm}+[[Cvs]ns×ns[Cvst]ns×nt[0]ns×nm[Cvts]nt×ns[Cvt]nt×nt[CBt]nt×nm[0]nm×ns[CBt]nm×ntT[CB+CBV]nm×nm]×{{Z˙s}ns{Z˙t}nt{Z˙b}nm}+[[Kvs]ns×ns[Kvst]ns×nt[0]ns×nm[Kvts]nt×ns[Kvt]nt×nt[KBt2]nt×nm[0]nm×ns[KBt1]nm×nt[KB+KBV]nm×nm]×{{Zs}ns{Zt}nt{Zb}nm}={F}nv+nm,(30a)
[
C
B
t
]
=
[
ϕ
1
(
1
)
c
t
1
ϕ
2
(
1
)
c
t
1
⋯
ϕ
n
m
(
1
)
c
t
1
ϕ
1
(
2
)
c
t
2
ϕ
2
(
2
)
c
t
2
⋯
ϕ
n
m
(
2
)
c
t
2
⋮
⋮
⋱
⋮
ϕ
1
(
n
t
)
c
t
n
t
ϕ
2
(
n
t
)
c
t
n
t
⋯
ϕ
n
m
(
n
t
)
c
t
n
t
]
,
(30b)
[
C
B
+
C
B
V
]
=
[
C
1
+
∑
i
=
n
m
ϕ
1
(
i
)
c
t
i
ϕ
1
(
i
)
∑
i
=
n
m
ϕ
1
(
i
)
c
t
i
ϕ
2
(
i
)
⋯
∑
i
=
n
m
ϕ
1
(
i
)
c
t
i
ϕ
n
m
(
i
)
∑
i
=
n
m
ϕ
2
(
i
)
c
t
i
ϕ
1
(
i
)
C
2
+
∑
i
=
n
m
ϕ
2
(
i
)
c
t
i
ϕ
2
(
i
)
⋯
∑
i
=
n
m
ϕ
2
(
i
)
c
t
i
ϕ
n
m
(
i
)
⋮
⋮
⋱
⋮
∑
i
=
n
m
ϕ
n
m
(
i
)
c
t
i
ϕ
1
(
i
)
∑
i
=
n
m
ϕ
n
m
(
i
)
c
t
i
ϕ
2
(
i
)
⋯
C
n
m
+
∑
i
=
n
m
ϕ
n
m
(
i
)
c
t
i
ϕ
n
m
(
i
)
]
,
(30c)
[
K
B
t
1
]
=
-
[
k
t
1
ϕ
1
(
1
)
k
t
2
ϕ
1
(
2
)
⋯
k
t
n
t
ϕ
1
(
n
t
)
k
t
1
ϕ
2
(
1
)
k
t
2
ϕ
2
(
2
)
⋯
k
t
n
t
ϕ
2
(
n
t
)
⋮
⋮
⋱
⋮
k
t
1
ϕ
n
m
(
1
)
k
t
2
ϕ
n
m
(
2
)
⋯
k
t
n
t
ϕ
n
m
(
n
t
)
]
,
(30d)
[
K
B
t
2
]
=
[
K
B
t
1
]
T
-
V
[
c
t
1
ϕ
1
′
(
1
)
c
t
1
ϕ
2
′
(
1
)
⋯
c
t
1
ϕ
n
m
′
(
1
)
c
t
2
ϕ
1
′
(
2
)
c
t
2
ϕ
2
′
(
2
)
⋯
c
t
2
ϕ
n
m
′
(
2
)
⋮
⋮
⋱
⋮
c
t
n
t
ϕ
1
′
(
n
t
)
c
t
n
t
ϕ
2
′
(
1
)
⋯
c
t
n
t
ϕ
n
m
′
(
n
t
)
]
=
-
[
k
t
1
ϕ
1
(
1
)
+
V
c
t
1
ϕ
1
′
(
1
)
k
t
2
ϕ
1
(
2
)
+
V
c
t
1
ϕ
2
′
(
1
)
⋯
k
t
n
t
ϕ
1
(
n
t
)
+
V
c
t
1
ϕ
n
m
′
(
1
)
k
t
1
ϕ
2
(
1
)
+
V
c
t
2
ϕ
1
′
(
2
)
k
t
2
ϕ
2
(
2
)
+
V
c
t
2
ϕ
2
′
(
2
)
⋯
k
t
n
t
ϕ
2
(
n
t
)
+
V
c
t
2
ϕ
n
m
′
(
2
)
⋮
⋮
⋱
⋮
k
t
1
ϕ
n
m
(
1
)
+
V
c
t
n
t
ϕ
1
′
(
n
t
)
k
t
2
ϕ
n
m
(
2
)
+
V
c
t
n
t
ϕ
2
′
(
1
)
⋯
k
t
n
t
ϕ
n
m
(
n
t
)
+
V
c
t
n
t
ϕ
n
m
′
(
n
t
)
]
,
(30e)
[
K
B
+
K
B
V
]
=
[
K
1
+
∑
i
=
n
m
ϕ
1
(
i
)
(
k
t
i
ϕ
1
(
i
)
+
V
c
t
i
ϕ
1
′
(
i
)
)
⋯
∑
i
=
n
m
ϕ
1
(
i
)
(
k
t
i
ϕ
n
m
(
i
)
+
V
c
t
i
ϕ
n
m
′
(
i
)
)
⋮
⋱
⋮
∑
i
=
n
m
ϕ
n
m
(
i
)
(
k
t
i
ϕ
1
(
i
)
+
V
c
t
i
ϕ
1
′
(
i
)
)
⋯
K
n
m
+
∑
i
=
n
m
ϕ
n
m
(
i
)
(
k
t
i
ϕ
n
m
(
i
)
+
V
c
t
i
ϕ
n
m
′
(
i
)
)
]
,
(30f)
{
F
}
=
[
{
0
}
n
s
k
t
1
r
1
+
V
c
t
1
r
′
⋮
k
t
n
t
r
n
t
+
V
c
t
n
t
r
n
t
′
-
∑
i
=
n
m
ϕ
1
(
i
)
[
(
m
s
i
+
m
t
i
)
g
+
k
t
i
r
i
+
V
c
t
i
r
i
′
]
-
∑
i
=
n
m
ϕ
2
(
i
)
[
(
m
s
i
+
m
t
i
)
g
+
k
t
i
r
i
+
V
c
t
i
r
i
′
]
⋮
-
∑
i
=
n
m
ϕ
n
m
(
i
)
[
(
m
s
i
+
m
t
i
)
g
+
k
t
i
r
i
+
V
c
t
i
r
i
′
]
]
,
where the mn denotes the number of selected mode shapes and nv, ns, and nt denote, respectively, the total number of dof of all vehicles, the number of dof of the vehicle body of all vehicles, and the number of dof of all wheels. Other symbols are the same as before.


## 3.4. Solution of Coupled Equations

When a vehicle goes across the bridge, the position of the contact point changes with time. Therefore, the coupled equations are time-varying system of differential equations. And it is difficult to obtain the closed-form solutions. But they can be solved by some numerical methods, such as the central difference method, Newmark method, Wilson-θ method, and so on [33–35]. Wilson-θ method has been adopted in this study. It is a self-stabilization method, which is independent on the integration step and the shortest period [36, 37]. And it also can be looked at as the modified linear acceleration method.It is assumed that the acceleration during the period [ti, ti+θΔt] is linearly varied. Firstly, the vibration of the system at the time of ti+θΔt is calculated based on the linear acceleration method, and then the vibration of the system at the time of ti+Δt is deduced using the interpolation formula. And it is worth noting that this method has been verified unconditionally stable if the parameter θ is larger than 1.37.Based on the assumption of linear acceleration, the acceleration during this period [ti, ti+θΔt] is given by(31a)u¨(ti+τ)=u¨(ti)+τθΔt[u¨(ti+θΔt)-u¨(ti)].
According to the integration, the vibration velocity and the dynamic displacement can be shown as follows:
(31b)u˙(ti+τ)=u˙(ti)+τu¨(ti)+τ22θΔt[u¨(ti+θΔt)-u¨(ti)],(31c)u(ti+τ)=u(ti)+τu˙(ti)+12τ2u¨(ti)+τ36θΔt[u¨(ti+θΔt)-u¨(ti)].When the time τ is equal to θΔt, the corresponding vibration velocity and the dynamic displacement are(32a)u˙(ti+θΔt)=u˙(ti)+θΔtu¨(ti)+θΔt2[u¨(ti+θΔt)-u¨(ti)],(32b)u(ti+θΔt)=u(ti)+θΔtu˙(ti)+(θΔt)26[u¨(ti+θΔt)+2u¨(ti)].To solve (32a) and (32b), the acceleration and the dynamic displacement at the time of ti+θΔt can be listed as follows:(33a)u¨(ti+θΔt)=6(θΔt)2[u(ti+θΔt)-u(ti)]-6θΔtu˙(ti)-2u¨(ti),(33b)u˙(ti+θΔt)=3θΔt[u(ti+θΔt)-u(ti)]-2u˙(ti)-θΔt2u¨(ti).Of course, at the time ofti+θΔt, the following vibration equation of the system should be satisfied:
(34)mu¨(ti+θΔt)+cu˙(ti+θΔt)+ku(ti+θΔt)=P(ti+θΔt)
in which the load vector P(ti+θΔt) can be obtained by the method of linear extrapolation:
(35)P(ti+θΔt)=P(ti)+θ[P(ti+Δt)-P(ti)].Substituting (33a), (33b), and (35) into (34) and rearranging, the following equation is obtained:
(36)k-u(ti+θΔt)=P-(ti+θΔt),
where(37a)k-=k+6(θΔt)2m+3θΔtc(37b)P-(ti+θΔt)=Pi+θ(Pi+1-Pi)+[6(θΔt)2u(ti)+6θΔtu˙(ti)+2u¨(ti)]m+[3θΔtu(ti)+2u˙(ti)+θΔt2u¨(ti)]c.According to solving (36), the dynamic displacement at the time of ti+θΔt (u(ti+θΔt)) can be known. Substituting u(ti+θΔt) into (33a), the acceleration at the time of ti+θΔt can be obtained. Then substituting it into (31a) and using the designation τ=Δt, the acceleration at the time of ti+Δt is gained as(38a)u¨(ti+Δt)=6θ3(Δt)2[u(ti+θΔt)-u(ti)]-6θ2Δtu˙(ti)+(1-3θ)u¨(ti).Similarly, using the designationsθ=1 and τ=Δt, the vibration velocity and the dynamic displacement at the time of ti+Δt are listed as follows:
(38b)u˙(ti+Δt)=u˙(ti)+Δt2[u¨(ti+Δt)+u¨(ti)],(38c)u(ti+Δt)=u(ti)+Δtu˙(ti)+(Δt)26[u¨(ti+Δt)+2u¨(ti)].


## 3.5. Roughness Model

In both design and evaluation, pavement roughness is the primary factor affecting the dynamic performances of the bridge traversed by the designated vehicles [38]. And, in the dynamic responses analysis of highway bridges under moving vehicles, it is considered to be a cause of vehicle vibration [39]. Deng and Cai have proposed that, due to the road surface deterioration of existing bridges, the calculated impact factors form field measurements could be higher than the values specified in design codes that mainly target new bridge design [15]. So it is necessary to include the pavement roughness in our own program.There are two methods to take the roughness into account, field measurement and numerical simulation. As for the former way, it is measured generally by one of the following two methods, that is, (1) by using a profilometer or (2) by calculating pavement roughness backwards from vibration data of the well-researched dynamic properties of the vehicle [36]. Nowadays, based on much data from the field measurement, more researchers begin to admit the fact that the roughness is a realization of a random process that can be described by a power spectral density (PSD) function. And the pavement roughness model proposed by Hwang and Nowak [40] has been adopted in this study.Typical PSD function can be approximated by an exponential function:(39)S(γ)=αγ-βγL<γ<γU
in which the α denotes roughness coefficient and γ, γL, γU, and β denote, respectively, spatial frequency (m−1), lower limit, upper limit, and spectral shape index. It is assumed that the pavement roughness can be modeled as a stationary Gaussian random process. Therefore, it can be generated by an inverse Fourier transform:
(40)X(t)=∑i=1N4S(γi)Δγcos⁡⁡(γit-θi),
where S(γi) is PSD function and θi is random number uniformly distributed from 0 to 2π.The process of generating pavement roughness is listed as follows:(41a)Δγ=γU-γLN,(41b)γk=γL+(k-0.5)Δγk=1,2,…,N,(41c)S(γk)=αγk-β,(41d)ak2=4S(γk)Δγ,(41e)h(x)=∑k=1Nakcos⁡(2πγkx-θk)in which the x denotes the position in the longitudinal direction of the bridge, h(x) is the roughness, and N is the sampling number.Considering common seen speeds of vehicles in highway bridges, the lower and upper limits of the spatial frequency are specified as 0.05 m−1 and 3.00 m−1 [7]. Furthermore, N is usually equal to 512, and the spectral shape index β is 2 in general. Also, the selected value of the roughness coefficient α can be seen in Table 1.Table 1
Roughness coefficientα.
Condition
Roughness coefficientα
Very good
α
<
0.24
×
10
-
6
Good
0.24
×
10
-
6
<
α
≤
1.0
×
10
-
6
Average
1.0
×
10
-
6
<
α
≤
4.0
×
10
-
6
Poor
4.0
×
10
-
6
<
α
≤
16.0
×
10
-
6
Very poor
α
>
16.0
×
10
-
6As for different conditions, five typical pavement roughness examples are obtained using the program VBCVA. And the results are plotted in Figure5.Five pavement roughness examples.
(a)
Very good (α=0.20×10-6)
(b)
Good (α=0.60×10-6)
(c)
Average (α=2.50×10-6)
(d)
Poor (α=10.0×10-6)
(e)
Very poor (α=20.0×10-6)In addition, the relation between the maximum amplitude of the roughness sample and the roughness coefficient is studied. It can be seen from Figure6 that they are square relation, which is consistent with ((41a), (41b), (41c), (41d), and (41e)).Figure 6
Relation analysis of roughness.


## 3.6. Flowchart of the Program

Due to various types of bridges, the modal synthesis method is adopted in the program VBCVA for general use. At first, the dynamic characteristics of the highway bridge, including natural frequencies and mode shapes, are obtained based on the finite element model (FEM) built by the commercial software ANSYS. Meanwhile, the data files for vehicles are prepared by another commercial software MATLAB. Then the coupled equations are calculated using the Wilson-θ method [41]. It is developed following the flowchart in Figure 7.Figure 7
Flowchart of the program VBCVA.To supplement the application of this program, it is necessary to emphasize that the data files preparation includes bridge data (frequencies, mode shapes, damping ratios, and coordinates of nodes), pavement roughness model, and vehicle data (vehicle type, speed, number, and initial location). Also, controlling parameters mainly meansθ in the method of Wilson-θ and the integration step. After all calculations, the postprocessing is done by MATLAB, including plots of dynamic responses of the designated degree of the bridge or vehicles.The program can be used for calculating the cases of multilanes and multivehicles (both in longitudinal direction and in transverse direction). Also, the number of axles or vehicles is not limited. Furthermore, the validity and the rationality have been verified by some numerical and experimental results from the existing papers [42]. Therefore, this program has to be thought of as convenient and powerful enough for the analysis of the vehicle-bridge coupled vibration problem.


## 4. Numerical Simulations Based on the Orthogonal Experimental Design

Concerning dynamic responses of highway bridges to moving vehicular loads, three methods are commonly adopted, including theoretical derivation, dynamic loading test, and numerical simulations. As we know, the first method can only be appropriate for some simplified models, while the last two methods can be applied to the actual situation in general. However, due to the economy and many other causes, most of studies focused on dynamic responses induced by much fewer factors. In addition, influence of interactions between these factors on dynamic responses is barely studied. Therefore, based on orthogonal experimental design, influences of many factors and their interactions on the dynamic responses of simply supported girder bridges to moving vehicular loads are discussed at length in this section.


### 4.1. Orthogonal Experimental Design

As for the multifactor experimental problem, the full factorial design was widely accepted in the early stage. There are two primary benefits of this method. Firstly, it reveals whether the effect of each factor depends on the levels of other factors in the experiment. And one factorial experiment can show “interaction effects” that a series of experiments each involving a single factor cannot. Secondly, it provides excellent precision for the regression model parameter estimates that summarize the combined effects of the factors [43].However, when the variables are more, the size of the full factorial design is much extremely larger. For example, with three levels of every factor, increasing the number of factors from 2 to 4 increases the size of the full factorial design from 32 to 34, 9 times larger. So fractional factorial designs have come out to largely reduce the work in the analysis of multifactor problem. In statistics, fractional factorial designs consist of a carefully chosen subset of the experimental runs of a full factorial design. That is chosen so as to exploit the sparsity-of-effects principle to expose information about the most important features of the problem studied, while using a fraction of the effort of a full factorial design in terms of experimental runs.Obviously, there are two principal contradictions in the fractional factorial design. One is the contradiction between the larger runs in the full factorial design and the expected smaller runs in actual operation. The other one is that between the smaller runs and the expected whole information, which is just the same as that obtained from the full factorial design [44]. To solve these two contradictions, the orthogonal experimental design is one of the best methods. According to a more rational arrangement, such as the orthogonal array, a minority of runs that are most typical can be selected, which can solve the first contradiction. Using some scientific methods of data processing, including the range analysis and the variance analysis, many reasonable conclusions can be obtained based on the minority of experiments, which can solve the second contradiction. In a word, the orthogonal experimental design has been verified as a good method.The orthogonal array is the basis of the orthogonal experimental design. And it has been constructed based on these two mathematical courses, combinatorics and probability. Of course, it is not necessary for engineers to know how to construct it. We only need to transplant existing orthogonal arrays into engineering areas. The orthogonal array is usually denoted byLa(bc), in which L is the code of orthogonal array, a is the number of experimental runs, b is the number of levels, and c is the number of factors. In the recent period, this type of construction thought has become widespread.It has been proved that the “interaction effects” are always seen in the multifactor experiment. They are defined as the influence of combined factors on the test index. In fact, the “interaction effects” are reflections of mutual promotion or inhibition, and these effects are more or less existed in all physical phenomenon. In the statistical analysis of the results obtained from factorial experiments, the sparsity-of-effects principle states that a system is usually dominated by main effects (single factor) and low-order interactions. Therefore, it is most likely that main effects and two-factor interactions are the most significant responses in an experiment [45].A majority of studies have shown that the dynamic responses of vehicle-bridge system are influenced by so many factors, including vehicle characteristics, pavement roughness, and bridge characteristics [46]. In this study, to efficiently reduce the experimental runs, the conventional orthogonal design is divided into two phases. In the first phase, main effects (single factor) are analyzed without any interaction effects. Based on the results from the first phase, the interaction effects of some of the most important factors are discussed in the second phase.


### 4.2. Samples Selection

As we know, there are many types of highway bridges, including the girder bridge, the arch bridge, the cable-stayed bridge, and the suspension bridge. Of course, the simply supported girder bridge is the most common type. Based on the standard drawings issued by the Ministry of Transport of the People’s Republic of China in 2008, a 30 m-span bridge with small-box section has been selected as the fundamental sample of bridges. The damping ratio is assumed as 0.05. The cross-section is in Figure8 and its other parameters are listed in Table 2.Table 2
Parameters of the bridge.
L (m)
W (m)
I (m4)
A (m2)
E (MPa)
ρ (kg/m3)
30
12
1.98
6.23
34500
2600
L: length, W: width, I: moment of inertia, E: modules of elasticity, and ρ: density.Figure 8
The cross-section of the bridge (cm).In highway bridges, the types of moving vehicles are various, which is significantly different from the type of vehicles in railway bridges. And it makes the problem of the vehicle-bridge coupled system become much more complex. Usually, there are three types of vehicles, including the small car, the bus or coach, and the loading truck. Apparently, due to their light weight, the first two types of vehicles may not be the main contributions on the dynamic responses. So the 3-axle loading truck has to be selected in this study. Its weight is 30 tons. It is seen in Figure9 and Table 3.Table 3
Parameters of the three-axle loading truck.
Parameters
Value
Parameters
Value
Mass of truck body
31800 kg
Upper stiffness (front axle)
1200 kN·m−1
Mass of front wheel
400 kg
Upper stiffness (middle/rear axle)
2400 kN·m−1
Mass of middle/rear wheel
600 kg
Upper damping (front axle)
5 kN·s·m−1
Pitching moment of inertia
40000 kg·m2
Upper damping (middle/rear axle)
10 kN·s·m−1
Rolling moment of inertia
10000 kg·m2
Lower stiffness (front axle)
2400 kN·m−1
Distance (front axle to center)
4.60 m
Lower stiffness (middle/rear axle)
4800 kN·m−1
Distance (middle axle to center)
0.36 m
Lower damping (front axle)
6 kN·s·m−1
Distance (middle to rear axle)
1.40 m
Lower damping (middle/rear axle)
12 kN·s·m−1
Wheel base
1.80 mFigure 9
Three-axle loading truck (cm).Pavement roughness is the excitation source of the vehicle-bridge coupled vibration. For new bridges, the condition of the pavement is very good or good. So the maximum amplitude of the pavement roughness is assumed as 1cm (α=0.2345) in this study.Based on so many existing research results [2, 4, 5, 7–9], twelve factors are considered and discussed, including the pavement roughness, the span length, width, mass, stiffness, and damping of the bridge, the mass, upper stiffness (suspension system), upper damping, lower stiffness, lower damping, and speed of the vehicle. And they are successively denoted by capital letters from A to L. All of these factors are listed in Table 4.Table 4
Factors description.
Factor
Description
A
Pavement roughness
B
Span length of the bridge
C
Width of the bridge
D
Mass of the bridge
E
Stiffness of the bridge
F
Damping of the bridge
G
Mass of the vehicle
H
Upper stiffness of the vehicle
I
Upper damping of the vehicle
J
Lower stiffness of the vehicle
K
Lower damping of the vehicle
L
Speed of the vehicleConsidering computational efficiency, three levels are given for every factor. The value of parameters in fundamental models described above is thought as the second level. Then the first level and the third level are taken by 20% lower and 20% higher, respectively. For instance, three levels of the span length are 24 m (A1, 30m×0.8), 30 m (A2), and 36 m (A3, 30m×1.2). Of all these factors, the factors of width and speed have to be emphasized as follows. The simply supported girder bridge is assembled by many prefabricated small-box section girders. Three levels of the width are 9 m (3 girders), 12 m (4 girders), and 15 m (5 girders). And the speeds of the moving vehicle are assumed as 20 m/s, 25 m/s, and 30 m/s, which are common in actual operation.


### 4.3. Numerical Simulations without Interaction

Firstly, the interaction has been ignored in this section. As for twelve factors and three levels for every factors, the orthogonal arrayL27(313) has been adopted. If only main effects (single factor) are considered, there is no mixture involved in the arrangement of factors. So they can be arranged successively. It is seen in Table 5.Table 5
Orthogonal arrayL27(313) and the arrangement of factors.
Run
1
2
3
4
5
6
7
8
9
10
11
12
13
A
B
C
D
E
F
G
H
I
J
K
L
Non
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2
1
1
1
1
2
2
2
2
2
2
2
2
2
3
1
1
1
1
3
3
3
3
3
3
3
3
3
4
1
2
2
2
1
1
1
2
2
2
3
3
3
5
1
2
2
2
2
2
2
3
3
3
1
1
1
6
1
2
2
2
3
3
3
1
1
1
2
2
2
7
1
3
3
3
1
1
1
3
3
3
2
2
2
8
1
3
3
3
2
2
2
1
1
1
3
3
3
9
1
3
3
3
3
3
3
2
2
2
1
1
1
10
2
1
2
3
1
2
3
1
2
3
1
2
3
11
2
1
2
3
2
3
1
2
3
1
2
3
1
12
2
1
2
3
3
1
2
3
1
2
3
1
2
13
2
2
3
1
1
2
3
2
3
1
3
1
2
14
2
2
3
1
2
3
1
3
1
2
1
2
3
15
2
2
3
1
3
1
2
1
2
3
2
3
1
16
2
3
1
2
1
2
3
3
1
2
2
3
1
17
2
3
1
2
2
3
1
1
2
3
3
1
2
18
2
3
1
2
3
1
2
2
3
1
1
2
3
19
3
1
3
2
1
3
2
1
3
2
1
3
2
20
3
1
3
2
2
1
3
2
1
3
2
1
3
21
3
1
3
2
3
2
1
3
2
1
3
2
1
22
3
2
1
3
1
3
2
2
1
3
3
2
1
23
3
2
1
3
2
1
3
3
2
1
1
3
2
24
3
2
1
3
3
2
1
1
3
2
2
1
3
25
3
3
2
1
1
3
2
3
2
1
2
1
3
26
3
3
2
1
2
1
3
1
3
2
3
2
1
27
3
3
2
1
3
2
1
2
1
3
1
3
2
1: 1st level, 2: 2nd level, 3: 3rd level, and Non: no factor in this column.All of these runs are analyzed by our own program VBCVA. The fundamental frequency (f1) of the bridge is the most important index of dynamics. The dynamic load allowance (DLA) is the common index to take account of the dynamic performance of the bridge traversed by moving vehicles in design and evaluation. For simplification, the comfort of pedestrians on the bridge and passengers in the vehicle is evaluated by the vibration accelerations of the bridge (ab) and the vehicle (av) in general. Therefore, these four indices are obtained from a large number of results, and they are listed in Table 6.Table 6
Results of numerical simulations without interaction.
Run
f
1 (Hz)
DLA
a
b (m/s2)
a
v (m/s2)
1
5.59
1.183
0.3867
2.3001
2
6.25
1.133
0.7283
3.2982
3
6.84
1.168
0.7333
2.4512
4
3.20
1.345
1.4651
3.1712
5
3.58
1.268
0.7086
2.5815
6
3.92
1.120
0.4376
1.6981
7
2.03
1.312
0.8765
3.8239
8
2.27
1.095
0.6762
1.5517
9
2.49
1.365
0.5886
1.9558
10
4.56
1.194
0.6982
2.5255
11
5.10
1.335
0.5796
3.9891
12
5.59
1.290
0.3568
2.5697
13
3.58
1.249
0.6848
2.8135
14
4.00
1.426
1.0353
4.9386
15
4.38
1.252
1.0250
2.6898
16
2.22
1.194
1.5957
2.9421
17
2.49
1.217
1.0797
2.7304
18
2.72
1.575
1.3255
2.7280
19
5.00
1.244
0.8916
2.7037
20
5.59
1.236
0.9152
4.0151
21
6.12
1.269
0.7024
5.5762
22
2.92
1.482
1.6800
3.9525
23
3.27
1.381
1.2634
2.6892
24
3.58
1.351
0.8484
3.6659
25
2.49
1.361
1.0922
2.9921
26
2.78
1.439
1.3170
2.4652
27
3.05
2.047
2.2685
5.3437In most of design codes of highway bridges, the dynamic load allowance (DLA) is defined as the function of the fundamental frequency of the bridge. Taking the current code (JTG D60-2004) [47] in China as an example, the values of DLA defined in the code are compared with that calculated by VBCVA (Figure 10).Figure 10
Relation between the DLA and the fundamental frequency.Figure10 shows that the differences between them are much more significant, especially for the frequency ranging from 2 Hz to 4 Hz. Also, the DLAs obtained in different runs are not the same, even if the frequencies are almost the same. So the DLA is dependent on a lot of factors, other than just the fundamental frequency. At another point of view, it has been proved again that dynamic responses of the vehicle-bridge system should be thought as the multifactor problem.In statistics, two methods are always used for data processing, range analysis and variance analysis. The first method has advantage of low cost, simple thought, and convenience to be popularized and applied. But, compared with variance analysis, the range analysis has two defects. Firstly, the error is hardly estimated. Secondly, the reliability cannot be determined. And it also cannot be used for regression analysis and design. Of course, the method of various analyses can avoid both defects. Then these two methods are described as follows, respectively.The range of analysis is completed by two steps. At first, the ranges of every factor are calculated by [48]
(42)Rj=max⁡(kj1,kj2,…,kjm)-min⁡(kj1,kj2,…,kjm),
where kjm is the mean value of the jth factor with the mth level, and Rj is the range of the jth factor. Then the trend between factors and the test index is plotted. The results can be seen in Table 7 and Figure 11.Table 7
Range analysis of numerical simulations without interaction.
Index
A
B
C
D
E
F
G
H
I
J
K
L
DLA
0.202
0.173
0.106
0.088
0.101
0.033
0.127
0.186
0.062
0.068
0.154
0.060
a
b (m/s2)
0.486
0.536
0.249
0.189
0.121
0.090
0.112
0.319
0.154
0.315
0.119
0.426
a
v (m/s2)
1.175
0.322
0.368
0.285
0.162
0.427
1.331
0.993
0.232
0.420
0.204
0.598Trend plot between factors and the test index.
(a)
Trend plot between factors and theDLA of the bridge.
(b)
Trend plot between factors and the acceleration of the bridge.
(c)
Trend plot between factors and the acceleration of the vehicle body.Variance analysis is more rigorous. There are four steps to realize the variance analysis [48, 49].(i)
Step 1: as for every factors, calculate the sum of square of deviations (Sj), the degree of freedom (dof, fj), and the variance estimation (σj).(ii)
Step 2: estimate the variance of the error (σe).(iii)
Step 3: obtain the test staticF and compare the F with its critical value Fα for given significance level α.(iv)
Step 4: for simplicity, the variance analysis table is listed, including the process and the results.All of them are calculated as follows:(43)S=∑i=1a(yi-y-)2=∑i=1ayi2-1a(∑i=1ayi)2,Sj=ab∑k=1b(y-jk-y-)2=ab∑k=1byjk2-1a(∑i=1ayi)2,Fj=σjσe=Sj/fjSe/fe
in which yi is the index result of the ith run and yjk is the index result of the jth factor with the kth level. Also, Se and fe denote, respectively, the sum of square of deviations and the degree of freedom of the error.It has to be noted that the error is resulted from all of the vacant columns in the orthogonal array. Also, the accuracy increases with the increasing dof of the error. Therefore, if the significance level of one factor is larger than 0.25, it can be included as the error. Of course, that may not be the same in different situations. All of the results are listed in Table8.Table 8
Various analyses of numerical simulations without interaction.
(a)
Dynamic load allowance (DLA) of the bridge
Factor
S
j
dof
Initial
Modification
σ
j
F
α
σ
j
F
α
A
0.1861
2
0.0931
49.35
0.05
0.0931
41.55
0.01
B
0.1344
2
0.0672
35.64
0.05
0.0672
30.00
0.01
C
0.0545
2
0.0273
14.45
0.10
0.0273
12.17
0.05
D
0.0351
2
0.0175
9.30
0.10
0.0175
7.83
0.05
E
0.0586
2
0.0293
15.54
0.10
0.0293
13.09
0.05
F
0.0052
2
0.0026
1.38
>0.25
—
—
—
G
0.0754
2
0.0377
20.00
0.05
0.0377
16.84
0.05
H
0.1605
2
0.0802
42.55
0.05
0.0802
35.82
0.01
I
0.0188
2
0.0094
5.00
0.25
0.0094
4.21
0.25
J
0.0211
2
0.0106
5.60
0.25
0.0106
4.72
0.10
K
0.1214
2
0.0607
32.18
0.05
0.0607
27.10
0.01
L
0.0182
2
0.0091
4.84
0.25
0.0091
4.07
0.25
Error
0.0038
2
0.0019
0.0022
Sum
0.8932
26
(b)
Vibration accelerations of the bridge (ab) and the vehicle (av)
Factor
S
j
dof
Bridgeab
Vehicleav
a
b
a
v
σ
j
F
α
σ
j
F
α
A
1.0772
6.2119
2
0.5386
349.08
0.01
3.1060
182.75
0.01
B
1.3357
0.4694
2
0.6678
432.86
0.01
0.2347
13.81
0.10
C
0.2923
0.6948
2
0.1461
94.71
0.05
0.3474
20.44
0.05
D
0.1977
0.3681
2
0.0989
64.07
0.05
0.1841
10.83
0.10
E
0.0858
0.1244
2
0.0429
27.80
0.05
0.0622
3.66
0.25
F
0.0478
0.8906
2
0.0239
15.49
0.10
0.4453
26.20
0.05
G
0.0613
9.4647
2
0.0306
19.86
0.05
4.7323
278.44
0.01
H
0.4733
5.4874
2
0.2366
153.37
0.01
2.7437
161.43
0.01
I
0.1068
0.2728
2
0.0534
34.62
0.05
0.1364
8.03
0.25
J
0.4521
0.8116
2
0.2260
146.50
0.01
0.4058
23.88
0.05
K
0.0637
0.2004
2
0.0318
20.63
0.05
0.1002
5.90
0.25
L
0.8217
1.6547
2
0.4108
266.29
0.01
0.8273
48.68
0.05
Error
0.0031
0.0340
2
0.0015
0.0170
Sum
5.0183
26.6849
26It can be concluded that the influence of factors on different indices are listed as follows.(i)
For DLA of the bridge,(44)A>H>B>K>G>C>E>D>J>I>L>F.(ii)
For vibration acceleration of the bridge,(45)B>A>L>H>J>C>I>D>E>K>G>F.(iii)
For vibration acceleration of the vehicle,(46)G>A>H>L>F>J>C>B>D>I>K>E.Obviously, for different indices, the most important influence factors are different. The sensitive factors are the pavement roughness, the span length, and the mass of the vehicle for the indices of the DLA, the vibration accelerations of the bridge and vehicle, respectively. It has to be noted that the DLA is the relative value of the dynamic response and the static response, while the vibration acceleration is the absolute value. It is the result of influence differences between the DLA and the vibration acceleration of the bridge, even though they are correlated in some extent.


### 4.4. Numerical Simulations considering Interaction

As mentioned earlier, the interaction almost exists in all of physical phenomena. When the interaction is so small, it can be ignored in application. However, as for research, we do not know whether the interaction can be ignored or not at first. As a result, the orthogonal design is introduced to solve this problem.Based on the results from the above section, the first five most important factors influencing the DLA are selected. They are the pavement roughness (A), the upper stiffness of the vehicle (H), the span length of the bridge (B), the lower damping of the vehicle (K), and the mass of the vehicle (G). Meanwhile, due to the calculation cost and the existing orthogonal array, the number of levels is determined as two for each factor. The second level in the above section is taken as the first level in this section, which is based on the fundamental models. And the second level is defined as 20% higher than the first level. According to the sparsity-of-effects principle, only the lower order interaction (two factors) is considered.To avoid the mixture, the most important factor has to be arranged at first. It can be seen in Table9.Table 9
Orthogonal arrayL16(215) and the arrangement of factors.
Run
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
A
H
A
×
H
B
A
×
B
H
×
B
Non
K
A
×
K
H
×
K
Non
B
×
K
H
×
G
A
×
G
G
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2
1
1
1
1
1
1
1
2
2
2
2
2
2
2
2
3
1
1
1
2
2
2
2
1
1
1
1
2
2
2
2
4
1
1
1
2
2
2
2
2
2
2
2
1
1
1
1
5
1
2
2
1
1
2
2
1
1
2
2
1
1
2
2
6
1
2
2
1
1
2
2
2
2
1
1
2
2
1
1
7
1
2
2
2
2
1
1
1
1
2
2
2
2
1
1
8
1
2
2
2
2
1
1
2
2
1
1
1
1
2
2
9
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
10
2
1
2
1
2
1
2
2
1
2
1
2
1
2
1
11
2
1
2
2
1
2
1
1
2
1
2
2
1
2
1
12
2
1
2
2
1
2
1
2
1
2
1
1
2
1
2
13
2
2
1
1
2
2
1
1
2
2
1
1
2
2
1
14
2
2
1
1
2
2
1
2
1
1
2
2
1
1
2
15
2
2
1
2
1
1
2
1
2
2
1
2
1
1
2
16
2
2
1
2
1
1
2
2
1
1
2
1
2
2
1
1: 1st level, 2: 2nd level (be equal to the 2nd and the 3rd level in above section, resp.), and Non: no factor in this column.The methods are the same as that in the above section. The results of range analysis and variance analysis are listed in Tables10 and 11, respectively.Table 10
Range analysis of numerical simulations considering interaction.
Index
A
H
A
×
H
B
A
×
B
H
×
B
K
A
×
K
H
×
K
B
×
K
H
×
G
A
×
G
G
DLA
0.101
0.063
0.009
0.285
0.027
0.012
0.009
0.021
0.008
0.002
0.006
0.019
0.111
a
b (m/s2)
0.222
0.117
0.013
0.607
0.053
0.010
0.018
0.013
0.001
0.001
0.036
0.014
0.099
a
v (m/s2)
0.640
0.350
0.039
0.545
0.063
0.171
0.048
0.050
0.029
0.009
0.112
0.068
0.636Table 11
Various analyses of numerical simulations considering interaction.
(a)
Dynamic load allowance (DLA) of the bridge
Factor
S
j
dof
Initial
Modification
σ
j
F
α
σ
j
F
α
A
0.0411
1
0.0411
26.04
0.05
0.0411
68.61
0.01
H
0.0160
1
0.0160
10.12
0.10
0.0160
26.66
0.01
A
×
H
0.0003
1
0.0003
0.21
>0.25
—
—
—
B
0.3257
1
0.3257
206.42
0.01
0.3257
543.94
0.01
A
×
B
0.0030
1
0.0030
1.90
>0.25
0.0030
5.00
0.10
H
×
B
0.0006
1
0.0006
0.36
>0.25
—
—
—
K
0.0003
1
0.0003
0.21
>0.25
—
—
—
A
×
K
0.0018
1
0.0018
1.11
>0.25
0.0018
2.92
0.25
H
×
K
0.0003
1
0.0003
0.17
>0.25
—
—
—
B
×
K
0.0000
1
0.0000
0.01
>0.25
—
—
—
H
×
G
0.0001
1
0.0001
0.08
>0.25
—
—
—
A
×
G
0.0014
1
0.0014
0.90
>0.25
0.0014
2.38
0.25
G
0.0493
1
0.0493
31.26
0.05
0.0493
82.37
0.01
Error
0.0032
2
0.0016
0.0006
Sum
0.4431
15
(b)
Vibration acceleration of the bridge (ab)
Factor
S
j
dof
Initial
Modification
σ
j
F
α
σ
j
F
α
A
0.1977
1
0.1977
32528.26
0.01
0.1977
36136.85
0.01
H
0.0545
1
0.0545
8967.12
0.01
0.0545
9961.91
0.01
A
×
H
0.0007
1
0.0007
107.79
0.01
0.0007
119.75
0.01
B
1.4716
1
1.4716
242142.36
0.01
1.4716
269004.93
0.01
A
×
B
0.0111
1
0.0111
1828.29
0.01
0.0111
2031.12
0.01
H
×
B
0.0004
1
0.0004
65.65
0.01
0.0004
72.93
0.01
K
0.0013
1
0.0013
207.47
0.01
0.0013
230.48
0.01
A
×
K
0.0007
1
0.0007
119.36
0.01
0.0007
132.61
0.01
H
×
K
0.0000
1
0.0000
1.10
>0.25
—
—
—
B
×
K
0.0000
1
0.0000
0.50
>0.25
—
—
—
H
×
G
0.0052
1
0.0052
848.12
0.01
0.0052
942.20
0.01
A
×
G
0.0008
1
0.0008
129.02
0.01
0.0008
143.34
0.01
G
0.0389
1
0.0389
6404.66
0.01
0.0389
7115.17
0.01
Error
0.0000
2
0.0000
0.0000
Sum
1.7828
15
(c)
Vibration acceleration of the vehicle (av)
Factor
S
j
dof
Initial
Modification
σ
j
F
α
σ
j
F
α
A
1.6400
1
1.6400
14.80
0.10
1.6400
51.80
0.01
H
0.4914
1
0.4914
4.44
0.25
0.4914
15.52
0.01
A
×
H
0.0062
1
0.0062
0.06
>0.25
—
—
—
B
1.1866
1
1.1866
10.71
0.10
1.1866
37.48
0.01
A
×
B
0.0159
1
0.0159
0.14
>0.25
—
—
—
H
×
B
0.1175
1
0.1175
1.06
>0.25
0.1175
3.71
0.10
K
0.0094
1
0.0094
0.08
>0.25
—
—
—
A
×
K
0.0099
1
0.0099
0.09
>0.25
—
—
—
H
×
K
0.0034
1
0.0034
0.03
>0.25
—
—
—
B
×
K
0.0003
1
0.0003
0.00
>0.25
—
—
—
H
×
G
0.0498
1
0.0498
0.45
>0.25
0.0498
1.57
0.25
A
×
G
0.0182
1
0.0182
0.16
>0.25
—
—
—
G
1.6199
1
1.6199
14.62
0.10
1.6199
51.17
0.01
Error
0.2216
2
0.1108
0.0317
Sum
5.3900
15It can be concluded that the influence of factors on different indices are listed as follows.(i)
For DLA of the bridge,(47)G>A>B>H>A×B>A×K>A×G>H×B>A×H>K>H×K>H×G>B×K.(ii)
For vibration acceleration of the bridge,(48)B>A>H>G>A×B>H×G>K>A×G>A×K>A×H>H×B>H×K>B×K.(iii)
For vibration acceleration of the vehicle,(49)A>G>B>H>H×B>H×G>A×G>A×B>A×K>K>A×H>H×K>B×K.Obviously, apart from the lower damping of the vehicle (K), other four main factors are still the most important influences on the test indices, including the DLA of the bridge, the vibration accelerations of the bridge and the vehicle. And the interaction effects are less. Maybe they can be neglected in engineering application. In addition, there are some differences for the importance order of factors between the results from this section and the above section. However, general trend has been little changed. Of course, the later one is more accurate and reliable, due to considering the interaction other than just main effects.Similarly, for different testing indices, the influence of each factor is not the same.


### 4.5. Results and Discussions

According to numerical simulations, the sensitivity of each factor for different indices is not the same. Therefore, we should pay more attention to various factors for different purpose in the design of bridges and vehicles. For example, if the bridge is mainly for pedestrians, the acceleration of the bridge is related with their comfort. Then the span length and the pavement roughness should be noted. If the riding comfort is the primary consideration, maybe we should focus on the pavement roughness and the mass of the moving vehicle. However, as for safety of the bridge, the important factors include the pavement roughness, span length of the bridge, mass, and upper stiffness of the vehicle. In short, it has to be noted that the pavement roughness is the essential factor.Comparing the acceleration of the bridge with that of the vehicle, the former one is more related with the span length, while the latter one is more related with the mass of the vehicle. Actually, the span length of the bridge is significantly related with its fundamental frequency. And the mass of the vehicle will influence natural frequencies of the vehicle. Therefore, in nature, the determined factors are natural frequencies of the bridge and moving vehicles. Also, it is consistent with the conclusion obtained from the simplified theoretical derivation in Section2. Based on this consistency, the proposed method, orthogonal experimental design, has been verified. And the results are reliable.For vehicle design, stiffness is more important than the damping of the suspension system, especially the upper stiffness. According to the structural dynamics, the damping of the vehicle has less influence on its natural frequencies than the stiffness. Meanwhile, it has been proved that the frequency is the main factor.Using the method of orthogonal experimental design, the interaction effects are so small that they can be neglected in engineering application.Furthermore, the plot of relation between DLA and the fundamental frequency shows that the DLA is dependent on many factors, and more synthetical and accurate formulas should be proposed in the code. In addition, for comfort of pedestrians and passengers, the empirical formulas of accelerations of the bridge and the vehicle could be added based on the proposed method in this study.


## 4.1. Orthogonal Experimental Design

As for the multifactor experimental problem, the full factorial design was widely accepted in the early stage. There are two primary benefits of this method. Firstly, it reveals whether the effect of each factor depends on the levels of other factors in the experiment. And one factorial experiment can show “interaction effects” that a series of experiments each involving a single factor cannot. Secondly, it provides excellent precision for the regression model parameter estimates that summarize the combined effects of the factors [43].However, when the variables are more, the size of the full factorial design is much extremely larger. For example, with three levels of every factor, increasing the number of factors from 2 to 4 increases the size of the full factorial design from 32 to 34, 9 times larger. So fractional factorial designs have come out to largely reduce the work in the analysis of multifactor problem. In statistics, fractional factorial designs consist of a carefully chosen subset of the experimental runs of a full factorial design. That is chosen so as to exploit the sparsity-of-effects principle to expose information about the most important features of the problem studied, while using a fraction of the effort of a full factorial design in terms of experimental runs.Obviously, there are two principal contradictions in the fractional factorial design. One is the contradiction between the larger runs in the full factorial design and the expected smaller runs in actual operation. The other one is that between the smaller runs and the expected whole information, which is just the same as that obtained from the full factorial design [44]. To solve these two contradictions, the orthogonal experimental design is one of the best methods. According to a more rational arrangement, such as the orthogonal array, a minority of runs that are most typical can be selected, which can solve the first contradiction. Using some scientific methods of data processing, including the range analysis and the variance analysis, many reasonable conclusions can be obtained based on the minority of experiments, which can solve the second contradiction. In a word, the orthogonal experimental design has been verified as a good method.The orthogonal array is the basis of the orthogonal experimental design. And it has been constructed based on these two mathematical courses, combinatorics and probability. Of course, it is not necessary for engineers to know how to construct it. We only need to transplant existing orthogonal arrays into engineering areas. The orthogonal array is usually denoted byLa(bc), in which L is the code of orthogonal array, a is the number of experimental runs, b is the number of levels, and c is the number of factors. In the recent period, this type of construction thought has become widespread.It has been proved that the “interaction effects” are always seen in the multifactor experiment. They are defined as the influence of combined factors on the test index. In fact, the “interaction effects” are reflections of mutual promotion or inhibition, and these effects are more or less existed in all physical phenomenon. In the statistical analysis of the results obtained from factorial experiments, the sparsity-of-effects principle states that a system is usually dominated by main effects (single factor) and low-order interactions. Therefore, it is most likely that main effects and two-factor interactions are the most significant responses in an experiment [45].A majority of studies have shown that the dynamic responses of vehicle-bridge system are influenced by so many factors, including vehicle characteristics, pavement roughness, and bridge characteristics [46]. In this study, to efficiently reduce the experimental runs, the conventional orthogonal design is divided into two phases. In the first phase, main effects (single factor) are analyzed without any interaction effects. Based on the results from the first phase, the interaction effects of some of the most important factors are discussed in the second phase.


## 4.2. Samples Selection

As we know, there are many types of highway bridges, including the girder bridge, the arch bridge, the cable-stayed bridge, and the suspension bridge. Of course, the simply supported girder bridge is the most common type. Based on the standard drawings issued by the Ministry of Transport of the People’s Republic of China in 2008, a 30 m-span bridge with small-box section has been selected as the fundamental sample of bridges. The damping ratio is assumed as 0.05. The cross-section is in Figure8 and its other parameters are listed in Table 2.Table 2
Parameters of the bridge.
L (m)
W (m)
I (m4)
A (m2)
E (MPa)
ρ (kg/m3)
30
12
1.98
6.23
34500
2600
L: length, W: width, I: moment of inertia, E: modules of elasticity, and ρ: density.Figure 8
The cross-section of the bridge (cm).In highway bridges, the types of moving vehicles are various, which is significantly different from the type of vehicles in railway bridges. And it makes the problem of the vehicle-bridge coupled system become much more complex. Usually, there are three types of vehicles, including the small car, the bus or coach, and the loading truck. Apparently, due to their light weight, the first two types of vehicles may not be the main contributions on the dynamic responses. So the 3-axle loading truck has to be selected in this study. Its weight is 30 tons. It is seen in Figure9 and Table 3.Table 3
Parameters of the three-axle loading truck.
Parameters
Value
Parameters
Value
Mass of truck body
31800 kg
Upper stiffness (front axle)
1200 kN·m−1
Mass of front wheel
400 kg
Upper stiffness (middle/rear axle)
2400 kN·m−1
Mass of middle/rear wheel
600 kg
Upper damping (front axle)
5 kN·s·m−1
Pitching moment of inertia
40000 kg·m2
Upper damping (middle/rear axle)
10 kN·s·m−1
Rolling moment of inertia
10000 kg·m2
Lower stiffness (front axle)
2400 kN·m−1
Distance (front axle to center)
4.60 m
Lower stiffness (middle/rear axle)
4800 kN·m−1
Distance (middle axle to center)
0.36 m
Lower damping (front axle)
6 kN·s·m−1
Distance (middle to rear axle)
1.40 m
Lower damping (middle/rear axle)
12 kN·s·m−1
Wheel base
1.80 mFigure 9
Three-axle loading truck (cm).Pavement roughness is the excitation source of the vehicle-bridge coupled vibration. For new bridges, the condition of the pavement is very good or good. So the maximum amplitude of the pavement roughness is assumed as 1cm (α=0.2345) in this study.Based on so many existing research results [2, 4, 5, 7–9], twelve factors are considered and discussed, including the pavement roughness, the span length, width, mass, stiffness, and damping of the bridge, the mass, upper stiffness (suspension system), upper damping, lower stiffness, lower damping, and speed of the vehicle. And they are successively denoted by capital letters from A to L. All of these factors are listed in Table 4.Table 4
Factors description.
Factor
Description
A
Pavement roughness
B
Span length of the bridge
C
Width of the bridge
D
Mass of the bridge
E
Stiffness of the bridge
F
Damping of the bridge
G
Mass of the vehicle
H
Upper stiffness of the vehicle
I
Upper damping of the vehicle
J
Lower stiffness of the vehicle
K
Lower damping of the vehicle
L
Speed of the vehicleConsidering computational efficiency, three levels are given for every factor. The value of parameters in fundamental models described above is thought as the second level. Then the first level and the third level are taken by 20% lower and 20% higher, respectively. For instance, three levels of the span length are 24 m (A1, 30m×0.8), 30 m (A2), and 36 m (A3, 30m×1.2). Of all these factors, the factors of width and speed have to be emphasized as follows. The simply supported girder bridge is assembled by many prefabricated small-box section girders. Three levels of the width are 9 m (3 girders), 12 m (4 girders), and 15 m (5 girders). And the speeds of the moving vehicle are assumed as 20 m/s, 25 m/s, and 30 m/s, which are common in actual operation.


## 4.3. Numerical Simulations without Interaction

Firstly, the interaction has been ignored in this section. As for twelve factors and three levels for every factors, the orthogonal arrayL27(313) has been adopted. If only main effects (single factor) are considered, there is no mixture involved in the arrangement of factors. So they can be arranged successively. It is seen in Table 5.Table 5
Orthogonal arrayL27(313) and the arrangement of factors.
Run
1
2
3
4
5
6
7
8
9
10
11
12
13
A
B
C
D
E
F
G
H
I
J
K
L
Non
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2
1
1
1
1
2
2
2
2
2
2
2
2
2
3
1
1
1
1
3
3
3
3
3
3
3
3
3
4
1
2
2
2
1
1
1
2
2
2
3
3
3
5
1
2
2
2
2
2
2
3
3
3
1
1
1
6
1
2
2
2
3
3
3
1
1
1
2
2
2
7
1
3
3
3
1
1
1
3
3
3
2
2
2
8
1
3
3
3
2
2
2
1
1
1
3
3
3
9
1
3
3
3
3
3
3
2
2
2
1
1
1
10
2
1
2
3
1
2
3
1
2
3
1
2
3
11
2
1
2
3
2
3
1
2
3
1
2
3
1
12
2
1
2
3
3
1
2
3
1
2
3
1
2
13
2
2
3
1
1
2
3
2
3
1
3
1
2
14
2
2
3
1
2
3
1
3
1
2
1
2
3
15
2
2
3
1
3
1
2
1
2
3
2
3
1
16
2
3
1
2
1
2
3
3
1
2
2
3
1
17
2
3
1
2
2
3
1
1
2
3
3
1
2
18
2
3
1
2
3
1
2
2
3
1
1
2
3
19
3
1
3
2
1
3
2
1
3
2
1
3
2
20
3
1
3
2
2
1
3
2
1
3
2
1
3
21
3
1
3
2
3
2
1
3
2
1
3
2
1
22
3
2
1
3
1
3
2
2
1
3
3
2
1
23
3
2
1
3
2
1
3
3
2
1
1
3
2
24
3
2
1
3
3
2
1
1
3
2
2
1
3
25
3
3
2
1
1
3
2
3
2
1
2
1
3
26
3
3
2
1
2
1
3
1
3
2
3
2
1
27
3
3
2
1
3
2
1
2
1
3
1
3
2
1: 1st level, 2: 2nd level, 3: 3rd level, and Non: no factor in this column.All of these runs are analyzed by our own program VBCVA. The fundamental frequency (f1) of the bridge is the most important index of dynamics. The dynamic load allowance (DLA) is the common index to take account of the dynamic performance of the bridge traversed by moving vehicles in design and evaluation. For simplification, the comfort of pedestrians on the bridge and passengers in the vehicle is evaluated by the vibration accelerations of the bridge (ab) and the vehicle (av) in general. Therefore, these four indices are obtained from a large number of results, and they are listed in Table 6.Table 6
Results of numerical simulations without interaction.
Run
f
1 (Hz)
DLA
a
b (m/s2)
a
v (m/s2)
1
5.59
1.183
0.3867
2.3001
2
6.25
1.133
0.7283
3.2982
3
6.84
1.168
0.7333
2.4512
4
3.20
1.345
1.4651
3.1712
5
3.58
1.268
0.7086
2.5815
6
3.92
1.120
0.4376
1.6981
7
2.03
1.312
0.8765
3.8239
8
2.27
1.095
0.6762
1.5517
9
2.49
1.365
0.5886
1.9558
10
4.56
1.194
0.6982
2.5255
11
5.10
1.335
0.5796
3.9891
12
5.59
1.290
0.3568
2.5697
13
3.58
1.249
0.6848
2.8135
14
4.00
1.426
1.0353
4.9386
15
4.38
1.252
1.0250
2.6898
16
2.22
1.194
1.5957
2.9421
17
2.49
1.217
1.0797
2.7304
18
2.72
1.575
1.3255
2.7280
19
5.00
1.244
0.8916
2.7037
20
5.59
1.236
0.9152
4.0151
21
6.12
1.269
0.7024
5.5762
22
2.92
1.482
1.6800
3.9525
23
3.27
1.381
1.2634
2.6892
24
3.58
1.351
0.8484
3.6659
25
2.49
1.361
1.0922
2.9921
26
2.78
1.439
1.3170
2.4652
27
3.05
2.047
2.2685
5.3437In most of design codes of highway bridges, the dynamic load allowance (DLA) is defined as the function of the fundamental frequency of the bridge. Taking the current code (JTG D60-2004) [47] in China as an example, the values of DLA defined in the code are compared with that calculated by VBCVA (Figure 10).Figure 10
Relation between the DLA and the fundamental frequency.Figure10 shows that the differences between them are much more significant, especially for the frequency ranging from 2 Hz to 4 Hz. Also, the DLAs obtained in different runs are not the same, even if the frequencies are almost the same. So the DLA is dependent on a lot of factors, other than just the fundamental frequency. At another point of view, it has been proved again that dynamic responses of the vehicle-bridge system should be thought as the multifactor problem.In statistics, two methods are always used for data processing, range analysis and variance analysis. The first method has advantage of low cost, simple thought, and convenience to be popularized and applied. But, compared with variance analysis, the range analysis has two defects. Firstly, the error is hardly estimated. Secondly, the reliability cannot be determined. And it also cannot be used for regression analysis and design. Of course, the method of various analyses can avoid both defects. Then these two methods are described as follows, respectively.The range of analysis is completed by two steps. At first, the ranges of every factor are calculated by [48]
(42)Rj=max⁡(kj1,kj2,…,kjm)-min⁡(kj1,kj2,…,kjm),
where kjm is the mean value of the jth factor with the mth level, and Rj is the range of the jth factor. Then the trend between factors and the test index is plotted. The results can be seen in Table 7 and Figure 11.Table 7
Range analysis of numerical simulations without interaction.
Index
A
B
C
D
E
F
G
H
I
J
K
L
DLA
0.202
0.173
0.106
0.088
0.101
0.033
0.127
0.186
0.062
0.068
0.154
0.060
a
b (m/s2)
0.486
0.536
0.249
0.189
0.121
0.090
0.112
0.319
0.154
0.315
0.119
0.426
a
v (m/s2)
1.175
0.322
0.368
0.285
0.162
0.427
1.331
0.993
0.232
0.420
0.204
0.598Trend plot between factors and the test index.
(a)
Trend plot between factors and theDLA of the bridge.
(b)
Trend plot between factors and the acceleration of the bridge.
(c)
Trend plot between factors and the acceleration of the vehicle body.Variance analysis is more rigorous. There are four steps to realize the variance analysis [48, 49].(i)
Step 1: as for every factors, calculate the sum of square of deviations (Sj), the degree of freedom (dof, fj), and the variance estimation (σj).(ii)
Step 2: estimate the variance of the error (σe).(iii)
Step 3: obtain the test staticF and compare the F with its critical value Fα for given significance level α.(iv)
Step 4: for simplicity, the variance analysis table is listed, including the process and the results.All of them are calculated as follows:(43)S=∑i=1a(yi-y-)2=∑i=1ayi2-1a(∑i=1ayi)2,Sj=ab∑k=1b(y-jk-y-)2=ab∑k=1byjk2-1a(∑i=1ayi)2,Fj=σjσe=Sj/fjSe/fe
in which yi is the index result of the ith run and yjk is the index result of the jth factor with the kth level. Also, Se and fe denote, respectively, the sum of square of deviations and the degree of freedom of the error.It has to be noted that the error is resulted from all of the vacant columns in the orthogonal array. Also, the accuracy increases with the increasing dof of the error. Therefore, if the significance level of one factor is larger than 0.25, it can be included as the error. Of course, that may not be the same in different situations. All of the results are listed in Table8.Table 8
Various analyses of numerical simulations without interaction.
(a)
Dynamic load allowance (DLA) of the bridge
Factor
S
j
dof
Initial
Modification
σ
j
F
α
σ
j
F
α
A
0.1861
2
0.0931
49.35
0.05
0.0931
41.55
0.01
B
0.1344
2
0.0672
35.64
0.05
0.0672
30.00
0.01
C
0.0545
2
0.0273
14.45
0.10
0.0273
12.17
0.05
D
0.0351
2
0.0175
9.30
0.10
0.0175
7.83
0.05
E
0.0586
2
0.0293
15.54
0.10
0.0293
13.09
0.05
F
0.0052
2
0.0026
1.38
>0.25
—
—
—
G
0.0754
2
0.0377
20.00
0.05
0.0377
16.84
0.05
H
0.1605
2
0.0802
42.55
0.05
0.0802
35.82
0.01
I
0.0188
2
0.0094
5.00
0.25
0.0094
4.21
0.25
J
0.0211
2
0.0106
5.60
0.25
0.0106
4.72
0.10
K
0.1214
2
0.0607
32.18
0.05
0.0607
27.10
0.01
L
0.0182
2
0.0091
4.84
0.25
0.0091
4.07
0.25
Error
0.0038
2
0.0019
0.0022
Sum
0.8932
26
(b)
Vibration accelerations of the bridge (ab) and the vehicle (av)
Factor
S
j
dof
Bridgeab
Vehicleav
a
b
a
v
σ
j
F
α
σ
j
F
α
A
1.0772
6.2119
2
0.5386
349.08
0.01
3.1060
182.75
0.01
B
1.3357
0.4694
2
0.6678
432.86
0.01
0.2347
13.81
0.10
C
0.2923
0.6948
2
0.1461
94.71
0.05
0.3474
20.44
0.05
D
0.1977
0.3681
2
0.0989
64.07
0.05
0.1841
10.83
0.10
E
0.0858
0.1244
2
0.0429
27.80
0.05
0.0622
3.66
0.25
F
0.0478
0.8906
2
0.0239
15.49
0.10
0.4453
26.20
0.05
G
0.0613
9.4647
2
0.0306
19.86
0.05
4.7323
278.44
0.01
H
0.4733
5.4874
2
0.2366
153.37
0.01
2.7437
161.43
0.01
I
0.1068
0.2728
2
0.0534
34.62
0.05
0.1364
8.03
0.25
J
0.4521
0.8116
2
0.2260
146.50
0.01
0.4058
23.88
0.05
K
0.0637
0.2004
2
0.0318
20.63
0.05
0.1002
5.90
0.25
L
0.8217
1.6547
2
0.4108
266.29
0.01
0.8273
48.68
0.05
Error
0.0031
0.0340
2
0.0015
0.0170
Sum
5.0183
26.6849
26It can be concluded that the influence of factors on different indices are listed as follows.(i)
For DLA of the bridge,(44)A>H>B>K>G>C>E>D>J>I>L>F.(ii)
For vibration acceleration of the bridge,(45)B>A>L>H>J>C>I>D>E>K>G>F.(iii)
For vibration acceleration of the vehicle,(46)G>A>H>L>F>J>C>B>D>I>K>E.Obviously, for different indices, the most important influence factors are different. The sensitive factors are the pavement roughness, the span length, and the mass of the vehicle for the indices of the DLA, the vibration accelerations of the bridge and vehicle, respectively. It has to be noted that the DLA is the relative value of the dynamic response and the static response, while the vibration acceleration is the absolute value. It is the result of influence differences between the DLA and the vibration acceleration of the bridge, even though they are correlated in some extent.


## 4.4. Numerical Simulations considering Interaction

As mentioned earlier, the interaction almost exists in all of physical phenomena. When the interaction is so small, it can be ignored in application. However, as for research, we do not know whether the interaction can be ignored or not at first. As a result, the orthogonal design is introduced to solve this problem.Based on the results from the above section, the first five most important factors influencing the DLA are selected. They are the pavement roughness (A), the upper stiffness of the vehicle (H), the span length of the bridge (B), the lower damping of the vehicle (K), and the mass of the vehicle (G). Meanwhile, due to the calculation cost and the existing orthogonal array, the number of levels is determined as two for each factor. The second level in the above section is taken as the first level in this section, which is based on the fundamental models. And the second level is defined as 20% higher than the first level. According to the sparsity-of-effects principle, only the lower order interaction (two factors) is considered.To avoid the mixture, the most important factor has to be arranged at first. It can be seen in Table9.Table 9
Orthogonal arrayL16(215) and the arrangement of factors.
Run
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
A
H
A
×
H
B
A
×
B
H
×
B
Non
K
A
×
K
H
×
K
Non
B
×
K
H
×
G
A
×
G
G
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
2
1
1
1
1
1
1
1
2
2
2
2
2
2
2
2
3
1
1
1
2
2
2
2
1
1
1
1
2
2
2
2
4
1
1
1
2
2
2
2
2
2
2
2
1
1
1
1
5
1
2
2
1
1
2
2
1
1
2
2
1
1
2
2
6
1
2
2
1
1
2
2
2
2
1
1
2
2
1
1
7
1
2
2
2
2
1
1
1
1
2
2
2
2
1
1
8
1
2
2
2
2
1
1
2
2
1
1
1
1
2
2
9
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
10
2
1
2
1
2
1
2
2
1
2
1
2
1
2
1
11
2
1
2
2
1
2
1
1
2
1
2
2
1
2
1
12
2
1
2
2
1
2
1
2
1
2
1
1
2
1
2
13
2
2
1
1
2
2
1
1
2
2
1
1
2
2
1
14
2
2
1
1
2
2
1
2
1
1
2
2
1
1
2
15
2
2
1
2
1
1
2
1
2
2
1
2
1
1
2
16
2
2
1
2
1
1
2
2
1
1
2
1
2
2
1
1: 1st level, 2: 2nd level (be equal to the 2nd and the 3rd level in above section, resp.), and Non: no factor in this column.The methods are the same as that in the above section. The results of range analysis and variance analysis are listed in Tables10 and 11, respectively.Table 10
Range analysis of numerical simulations considering interaction.
Index
A
H
A
×
H
B
A
×
B
H
×
B
K
A
×
K
H
×
K
B
×
K
H
×
G
A
×
G
G
DLA
0.101
0.063
0.009
0.285
0.027
0.012
0.009
0.021
0.008
0.002
0.006
0.019
0.111
a
b (m/s2)
0.222
0.117
0.013
0.607
0.053
0.010
0.018
0.013
0.001
0.001
0.036
0.014
0.099
a
v (m/s2)
0.640
0.350
0.039
0.545
0.063
0.171
0.048
0.050
0.029
0.009
0.112
0.068
0.636Table 11
Various analyses of numerical simulations considering interaction.
(a)
Dynamic load allowance (DLA) of the bridge
Factor
S
j
dof
Initial
Modification
σ
j
F
α
σ
j
F
α
A
0.0411
1
0.0411
26.04
0.05
0.0411
68.61
0.01
H
0.0160
1
0.0160
10.12
0.10
0.0160
26.66
0.01
A
×
H
0.0003
1
0.0003
0.21
>0.25
—
—
—
B
0.3257
1
0.3257
206.42
0.01
0.3257
543.94
0.01
A
×
B
0.0030
1
0.0030
1.90
>0.25
0.0030
5.00
0.10
H
×
B
0.0006
1
0.0006
0.36
>0.25
—
—
—
K
0.0003
1
0.0003
0.21
>0.25
—
—
—
A
×
K
0.0018
1
0.0018
1.11
>0.25
0.0018
2.92
0.25
H
×
K
0.0003
1
0.0003
0.17
>0.25
—
—
—
B
×
K
0.0000
1
0.0000
0.01
>0.25
—
—
—
H
×
G
0.0001
1
0.0001
0.08
>0.25
—
—
—
A
×
G
0.0014
1
0.0014
0.90
>0.25
0.0014
2.38
0.25
G
0.0493
1
0.0493
31.26
0.05
0.0493
82.37
0.01
Error
0.0032
2
0.0016
0.0006
Sum
0.4431
15
(b)
Vibration acceleration of the bridge (ab)
Factor
S
j
dof
Initial
Modification
σ
j
F
α
σ
j
F
α
A
0.1977
1
0.1977
32528.26
0.01
0.1977
36136.85
0.01
H
0.0545
1
0.0545
8967.12
0.01
0.0545
9961.91
0.01
A
×
H
0.0007
1
0.0007
107.79
0.01
0.0007
119.75
0.01
B
1.4716
1
1.4716
242142.36
0.01
1.4716
269004.93
0.01
A
×
B
0.0111
1
0.0111
1828.29
0.01
0.0111
2031.12
0.01
H
×
B
0.0004
1
0.0004
65.65
0.01
0.0004
72.93
0.01
K
0.0013
1
0.0013
207.47
0.01
0.0013
230.48
0.01
A
×
K
0.0007
1
0.0007
119.36
0.01
0.0007
132.61
0.01
H
×
K
0.0000
1
0.0000
1.10
>0.25
—
—
—
B
×
K
0.0000
1
0.0000
0.50
>0.25
—
—
—
H
×
G
0.0052
1
0.0052
848.12
0.01
0.0052
942.20
0.01
A
×
G
0.0008
1
0.0008
129.02
0.01
0.0008
143.34
0.01
G
0.0389
1
0.0389
6404.66
0.01
0.0389
7115.17
0.01
Error
0.0000
2
0.0000
0.0000
Sum
1.7828
15
(c)
Vibration acceleration of the vehicle (av)
Factor
S
j
dof
Initial
Modification
σ
j
F
α
σ
j
F
α
A
1.6400
1
1.6400
14.80
0.10
1.6400
51.80
0.01
H
0.4914
1
0.4914
4.44
0.25
0.4914
15.52
0.01
A
×
H
0.0062
1
0.0062
0.06
>0.25
—
—
—
B
1.1866
1
1.1866
10.71
0.10
1.1866
37.48
0.01
A
×
B
0.0159
1
0.0159
0.14
>0.25
—
—
—
H
×
B
0.1175
1
0.1175
1.06
>0.25
0.1175
3.71
0.10
K
0.0094
1
0.0094
0.08
>0.25
—
—
—
A
×
K
0.0099
1
0.0099
0.09
>0.25
—
—
—
H
×
K
0.0034
1
0.0034
0.03
>0.25
—
—
—
B
×
K
0.0003
1
0.0003
0.00
>0.25
—
—
—
H
×
G
0.0498
1
0.0498
0.45
>0.25
0.0498
1.57
0.25
A
×
G
0.0182
1
0.0182
0.16
>0.25
—
—
—
G
1.6199
1
1.6199
14.62
0.10
1.6199
51.17
0.01
Error
0.2216
2
0.1108
0.0317
Sum
5.3900
15It can be concluded that the influence of factors on different indices are listed as follows.(i)
For DLA of the bridge,(47)G>A>B>H>A×B>A×K>A×G>H×B>A×H>K>H×K>H×G>B×K.(ii)
For vibration acceleration of the bridge,(48)B>A>H>G>A×B>H×G>K>A×G>A×K>A×H>H×B>H×K>B×K.(iii)
For vibration acceleration of the vehicle,(49)A>G>B>H>H×B>H×G>A×G>A×B>A×K>K>A×H>H×K>B×K.Obviously, apart from the lower damping of the vehicle (K), other four main factors are still the most important influences on the test indices, including the DLA of the bridge, the vibration accelerations of the bridge and the vehicle. And the interaction effects are less. Maybe they can be neglected in engineering application. In addition, there are some differences for the importance order of factors between the results from this section and the above section. However, general trend has been little changed. Of course, the later one is more accurate and reliable, due to considering the interaction other than just main effects.Similarly, for different testing indices, the influence of each factor is not the same.


## 4.5. Results and Discussions

According to numerical simulations, the sensitivity of each factor for different indices is not the same. Therefore, we should pay more attention to various factors for different purpose in the design of bridges and vehicles. For example, if the bridge is mainly for pedestrians, the acceleration of the bridge is related with their comfort. Then the span length and the pavement roughness should be noted. If the riding comfort is the primary consideration, maybe we should focus on the pavement roughness and the mass of the moving vehicle. However, as for safety of the bridge, the important factors include the pavement roughness, span length of the bridge, mass, and upper stiffness of the vehicle. In short, it has to be noted that the pavement roughness is the essential factor.Comparing the acceleration of the bridge with that of the vehicle, the former one is more related with the span length, while the latter one is more related with the mass of the vehicle. Actually, the span length of the bridge is significantly related with its fundamental frequency. And the mass of the vehicle will influence natural frequencies of the vehicle. Therefore, in nature, the determined factors are natural frequencies of the bridge and moving vehicles. Also, it is consistent with the conclusion obtained from the simplified theoretical derivation in Section2. Based on this consistency, the proposed method, orthogonal experimental design, has been verified. And the results are reliable.For vehicle design, stiffness is more important than the damping of the suspension system, especially the upper stiffness. According to the structural dynamics, the damping of the vehicle has less influence on its natural frequencies than the stiffness. Meanwhile, it has been proved that the frequency is the main factor.Using the method of orthogonal experimental design, the interaction effects are so small that they can be neglected in engineering application.Furthermore, the plot of relation between DLA and the fundamental frequency shows that the DLA is dependent on many factors, and more synthetical and accurate formulas should be proposed in the code. In addition, for comfort of pedestrians and passengers, the empirical formulas of accelerations of the bridge and the vehicle could be added based on the proposed method in this study.


## 5. Conclusions

To get a good understanding of the dynamic responses of the simply supported girder bridge to moving vehicular loads or vehicles, theoretical derivations are presented based on simplified models of the vehicle-bridge coupled vibration system; then some numerical simulations based on the proposed method of the orthogonal experimental design in batches have been done by our own program VBCVA.Firstly, according to simplified theoretical derivations, three factors are proved as the most important factors to determine dynamic responses. They are the mass ratio of the vehicle and the bridge (κ), the frequency ratio of the vehicle and the bridge (γ), and the ratio of disturbance frequency related with the speed and the frequency of the bridge (α). It has to be noted that the roughness has not been considered in simplified models.Secondly, based on the modal synthesis method, the thought of our own program VBCVA has been given in detail. Combining both advantages of the commercial software ANSYS and MATLAB, the bridge model is found by ANSYS, while the vehicle model and the roughness model are established by MATLAB. It can be used for calculating the cases of multilanes and multivehicles (both in longitudinal direction and transverse direction). Also, the number of axles or vehicles is not limited. Therefore, this program has to be thought of as convenient and powerful enough for the analysis of vehicle-bridge coupled vibration problems.Thirdly, on the basis of the orthogonal experimental design, both the main effects and the interaction effects can be studied. For different indices of dynamic responses, the influences of each factor are not the same. However, the pavement roughness is assumed as the most important factor. In addition, dynamic responses of the bridge and the vehicle are much more dependent on their own fundamental frequency, respectively. Furthermore, the interaction effects have proved to be so small that they can be neglected in engineering application.In the end, it has to be emphasized that the proposed method of the orthogonal experimental design in batches greatly reduces calculation cost. And it is efficient and rational enough to study multifactor problems.The proposed method is used for not only the analysis of influence factors, but also the analysis of regression. And it can be applied in all types of bridges, other than just the simply supported bridge. Furthermore, it provides a good way to obtain more rational empirical formulas of the DLA and other dynamic responses, which may be adopted in the codes of design and evaluation.



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*Source: 514872-2014-09-29.xml*